Loading...
HomeMy WebLinkAbout2613 Flicker Cv 17-17166; NEW SFHC' 3s aq COUNTY OF SEMINOLE IMPACT FEE STATEMENT 33 Frrn LJ t-, 1-1-''i 1 (o STATEMENTNUMBER: 17100004 DATE: July 13, 2017 BUILDINGAPPLICATION4: 17-10000437 BUILDING PERMIT NUMBER: 17-10000437 UNIT ADDRESS: FLICKER CV 2613 17-20-31-501-0000-0010 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLATBOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: PARK SQUARE HOMES ADDRESS: 5200 VINELAND RD SUITE 100 ORLANDO FL 32811 LAND USE: SFR MODEL W/TEMP PID TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 2613 FLICKER CV / SFR MODEL HOME WYNDHAM PRESERVE FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPEDISTSCHEDRATEUNITSTYPEROADS- ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Singgle Family Housing .00 1.000 dwl unit .00 FIRERESCUEN/A LIBRARY CO -WIDE ORD .00 Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLSCO -WIDE ORD Single Family Housing 5,000.00 1.000 dwl unit 5,000.00 PARKSN/A LAW ENFORCE N/A .00 DRAINAGE N/A .00 00 AMOUNT DUE 5,759.00 RECEIVEDTBY: !* I> SIGNATURE: PLEASE PRINT NAME) DATE: // r% NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2- FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLECOUNTYROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCEOFABUILDINGPERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TOAPPEALTHECALCULATIONOFANYOFTHEABOVEMENTIONEDIMPACTFEESMUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIESOFRULESGOVERNINGAPPEALSMAYBEPICKEDUP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. THIS INSTRUMENT PREPARED BY: Name: Michelle Parkison Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 NOTICE OF COMMENCEMENT t....__r:;'. s a: _ .t. i ': u_;k:T _: :_ iiiii' i'Ti.tA._l..t: t„_ .f CLERK'S x 201707i i3g2 14_t_(l1 CAI-T Ci7;':1;; 2 ).i1,' 1C-'21. t1+,'.t_ t.f FTED BY it {:I Permit Number: 17-1716 Parcel ID Number: 17-20-31-501-0000-1120 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) Lot 112 Wyndham Preserve Plat Book 81 / Pages 93-102 2613 Flicker Cove, Sanford, FL 32771 2. GENERAL DESCRIPTION OF IMPROVEMENT: Construction of a new single family residence 3. OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT: Name and address: Brisson Inv LLC 27 N Summerlin Ave, Orlando, FL 32801 Interest in property: Fee Simple Fee Simple Title Holder (if other than owner listed above) 4. CONTRACTOR: Name: Park Square Homes Phone Number: 407-529-3000 Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 5. SURETY (If applicable, a copy of the payment bond is attached): Name: N/A Address: N/A Amount of Bond: N/A 6. LENDER: Name: Phone Number: Address: 7. Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes. Name: Phone Number: 8. In addition, Owner designates of to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Phone number: 9. Expiration Date of Notice of Commencement (The expiration is 1 year from date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST IN TION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK —OR RE ORDING YOUR NOTICE OF COMMENCEMENT. Owners or Lessee's U M I ie J (Print Name a d Provide Signatory's Title/Office) State of F << I County of f iy The foregoing instrument was acknowledged before me this day of CA—t1 by Who is personally known to me OR Name of person making statement who has produced identification type of identification produced: JUDIITH K COMBS MY COMMISSION # GG100520 6A2ES May 10, 2021 It, CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 7 Documented Construction Value: $ 3306 05 Job Address: 2613 Flicker Cove, Sanford 32771 (Lot 112) Historic District: Yes No Parcel ID: Parent 17203150100000010 Residential X Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new si 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 le family resi ence 10 C// e_/ '%e Title: Permitting Manager Email: mparkison(a)parksquarehomes.com Property Owner Information Phone: 407-529-3000 Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Phone: 407-529-3000 Fax: 407-529-3001 State License No.: CRC1330351 Arch. / MJS Home Designs Architect/Engineer Information Name: Eng. / Don Bolden Eng. Phone; Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eng./ PO Box 530783 Debary FL 32753 Fax: _ City, St, Zip: Bonding Company: Address: E-mail: Arch. 407-629-6711 Encl. 386-668-7606 Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5'h Edition (2014) Florida Building Code Revised: June 30, 2015 W —t) 1 ;) Permit Application S -D - -_;' DZ5 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. 11 Signature of Contractor/A n Date yZ"i c Print Contractor/Age I- c vlc Co 8 I I Signat e of Notary -State of Florida Date Personally Known to Me or Contractor/Agent is Personally Known to Me or o dud IIRLE PARKiSn ype ID Produced ID Typ o .• „ •.iry' E PARKISON z My COMMI I ?a ? MY COMMISSION # FF 063452ISON # FF 063452 EXPIRES: October 30, 2017 N = EXPIRES: October 30, 2017 Bonded Thru Notary Public Underwriters N' :;; 0,`, ' Bonded Thru Notary Public Underwriters BELOW IS FOR OFFICE USE ONLY Permits Required: Building [g Electrical© Mechanical© Plumbing® Gas[] Roof Construction Type: 45 Occupancy Use: Flood Zone: X- S tC- Total Sq Ft of Bldg: 33ZI-A Min. Occupancy Load: t 'I New Construction: Electric - # of Amps ZC0 Fire Sprinkler Permit: Yes No [ij # of Heads APPROVALS: ZONING: CA*a UTILITIES: ENGINEERING: M %(, ,-2Ga'1 FIRE: Ok to construct single family home COMMENTS: — with setbacks and impervious area shown on plan. 33'O/o i`nnp 21410 Sebri n4j,El. C., GR of Stories: 2- Plumbing - # of Fixtures 'Z 7— Fire Alarm Permit: Yes No WASTE WATER: BUILDING: SW 4• 3a • t -1 Revised: June 30, 2015 Permit Application O CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION t Application No: / / %/ Documented Construction Value: $ Job Address: 2613 Flicker Cove, Sanford 32771 (Lot 112) Historic District: Yes No Parcel ID: Parent 17203150100000010 Residential X Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of. new si Plan Review Contact Person: Michelle Parkison Phone:407-529-3135 Fax: le fami1v residence we'l l e Title: Permitting Manager Email: mparkison(aparksguarehomes.com Property Owner Information Name Park Square Enterprises LLC Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Fax: 407-529-3001 City, State Zip: Orlando, FL 32811 State License No.: CRC1330351 Architect/Engineer Information Arch. / MJS Home Designs Arch. 407-629-6711 Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606 Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eng./ PO Box 530783, Debary FL 32753 Fax: City, St, Zip: Bonding Company: Address: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done incompliance with all applicable laws regulating construction -and -zoning.— -- D o '1%40 Signature of Owner/Agent Date Signature of Contractor/A n DateUV Print Owner/Agent' Print Contractor/Agge ' c 8LQ U 18 111 Si ature of Notary- tateofFloridd Date Signaturfe of Notary -State of Florida Date sonally Known to Me or Contractor/Agent is rsonall Known to Me or D yp ID Produced ID Typ oRMEPARKIC1 _ S'? 4, "r "RE PARKISON I. ISSION rq. MY COMMISSION # FF 063452 S:October30,2017 '? EXPIRES: October30,2017 otary Public Underwriters {!,`.:•• Bonded Thru Notary Public Underwrllors BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: WASTEWATER: BUILDING: Revised: June 30, 2015 Permit Application City of Sanford D Building and Fire Prevention Division 300 N. Park Ave Sanford, FL 32772 2017 Residential Permit Fee Calculation Form Effective February 2017 - August 2017 BP# 17-1716 2316 Flicker Cove Type of Construction: VB SQUARE FOOTAGE OF RESIDENCE LESS GARAGE: I 2746 square feet SQUARE FOOTAGE OF GARAGE ONLY: I 578 square feet SQUARE FOOTAGE OF GARAGE AND RESIDENCE: I 3324 square feet Dollar Valuation of Work: $338,694.00 State Fee: $103.56 Permit Fee Application Fee: Plan Review Fee: Total Building Permit Fees 2,410.87 25.00 1,016.09 3,555.51 ppi -18i! City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Michelle Parkison Firm: Park Square Homes Address: 5200 Vineland Road, Suite 200 City: Orlando State: FL Zip Code: 32811 Phone: 407-529-3135 Fax: Email: mparkisonQa parksquarehomes.com Property Address: 2613 Flicker Cove Property Owner: Park Square Enterprises, LLC Parcel identification Number: Not Available - Model Home Phone Number: 407-529-3000 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) p W Y— an Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: ® floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 17-1716 Reviewed by: Michael Cash, CFM Date: June 26, 2017 Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & Fti°$ 7— Landscaping 11iRight-of-Way www. santordfl.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone: 407.688.5140 Fax:407.688.5141 This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the City' s regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction' s right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the Know what,s below. size and location of the existing right—of-way and use shall be provided or application could be delayed. Call before you dig. 1. Project LOCatlon/Address: 2613 Flicker Cove, Sanford FL 32771 (lot 112) 2. Proposed Activity: X Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of work: Construction of new driveway for new single family residence This application is Zb itted y: Property Owner. Signature: Print Name: Vishaal Gupta Address: 5200 Vineland d Suite 200 Orlando, FL 32811 Phone: ( 407) 529-3135 Fax: Email: mparkison@parksquarehomes.com Date: 06/26/2017 Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor' s property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ- ees ( appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. Signature: above statement and by signing this application I agree to its terms. Date: 06/26/2017 This permit shall be posted on the site during construction. Please callAA;488,695624 hours in advance to schedule a pre -pour inspection. 40- 7-495-5r4S Pre - pour Inspection by: Date: Application No: _ Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Official Use Only Fee: Date: Date: Date: Date: C -Z(a Z10,-7 Date: November2015 ROW Use Driveway.pdf LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: Ot0 0 // 2 I hereby name and an agent of: i' le of Company) S 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 pe it and a plication for work located at: / hG-fit Aes-ewc) 3 / .z I` J/4e Address) Expiration Date for This Limited Power of Attorney: /,'/ W/ 7 License Holder Name: //JAL State License Number: Signature of License Holder: STATE OF FLO DA COUNTY OF fWt The foregoing instru ent was acknow dged before me this - day of Wg, 20IL7 by "`f aa-/ who is ersonally known to me or who has produced identification and who did (did not) take an oath. Sign ure Notary Seal) YriC%.0.1' 9 Print or type name t ;P MICHELLE PARKISON Notary Public - State of Fcc C>6 - Y' Commission No. 0 3 MYCOMMISSION # FF 063a52 FF a: EXPIRES: October 30, 2017 My Commission Expires: I •aD / Bondod Thru Notary Public Undorwrilors Rev. 08.12) as REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR-DETACHED Permit # 17-1716 Address: 2613 Flicker Cove BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Prepour 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 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 4. PiIItMBINGPERMwIT Min Max w f # '" 4 m t ! pi " Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final r _ MECHANIC -AL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 CITY OF SANFORD BUILDING &z FIRE PREVENTION PERMIT APPLICATION rzApplicationNoe_rrn Documented Construction Value: $ C9 7 s Job Address: Q Historic District: Yes [I Nof' Vic' Residentiae"Commercial Parcel ID: Type of Work: NeAddition Alteration Repair Demo .Change of Use Move Description of Work: e ic- -tRRS.ca—! Jai v Title: Plan Review Contact Person: Phone: Fax: Email: S Property Owner Information 7q " Name Phone: Street: Resident of property? City, State Zip: Contractor Information Phone: 813 9i0-34C-)3 aq Name Street: IFax: D 3 q 5KiD_R r PaL City, State Zip: d m 1 '- b 1 State License No.: Architect/Engineer Information Phone: Name: Street: Fax: City, St, Zip: Bonding Company: Address: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE IRSINSPECTION. TOTOBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEYFORE RECORDING YOUR 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 hat all workwillbeperformedtomeetstandardsofalllawsregulating`contt tt ction commenced prior totheissuanceofapermitandtinthisjurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, spools, 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: 511 Edition (2014) Florida Building Code Pennit Application Revised: June 30, 2015 aditional restrictions e to this that may beica NOTICE: In addition to the requirements of this permit, thereadditional peamits required from otherlgovelrnmental entities such as water found in the public records of this county, and there may b management districts, state agencies, or federal agencies. owner of the property of the requirements of Florida Lien Law, FS 713. Acceptance of permit is verification that I will notify the The City of Sanford requires payment of a plan review fee at the time of permit submittal. A value of the job at the time of submcopy of the executed contract is required ittal in order to calculate a plan review charge and will be considered the estimate construction ed, in The actual construction value will be figured based on ahe current le in effct at the time the ermit iscontractexceedtheactualconstructlonuvalue, accordance with local ordinance. Should calculated charges figured off the executedcreditwillbeappliedtoyourpermitfeeswhenthepermitisissued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work willand be done in compliance with all applicable laws regulating construction ,zoning. Date gnature of ontractor/Agent Date Signature of Owner/Agent Print -Contractor/Agent's Name Print Owner/Agent's Name A A A Signature of Notary tate of Florida y p , Dat Date .Deb••• . Teresa Maria Donahue Signature of Notary -State of Florida COMMIsSION IFF916778 EXPIRES October 23,2019 WWW.AAR0NN0TARY.00M Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known t Me or Produced ID Type of ID Produced ID_ TYp D BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Construction Type: Occupancy Use: _ Gas Roof 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: ENGINEERING: COMMENTS: UTILITIES: FIRE: WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application VEW RESIDE, TI CONSTRUCTION DATE: 6/21 /2017 JOB NAME: PROPERTY OWNER OR HIS AGENT: DOCUMENT: ELECTRICAL CONTRACT REVISED PARK SQUARE HOMES sPEc: LEVEL I — WITH CFL BULBS I FUEL: GAS/ELECTRIC ADDRESS: 5200 VINELAND RD MARKET: ORLANDO ciTY: ORLANDO I STATE: FL CITY: SANFORD STATE: FL WYNDHAM PRESERVE SERVICE PLAN SIZE SQ FT A/C SYSTEM PRICE 10-kW HEAT 240V, 60A SEBRING 200A 2410 6,758.00 5-TON AC 240V, 50A 8-kW HEAT 240V, 50A SORRENTO 200A 2078 5,465.00 4-TON AC 240V, 40A 8-kW-HEHEAT240V, 50A SPRUCE 200A 2774 7,264.00 4- TON AC 240V, 40A 5- kW HEAT 240V, 35A SUNDANCE 200A 1730 5,081.00 3- TON AC 240V, 30A 10- kW HEAT 240V, 60A TELLURIDE 200A 2637 6,601.00 5- TON AC 240V, 50A 8- kW HEAT 240V, 50A TRIBECA 200A 1986 5,608.00 4- TON AC 244V, 40A 10- kW HEAT 240V, 60A TUSCANY 200A 2718 6,818.00 5- TON AC 240V, 50A 8- kW HEAT 240V, 50A WALTON II 200A 1811 5,110.00 4- TON AC 240V, 40A QTY 2) 5-kW HEAT 240V, 35A WELLINGTON 200A 3075 7,587.00 QTY 2) 3-TON AC 240V, 30A CONTRACTOR/ OWNER: DATE: EDMONSON ELECTRIC: '' '` - DATE: 1034 Skipper Road . Tampa, F 3 3 e Phone:(813)910-34 3 e Fax:(813)910-8546 . www.EdmonsonElectric.com FLORIDA LICENSE fl EC13005408 AG J J T0I ® PAGE 6/21/2 017 JQJRI WYNDHATvDATEPRESERVE PROPERTYOWNERORHISAGENT: DOCUMENT: ELECTRICAL CONTRACT REVISED PARKSQUAREHOMESsPEC: LEVEL I — WITH CFL BULBS I FuEL: GAS/ELECTRIC ADDRESS: 5200 VINELAND RD ORLANDO CITY: ORLANDO STATE: FL =IMIIAARKET' NFORD STATE: FL WYNDHAM PRESERVE SERVICE PLAN SIZE SQ FT A/C SYSTEM PRICE BARCELONA 200A 2392 10-kW HEAT 240V, 60A 5- TON AC 240V, 50A 6,663.00 CARNIVAL 200A 2402 10-kW HEAT 240V, 60A 5- TON AC 240V, 50Ary V 6,667.00 CYPRESS 200A 3449 10-kW HEAT 240V, 60A 5- TON AC 240V, 50A — 8,477.00 GLASTONBURY 200A 2798 10-kW HEAT 240V, 60A 5- TON AC 240V, 6,992.00 50A MADRONA 200A 2091 8-kW HEAT 240V, 50A 4- TONAC zaov, 40A 5,740.00 MARGATE II 200A 1966 8-kW HEAT 240V, 50A 4- TON AC 240V, 40A 5,455.00 MELBOURNE 200A 2107 8-kW HEAT 240V, 50A 4- TON AC 240V, 40A+ V 5,701.00 MILAN 200A 1349 __._SAW HEAT 240V, 35A 3- TON AC 240V, 30A 4,279.00 PEMBROOKE 200A 2570 - 10:kW HEAT 240V, 60A 5- TON AC 240V, 61281.00 50A PENNSACOLA 200A 2570 10_kW HEAT 240V, 60A 5- TON AC 240V, 50A 6,616.00 CONTRACTOR/ OWNER: EDMONSON ELECTRIC: 1034 Skipper Road .Tampa, FL. 3 13 DATE: DATE: 13} 910-3403 Fax:(813)910-8S46 . www.Edmonson4---Z—,zz4 e' aric.com FLORIDALICENSE9E0130055408 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot112WyndhamPreserve2410SebringOptBth3 Builder Name: PARK SQUARE HOMES DfA/ Street: 2613 Flicker Cove Permit Office: / 7 1 6. City, State, Zip: Sanford , FL , 32771 IPermitNumber: ! 91Owner: Jurisdiction: 00 sAWFGR', Design Location: FL, Sanford County:: Seminole (Florida Climate Zone 2) O 1. New construction or existing New (From Plans) 9. Wall Types (2773.6 sqft.) Insulation rea 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1250.70 ft2 b. Frame - Wood, Exterior R=11.0 1197.00 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 325.89 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (2071.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1999.00 ft2 6. Conditioned floor area above grade (ft2) 2481 b. Knee Wall (Vented) R=19.0 72.00 ft2 Conditioned floor area below grade (ft2) 0 c. N/A 11. Ducts R= ft2 R ft2 7. Windows(258.8 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Main 6 496.2 a. U-Factor: Dbl, U=0.32 210.83 ft2 SHGC: SHGC=0.29 b. U-Factor: Dbl, U=0.52 48.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 41.0 SEER:16.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 39.0 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 3.596 ft. Area Weighted Average SHGC: 0.296 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2003.0 sqft.) Insulation Area EF: 0.940 a. Slab -On -Grade Edge Insulation R=0.0 1588.00 ft2 b. Conservation features b. Floor over Garage R=13.0 415.00 ft2 None c. N/A R= ft2 15. Credits Pstat Glass/Floor Area: 0.104 Total Proposed Modified Loads: 69.34 A Ste+ PASSTotalBaselineLoads: 75.21 7 I hereby certify that the plans and specifications covered by Review of the plans and S74,- this calculation are in compliance with the Florida Energy specifications covered by this AVe Code. calculation indicates compliance` with the Florida Energy Code.na pus ACC? PREPARED BY: FG Before construction is completed W DATE: 05/25/2017' this building will be inspected for compliance with Section 553.908 hereby certify that this building, as designed, is in compliance ttStFloridaStatutes. with the Florida Energy Code. OWNER/AGENT: a: BUILDING OFFICIAL: DATE: 05/25/17 DATE: 30. Compliance requires certification by the air handier unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 5/25/2017 2:00 PM EnergyGauge@ USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Building Type: Owner: of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Lot 1 12Wyndham Preserve241 Bedrooms: 4 User Conditioned Area: 2481 Total Stories: 2 1 Worst Case: No PARK SQUARE HOMES Rotate Angle: 0 Cross Ventilation: No 691000 Whole House Fan: No Single-family New (From Plans) Address Type: Street Address Lot # 112 Block/Su bDivision: Wyndham Presery PlatBook: Street: 2613 Flicker Cove County: Seminole City, State, Zip: Sanford , FL, 32771 CLIMATE Design Location IECC Design Temp TMY Site Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Sanford FL_ORLANDO_SANFOR 2 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2481 22825.2 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 2481 22825.2 Yes 5 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage Main ---- ---- 2 Slab -On -Grade Edge Insulatio Main 134 ft 415 ft2 13 0 0 1 1588 ft2 _--- 0.38 0 0.62 ROOF V # Type Roof Gable Roof Materials Area Area Color Solar SA Emitt Emitt Deck Pitch Absor. Tested Tested Insul. (deg) 1 Gable or Shed Composition shingles 2236 ft2 500 ft2 Medium 0.85 N 0.85 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1999 ft2 N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 2 Knee Wall (Vented) Under Attic (Vented) Main 19 Batt Main 30 Blown 72 ft2 0.11 Wood 1999 ft2 0.11 Wood 5/25/2017 2:00 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space 1 N Exterior Frame - Wood Main 11 34 6 9 0 310.5 ft2 0 0,23 0.6 0 2 N Exterior Concrete Block - Int Insul Main 4.1 11 6 9 4 107.3 ft2 0 0 0.6 0 3 E Exterior Frame - Wood Main 11 32 0 9 0 288.0 ft2 0 0.23 0.6 0 4 E Exterior Concrete Block - Int Insul Main 4.1 45 6 9 4 424.7 ft2 0 0 0.6 0 5 S Exterior Frame - Wood Main 11 34 6 9 0 310.5 ft2 0 0.23 0.6 0 6 S Exterior Concrete Block - Int Insul Main 4.1 40 0 9 4 373.3 ft2 0 0 0.6 0 7 W Exterior Frame - Wood Main 11 32 0 9 0 288.0 ft2 0 0.23 0.6 0 8 W Exterior Concrete Block - Int Insul Main 4.1 37 0 9 4 345.3 ft2 0 0 0.6 0 9 Garage Frame - Wood Main 11 34 11 9 4 325.9 ft2 0 0.23 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 N Insulated Main None 6 3 8 24 ft2 2 Wood Main None 39 2 8 8 21.3 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 Vinyl Low-E Double Yes 0.32 0.29 4.0 ft2 1 ft 0 in 0 ft 10 in Drapes/blinds None 2 N 1 Vinyl Low-E Double Yes 0.32 0.29 4.0 ft2 1 ft 0 in 3 ft 0 in Drapes/blinds None 3 N 1 Vinyl Low-E Double Yes 0.32 0.29 30.0 ft2 1 ft 0 in 0 ft 10 in Drapes/blinds Exterior 5 4 N 1 Vinyl Low-E Double Yes 0.32 0.29 15.0 ft2 1 ft 0 in 0 ft 10 in Drapes/blinds Exterior 5 5 N 2 Vinyl Low-E Double Yes 0.32 0.29 8.7 ft2 8 ft 0 in 1 ft 6 in None None 6 n 2 Vinyl Low-E Double Yes 0.32 0.29 9.3 ft2 8 ft 0 in 1 ft 6 in None None 7 e 3 Vinyl Low-E Double Yes 0.32 0.29 4.0 ft2 1 ft 0 in 0 ft 10 in Drapes/blinds None 8 e 4 Vinyl Low-E Double Yes 0.32 0.29 45.0 ft2 1 ft 0 in 0 ft 10 in Drapes/blinds Exterior 5 9 s 5 Vinyl Low-E Double Yes 0.32 0.29 15.0 ft2 1 ft 0 in 0 ft 10 in Drapes/blinds Exterior 5 10 s 6 Metal Low-E Double Yes 0.52 0.32 48.0 ft2 8 ft 0 in 0 ft 4 in None None 11 s 6 Vinyl Low-E Double Yes 0.32 0.29 15.0 ft2 1 ft 0 in 0 ft 10 in None Exterior 5 12 s 6 Vinyl Low-E Double Yes 0.32 0.29 15.0 ft2 1 ft 0 in 0 ft 10 in None Exterior 5 13 s 6 Vinyl Low-E Double Yes 0.32 0.29 30.0 ft2 8 ft 0 in 0 ft 2 in None Exterior 5 14 w 7 Vinyl Low-E Double Yes 0.32 0.29 4.0 ft2 1 ft 0 in 0 ft 10 in Drapes/blinds None 15 W 8 Vinyl Low-E Double Yes 0.32 0.29 3.8 ft2 1 ft 0 in 11 ft 4 in Drapes/blinds None 16 W 8 Vinyl Low-E Double Yes 0.32 0.29 8.0 ft2 1 ft 0 in 11 ft 4 in Drapes/blinds None 5/25/2017 2:00 PM EnergyGaugeO 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 1 598 ft2 598 ft2 64 ft 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000292 1902.1 104.42 196.38 .2627 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:9 39 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16 41 kBtu/hr cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.94 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft2 DUCTS Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handier TOT OUT QN RLF HVAC # Heat Cool 1 Attic 6 496.2 ft Attic 124.1 ft Default Leakage Main (Default) (Default) 1 1 5/25/2017 2:00 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin H Jan Heating Jan j Feb XFeb Mar lXMar A r Apr May May JunJ1Jun Jul JUI Au AuSep Se Oct Oct Nov Nov Dec Dec Ventin Jan Feb lX] Mar Apr May Jun Jul Aug Se Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 5/25/ 2017 2:00 PM EnergyGauge@ USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* 92 The lower the EnergyPerformance Index, the more efficient the home. 2613 Flicker Cove, Sanford, FL, 32771 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1250.70 ftz b. Frame - Wood, Exterior R=11.0 1197.00 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 325.89 ftz 4. Number of Bedrooms 4 d. N/A R= ftz 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1999.00 ftz 6. Conditioned floor area (ftz) 2481 b. Knee Wall (Vented) R=19.0 72.00 ftz 7. Windows" Description Area c. N/A R= ftz a. U-Factor: Dbl, U=0.32 210.83 ftz 11. Ducts a. Sup: Attic, Ret: Attic, AH: Main R ftz 6 496.2 SHGC: SHGC=0.29 b. U-Factor: Dbl, U=0.52 48.00 ftz SHGC: SHGC=0.32 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ftz a. Central Unit 41.0 SEER:16.00 SHGC: d. U-Factor: N/A ftz 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump 39.0 HSPF:9.00 Area Weighted Average Overhang Depth: 3.596 ft. Area Weighted Average SHGC: 0.296 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 1588.00 ftz a. Electric EF: 0.94 b. Floor over Garage R=13.0 415.00 ftz c. N/A R= ftz b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: 544.E Date: 06/08/17 Address of New Home:2613 Flicker Cove, Sanford City/FL zip: 32771 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. 5/25/2017 2:00 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 Manual S Compliance Report Job: LOT 112 WYNDHAM PRE... Q% DEL -AIR Date: May 25, 2017 HEArING`AMCDNDMORMG Entire House By: SIR For: PARK SQUARE HOMES Design Conditions Outdoor design DB: 92.5OF Sensible gain: 29515 Btuh Entering coil DB: 76.4°F Outdoor design WB: 76.2°F Latent gain: 5067 Btuh Entering coil WB: 63.2°F Indoor design DB: 75.0OF Total gain: 34583 Btuh Indoor RH: 50% Estimated airflow: 1367 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Trane Model: 4TWR6042H1+TEM6AOC42H41++TDR Actual airflow: 1367 cfm Sensible capacity: 32975 Btuh 112% of load Latent capacity: 6549 Btuh 129% of load Total capacity: 39524 Btuh 114% of load SH R: 83% Design Conditions Outdoor design DB: 42.3OF Heat loss: 29141 Btuh Entering coil DB: 69.5°F Indoor design DB: 70.0OF Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Trane Model: 4TWR6042H1+TEM6AOC42H41++TDR Actual airflow: 1367 cfm Output capacity: 34189 Btuh 117% of load Capacity balance: 35 °F Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1367 cfm Output capacity: 13.8 kW 161% of load Temp. rise: 31 OF Meets are all requirements of ACCA Manual S. 1 fltSOft` 2017-May-2513:38:51 WiI 9 Right -Suite® Universal 2017 17.0.16 RSU24009 Page 1 CGR\Lot112WyndhamPreserve2410SebringOptBth3.rup Calc = MJ8 Front Door faces: N R_ Component Constructions 1" xfalreasPaencoitumoxsts Entire House For: PARK SQUARE HOMES Job: LOT 112 WYNDHAM PRE... Date: May 25, 2017 By: SIR Location: Indoor: Heating Cooling Orlando/Jetport, FL, US Indoor temperature (°F) 70 75 Elevation: 105 ft Design TD (OF) 28 18 Latitude: 28 ON Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 0.8 45.8 Dry bulb (OF) 42 93 Infiltration: Daily range (IF) - 16 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Walls 126-0sw: Frm wall, stucco ext, r-11 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int fnsh 1613-19ad: Knee wall, asphalt shingles roof mat, r-19 kw ins, 1/2" gypsum board int fnsh Partitions 1213-0sw: Frm wall, stucco ext, r-11 cav ins, 2"x4" wood frm, 16" o.c. stud Or Area U-value Insul R Htg HTM Loss Clg HTM Gain W Btu n/ft'-'F W- 'F/Btun Btu n/ft' Btu In Btuh/W Btu n 257 0.097 11.0 2.69 691 2.76 709 e 284 0.097 11.0 2.69 763 2.76 784 s 295 0.097 11.0 2.69 793 2.76 814 w 284 0.097 11.0 2.69 763 2.76 784 all 1120 0.097 11.0 2.69 3010 2.76 3091 n 65 0.201 0 5.57 362 4.37 284 e 378 0.201 0 5.57 2105 4.37 1653 s 264 0.201 0 5.57 1468 4.37 1152 w 332 0.201 0 5.57 1850 4.37 1453 all 1039 0.201 0 5.57 5785 4.37 4542 s 76 0.049 19.0 1.36 103 2.66 202 304 0.097 11.0 2.69 816 1.75 532 Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, cir innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.29); 50% drapes, medium; 1 ft e overhang (2 ft window ht, 0.83 ft sep.); 6.67 ft head ht w all 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.29); 50% drapes, medium; 1 ft overhang (2 ft window ht, 3 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.29); 50% drapes, medium; 1 ft n overhang (5 ft window ht, 0.83 ft sep.); 6.67 ft head ht e s all 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.29); 8 It overhang (8 ft window ht, 1.5 n ft sep.); 6.67 ft head ht all 4 0.320 0 8.86 35 9.93 40 4 0.320 0 8.86 35 28.4 114 4 0.320 0 8.86 35 28.4 114 12 0.320 0 8.86 106 22.3 267 4 0.320 0 8.86 35 9.93 40 30 0.320 0 8.86 266 9.93 298 15 0.320 0 8.86 137 9.93 153 45 0.320 0 8.86 399 28.4 1280 15 0.320 0 8.86 137 10.1 155 106 0.320 0 8.86 938 17.8 1886 9 0.320 0 8.86 77 11.7 101 9 0.320 0 8.86 83 11.7 109 18 0.320 0 8.86 160 11.7 210 wri htft' 2017-May-2513:38:51 so9 Right -Suite® Universal 2017 17.0.16 RSU24009 Page 1 CGR\Lot112WyndhamPreserve2410SebringOptBth3.rup Calc = MJ8 Front Door faces: N 2A-2omd: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, s 48 0.520 0 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 8 ft overhang (8 ft window ht, 0.33 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, s 15 0.320 0 1/8" thk; NFRC rated (SHGC=0.29); 1 ft overhang (5 ft window ht, 0.83 s 15 0.320 0 ft sep.); 6.67 ft head ht all 30 0.320 0 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, s 30 0.320 0 1/8" thk; NFRC rated (SHGC=0.29); 8 ft overhang (5 ft window ht, 0.17 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, cir low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 4 0.320 0 1/8" thk; NFRC rated (SHGC=0.29); 50% drapes, medium; 1 ft w 8 0.320 0 overhang (2 ft window ht, 11.33 ft sep.); 6.67 ft head ht all 12 0.320 0 Doors 11JO: Door, mtl fbrgl type n 24 0.600 6.3 11 DO: Door, wd sc type n 21 0.390 0 Ceilings 166-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1999 0.032 30.0 gypsum board int fnsh Floors 20P-13c: Fir floor, frm fir, 6" thkns, carpet fir fnsh, r-13 cav ins, gar ovr 415 0.068 13.0 22A-tpl: Bg floor, light dry soil, on grade depth 134 0.989 0 wrightsoft" Right -Suite® Universal 2017 1Z0.16 RSU24009 CGR\Lot112WyndhamPreserve2410SebringOptBth3.rup Calc = MJ8 Front Door faces: N 14.4 691 15.8 758 8.86 133 11.8 177 8.86 137 11.8 182 8.86 270 11.8 359 8.86 266 11.7 350 8.86 34 28.4 109 8.86 71 28.4 227 8.86 105 28.4 336 16.6 399 18.5 444 10.8 230 12.0 257 0.89 1771 1.74 3476 1.88 781 0.98 405 27.4 3671 0 0 2017-May-25 13:38:51 Page 2 Project Summary HUTMG- IR GUNiiRltJt1M Entire House For: PARK SQUARE HOMES Notes: Weather Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 24002 Btuh Ducts 5139 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 29141 Btuh Infiltration Orlando/Jetport, FL, US Job: LOT 112 WYNDHAM PRE... Date: May 25, 2017 By: SIR Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 22284 Btuh Ducts 7232 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 29515 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 3545 Btuh Ducts 1522 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling none) Area (ft2) 2481 2481 Equipment latent load 5067 Btuh Volume (ft3) 23451 23451 Air changes/hour 0.41 0.21 Equipment total load 34583 Btuh Equiv. AVF (cfm) 160 82 Req. total capacity at 0.75 SHR 3.3 ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANE Trade TRANE Model 4TWR6042H1 Cond 4TWR6042H1 AHRI ref 7563302 Coil TEM6AOC42H41++TDR AHRI ref 7563302 Efficiency 9 HSPF Efficiency 13.0 EER, 16 SEER Heating input Sensible cooling 30750 Btuh Heating output 39000 Btuh @ 470F Latent cooling 10250 Btuh Temperature rise 26 F Total cooling 41000 Btuh Actual air flow 1367 cfm Actual air flow 1367 cfm Air flow factor 0.047 cfm/Btuh Air flow factor 0.046 cfm/Btuh Static pressure 0.20 in H2O Static pressure 0.20 in H2O Space thermostat Load sensible heat ratio 0.85 Capacity balance point = 35 OF Backup: Input = 14 kW, Output = 47001 Btuh, 100 AFUE Bold/italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-May-25 13:38:51Awrightsoft`T Right -Suite® Universal 2017 17.0.16 RSU24009 Page 1 ACCA g CGR\Lot112WyndhamPreserve2410SebringOptBth3.rup Calc = MJ8 Front Door faces: N DEL AIR Right-M Worksheet Entire House Job: LOT 112 WYNDHAM PRESE... Date: May 25, 2017 By: SIR 1 Room name Entire House LAUD 2 Exposed wall 267.0 ft 0 ft 3 Room height 9.2 ft d 9.3 ft heat/cool 4 Room dimensions 6.0 x 8.0 ft 5 Room area 2552.9 ft2 48.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ftz-OF) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross I N/P/S Heat I Cool Gross N/P/S Heat Cool 13A-2ocs 2A-2ov 2A-2ov 11,10 126 Osw_ 2A 2ov„<` 13A-2ocs 2A-2omd 2A-2ov 2A-2ov 2A-2ov W ;I 16B 19a W 126-0sw G 2A-20v 0.201 n 5.57 4.37 107 65 362 284 0 0 0 0 0.320 n 8.86 it.67 9 0 77 101 0 0 0 0 0.320 n 8.86 11.67 9 0 83 109 0 0 0 0 0.600 n 16.62 18.51 24 24 399 444 0 0 0 0 0'097 e' 2:69 2 76 288 284 763 784 0 6 0 0 0.,K0 e:i, w.. 8;86 a28.44 4 a. _, 0 35 114 x' . ..,0 0.201 a 5.57 4.37 423 378 2105 1653 0 0 0 0 0.320 e 8.86 28.44 45 0 399 1280 0 0 0 0 0 097 s" 2 69 2.76 11 295 N3 81 0 0 0 0: 0 320 s;..._. 8 86 0 06. 15_ 14 137 w..' . ,155 p 0 0 0 0.201 s 5.57 4.37 372 264 1468 1152 0 0 0 0 0.520 s 14.40 15.80 48 48 691 758 0 0 0 0 0.320 s 8.86 11.79 15 14 133 177 0 0 0 0 0.320 s 8.86 it.79 15 14 137 182 0 0 0 0 0.320 s 8.86 11 67 30 30 266 350 0 0 0 0 6103 202 F; ,. ..,.. 0 0 0 0.097 w 2.69 2.76 288 284 763 784 0 0 0 0 0.320 w 8 86 28 44 4 0 35 114 0 0 0 0 5' 57 4 37 344 332 1850 1453 0 0 320 0 320 w' w , 8:86 8 86. 28 44 28 4 x 4 8 0 0 34 1 109 0' 0 0 N. 0 0 0 0 0.097 2.69 1.75 325 304 816 532 56 56 150 98 0.390 n 10.80 1203. 21 21 230 257 0 0 0 0 0.032 n r= 089 1 au 1,1:74 n oa 1999 Air S 1999 d1S 1771, 7AI 3476 en' n n n n 61 c) AED excursion 10 1 1 -16 Envelope loss/gain 19138 17155 150 82 12 a) Infiltration 4864 1574 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 0 0 Appliances/other 2405 600 Subtotal (lines 6 to 13) 1 24002 22284 1501 682 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 24002 22284 150 682 15 Duct loads 121 % 32% 513917232110 10 % 15 68 Total room load 29141 29515 165 750 Air required (cfm) 1367 1367 8 35 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsOft, Right -Suite® Universal 2017 17-0.16 RSU24009 2017-May-25 1 Page 1 CGR\Lo1112WyndhamPreserve2410SebringOptBth3.rup Calc = MJ8 Front Door faces: N DEL --AIR Right-M Worksheet Entire House Job: LOT 112 WYNDHAM PRESE... Date: May 25, 2017 By: SIR 1 Room name PWD MSTR BTH 2 Exposed wall 0 ft 9.0 ft 3 Room height 9.3 ft heat/cool 9.3 ft heat/cool 4 5 Room dimensions Room area 5.5 x 5.0 ft 27.5 f12 1.0 x 140.3 ft 140.3 f12 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuhfft2•°F) Btuhfft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 1213Osw 2A 2ov 2A 2ov ..- 2A 2ov 2A, 26v 0 097 0 320 0 326 0 320 320 n s n_ n m n, x 2.69 8. 86 8. 86 8. 86 8. 86, 276 9. 93 9. 93 9. 93 9. 93 0 0 0 0, 0 0 0 0 0 0 r • . T 0 0 x 0 ig 0 0 0 0 F 0 0 0 0 0 0 0 0 0 0 0 13A- 2ocs 2A- 2ov 0. 201 0. 320 n n 5. 57 8. 86 4. 37 11. 67 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A- 2ov 0.320 n 8.86 11.67 0 0 0 0 0 0 0 D 2A. 2ov 11JO 126Oswt 0600 0097 0. 320 n ye' e. < 1662 269 8: 86 1851 276 wa...., 28.44 0 0 A 0 0 0 0 0 0 0 00, 0 0 0 Sl. o 0 0 0 0 0 y/ I-- G tL12B G,2A-2ou 13A- 2ocs 2A- 20v Os w - i„:-. 13A- 20cs 0. 201 0. 320 v 0 097 0320. 0. 201 a a s, s 5. 57 8. 86 269 8. 86e..10:ba`. 5. 57 4. 37 28. 44 276 4. 37 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 ti... 0 0 0 2A- 2omd 0.520 s 14.40 15.80 0 0 0 0 0 0 0 2A- 2ov 0.320 s 8.86 11.79 0 0 0 0 0 0 0 2A- 2ov 0.320 s 8.86 11.79 0 0 0 0 0 0 0 V 2A- 2ov 12B- Osw 0. 320 0. 097 s w 8. 86 1. 36 2. 69 1167 2. 66 2. 76 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO w 0. 390 n 10 80 12 03 0 0 0 0 0 0 J O 0 168 30ad' _ _ ,. 0 ; 0 0 ,.F 0 0 ,' W" z 0 (40 Met, "' 0? 0.032 0:-89 1 Z4 ...E., 0 9np- 14r n nru i au n 4a n n n n n n n n 6 c) AED excursion 01 1112 Envelope loss/gain 0 0 1039 866 12 a) Infiltration 0 0 162 52 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 5 0 Subtotal ( lines 6 to 13) 0 5 1200 919 Less externalload 0 0 0 0 Less transfer 0 0 0 Oi Redistribution 0 0 0 0 14 Subtotal 0 5 1200 919i 15 Duct loads I10% loo/.1 0 0 10% 10% 120 92 Total room load 0 5 1320 1010 Air required (cfm) 0 01 62 47 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Fk wrightsoft" 2017-May-25 13:38:51 A Right- Suile® Universal 2017 17.0.16 RSU24009 Page 2 CGR\ Lot112WyndhamPreserve241OSeb6ngOptBth3.rup Calc = MJ8 Front Door faces: N DEL -AIR Right-J® Worksheet Entire House Job: LOT 112 WYNDHAM PRESE... Date: May 25, 2017 By: SIR 1 Room name WC WIC EXT 2 Exposed wall 3.5 ft 7.5 ft 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 5 Room dimensions Room area 6.0 x 21.0 ft2 3.5 It 8.5 63.8 ft2 x 7.5 ft Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 2A2ovW` 2A 2ov r r 2A-2ov 2A2ov '_ VC 032D 0.320 0.320 p.320 n886 n ri: n' 8 86 8.86 8.86993 9.93 9.93 9:93-. 0 0 0 0-,., 0 0 0 0" 0 0 0 0,.._`. 0 0 0 0'., p 0 0 0 ox 0 1," O .,., 0 0 0 0 0 O. 0. x` `0 0` yyJJ 3 13A-2ocs 2A-2ov 2A-20v 0.201 0.320 0.320 n n n 5.57 8.86 8.86 4.37 11.67 11.67 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D V t--C 11J0 126 Osw °. r3 2A-2ov 13A-2ocs 2A-2ov 128 Dsw ml 0600 0 097 A.320 0.201 0.320 0 097 0 320 n e; e.' a a s" s 16.62 2.69 8.86 5.57 8.86 2.69 a 8.86 1851 2 76 28.44 4.37 28.44 2.76 10,06 0 0 0 0 0 0 0tt 0 0 0 0 0 0 0 0 0 0 0 0 0 D 0 0 0 0 0 O 0 0 0 9 00 0 0 0 0 0 0 0 0 0 ... 0 0; 0; 0 0 YO' 13A-2ocs 0.201 s 5.57 4.37 0 0 0 0 0 0 0 0 2A-2omd 0.520 s 14.40 15.80 0 0 0 0 0 0 0 0 2A-2ov 0.320 s 8.86 11.79 0 0 0 0 0 0 0 0 2A-2ov 0.320 s 8.86 11.79 0 0 0 0 0 0 0 0 w t12B-Osw t-G 12B-Osw 2A-2ov 1s6..asad": 2A-20v 13A-2ocs? 2A 2ov 2A 2ov . 0.320 o 0.097 0.320 0 201 0.320 0, 320 0.097 s w w w w w 8.86 2.69 8.86 5 57 8 86 8 86 2.69 11.67 2.66 2.76 28.44 4 3733 28 44 w 28 44 1.75 0 y'" -.o 0 0 4 0 0 o 0 0 ry 29 r 0 D 0 0 o 0 0 160 34 0,: 0 0 ham: o 0 0 126 109 ww 0 0 o 0 0 r 70 D a... 0 m 70 emu_ 0 0 0 0 0 0 0 388 0 ..,_ 0 0 0 0 0 305 w .,.--.:.0' 0 D 11 DO 0.390 n 10.80 12.03 0 0 0 0 0 0 0 0 6 c) AED excursion 57 9 Envelope loss/gain 290 291 620 348 12 a) Infiltration 63 20 135 44 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 D 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 353 312 755 391 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 353 312 755 391 151 Duct loads 10 % 1 D% 35 31 220/6 35 % 1681 135 Total room load 388 343 1 923L 526 Air required (cfm) 1 1 18 161 43 24 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed 45C.k ' wrightsOft" 2017-May-25 1 Right -Suite® Universal 2017 17.0.16 RSU24009 Page 3 CGR\Lot112WyndhamPreserve241OSebring0ptBth3.rup Calc = MJ8 Front Door faces: N DEL -AIR Right-M Worksheet Job: LOT 112 WYNDHAM PRESE... NEU=-AMCBMARWrANG Entire House Date: May 25, 2017 By: SIR 1 Room name MSTR BDRM WIC INT 2 Exposed wall 31.5 ft 0 ft 3 Room height 9.3 ft heat/cool 9.3 ft heat/cool 4 Room dimensions 1.0 x 285.5 ft 5.0 x 4.5 ft 5 Room area 285.5 ftz 22.5 ftz Ty Construction U-value Or HTM Area (" Load Area (ft Load number BtuWft2-°F) Btuhftz) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross I N/P/S Heat I Cool Gross I N/P/S Heat I Cool 13A-2ocs 0.201 n 5.57 4. 2A-2ov 0.320 n 8.86 it. 2A-2ov 0.320 n 8.86 11. 11J0 0.600 n 16.62 18. 12B-Osw -W `I 0 097' e XMI :69 2 77 2A,2ov . ,"," ... ; 0320 a ..-,.F 8.86 13A-2ocs 0.201 e 5.57 4. 2A-20v 0.320 a 8.86 28. M2 Osw 0097 s,: 2.69 2i e2oy2A. ...... w; ' `0 320 w 8.86 10 13A-20cs 0.201 s 5.57 4. 2A-2omd 0.520 s 14.40 15. 2A-2ov 0.320 s 8.86 11. 2A-20v 0.320 s 8.86 11. 2A-29v 0.320 s 8.86 it. 16B-19ad; 1 36"P 2 12B-0sw 0.097 w 2.69 2. 2A-2ov 0.320 w 8.86 28. 13A 2ocs"!70 201w 1557,; 4! 2A-26v 0 320 w 8 2A-2ov 5, ` 6 320 w 8:86 28: 126-6sw 0.097 2.69 1. 11 DO 0.390 n 10.80 12. 16B;30ad_ u, 0.89 np_z n nrsr 1 as n 135I 104 581 0 0 C 15 14 13Z 15 14 137 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 30' 0i 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61 c) AED excursion 1-54 1 1-1 Envelope loss/gain 2877 2006 18 34 12 a) Infiltration 643 208 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 600 10 Subtotal (lines 6 to 13) 3520 3044 18 34 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3520 3044 18 34 15 Duct loads 1229/6 35%1 78411052 22°/ 35% 41 12 Total room load Q04 4097L 22 461Airrequired (cfm) 202 190 1 2 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsOft` 2017-May-2513:38:51 4CA Right -Suite® Universal 2017 17.0.16 RSU24009 Page 4 CGR\Lot112WyndhamPreserve241OSebringOptBth3.rup Calc = MJ8 Front Door faces: N EL --AIR Right-M Worksheet EUM`AM`OMMMM Entire House Job: LOT 112 WYNDHAM PRESE... Date: May 25, 2017 By: SIR 1 Room name GATHERING NOOK 2 Exposed wall 15.0 ft 22.0 ft 3 Room height 9.3 ft heat/cool 9.3 ft heat/cool 4 Room dimensions 1.0 x 406.8 ft 10.5 x 11.5 ft 5 Room area 406.8 ft2 120.8 fie Ty Construction U-value Or HTM Area (ft Load Area (ftz) Load number Btuh/ftz-OF) BtUWftz) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 126 Osw . u 0 097n 2.69 2.76 0 0 0 s0 z 0 ,-: O 2A=26v 0.320 n; 8.86 9.93 i 0 0: 0 0 0' 0 0 D 2A 2ov x 2A 2ov 0 320 0 320 n n 8.86 8 86 9 93 9.93 0 0 0 0 0 0 0 0 y i 0 0" 0 0 r 0 0 A, 0: 1 1 2A 2ov ..xx„ 0 320 xn8.86 9.93 0 0 0 0 0", 0.201 n 5.57 4.37 0 0 0 0 0 0 0 0 T: 13A-20cs 2A-2ov 0.320 n 8.86 11.67 0 0 0 0 0 0 0 0 2A-2ov 0.320 n 8.86 11.67 0 0 0 0 0 0 0 0 D 11,10 0.600 n 16.62 18.51 0 0 0 0 0 0 0 0. 12B Osw - 0 097 a 2.69 2.-76 0 0 0 0 0 0 0 0 ZA 2ov , ., 0.320 a K,,,' 8.86 28.44 0 D 0 W 13A-2ocs 0.201 a 5.57 4.37 0 0 0 0 107 92 512 402 G 2A-20v 0.320 a 8.86 28.44 0 0 0 0 15 0 133 427 L ,_6'07Osw s,128 0 0 00 0 Q A 0. w.-. - 2A,2ov.;,....-. 0 320w__. s 8`86 10.06 0 0 N.... 0 0 .-d-- 0.<. 0 p w0 13A-2ocs 0.201 s 5.57 4.37 140 110 610 479 98 50 276 217 2A-2omd 0.520 s 14.40 15.80 0 0 0 0 48 48 691 758 2A-2ov 0.320 s 8.86 11.79 0 0 0 0 0 0 0 0 2A-2ov 0.320 s 8.86 11.79 0 0 0 0 0 0 0 0 2A-2ov 0.320 s 8.86 11.67 30 30 266 350 0 0 0 0 W 166„19ad . , 0 049 s 1.3Q 266 0 V J 126-Osw 0.097 w 2.69 2.76 0 0 0 0 0 0 0 0 t-G 2A-2ov 0.320 w 8.86 28.44 0 0 0 0 0 0 0 0 yr 13A 2ocs 2A 2ov 0 201 0.320 wu 5 57 4 37y' 8 0 0 O S 0 0 0 320 w8`8628 44k 0fix,.- _ 0 0az_, 0 0iu !. z 0 uu. I-D 126-0sw 0.097 2.69 1.75 0 0 0 0 0 0 0 0 11D0 0.390 n 10.80 12.03 0 0 0 0 0 0 0 0 C" 166-30ad; , 0032 0.89 1'.7,4 304.. 304_.L v.269 528 121 ..:! L121';, J67 210' F 2OP-13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0 F 22A'=tpl " xk 0 989 27 40 0.00 407 15 411 0 „ 1, Mi21 22 603 0: ua^..'=.,..TE G ..... ,,,u . . v " 5, Jn`< i a :.«X "`h .«..,. n''.C».::....,/« a .F,r„ .: z212 lin 6 c) AED excursion 53 48 Envelope loss/gain 1556 1304 2322 1965 12 a) Infiltration 269 87 395 128 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 4 920 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1825 2311 2718 2093 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1825 2311 2718 2093 15 Duct loads 220% 35 % 407 799 22% 35 % 606 724 Total room load 2232 3109 3323 2817 Air required (cfm) 105 144 156 130 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. EZwrightsoft 2017-May-25 13:38:51 Ac c Right -Suite® Universal 2017 17.0.16 RSU24009 Page 5 CGR\Lot112WyndhamPreserve241OSebringOptBth3.rup Calc = MJ8 Front Door faces: N DEL AIR Right-J® Worksheet U'ING"AM COMMUNING Entire House Job: LOT 112 WYNDHAM PRESE... Date: May 25, 2017 By: SIR 1 Room name KITCH DINRM 2 Exposed wall 15.0 It 30.5 ft 3 Room height 9.3 It heat/cool 9.3 ft heat/cool 4 5 Room dimensions Room area 10.5 x 15.0 ft 157.5 ft2 290.4 ft2 1.0 x 290.4 ft Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-0F) Btuh/ft2) or perimeter ft) Btuh) or perimeter ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 126 0sw - 2A 2ov 2A2ov y 2Ar2ov m 0 097 0 320 0 320 0.320 n n. n% n 2,69 8 86 8 86 8.86 f8: 2 76 9 93 9 93 993 9 93 0 0 0 0 0 0 0 0 0, 1„ 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 ED 0 0 0 0 Q. 0 0 0 0 0 0 0 0 0 0' b284 T D 13A-2ocs 2A-2ov 2A-2ov 0.201 0.320 0.320 n n n 5.57 8.86 8.86 4.37 11.67 11.67 0 0 0 0 0 0 0 0 0 0 0 0 107 9 9 65 0 0 362 77 83 101 109 t--G G 11,10 126 Osw 2A 13A-2ocs 2A-2ov 12B Osw y 2A 2ov -I 13A-2ocs 2A-2omd 2A-2ov 0.600 D 097 0.201 0.320 0 097 0 320 0.201 0.520 0.320 n e a a a s 5 s s s 16.62 2 69 8.86 5.57 8.86 2 8.8_ 6. 5.57 14.40 8.86 4<., 18.51 2.76 28.44 4.37 28.44 10.E 4.37 15.80 11.79 0 0 0 140 0 0 0 0 0 0 0 0 0 140 0 0 0 0 0 0 0 0 777 0 0 0, 0 0 0 0 0' 0. 610 0 0 O 0 0 0 24 0 0 177 30 0 0 0 0 0 24 0 a_ n 0 147 0 4 0 0 0 0 399 0 0 817 266 t) 0 0 0 444 0, 0i 641 853 0. 0 0 0 W,,. yJ 2A-2ov 2A-2ov i6B 19ad U 12B-Osw 0.320 0.320 9049 0.097 s s s,<, w 8.86 8.86 1.36 2.69 11.79 11.67 2:66 2.76 0 0j x,F. .,0 0 0 0 0 0 0 0 fix. x 0 0 I 0 0 0 0 0 36.36, 0 0 0 0 0 0 4?, 0 0 0 96' 0 I---G L-D 2A-2ov i3A2ocs 2A 2ov 126-Osw 0.320 0201 r 0 320 320 0.097 w w w w 8.86 5.57 8 86 8.86 2.69 28.44 437 28.44 2.44 1.75 0 0 0 0. 0 0 0 0 0 0 0 0 0 D, 0 0 0, 0 s 0 0 0 0 0 0? 158 0 q D Q 136 0 0 0 366 0 0' w , 0 239 11 DO 0.3901 n 10.801 12.031 01 01 01 01 21 21 230 257 6 c) AED excursion 1-491 196 Envelope loss/gain 1327 835 3608 3364 12 a) Infiltration 269 87 617 200 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 1200 0 Subtotal (lines 6 to 13) 1597 2122 4225 3564 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1597 2122 4225 3564 15 Duct loads 122% 35 % 356 733 220% 1 35 % 9421 1232 Total room load 1952 2855 51671. 4795 Air required (cfm) 92 132 242 222 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed Wrlght50ft` 2017-May-2513:38:51 Right -Suite® Universal 2017 17.0.16 RSU24009 Page 6 CGR\Lot112WyndhamPreserve241OSebringOptBth3.rup Calc = MJ8 Front Door faces: N h DEL -AIR Right-JO Worksheet BLOM - A` CMI M°'0'° Entire House Job: LOT 112 WYNDHAM PRESE... Date: May 25, 2017 By: SIR 1 Room name BDRM 2 BTH 2 2 Exposed wall 27.0 ft 6.0 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 5 Room dimensions Room area 14.5 x 12.5 ft 181.3 ft2 11.0 x 6.0 ft 66.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft Load number Btuh/ftz-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat I Cool Gross I N/P/S Heat I Cool Gross I N/P/S Heat I Cool III 13A-2ocs 2A-2ov 2A-2ov 0 11JO t126-0sw 2A-2ov 13A-2ocst--G 2A-2ov 12B-Osw 2A-2ov 13A-2ocs 2A-2omd 2A-2ov 2A-2ov 2A-2ov VV, ' _16B„19ad L-G 2A-2ov y 13A-26cs 2A-20v ) 2A 2ov 12B-Oswq-D 11 DO 0.201 n 5.57 4.37 0 0 0 0 0 0 0 0 0.320 n 8.86 11.67 0 0 0 0 0 0 0 0 0.320 n 8.86 11.67 0 0 0 0 0 0 0 0 0.600 n 16.62 18 51 0 0 0 0 0 0 0 0 D 097 0 3 0 0.320 e.... 8,86 28.44 0 0 0 0 0 0.201 a 5.57 4.37 0 0 0 0 0 0 0 0 0,320 e 8.86 28.44 0 0 0 0 0 0 0 0 61,69i 2.64 2 76 131 115 309 318 6 Q 0 0. 0320--s'.w 886 10.06.W_.7` 14', 137 155, l .. 0 kQ wwO 0. 201 s 5.57 4.37 0 0 0 0 0 0 0 0 0. 520 s 14.40 15.80 0 0 0 0 0 0 0 0 0. 320 s 8.86 11.79 0 0 0 0 0 0 0 0 0. 320 s 8.86 11.79 0 0 0 0 0 0 0 0 0. 320 s 8.86 11.67 0 0 0 0 0 0 0 0 0. 049 s 1.36, 1'66 MR. .. , 0 A 0 g0 M .0 0 0 0< 0. 097 w 2.69 2.76 113 113 302 316 54 50 134 138 0. 320 w 8.86 28.44 0 0 0 0 4 0 35 114 61 c) AED excursion 1-14 1 159 Envelope loss/gain 909 1084 270 447 12 a) Infiltration 469 152 104 34 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 1 1378 1236 13741 480 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1378 1236 374 480 15 Duct loads 122% 35 % Jull 427 229% 35 % 83 166 Total room load 1685 1664 457 647 Air required (cfm) 79 77 21 30 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft"' 2017-May-25 13:38:51 AC" UNRight -Suite® Universal 2017 17.0.16 RSU24009 Page 7 CGR\ Lot112WyndhamPreserve2410SebringOptBth3.rup Calc = MJ8 Front Door faces: N Right-M Worksheet Entire House Job: LOT 112 WYNDHAM PRESE... Date: May 25, 2017 By: SIR 1 Room name BDRM 3 BDRM 4 2 Exposed wall 28.5 ft 20.5 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 5 Room dimensions Room area 1.0 x 182.5 ft 182.5 ftz 14.5 x 12.5 ft 181.3 ftz Ty Construction U-value Or HTM Area (ft) Load Area (ftz) Load number Btu1Vft2-0F) Btuh/ftz) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 1 1 T:D 126 Osw 2A 2ov 2A 2oy 2A 2ovy 13A-20cs 2A-2ov 2A-2ov 0 097 0 320 0 320 0 320 0 320 0.201 0.320 0.320 n`; n n na, n,' n n n 2.69 8.86 8 86 8.86 8.86 5. 8.8686 8.86 2.76 9.93 9 934 9 93 993 4.37 11.67 11.67 126 K0 v 0 15 0 0 0 107 0 r 0 0 w„, 0 0 0 0 286 D 35 0 137 0 0 0 294131 0 4001 O30 153 0 0 0 0 z 0 0 0 0 0 101 0 0 r , 0 0 0 0 270 T -0 s 266 0. 0 0 0 277 0' 298 3., 0' 0 0 0 G 11,10 126 Osw'' y 2A 2ov , 13A-2ocs 2A-29v 12B DSw : 2A,2ou.. ,.. 13A-2ocs 0.600 0 097 0.320 0.201 0.320 0 097 0 320 0.201 n e e, a a S S' s 16.62 2.69 8.86 5.57 8.86 2.69 8.86 5.57 18.51 28_44 4.37 28.44 y 2 76 4.37 0 9 LO.. 0 0 0 0 0 9 0 0 0 0 0 0 24 D 0 0 0 0.. 0 0 25 0Kx..0 0 0 x 0 0 0 0 54 0 0 rv 0 0 0 0 r 54 5;_ 0x-.0 0 0 0 0 0 0 145 0 0 0 w ... .,,,0.. 0 0 149, 0' 0 0 y 0 0 2A-2omd 2A-2ov 0.520 0.320 s s 14.40 8.86 15.80 11.79 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W -as. 2A-2ov 2A-2ov 16B 19ad 0.320 0.320 0 049 s s s ;" 8.86 8.86 1,36, 11.79 11.67 2 66 0 0 61 0 0 p 0 0 0 r: 0 0 p 0 0 p 0 0 0 0 0 0 0 y! I---G 126-0sw 2A-2ov 13A 2ocs 2A 2ov- 2A 2ov 0.097 0.320 0 201 0 320 0 320 w w ww w din F" 2.69 8.86 5 57,t 8 86 8 86 2.76 28.44 437 28:44 28:44 122 0 0 0 p 122 0 0 s ry ;, 0 0 326 0 0 0 0 335 0 0 0 0 0 0 0 o 0 0 0 r0 0 0 0 0 lUb 0 0 0 0 0 0 Q R 12B-Osw 0.097 2.69 1.75 0 0 0 0 0 0 0 0 f-D F 11 DO qnP-1.'ir 0.390 0.032 n (r,R n M, 10.80 0.89 1 RR 12.03 1.74 n qR 0 183 1 R4 0 1.183 1 R4 0 162317 144 0 17R 0 181;-. 1 Rn 0 181 1 Rn 0 1fi1 3.9q 0 176 61 c) AED excursion 1-34 1-30 Envelope loss/gain 1315 1309 1181 1185 12 a) Infiltration 495 160 356 115 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1810 1469 1537 1301 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1810 1469 1537 1301 15 Duct loads 1 229/6 35%1 40315081220/6 351/6 3431 450 Total room load 2213 1977 1880 1750 Air required (cfm) 104 92 88 81 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft` 2017-May-25 13:38:51 Right -Suite® Universal 2017 17.0.16 RSU24009 Page 8 CGR\Lot112WyndhamPreserve2410SebringOptBth3.rup Calc = MJ8 Front Door faces: N Right-JO Worksheet Entire House Job: LOT 112 WYNDHAM PRESE... Date: May 25, 2017 By: SIR 1 Room name LOFT STORAGE 2 Exposed wall 7.0 ft 19.0 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 1.0 x 209.5 ft 1.0 x 70.5 ft 5 Room area 209.5 ft2 70.5 ft2 Ty Construction U-value Or HTM Area fie) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter ft) Btuh) Heat Cool Gross N/P/S Heat. Cool Gross N/P/S Heat Cool 6 126 Osw 2A 0 097 n 2:69 2 96 0 0a 0 R 0 0 0 0 0. 2ov 0 320 n 8.86 9 93 0 0 0 0 0 0, 0 Q 2A 2ov r; 2A-2ov = 0 320 0 320 n- n'x r8;86 8'86 9.93 9.93 0 0 0 0 0 zz 0_ 0 0 a 0 0 0 0 p r 0 p 1 1 2A 2ov j n,;;. 0 320 nn i' 8.86 9:93.: 0- o o o xf , o o k e. _o o_ 13A-2ocs 0.201 n 5.57 4.37 0 0 0 0 0 0 0 0 2A-2ov 0.320 n 8.86 11.67 0 0 0 0 0 0 0 0TED2A-2ov 0.320 n 8.86 11.67 0 0 0 0 0 0 0 0 11 J0 0.600. n 16.62 18 51 0 0 0 0 0 0 0 0, 126 Osw ; q 097 1,2.69 276 36 32 86 88 72 72 193 199 2A 2ov . 0.320 e _ 8.86 28.44 4 r 0 M 114 0 M .0 An do 13A-2ocs 0.201 a 5.57 4.37 0 0 0 0 0 0 0 0 2A-2ov 0.320 a 8.86 28.44 0 0 0 0 0 0 0 0 yJ t28-Osw T 0 097 sr* 2:69 276 99 266 273 I--G 2A 2ov 0.320 s,' 8.86 10..E 0 ti...0 0 0 p 0 0 13A-2ocs 0.201 s 5.57 4.37 0 0 0 0 0 0 0 0 2A-2omd 0.520 s 14.40 15.80 0 0 0 0 0 0 0 0 2A-2ov 0.320 s 8.86 11.79 0 0 0 0 0 0 0 0 2A-2ov 0.320 s 8.86 11.79 0 0 0 0 0 0 0 0 2A-2ov 0.320 s 8.86 11.67 0 0 0 0 0 0 0 0 W„ 16B-i9ad <. a, 0 049 s 1 36 2.66 i. 0 0 0 tea 0 0' 4 z 0 v p y/ 126-0sw 0.097 w 2.69 2.76 0 0 0 0 0 0 0 0 G 2A-2ov 0.320 w 8.86 28.44 0 0 0 0 0 0 0 0 13A 2ocs5.57 2A 2ov - x 0 320 w, 8:86 4. 37 28 44 0 0 0 F 0 0 0 0 0 0 0 0 0 0 t) i 0 0' 2A 2ov 3200 .. w 8.86 28 44 0 0 0 0 0 gg 0 q-D 12B-Osw 0.097 2.69 1.75 0 0 0 0 0 0 0 0 11 DO 0.390 n 10.80 12.03 0 0 0 0 0 0 0 0 Cam, ; 166,-30ad` 1 032 0.89 1.74 210 210 186 364 71 71' F 9np-1131-, n nr,R 1 RR n qR 3n 3n 71 Pa n n n n 6 c) AED excursion 21 16 Envelope loss/gain 436 692 522 579 12 a) Infiltration 122 39 330 107 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 558 731 852 686 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 558 731 852 686 151 Duct loads 1 220% 35% 124 253 220/ 35% 1901 237 Total room load 682 984 1042 922 Air required (cfm) 32 46 49 43 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsaft" 2017-May-2513:38:51 AC A Right -Suite® Universal 2017 17.0.16 RSU24009 Page 9 CGR\Lot112WyndhamPreserve241OSebringOptBth3.rup Calc = MJ8 Front Door faces: N Right-JO Worksheet Entire House Job: LOT 112 WYNDHAM PRESE... Date: May 25, 2017 By: SIR 1 Room name BTH 3 W C 3 2 Exposed wall 12.5 ft 12.5 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 6.0 x 6.5 ft 6.0 x 6.5 ft 5 Room area 39.0 ft2 39.0 ftz Ty Construction U-value Or HTM Area (ft Load Area (ft Load number Btuh/ft2-°F) Btuhfftz) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 128-Osw 2A 2ov 0.097 0.320 n n 2:69 8.86 2 76 9 93 0 0 0 0 0 0 54 _ 50 134 138 2A 2ov 0.320 n 8.86 9.93 0 0 0 0 0 0 jA 0' 2A 2ov -x 0.320 n; 8.86 9.M 0 0 0 0 0 0 0 0 11 2A-2ov .. ; 0.320h': 8.86, 9:93 0 O 0,.., p 0 ' 0 13A-2ocs 0.201 n 37 0 0 0 0 0 0 0 0 2A-2ov 0.320 n 88.8686 111.67 0 0 0 0 0 0 0 0 2A-2ov 0.320 n 8.86 11.67 0 0 0 0 0 0 0 0 D 11 J O 0.600 n_ 16.62 18.51 0 0 0 0 0 0 0 0^ 129Osw_ 0 097 e"-. N`2:69 2 7-59 65015016050 150 161` 2A 20v' 0.320 e 8:8628.44 g0 1 . 0 ' 0 0 y/ t- G 13A-2ocs 0.201 a 5.57 4.37 0 0 0 0 0 0 0 0 2A-2ov 12B Osw 0.320 0 097 a s ' 2` 69 8.86 28.44 2 76 0 54 0 54 0 145 0 149 0 0 0 77" Q 0 0 0 0, 2Ad2ov., .. - < -_- 0 320 886.10 06 z . ',A A w 0 O 0 a, Q M..O'0 13A-2ocs- 0.201 s 5.57 4.37 0 0 0 0 0 0 0 0 2A-2omd 0.520 s 14.40 15.80 0 0 0 0 0 0 0 0 2A-2ov 0.320 s 8.86 11.79 0 0 0 0 0 0 0 0 2A-2ov 0.320 s 8.86 11.79 0 0 0 0 0 0 0 0 2A-2ov 0.320 s 8.86 11.67 0 0 0 0 0 0 0 0 W ,. 049' s1.36. k^ 2 66 x..,0 a0 aa, fir. F, :, 0,. 0u.<..F y/ t-G 12B- 0sw 0. 097 w 2.69 2.76 0 0 0 0 0 0 0 0 2A-2ov 0. 320 w 8.86 28.44 0 0 0 0 0 0 0 0 roN3 26v 20 8.86 2842A A 9 xv, q__D 12B- Osw 0. 097 2.69 1.75 0 0 0 0 0 0 0 0 11 DO 0. 390 n 10.80 12.03 0 0 0 0 0 0 0 0 oC _ r 166,- 30ad 0.032 0.89 1.74 39 w.1 ., 39 r>fi 35 F 2OP-13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0 F, 22A tpl.,.: 0 989 27.40..,,; 0.00 0 p0 O x... p r n ? ram-" x s u z ax mom, 6 c) AED excursion 10 11 Envelope loss/gain 337 368 362 396 12 a) Infiltration 217 70 217 70 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 554 438 579 466 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 554 438 579 466 15 Duct loads 22% 35 % 123 152 229/6 35 % 129 161 Total room load 678 590 708 628 Air required (cfm) 32 27 33 29 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed wrightsoft` 2017-May- 2513:38:51 i4Cii Right -Suite® Universal 2017 17.0.16 RSU24009 Page 10 CGR\Lot112WyndhamPreserve241OSebringOptBth3.rup Calc = MJ8 Front Door faces: N a Duct System Summary IIEATMG - AM COMMOUNG Entire House For: PARK SQUARE HOMES External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.20 in H 20 0.06 in H2O 0.14 in H2O 0.070 / 0.070 in H2O 0.086 in/100ft 1367 cfm Job: LOT 112 WYNDHAM PRE... Date: May 25, 2017 By: . SIR Cooling 0.20 in H 20 0.06 in H2O 0.14 in H2O 0.070 / 0.070 in H2O 0.086 in/100ft 1367 cfm 163 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BDRM 2 h 1685 79 77 0.134 6.0 Ox 0 VIFx 19.3 85.0 st2 BDRM 3 h 2213 104 92 0.125 6.0 Ox 0 VIFx 26.7 85.0 st2 BDRM 4 h 1880 88 81 0.131 6.0 Ox 0 VIFx 21.7 85.0 st2 BTH 2 c 647 21 30 0.139 4.0 Ox 0 VIFx 15.5 85.0 st2 BTH 3 h 678 32 27 0.121 4.0 Ox 0 VIFx 30.9 85.0 st2 DINRM h 5167 242 222 0.089 9.0 Ox 0 VIFx 37.7 120.0 st4 GATHERING c 3109 105 144 0.110 7.0 Ox 0 VIFx 22.9 105.0 st3 KITCH c 2855 92 132 0.103 6.0 Ox 0 VIFx 31.1 105.0 st3 LAUD c 750 8 35 0.086 4.0 Ox0 VIFx 42.7 120.0 st4 LOFT c 984 32 46 0.135 6.0 Ox 0 VIFx 18.6 85.0 st2 MSTR BDRM h 4304 202 190 0.113 8.0 Ox 0 VIFx 18.9 105.0 st3 MSTR BTH h 1320 62 47 0.103 5.0 Ox 0 VIFx 30.8 105.0 st3 NOOK h 3323 156 130 0.102 8.0 Ox 0 VIFx 31.7 105.0 st3 PWD c 5 0 0 0.091 4.0 Ox 0 VIFx 34.1 120.0 st4 STORAGE h 1042 49 43 0.122 4.0 Ox 0 VIFx 30.2 85.0 st2 WC h 388 18 16 0.104 4.0 Ox 0 VIFx 29.3 105.0 st3 We 3 h 708 33 29 0.120 4.0 Ox 0 VIFx 31.7 85.0 st2 WIC EXT h 923 43 24 0.108 4.0 Ox0 VIFx 25.0 105.0 st3 WIC INT c 46 1 2 0.115 4.0 Ox0 VIFx 16.9 105.0 st3 Bold/italic values have been manually overridden t 2017-May-2513:38:53 wri htsoft° Right -Suite® Universal 2017 17.0.16 RSU24009 Page 1 ACCN"...CGR\Lotll2WyndhamPreserve2410Sebring0ptBth3.rup Calc = MJ8 Front Door faces: N X ;; Supply Trunk Die#a>!I Table- , Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st4 Peak AVF 250 257 0.086 471 10.0 0 x 0 VinlFlx st3 st3 Peak AVF 929 943 0.086 675 16.0 0 x 0 VinlFlx SO st1 Peak AVF 929 943 0.086 675 16.0 0 x 0 VinlFlx st2 Peak AVF 438 424 0.120 558 12.0 0 x 0 VinlFlx Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb3 Ox0 1367 1367 0 0 0 0 Ox 0 VIFx wri htsoft, 2017-May-25 13:age 29Right -Suite® Universal 2017 17.0.16 RSU24009 Page CGR\Lot112WyndhamPreserve2410SebringOptBth3.rup Calc = 10J8 Front Door faces: N FORM R405-2014 Florida Department of Business and Professional Regulations Hesidential Whole Building Performance and Prescriptive Methods ADDRESS: 2613 Flicker Cove Permit Number: Sanford , FL , 32771 MANDATORY REQUIREMENTS See individual code sections for full details. 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. O R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at anytime after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air leakage. Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. O R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 13 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. 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. 5/25/2017 11:57 AM EnergyGauge@ USA - FlaRes2014 - Section R405.4.1 Corn Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41 °C) or below 55°F (131C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 1/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 60oC). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed. solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 5/25/2017 11:57 AM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1 . R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40oF. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 5/25/2017 11:57 AM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot112WyndhamPreserve2410SebringOptBth3 Builder Name: PARK SQUARE HOMES Street: 2613 Flicker Cove Permit Office: City, State, Zip: Sanford , FL , 32771 Permit Number: Owner: Jurisdiction: 691000 Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed: Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 5/25/2017 11:57 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist A Form P405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than "default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge@- USRCSB v5.1 5/25/2017 11:56:45 AM Page 1 of 1 Nora:l. Ju:b/gr1Y .t.° y0On5 10 w is'".'/i 4E w00e5 I MU FlVYe —u. 9uMG CaJ.Y,CDL4 i tVN FL_______________________________1J__________________ i nan C- al I O O I HZ1TIn V T, N I IO ARD1eR j Q I I lane + w I Q. AIe11TIZ g lane mg I 1 Om - 2 Nook II I 1 I 1 tao I DA+ S o)] 1000 I 14rm le I 1.5 IM Iwe h'( a°t. SIR. i 40.o vein Catheysix Room neaaouloomAc I vl I nm° xaulaomAc > I e• i _ Ig 18• ` 1 m II 24ne n Q I u `mil 1 3" bath duct Kit = .• : to roof cap w W r l w/fan f I e• m i ° ° Nutone 696RNB < I l lo• --_ ___ m 3" bath all u Imlo . eg "ni°Ip to roof cc p la.e Lva p z_ w/fan P' 53 Nutone 696RNB ma X QM ai m4 lfV OI4x130Dnm Room ; l 4• ( + 6 -- u , 50 a M X y 9 a m N lono rng +ono rag W M W a : W W F a_ 3" bath duct i Q a Q- to wall cap O w fan — as Nutone 696RNB w,t i O O Q I` i 3 Cal C—n a i z O to i Ls i M Z N I I I a.e ton w/eaw ag gv 1%1 I f____________________ Z J Q LiN >} 1- 3 a_ (n > O (n I.— el y° 'TM Rating z o > N m W > Z J O Q Must haw a mh+hnum daorance of InUue around Na air handler pr the State Enrgy cotla NI duct hoe an r 6 heu101bn valua CO J (n o n RECORD COPY L T Sc 131z, hj 6- W L4V 1 7 7 1 6 RECORD COPY PL 0 T PLAN NOT A FIELD SURVEY" LOT 112, iFYNDHAff PRESERVE, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK __, PAGES --__ OF THE PUBLIC RECORDS H®fviES OF SEMINOLE COUNTY, FLORID.4 THIS PLOT PLAN IS BASED ON AN UNRECORDED PLAT PROVIOZO BY THE CLIENT AND FE ARE NOT RESPONSIBLE FOR ANY ERRORS THAT MAY RESULT FROH REVISIONS OR CHANGES THAT OCCUR AS PART OF THE RECORDING APPROVAL PROCESS. A PORTION OF THE CENTERLINE DATA NOT SHO)FN ON PRELIMINARY PLAT P.C. `N7g• C. P. T. 3- PROPOSED CURB INLET l V c+ A 6 ..'' 34 ' 18.67' - 00, COVERED M `/ ENTRY 11.33' LOT 112 PROPOSED RESIDENCE 12410 SEBRING EL. "C" w/ EXTENDED LANAI LOT TYPE "B" o F.F. EL.=30.00' Ln 00 C I SETBACK F.' TT1 m m P.T. 25.0 ' P.R.M. T- w I CD I SETBACKS AS PkR CONSTRUCTION1PLANS: LAST REVISION DATED 0411512014 N FRONT= 20' or 25' REAR = 20' SIDES - 5' (40' LOT) 7.5' (60' LOT) 10' (75' LOT) CORNER = 15' (40' LOT) 25' (60'6 75107) N THE 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN 2 LOTS IN SUCCESSION, LIKEWISE, NO MORE THAN 2 LOTS IN SUCCESSION WITH A 25' FRONT SETBACK. ELEVATIONS SHOWN HEREON ARE BASED ON THE NATIONAL GEODETIC VERTICAL DATUM 1929 BEARINGS SHOWN HEREON ARE BASED ON THE CENTERLINE OF FLICKER COVE, BEARING BEING N 89'43'10" E. LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENTS, RIGHTS -OF -WAY, OR ADJOINERS OF RECORD. UNDERGROUND UTLITIES, FOUNDATIONS, OR OTHER STRUCTURES MERE NOT LOCATED BY THIS SURVEY. EL . =27.9'PR S89 '43 ' 10 "W 57.20 ' SETBACAS SHO)FN HEREON DIRECTED BY THE BUILDER FLICKER CO VE 50' RI F PER PLAT N89 '43' 10'E _ 290.76' (P) Sp 1-1- 1-7tI NPtioa ZONIN DA7r= GP.T. Ok to construct single family home EL.=28.0'PR R with setbacks and impervious area shown on plan. 33'/. imp 2HtD SeAori,n,O*-V. C, G-?, 5.5' EL. =28.6'PR 113 W co O O Lo 114 EL.=27.6'PR --------— REMAINDER OF LOT 13 PALMER AS SUBDIVISION PLAT BOOK 2, PACE 41 LOT AREA CALCULATIONS IN SQUARE FEET (S.F.) R/W AREA TOTALS LOT AREA 9.138 R/W AREA 3,000 12,138 DRIVENAY 470 O/W APRON 160 630 LEAD WALK_ 82 SIDENALK 1,165 1.247 ENTRY/PORCH 83 LANAI/PATIO_182 A/C PAD (S)1a LIVING AREA 2, 166 TOTAL 3.001 LOT SOD 6,137 R/N SOD 1. 675 1 7, 812 IMPERVIOUS 33X OF'"PRAC PROFESS FLORIDA 472.023 4 CERTIFIED TO AND FOR THE EXCLUSIVE BENEFIT OF.• PARK SQUARE ENTERPRISES LLC A DELAWARE CORPORATION) BANK OF AMERICA WINDERWEEOLE, HAINES WARD 6 WOODMAN, P.A. THIS IS NOT A SURVEY! THIS DRAWING IS NOT TO BE USED FOR CONSTRUCTION OR LAYOUT OF ADDITIONAL STRUCTURES. PLAT MEASUREMENTS MAY DIFFER FROM ACTUAL FIELD MEASUREMENTS. Y CERTIFY THAT THE SKETCH OF DESCRIPTION REON IS IN ACCORDANCE WITH THE STANDARDS TICE AS SET F RTH BY THE BOARD OF TONAL LANDVEYORS IN CHAPTER 5J-17, ADMINISR_ IVE_C0{E, PJJRSUANT TO SECTION ACCORDING TO THE FEDERAL EMERGENCY MANAGEMENT RO1§ERT D. JOHN ON, PSM NO. 5031 AGENCY FIRM MAP NO.1211700065 E G N0.12117CO155 E. BARRY W. REW T, PSM NO. 5267 EFFECTIVE 0912612007, THE PROPERTY DESCRIBED FLORIDA REGIS RE LAND SURVEYOR AND MAPPER. NOT HEREON APPEARS TO LIE IN ZONE 'X"-UNSHADED. SCALE I" = 30 ' VALID WITHOUT SIGNATURE G THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. A - ARC LENGTH EL. - ELEVATION A/C - AIR CONDITIONING ESMT - EASEMENT LBL.E. LICENSED BUSINESS LANDSCAPE EASEMENT PK - PK NAIL S. I. R. C. - SET 5/8' IRON ROD PR - PROPOSED AND CAP O.B/6605) CONC - CONCRETE F.C.N. - FOUND CONCRETE MONL E'NT LS CDR LICENSED SURVEYOR P.R.C.- POINT OF REVERSE CURVE U.E. - UTILITY EASEMENTCORNERFF - FINISH FLOOR CIL - CENTERLINE F.I.R. N.R. NON -RADIAL P.R.M.- PERMANENT REFERENCE MDYUHENT - PROPOSED DRAINAGE FLO FOUND 518' IRON ROD N.T.S. C.M. - CONCRETE MONUMENT F.I.R.C.- FOUND 518' IRON ROD G CAP P.C. NOT TO SCALE POINT OF CURVATURE P.T. - POINT OF TANGENT A - DELTA/CENTRAL ANGLE R - RADIUS (C) - CALCULATED MEASLFWNTO.E. - DRAINAGE EASEMENT FNC - FENCE D.U.E.- DRAINAGE G UTILITY EASEMENT FAD - FOUND P.C.C. P.C.P. POINT OF COMPOUND CURVE R.P. - RADIUS POINT (0) - DEED OR DESCRIPTION PERMANENT CONTROL POINT R/N -RIGHT OF MAY (n) -FIELD MEASUREDD/M -DRIVENAY FNO N60 - FDIMtl NITe S niSO P-T- PnTNT n TUTrnc rrr— C/Y - Or —Al - p Ar DATE OF FIELD SURVEY PLOT PLAN 05/30/17 06/29/17 jIc FRANKLIN, HART do REID CIVIL ENGINEERS - LAND SURVEYORS 1366 EAST VINE STREET, KISSIMMEE, FL 34744 PHONE 846-1216 FAX 846-0037 CERTIFICATE NO. LB 6605 PROJECT INFORMATION JOB NO.174267 DRAWN BY: RC REVIEWED BY:RJ/BP Filename: P SQ HOMES-SEBRING- LOT 112.rrr RECORD COPY Lighting and small Appliance/Laundry Circuits Floor Area SmAppNo LaundNo Line Neutral 2481 2 1 Lighting Summary Standard 6,130 6,130 Optional 11,943 6,130 7---------------------------------------- Ranges & Ovens Range No. No? Nameplate Line Neutral 1 1 8000 0 0 3 0 0 kange/Oven Summary Standard 6,400 4,480 Optional- 8,000 4,480 DryersDryer No. No? Nameplate Line Neutral------- 93 Q 1 1 5000 0 7-1716 Dryer Summary Standard 5,000 3,500 Optional 5,000 3,500 0eating and Cooling: Actual Number = 1 Name M? Ph No Amps Volts VA HP Line Neutral I` M 1 1 27.0 240 6,480 0 1 M 1 1 2.0 240 480 0 1 M 1 1 5.0 240 1,200 0 1 1 1 1 240 6500 1 6,500 0 Heat/Cool Summary Standard 14,660 0 Optional 14,660 0 Fixed Appliances: Actual Number = 4 Name M? Ph No Amps Volts VA HP Line Neutral MICRO 1 1 120 1200 1,200 1,200 DW M 1 1 120 1200 1,200 1,200 DISP M 1 1 120 960 960 960 W/H 1 1 18.5 240 4,440 0 Fixed Appliance Summary Standard 5,850 2,520 Other Appliances: Actual Number = 0 Name M? Ph No Amps Volts VA HP Line Neutral Other Appliance Summary Standard 0 0 Optional 0 0 7--------------------------------------------------------- 250 of Max Motor: Line is Std Only; Neutral for Both Maximum Phase Amps Volts 1 27 240 Heat/Cool Phase Amps Volts 1 27 240 Fixed Appl. Phase Amps Volts 0 Other Appl. Phase Amps Volts 0 Max Motor Summary Standard Only 1,620 0 SUMMARY -------- Standard Line Neutral Total Total 39,660 16,630 Maximum Amperage = 165 69 Service Voltage = 240 Service Phase = 1 Optional Line Neutral Total Total = 33,757 16,630 Maximum Amperage = 141 69 Service Voltage = 240 Service Phase = 1 26-M 0cw0 N I N E ffi ON O 4 00 SE GARAGE 11-4-0 , (_ 10-0-0 _ _ 18-8-0 0ar O M ButCp oANFoRO 17-1716 ji"' --M. 0 N W N I 5-8-0 _ I , 28-8-0 SEBRING II 2410 - C / PSQ2410C 15-10-0 - I - 7-0-0 , I , 5-10-0 O O co RECORD COPY Lumber design values are in accordance with ANSI/TPI 1 section 6.3INEf These truss designs rely on lumber values established by others. MiTek"Ricker (Ile- W3 RE: PS2410C-SM -Park Sq/Sebring II-2410-C 3BTH MiTek USA, Inc. Site Information: 6904 Parke East Blvd. FL 33610-4115 Customer Info: PARK SQUARE HMS Project Name: PS241 OC-SM Model: SEBRI 'if, Lot/Block: 112 Subdivision: WYNDHAM PRESERVE Address: 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 S 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 [All HeighII Wind Speed: 140 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 75 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T11271920 4CJ1 6/2/17 112 T11271931 1A7T 6/2/17 12 IT11271921 14CJ3 16/2/17 113 I T11271932 I B1 16/2/17 3 IT11271922 41-11 16/2/17 114 I T1 1211933 1 B2 16/2/17 4 1 T11271923 14J5 16/2/17 115 1 T11211934 163 16/2/17 1 5 IT11271924 14KJ5 16/2/17 116 1 T11211935 1 133A 16/2/17 1 16 1 T11271925 l Al 16/2/17 117 I T11211936 I B4 6/2/17 1 17 1 T11271926 1 A2 16/2/17 118 1 T11211937 1 B4A 6/2/17 1 8 IT11271927 IA3 I6/2/17 119 1T11211938IB5 6/2/17 1 9 IT11271928 I A4T 16/2/17 120 1T112719391135A 16/2/17 1 10 T1 1271929 1 A5T]6/2/17 21 T11271940 C1 I6/2/17 11 T11271930 1 A6T 16/2/17 122 T11271941 1 C2 16/2/17 SANFORD 17- 1716 This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Mid -Florida Lumber Acquisitions, Inc.. Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. 011111111111,.# 36U S (F*i,, GENj No 34869 yt = STATE OF : 4/Z i 0NA S%0:0 1 Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6964 Parke East Blvd. Tampa FL 33610 Date: June 2,2017 Lee, Julius 1 of 2 RE: PS2410C-SM -Park Sq/Sebring II-2410-C 3BTH Site Information: Customer Info: PARK SQUARE HMS Project Name: PS241OC-SM Model: SEBRING II Lot/Block: 112 Subdivision: WYNDHAM PRESERVE Address: City: SANFORD State: FLORIDA No. Seal# Truss Name Date I No. I Seal# I Truss Name Date 123 1 T11271942 1 C3 6/2/17 166 1 T11271985 1 RT 6/2/17 124 IT11271943 I C4 16/2/17 167 I T11271986 I KJ6 16/2/17 125 1T11271944 I CA 16/2/17 168 I T11271987 I KJ7 16/2/17 126 1T11271945 I CJ3 16/2/17 169 I T11271988 I KJ7T 16/2/17 127 1T112719461CJ3T 16/2/17 I70 1T11271989IMG1 16/2/17 128 1T11271947 I CJ5 16/2/17 171 1T11271990 I N1 16/2/17 129 1T11271948 I CJST 16/2/17 172 I T11271991 I N2 16/2/17 I30 IT11271949 I D1 16/2/17 173 1T11271992 IV1 16/2/17 131 I T11271950 I D2 16/2/17 174 I T11271993 I V2 16/2/17 132 I T11271951 I D3 16/2/17 175 I T11271994 I V3 16/2/17 133 1T11271952 I D4 16/2/17 I I I I 134 1T11271953 I D5 16/2/17 135 1T11271954 I D5A 16/2/17 136 I T11271955 I D56 16/2/17 137 IT11271956 I D6 16/2/17 138 I T11271957 I D7 16/2/17 139 1T11271958 I E2 16/2/17 I40 I T11271959 I E3 16/2/17 141 1T11271960 I E4 16/2/17 142 1T11271961 I F1 16/2/17 143 1T11271962 I F2 16/2/17 144 1T11271963 I F3 16/2/17 145 1T11271964 I F4 16/2/17 146 1T11271965 I F4A 16/2/17 147 1T11271966 I F46 16/2/17 148 IT11271967 I F5 16/2/17 149 1T11271968 I F6 16/2/17 I50 1T11271969 I F7 16/2/17 151 1T11271970 I F10 16/2/17 152 1T11271971 I FT1 16/2/17 153 1T11271972 I FT2 16/2/17 154 1T11271973 I FT3 16/2/17 155 1T11271974 I FT4 16/2/17 156 1T11271975 I FT5 16/2/17 157 1T11271976 I FT6 16/2/17 158 IT11271977 I FT7 16/2/17 159 1T11271978 I G1 16/2/17 I60 I T11271979 I G2 16/2/17 161 1T11271980 I G3 16/2/17 162 1T11271981 I H1 16/2/17 163 I T11271982 I J6 16/2/17 164 1T11271983 I J7 16/2/17 165 IT11271984 I PA 16/2/17 2of2 Job Truss Truss Type Qty Ply Park Sc/Sebring II-2410-C 3BTH T11271920 PS241OC-SM 4CJ1 JACK 2 7 Job Reference bona Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 Milek Indusines, Inc. Fri Jun 02 14:45:31 2017 rage 1 ID: rFfnwM3Wq?GifrcOMh4ZDxyq_6K-LMrsHcOHnd3g_RSYewuETsGY5nZOgbw7lKTQ OEzAlso 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 TCDL 10.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=10/Mechanical, 2=124/0-7-8, 4=4/Mechanical Max Horz 2=23(LC 12) Max Uplift 3=-1 (LC 9), 2=-52(LC 12) Max Grav 3=11(LC 3), 2=124(LC 1), 4=10(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 16.2 2x4 = DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.00 5 >999 240 MT20 2441190 Vert(TL) -0.00 5 >999 180 Horz(TL) -0.00 2 n/a n/a Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 lb uplift at joint 3 and 52 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1risalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11271921 PS241OC-SM 4CJ3 JACK 2 1 f r e ti nal Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MITek Industries, Inc. Fri Jun 02 14:45:31 2017 Page 1 I D: rFfnwM3Wq?GlrcOMh4ZDxyq_6K-LMrsHcOHnd3g_RSYewuETsGXxnZcgbw7lKTQOEzAlso 1-0-0 3-0-0 1 -0-0 3-0-0 Scale = 1:9.6 2x4 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=64/Mechanical, 2=199/0-7-8, 4=32/Mechanical Max Horz 2=41(LC 12) Max Uplift 3=-21 (LC 12), 2=-55(LC 12) Max Grav 3=64.(LC 1), 2=199(LC 1), 4=45(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 3 and 55 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSII PII Quality Crtteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11271922 PS241OC-SM 4H1 MONO HIP 1 1 ob Reference o tional Mib Fionaa Lumber, Bariow, FL. i.640 s Ap c rayc ID:rFfnwM3Wq?GrfrcQMh4ZDxyq_6K-pZ3EV;P,YwB;bbtkBdPT0 paNBosZvuH_D_wgzAlsn 1-0-0 5-0-0 i 1D-7-8 1-0-0 5-0-0 5-7-8 Scale = 1:19.9 4x8 = 10 11 3x4 = 12 4 3x4 = 4x4 = 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) 0.04 5-6 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.50 Vert(TL) 0.11 5-6 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.59 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=616/0-7-8, 2=635/0-7-8 Max Horz 2=61(LC 8) Max Uplift5=-121(LC 8), 2=-140(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1157/212 BOT CHORD 2-6=216/1061, 6-13=-211/1078, 13-14=-211/1078, 5-14=-211/1078 WEBS 3-6=0/337.3-5=1016/197 PLATES GRIP MT20 244/190 Weight: 46 lb FT = 20% Structural wood sheathing directly applied or 5-4-3 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 5 and 140 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 169 lb down and 168 lb up at 5-0-0, and 50 lb down and 67 lb up at 7-0-12, and 50 lb down and 67 lb up at 9-0-12 on top chord, and 87 lb down at 5-0-0, and 36 lb down at 7-0-12, and 36 lb down at 9-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 3=-122(F) 6=-74(F) 11=50(F) 12=-50(F) 13=-28(F) 14=28(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek(& connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall . building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANStITPl1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 38TH T11271923 PS241OC-SM 4,15 JACK 3 1 JobReference do al Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MTek Industries, Inc. Fri Jun 02 14:45:32 2017 Page 1 ID:rFfnwM3Wq?GrfrcQMh4ZDxyq_6K-pZOEVyPvYwBXbb1 kBdPT04pg6Bt?Z2AH_D_wgzAlsn 5-0-0 i 1-0-0 5-0-0 Scale = 1:12.9 2x4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(ILL) 0.02 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 17 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=110/Mechanical, 2=296/0-7-8, 4=48/Mechanical Max Horz 2=60(LC 12) Max Uplift3=-38(LC 12), 2=-68(LC 12) Max Grav 3=110(LC 1), 2=296(LC 1), 4=76(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 3 and 68 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Parq/Sebring lk2410-C 3BTH T11271924 PS241OC- SM 4KJ5 JACK 1 1 eference o tional Mla- Flonaa Lumber, Canow, rL. r,P, r'ay. , I D: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-H IycilQXJ EJODkcwlKxiYHM IVvb8clVPQCeyXS6zAlsm 1- 5-0 3-11-0 7-0-2 1- 5-0 3-11-0 3-1-2 — - Scale: 3/4"=1' 2. 83 12 9 8 2 1 10 11 3x4 = LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.06 4-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.41 Vert(TL) 0.18 4-7 476 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 3=157/Mechanical, 2=424/0-10-10, 4=74/Mechanical Max Horz 2=60(LC 8) Max Uplift3=-50(LC 8), 2=104(LC 8) Max Grav 3=157(LC 1), 2=424(LC 1), 4=107(LC 3) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 3 and 104 Ito uplift at joint 2. 6) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4 lb down and 10 lb up at 1-6-1, 4 lb down and 10 lb up at 1-6-1, and 4 lb down and 38 lb up at 4-4-0, and 4 lb down and 38 to up at 4-4-0 on top chord, and 2 lb up at 1- 6-1, 2 lb up at 1-6-1, and 7 lb down at 4-4-0, and 7 lb down at 4-4-0 on bottom chord. The design/selection of such connection device( s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 10=1(F=1, B=1) 11=-15(F=-7, B=-7) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Ver%y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/Sebring II-2410-C 3BTH T71271925 PS241OC-SM Al HIP 1 1 ob Ref nce o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14:45:34 2017 Page 1 ID: rFfnwM3 Wq?GifrcOMh4ZDxyq_6K-Ix W?weR94YRFruA7J2SX5Vuxa_La1 traRli4_ZzAlsl 12-10.3 19-0-0 21-0-0 27-1-13 33-3-11 40.0-0 1-0- 40 6-8-5 6-1-13 6-1-13 2-0-0 6-1-13 6-1-13 6-8-5 Scale = 1:71.4 3x6 i 5x5 = 5x5 = 25 io a io co 14 13 — i< — .. 3x4 = 3x8 MT18HS = 3x4 = 3x4 = 3x8 MT18HS = 3x4 = 9-9-4 19-0.0 21-0-0 30-2-12 40.0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 TCDL 10.0 Lumber DOL 1.25 BC 1.00 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1660/0-7-8, 9=1660/0-7-8 Max Horz 2=-213(LC 10) Max Uplift2=-302(LC 12), 9=-302(LC 12) DEFL. in (loc) I/deft L/d Vert(LL) -0.39 14-16 >999 240 Vert(TL) -0.84 14-16 >573 180 Horz(TL) 0.18 9 n/a n/a 3x6 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 216 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-14, 7-13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-2930/893, 3-23=-2847/907, 3-4=-2690/872, 4-24=-1927/714, 5-24=1914/737, 5-6=1647/701, 6-25=-1914/737, 7-25=-1927/714, 7-8=-2691/872, 8-26=-2848/907, 9-26=-2930/893 BOTCHORD 2-16=-705/2687, 16-27=-541/2222, 15-27=-541/2222, 15-28=-541/2222, 14-28=-541/2222, 13-14=-312/1700, 13-29=-547/2119, 12-29=-547/2119, 12-30=-547/2119, 11-30=-547/2119, 9-11=-711/2544 WEBS 3-16=-326/204, 4-16=-93/564, 4-14=763/340, 5-14=-211/626, 6-13=-211/626, 7-13=-763/340, 7-11=-93/564, 8-11=-326/204 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 19-0-0, Exterior(2) 19-0-0 to 21-0-0, Interior(1) 26-7-14 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 302 lb uplift at joint 2 and 302 lb uplift at joint 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T71271926 PS241OC-SM A2 HIP 1 1 Job Reference(optional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14:45:34 2017 Page 1 ID:rFfnwM3Wq?G' rcQMh4ZDxyq_6K-Ix W?weR94YRFruA7J2Sx5Vuvw_Na1 m?aRli4_Z7.Alsl 6-0.5 11-6-3 17-0-0 23-0.0 28-5-13 33-11-11 40-0-0 41-0-0 6-0.5 5-5-13 5-5-13 6-0-0 5-5-13 5-5-13 10-5 1-0.0 Scale = 1:71.4 3.6 = 5x5 = 524 5x8 = 6 25 io a 1. io 14 — 13 is ou s ii 3x4 = 4x6 = 3x8 = 3x4 = 4x6 = 3x4 = 8-9-4 17-0-0 23-0-0 31-2-12 40 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 TCDL 10.0 Lumber DOL 1.25 BC 0.87 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 BCDL 10.0 Code FBC2014ITP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1660/0-7-8, 9=1660/0-7-8 Max Horz 2=-192(LC 10) Max Uplift2=-302(LC 12), 9=-302(LC 12) Max Grav 2=1660(LC 1), 9=1661(LC 18) 3x6 = DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.25 14-16 >999 240 MT20 244/190 Vert(TL) -0.64 11-13 >750 180 Horz(TL) 0.18 9 n/a n/a Weight: 221 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-8-9 oc bracing. WEBS 1 Row at midpt 6-14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-2986/936, 3-23=-2920/954, 3-4=-2784/929, 4-5=-2092/804, 5-24=-1829/776, 24-25=-1829/776, 6-25=-1829/776, 6-7=-2105/804, 7-8=-2798/929, 8-26=2933/954, 9-26=-3000/936 BOT CHORD 2-16=-763/2737, 16-27=-621/2340, 27-28=-621/2340, 15-28=-621/2340, 14-15=-621/2340, 14-29=-423/1860, 13-29=-423/1860, 12-13=-628/2218, 12-30=-628/2218, 30-31=-628/2218, 11-31=-628/2218, 9-11=-770/2606 WEBS 3-16=-289/181, 4-16=-86/474, 4-14=-650/298, 5-14=-176/634, 6-13=-174/706, 7-13=-651/298, 7-11=-86/473, 8-11=289/181 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 17-0-0, Exterior(2) 17-0-0 to 28-5-13, Interior(1) 28-5-13 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint 2 and 302 lb uplift at joint 9. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Sebring II-2410-C 3BTH T11271927 PS2410C-SM A3 HIP 1 1 ob Reference o tional r-lUd Lemuel, Dauuw, rL. ',y,'rays ID: rFfnwM3 Wq?GifrcOMh4ZDxyq_6K-D84N7_SnrrZ6S21JtIzAdiROxOlsmKMjgyReX?zAlsk 7-9-4 15-0-0 20-0.0 25-0-0 32-2-12 40.0-0 41-0-0 1-0.0 7-9-4 7-2-12 1. 5-0-0 7-2-12 7-9-0 Scale= 1:72.0 Sx8 = 6.00 12 1.5x4 11 5x6 = 4 255 26 6 I< 9 0 16 lb 14 29 13 30 12 11 10 3x6 1.5x4 3x6 = 3x8 = 3x4 = 1.5x4 3x6 = 3x4 = 3.6 = i 7-9-4 15-0-0 20.40 25-0-0 32-2-12 40.0-0 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.17 13 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.74 Vert(TL) 0.49 14-16 986 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 HOrz(TL) 0.19 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 221 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1660/0-7-8, 8=1660/0-7-8 Max Horz 2=170(LC 11) Max Uplift2=-302(LC 12), 8=-302(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-9-6 oc bracing. WEBS 1 Row at midpt 3-14, 7-12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-2917/935, 3-23=-2819/954, 3-24=-2283/807, 4-24=2177/831, 4-25=-2078/842, 5-25=-2078/842, 5-26=-2078/842, 6-26=-2078/842, 6-27=2177/831, 7-27=-2283/807, 7-28=-2819/954, 8-28=-2917/935 BOT CHORD 2-16=-751/2540, 15-16=-753/2535, 14-15=-753/2535, 14-29=-488/1968, 13-29=-488/1968, 13-30=-493/1954, 12-30=-493/1954, 11-12=-758/2516, 10-11=-758/2516, 8-10=-757/2521 WEBS 3-16=0/293, 3-14=-659/305, 4-14=-111/507, 4-13=-117/371, 5-13=-321/168, 6-13=-117/371, 6-12=-111/507, 7-12=-660/305, 7-10=0/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft, eave=5ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 15-0-0, Exterior(2) 15-0-0 to 30-7-14, Interior(1) 30-7-14 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint 2 and 302 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 10/03/2015 BEFORE USE. kvDesignvalidforuseonlywithMiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T71271928 PS2410C-SM A4T SPECIAL 1 1 Job Reference o do miu riunua cumuer, canuw, ram. .y+may= , ID: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-hKeIKKSQc9hy4C KVQTU PAw_DMo1 eVfOsvcBB3RzAlsj i 2-7-7 12-2-12 13-0-p 20-7-6 27-0-0 33-2-12 40-D-0 4i 2-7-44 4-- 5-0 9-12 4-9-12 0-9-4 7-7, 6-4-10 6-2-12 6-9-4 1-0-0 Scale = 1:71.6 O 6.00 12 5x6 = 2x4 I 4 5 30 - 3x4 = 6 31 5x8 = 5x6 3x4 3 8 29 d_ 2x4 I b 2 1 17 g _M 16 2x4 I 6x8 = J 6v 2x4 II 6x10 = 4x4 = 16 15 14 13 12 11 1.5x4 1 1.5x4 11 2x4 1 7x8 = 3x6 = 3x4 = 1.5x4 11 3x6 = 2.7-4 7-5-0 12-2-12 1 0. 20.7-6 27-0-0 33-2-12 40-0-0 2-7-4 a-9-12 4-9-12 9- 7-7-6 64-10 6-2-12 6-9-4 Plate Offsets (X Y)— f2:0-6-14 Edoel f3:0-2-4 Edgel f4:0-3-0 0-2-01 f7:0-6-0 0-2-81 fl7:0-2-12 0-4-41 f21:0-2-6 0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.31 16 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(TL) 0.82 16 584 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(TL) 0.40 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 'Except' 1-3: 2x6 SP DSS BOT CHORD 2x4 SP No.2 'Except' 2-17: 2x6 SP No.1 D, 16-20,5-15,21-22: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x6 SP DSS LBR SCAB 1-3 2x6 SP DSS one side REACTIONS. (lb/size) 1=1625/0-7-8, 9=1673/0-7-8 Max Horz 1=-152(LC 6) Max Uplift 1 =-361 (LC 8), 9=-419(LC 8) PLATES GRIP MT20 244/190 Weight: 266 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 10-0-0 oc bracing: 15-17 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=718/201, 3-29=3920/886, 3-4=4174/1016, 4-5=2689/682, 5-30=-2684/683, 6-30=-2684/683, 6-31=-2451/668, 7-31=-2451/668, 7-8=-2469/625, 8-9=-2985/695 BOT CHORD 2-18=-714/3690, 17-18=-414/2544, 13-14=-354/2135, 12-13=-354/2135, 11-12=-526/2592, 9-11=-526/2592, 5-17=-269/101 WEBS 7-12=-59/463, 8-12=-536/196, 6-14=660/182, 3-18=-681/267, 4-17=-1201722, 14-17=-399/2313, 6-17=-16/356, 7-14=-108/581, 4-18=-398/1551 NOTES- 1) Attached 8-3-7 scab 1 to 3, front face(s) 2x6 SP DSS with 2 row(s) of 10d (0.131"0") nails spaced 9" o.c.except : starting at 3-6-0 from end at joint 3, nail 2 row(s) at 2" o.c. for 2-8-10; starting at 0-0-8 from end at joint 3, nail 2 row(s) at T' o.c. for 2-0-0. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10; VuIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft, 3=45ft, L=40ft, eave=5ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 361 lb uplift at joint 1 and 419 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r is aN+ays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type - Qty Ply Park Sq/Sebring II-2410-C 3BTH T71271929 PS241OC-SM A5T SPECIAL 1 1 o Refer rice lion I Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14:45:37 2017 Page 1 ID: rFfnwM3Wq?GifrcQMh4ZDxyq_6K-9 WC7YgT2NTppiMvi_A?ej7 WQfC NrE4mO7G W kbt2Alsi 2- 7_ 5-0 11-0.0 12-2-12 17-10-7 23-4-6 29-0-0 34-2-12 40-0-0 4i1r 2-7-4 4-9-12 3-7-0 1-2-12 5-7-11 5-5-15 17-111 5-2-12 5-9-4 1-0-0 Scale = 1:71.6 6.00 F12 5.5 = 2x4 11 4 5 30 3x8 = t5x4 II 5x8 = 31 6 7 32 833 2.4 II 6x10 = 4x4 = 17 16 15 11 13 12 3x6 1.5x4 II 2x4 16x6 = 3x6 = 3x4 = 1.5x4 II = 3x8 = 2-7-0 7-5-0 '11-0-0 1 -2-1 17-10-7 23-4-5 29-0-0 34-2-12 40-0-0 2-7-4 4-9-12 3-7-0 -2-12 5-7-11 5-5-15 5-7-10 5-2-12 5-9-4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 TCDL 10.0 Lumber DOL 1.25 BC 0.96 BCLL 0.0 Rep Stress Incr YES WB 1.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 'Except` 1-3: 2x6 SP DSS BOT CHORD 2x4 SP No.2 `Except` 2-18: 2x6 SP No.1 D, 5-17,21-22: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x6 SP DSS LBR SCAB 1-3 2x6 SP DSS one side REACTIONS. (lb/size) 1=1597/0-7-8, 10=1658/0-7-8 Max Horz 1=-130(LC 6) Max Uplift 1=-370(LC 8), 10=-423(LC 8) nd 0 o0t 0 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.30 5 >999 240 MT20 244/190 Vert(TL) -0.77 16-17 >622 180 Horz(TL) 0.40 10 n/a n/a Weight: 262 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=706/205, 3-29=3837/911, 34=4057/1015, 4-5=2944/764, 5-30=-2939/765, 30-31=-2939/765, 6-31=-2939/765, 6-7=-2758/746, 7-32=-2758/746, 32-33=-2758/746, 8-33=-2758/746, 8-9=-2583/660, 9-10=-2979/710 BOT CHORD 2-19=-729/3602, 18-19=-508/2738, 15-16=-547/2805, 14-15=-414/2252, 13-14=-414/2252, 12-13=-548/2594, 10-12=-548/2594 WEBS 8-13=-45/373, 9-13=-415/154, 3-19=-597/218, 6-16=-401/137, 7-15=-354/144, 8-15=-173/802, 16-18=-519/2630, 4-19=-334/1327, 4-18=-158/786 NOTES- 1) Attached 8-3-7 scab 1 to 3, front face(s) 2x6 SP DSS with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 3-6-0 from end at joint 3, nail 2 row(s) at 2" o.c. for 2-8-10; starting at 0-0-8 from end at joint 3, nail 2 row(s) at 7" o.c. for 2-0-0. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 370 lb uplift at joint 1 and 423 lb uplift at joint 10. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design_ Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Is fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T71271930 PS241OC-SM AST SPECIAL t 1 ob Ref rence o bona MIO-Y=08 Lumber, barrow, FL. t.b4U s Apr itl zulb vu I eK mousmes, mc. rn Jun uz 14:4osa zul t rage 1 ID: rFfnwM3Wq?GffrcQMh4ZDxyq_6K-dim V IOUg8mxgJ WUuYuMFL3YFckQzbe9Mwgl8KzAlsh 2-7-4 6-1-0 9-0-0 12-2-12 1117 24816 31-0-0 352-12 40-0-0 r 2-7-4 3-5-12 2-11-0 3-2-12 6-3-11 6-1-15 6-3-10 12-12 4-9-4 010 Scale = 1:70.2 5x8 = 6.00 12 28 4 2x4 11 5x8 = 1.5x4 11 5x8 = 529 30 6 7 31 32 8 2x4 3 2x4 II 1.5x4 9 2 t to I 17 18 d 7x8 = 2x4 II 5x12 = 4x4 = 16 15 1413 12 1.5x4 I 3x4 11 6x6 = 3x8 MT18HS = 3x4 = 3x10 = NMos 3x8 = 2-7-4 6-1-0 9-40 12-2-12 16-6-7 248-6 31-0.0 4o-ao 2-7-a 3-5-12 2-11-0 3-2-12 6-3-11 6-1-15 6-3-10 9-0-0 Plate Offsets (X Y)— f2:0-6-0 0-1-141 f4:0-6-0 0-2-81 f6:04-0 0-3-01 f8:0-6-0 0-2-81 f10:0-4-12 0-1-81 fl4:0-3-6 0-1-81 f17:0-2-4 0-4-121 120:0-2-0.0-0-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. _ in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.77 Vert(LL) 0.35 15 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(TL) 0.90 15-16 527 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.41 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 255 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 `Except' 1-4: 2x6 SP DSS BOT CHORD 2x4 SP No.2 `Except' 2-17: 2x6 SP No.1, 20-21: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except` 15-17: 2x4 SP No.2 OTHERS 2x6 SP DSS LBR SCAB 1-4 2x6 SP DSS one side WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=1596/0-7-8, 10=1659/0-7-8 Max Horz 1=-108(LC 6) Max Uplift 1 =-371 (LC 8), 10=-422(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=705/206, 2-3=-4358/1034, 3-28=-3610/853, 4-28=-3529/864, 4-5=-3758/945, 5-29=-3751/947, 29-30=-3751/947, 6-30=3751/947, 6-7=3277/861, 7-31 =-3277/86 1, 31-32=-3277/861, 8-32=-3277/861, 8-9=-2711/683, 9-10=2964/751 BOT CHORD 2-18=-885/4168, 17-18=-611/3164, 5-17=-303/127, 15-16=-66/371, 14-15=-720/3448, 13-14=-720/3448, 12-13=-465/2393, 10-12=-591/2586 WEBS 4-18=-180/935, 4-17=-226/925, 8-12=-16/329, 6-15=-421/158, 7-13=-397/164, 15-17=-664/3125, 6-17=-58/376, 6-13=-277/59, 8-13=271/1161, 3-18=-1182/319 NOTES- 1) Attached 10-2-10 scab 1 to 4, front face(s) 2x6 SP DSS with 2 row(s) of 1 Od (0.131 "x3") nails spaced 9" o.c.except : starting at 1-10-15 from end at joint 1, nail 2 row(s) at 2" o.c. for 2-8-10. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=25ft; B=45ft; L=40ft; eave=5ft; 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) 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 1 and 422 lb uplift at joint 10. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the New fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11271931 PS241OC-SM ATT SPECIAL 1 3 o efere c o i nal MIO- 0-a Lumuer, Uar[M, rL L04V s Hpr lv zu- MI I- Inouslnes, Inc. rn dun VL 14:40:3e Nl I rage 1 ID: rFfnwM3 Wq?GlfrcQMh4ZDxyq_6K-6vJuzLVlv43Xxf346b 16oYcpF?4PiByJbaPrgmzAlsg 2-7-4 5-0-0 7-0-0 12-2-12 17-5-15 22-7-6 27-8-13 33-0-0 36-2-12 40-0-0 4i1-0-0 2_" 2-4-12 2-0.05-3-3 5-1-7 5-1-7 5-3-3 3-2-12 3-9 1-0.0 Scale = 1:70.0 5x8 = 2x4 II 6.00 12 3 26 27 4 28 3x4 = 5x8 = 1.5x4 11 5x8 = 29 5 6 30 7 31 8 21 . 2x4 11 18 34 35 17 16 15 14 13 12 4x6 = 2x4 11 5x6 MT20HS I I 4x8 = 2x4 I 7x8 = 4x4 = 2x4 4x6 = i 2-7-4 5-0.0 7-0.0 12-2-12 14-2-0 17-5-15 22-7-6 27-8-13 33-0.0 36-2-12 i 40.0.0 2-7-4 2-" 2-0-0 5-2-12 1-11-0 3-3-15 5-1-7 5-1-7 5-3-3 3-2-12 3-9-4 Plate Offsets (X Y)— 12:0-0-13 0-0-11 f3:0-6-0 0-2-81 16:0-4-0 0-3-01 18:0-6-0 0-2-81 f14:0-4-0 0-4-81 119:0-2-12 0-2-121 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.06 2-20 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(TL) 0.15 2-20 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code FBC2014fTPI2007 Matrix-M) Weight: 735 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except" TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 1-3: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x6 SP No.2 `Except` 6-0-0 oc bracing: 18-19,17-18,16-17. 1-21,2-21: 2x4 SP No.2, 4-18: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=700/0-7-8, 10=940/0-7-8, 17=4639/0-3-8 Max Horz 1=-86(LC 6) Max Uplift 1=-207(LC 8), 10=-251(LC 8), 17=-1228(LC 8) Max Grav 1=707(LC 17), 10=964(LC 18), 17=4639(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=408/161, 2-3=-1477/453, 3-26=78/413, 26-27=-78/413, 4-27=-78/413, 4-28=-74/406, 28-29=-74/406, 5-29=74/406, 5-6=-411/362, 6-30=-1560/381, 7-30=-1560/381, 7-31=-1561/381, 8-31=-1561/381, 8-9=-1479/359, 9-10=1726/393 BOT CHORD 2-20=-339/1307, 20-32=-349/1365, 32-33=-349/1365, 19-33=-349/1365, 18-19=-1325/395, 4-19=-427/198, 18-34=-970/272, 34-35=-970/272, 17-35=970/272, 16-17=-970/272, 15-16=-156/1281, 14-15=-156/1281, 13-14=-201/1286, 12-13=-285/1515, 10-12=-285/1515 WEBS 3-20=-245/926, 3-19=-1589/438, 16-19=-105/753, 5-19=-713/309, 5-16=-454/203, 6-16=-1686/418, 6-15=-59/435, 6-14=-100/438, 7-14=337/139, 8-14=69/307, 8-13=-35/312, 9-13=-282/97 NOTES- 1) 3-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 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 if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=40ft, eave=5ft, Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. Printed COp12S Of this document are7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will not considered signed and sealed and fit between the bottom chord and any other members. the signature must be verified On 9) Bearing at joint(s) 1 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity any electronic copies of bearing surface. Continued on ease 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. . Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11271931 PS241OC-SM A7T SPECIAL 1 3 eference o tional Mid -Florida Lumber, Bartow, FL. 114U S Apr IV ZUlb MI I eK Indusines, Inc. Fri Jun UZ 14:40:3tl ZUl r vage Z ID: rFfnwM3 Wq?GffrcQMh4ZDxyq_6K-6vJuzLVlv43Xxf346bl6oYcpF?4P iByJbaPrgmzAlsg NOTES- 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 207 Ito uplift at joint 1, 251 lb uplift at joint 10 and 1228 lb uplift at joint 17. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 lb down and 87 lb up at 7-0-0, 31 Ito up at 9-0-12, and 31 Ito up at 11-0-12, and 97 lb down and 106 lb up at 13-0-0 on top chord, and 469 Ito down and 202 lb up at 7-0-0, 172 lb down and 71 lb up at 9-0-12, 172 lb down and 71 lb up at 11-0-12, and 66 lb down at 13-0-0, and 2095 lb down and 571 lb up at 13-11-4 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=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=60, 2-3=-60, 3-8=-60, 8-11=-60, 1-21=-20, 2-19=-20, 10-18=-20 Concentrated Loads (lb) Vert: 20=469(F) 28=97(F) 32=-172(F) 33=-172(F) 34=-41(F) 35=2095(F) WARNING - verify design parameters. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing F-TWOWisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 38TH T71271932 PS241OC-SM B1 COMMON 2 1 o Refer nce o ti nal Mid -Florida Lumber, Barlow, FL. 7.640 s Apr 19 2016 Mnrek Industries, Inc. Fri Jun 02 14:45:40 2017 Page 1 ID: rFfnwM3Wq?GifrcQMh4ZDxyq_6K-a5tGAhVwgN BOZpeHfIZLKm8xcPReRcGSpE9PCC2Alsf 7-5-4 14-4-0 21-2-12 28-8-0 7-54 6-10-1z 6-10-12 7-5-4 Scale = 1:51.5 44 = 4x4 = 3x4 = 4x4 = 3x4 = 4x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TP12007 CSI. DEFL. in (loc) I/deft Lid TC 0.59 Vert(LL) -0.31 7-9 >999 240 BC 0.83 Vert(TL) -0.56 7-9 >612 180 WB 0.25 Horz(TL) 0.08 5 n/a n/a Matrix-M) PLATES GRIP MT20 244/190 Weight: 129 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1146/Mechanical, 5=1207/0-3-8 Max Horz 1=-153(LC 6) Max Uplift 1 =-273(LC 8), 5=-315(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1923/482, 2-3=1698/485, 34=1697/484, 4-5=-1922/481 BOT CHORD 1-9=331/1697, 9-16=-127/1107, 8-16=-127/1107, 8-17=-127/1107, 7-17=127/1107, 5-7=-330/1641 WEBS 3-7=156/702, 4-7=-411/222, 3-9=-157/704, 2-9=-412/222 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft; L=29ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 1 and 315 lb uplift at joint 5. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Iq 0 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -maw fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T71271933 PS241OC-SM B2 HIP 2 1 Job R ference o ti al Mla-l-lonaa Lumber, band., rL, uBes, aHP -9y ID:rFfnwM3Wq?GifrcQMh4ZDxyq5K-aStGAVwgOZpeflLK8tVERWDSpE9PCCzAIsfovc_ 6-9- 4 13-0-0 158-0 21-10-12 28-8-0 29-8-0, 69-4 6- 2-12 2-8-0 6-2-12 6-9-4 1-0.0 d 4x8 = 4x4 = 12 11 9 8 3x4 — 1 x4 11 3x4 = 3x4 = 1 x4 4x4 = 3x8 = Scale = 1: 52. 3 i 69-4 13-0-0 15-8-0 21-1412 28-8-0 6-34 6- 2-12 2-11-11 6-2-12 6-9-4 Plate Offsets (X Y)— 11 0-1-0 Edgel 13 0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.09 11-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.26 11-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 150 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1146/Mechanical, 6=1207/0-3-8 Max Horz 1=- 140(LC 6) Max Uplift 1 =- 273(LC 8), 6=-315(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1- 2=2003/477, 2-3=1444/399, 3-4=1216/395, 4-5=-1445/399, 5-6=-2000/475 BOT CHORD 1- 12=-332/1720, 11-12=-332/1720, 10-11=-151/1215, 9-10=-151/1215, 8-9=-331/1716, 6-8=331 / 1716 WEBS 2-12= 0/261, 2-11=-587/208, 3-11=-73/370, 4-9=-73/372, 5-9=-583/205, 5-8=0/258 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 1 and 315 lb uplift at joint 6. 8) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not I a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11271934 PS241DC-SM B3 HIP 1 1 ob efere i nal Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14:45:41 2017 Page 1 ID:rFfnwM3Wq?GIfrcOMh4ZDxyq_6K-2HRe01 WYRhJFAzDTD04atzh4JpriA2Tb2uuykfzAlse 5-9-4 11-0-0 17-8-0 22- 5-2-1210.12 1-8-029-8-0 5-9-4 5-2-12 6-8-0 114 Scale = 1:51.0 d 08 = 4x4 = I 19 20 4 12 11 9 8 3x4 = 1x4 3x4 = 3x4 = 3x8 = 1x4 3x4 = 5-34 11-0-0 17-8-D 22-10-12 6 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CS]. TC 0.72 BC 0.52 WB 0.32 Matrix-M) DEFL. in Vert(LL) -0.08 Vert(TL) -0.25 Horz(TL) 0.09 loc) I/defl Ud 11 >999 240 9-11 >999 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 144 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-11-14 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-9 . REACTIONS. (lb/size) 1=1146/Mechanical, 6=1207/0-3-8 Max Horz 1=-120(LC 6) Max Uplift 1=-273(LC 8), 6=-315(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2041/488, 2-3=1610/428, 3-19=-1385/417, 19-20=-1385/417, 4-20=1385/417, 4-5=1610/428, 5-6-2037/486 BOT CHORD 1-12=-351/1761, 11-12=-351/1761, 10-11=-207/1385, 9-10=-207/1385, 8-9=-349/1757, 6-8=349/1757 WEBS 2-11=-443/165, 3-11=-43/399, 4-9=-43/399, 5-9=-439/162 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft, B=45ft, L=29ft; eave=4ft; Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60, 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 1 and 315 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 38TH T71271935 PS2410C-SM B3A HIP 1 1 Job Refer ti nal Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14:45:41 2017 Page 1 ID:rFfnwM3Wq?GifrcOMh4ZDxyq_6K-2HReO1 WYRhJFAzDTD04atzh4JprjA2Wb2uuykfzAlse r1-0-0 1 5-9-4 11-0-0 17-6-0 22-10-12 28-8-09-8-0 5-9-0 5-2-12 6-8-0 5-2-12 S9-0 Scale = 1,51.2 q'[1 0 4x8 = 4x4 = 4 20 21 5 13 12 10 9 3x4 = 1x4 3x4 = 3x4 = 3x8 = 1x4 3x4 = 5-9-0 11-0-0 17-8-0 22-10-12 28-8-0 r 5-9-4 5-2-12 5-1, 5-2-12 5-9-0 Plate Offsets (X Y)— I4:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.08 12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.25 10-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 146 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-10 REACTIONS. (lb/size) 2=1207/0-3-8, 7=1207/0-3-8 Max Horz 2=-121(LC 6) Max Uplift2=-315(LC 8), 7=-315(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2036/486, 3-4=1609/428, 4-20=-1384/416, 20-21 =-1 384/416, 5-21 =1 384/416, 5-6=1609/427, 6-7=-2036/486 BOT CHORD 2-13=-348/1756, 12-13=-348/1756, 11-12=-207/1383, 10-11=-207/1383, 9-10=348/1756, 7-9=348/1756 WEBS 3-12=-439/162, 4-12=-43/399, 5-10=-42/399, 6-10=-439/162 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=29ft; eave=4ft, Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 315 lb uplift at joint 2 and 315 Ib uplift at joint 7. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the L fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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. Tampa, FL 36610 Job - Truss Truss Type oty Ply Park Sq/Sebring II-2410-C 3BTH T7127193 6 PS2410C-SM B4 HIP - 1 1 o Refere ce o ti I Mid -Florida Lumber, Barlow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14:45:42 2017 Page 1 ID: rFfnwM3Wq?GdreaMh4ZDxyq_6K-WU?ObNXAC?R6o7ofnjbpPBELmD72vX71HXeVH5zA1sd 4-9-4 9-0.0 14-4-0 19-8-0 2310.12 28-8-0 22?? 4-9-4 4-2-12 5-4-0 5-4-0 4-2-12 4-9-4 1-0.0 Scale = 1:49.8 d 4x8 = 1x4 II 4x8 = 19 20 5 12 10 9 3x4 = 3x4 = 3x8 = 3x4 = 4x4 = 4x4 = Ib LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.35 BC 0.77 WB 0.16 Matrix-M) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft L/d 0.12 12-15 >999 240 0.34 12-15 >999 180 0.09 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 143 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-3-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1146/Mechanical, 7=1207/0-3-8 Max Horz 1=-100(LC 6) Max Uplift 1 =-273(LC 8), 7=-315(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2033/534, 2-3=1759/457, 3-19=-1780/511, 4-19=-1780/511, 4-20=-1780/511, 5-20=-1780/511, 5-6=-1757/456, 6-7=-2030/532 BOT CHORD 1-12=-401/1768, 11-12=-261/1526, 10-11=-261/1526, 9-10=-260/1525, 7-9=-399/1764 WEBS 2-12=-285/158, 3-12=-26/349, 3-10=97/424, 4-10=-363/147, 5-10=-98/425, 5-9=25/347. 6-9=-283/ 157 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft; L=29ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 1 and 315 lb uplift at joint 7. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sc/Sebring 11-2410-C 3BTH T11271937 PS241OC-SM B4A HIP 1 1 o Rfe o inl Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14:45:43 2017 Page 1 ID: rFfnwM3Wq?GKrCQMh4ZDxyq_6K-_gZOojYpzlZzQHMrLR62yOm WWdTHe_Nu WBN3pXZAlsc r1-0-0 4-9-4 9-0-0 14-4-0 19-8-0 23-10-12 28-8-0 29-8-Oi 1-.4-9-4 4-2-12 5-4-0 5-4-0 4-2-12 4-91 Scale = 1:51.2 qj1 0 4x4 = 48 = 4x8 = 20 ' 21 6 13 11 10 3x4 = 3x4 = 3x8 = 3x4 = 4x4 = IY 0 9-0-0 5-4-0 5-4-0 9-0-0 Plate Offsets KY)— (2:0-2-0 Edgel 14:0-5-4 0-2-01 16:0-5-4 0-2-01 18:0-2-0Edgel LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.12 10-19 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.34 10-19 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 145 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-3-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1207/0-3-8, 8=1207/0-3-8 Max Horz 2=-101(LC 6) Max Uplift2=-315(LC 8), 8=-315(LC 8) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2029/531, 34=1756/456, 4-20=-1779/510, 5-20=-1779/510, 5-21=-1779/510, 6- 21=-1779/510, 6-7=-1756/456, 7-8=-2029/531 BOT CHORD 2-13=-398/1763, 12-13=-260/1524, 11-12=-260/1524, 10-11=-260/1524, 8-10=-398/1763 WEBS 3-13=-283/157, 4-13=-25/347, 4-11=98/424, 5-11=-363/147, 6-11=-98/424, 6- 10=-25/347, 7-10=-283/157 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuK=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pond ing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 315 lb uplift at joint 2 and 315 lb uplift at joint 8. 7) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11271936 PS241OC-SM B5 HIP 1 1 ob Refere o I miu-riunue wniu oan . -ZN' =y= ID:rFfiwM3Wq?GifrcQMh4ZDxyq_6K-Ss7n03ZRkchgl Rx2u8dHVWapOoeNLU2kr7cL_zAlsb i1-9:4 7-0.0 11-11-4 1G8-12 21-8-0 24-10-12 28-6-0 29-6-Oi 39-4 32-12 4-11-4 4-9-8 4-11-4 3-2-12 114 O d 4x10 = 3x4 = 1x4 11 410 = 6.00 F12 3 20 21 4 22 23 24 25 5 2627 28 6 1x4 2 7D1x47 13 29 30 12 31 32 33 11 34 35 10 3x8 — 3x4 = 6x10 MT18HS = 4x8 = 3x4 = Scale = 1:49.8 3x8 = i 7-0.0 11-11-4 16-8-12 21-8-0 .. 28-8-0 7-0.0 4-11-4 4-9-8 4-11-4 7-0-0 Plate Offsets (Xy)— [1:0-4-12 0-1-81 f3 0-7-0 0-2-0t f6 0-7-o 0-2-01 f8 0-8-0 0-0-141 LOADING ( psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.24 11-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(TL) 0.63 11-12 >542 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.55 Horz(TL) 0.19 8 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 145 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins. 3- 6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-6-9 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 1=2127/Mechanical, 8=2211/0-3-8 Max Horz 1=-80(LC 23) Max Uplift 1 =-608(LC 8), 8=-653(LC 8) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=4123/1227, 2-3=-3990/1199, 3-20=-4697/1437, 20-21=-4697/1437, 4-21=4697/1437, 4- 22=-4761/1449, 22-23=-4761/1449, 23-24=-4761/1449, 24-25=4761/1449, 5- 25=-4761/1449, 5-26=4761/1449, 26-27=-4761/1449, 27-28=-4761/1449, 6- 28=-4761/1449, 6-7=-4040/1202, 7-8=-4167/1228 BOT CHORD 1-13=-1021/3611, 13-29=-959/3567, 29-30=-959/3567, 12-30=-959/3567, 12- 31=-1306/4723, 31-32=-1306/4723, 32-33=-1306/4723, 11-33=1306/4723, 11- 34=-961/3613, 34-35=-961/3613,10-35=-961/3613, 8-10=-1020/3648 WEBS 3-13=-52/541, 3-12=425/1447, 4-12=-642/310, 5-11=611/317, 6-11=426/1454, 6- 10=-46/557 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, VuR=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. 11, Exp B; Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 608 lb uplift at joint 1 and 653 lb uplift at joint 8. 9) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 188 lb down and 204 lb up at 7- 0-0, 112 lb down and 106 lb up at 9-0-12, 112 lb down and 106 lb up at 11-0-12, 105 lb down and 106 lb up at 13-0-12, 105 lb dowrNnted copies of this document are and 106 lb up at 14-4-0, 110 lb down and 109 lb up at 15-7-4, 114 lb down and 109 lb up at 17-74, and 118 lb down and 109 lb up at 19- 74, and 197 lb down and 208 lb up at 21-8-0 on top chord, and 330 lb down and 98 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb not considered signed and sealed and down at 11-0-12, 66 lb down at 13-0-12, 66 lb down at 14-4-0, 74 lb down at 15-74, 74 lb down at 17-7-4, and 74 lb down at 19-7-4he signature must be verified on and 340 lb down and 98 lb up at 21-74 on bottom chord. The design/selection of such connection device(s) is the responsibility of any electronic copies others. dddtind6® 6A gQSE(S) section, loads applied to the face of the truss are noted as front (F) or back (b). WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Dty Ply Park Sq/Sebring 11-2410-C 313TH T71271938 PS241OC-SM 65 HIP 1 1 ob Referen e o tional Mid-I-lorlda Lumber, Bartow, Fl-. b4U s Apr 19 zulb MI I eK Inousines, Inc. Fri Jun uz 14AD:44 wl / rage z ID:rFfnwM3Wq?GlfrcOMh4ZDxyq_6K-Ss7nO3ZRkchgl Rx2u8dHVcJapOoeNLU2kr7cL_zAlsb LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3-6=-60, 6-9=-60, 14-17=-20 Concentrated Loads (lb) Vert: 3=-141(F) 6=-150(F) 13=-330(F) 10=-340(F) 20=-97(F) 21=-97(F) 23=-97(F) 24=97(F) 25=-106(F) 27=-106(F) 28=-106(F) 29=-41(F) 30=-41(F) 31=-41(F) 32=41(F) 33=-51(F) 34=-51(F) 35=51(F) WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 38TH T11271939 PS241OC-SM BSA HIP 1 1 b R feren tional Mla-Mnaa Lumber, Canoes, rL. '. u s Apr le -l. MI I ex Inausmes, inc. Y rage ID:rFfnwM3Wq?GffrcQMh4ZDxyq_6K-w3h9DPZ3Uwphfb7Ss8W1 pslOQ866oxBzVsAtQzAlsa r1-0-0 3-9-4 7-0.0 11-11-4 16-8-12 21-8-0 24i10-12 2 2> 1-0-0 3-14 3-2-12 4-11-0 4-9-8 4-11-0 3-2-12 3-9-4 1-0-0 Scale = 1:51.2 n A2o), 48 = 3x4 = 1x4 11 4x10 = 4 21 22 23 5 24 25 26 6 2728 29 7 1x4 3 1x4 i 8 EE 3x8 = 14 30 31 13 32 33 34 12 35 36 11 3x4 = 6x10 MT18HS = 4x8 = 3x4 = 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.24 12-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(TL) 0.62 12-13 >554 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.54 Horz(TL) 0.18 9 n/a n/a BCDL 10.0 Code FBC2014(TP12007 Matrix-M) Weight: 147 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc purlins. 4-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-6-14 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=216010-3-8, 9=2160/0-3-8 Max Horz 2=-81(LC 23) Max Uplift2=-648(LC 8), 9=-648(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4059/1218, 3-4=-3927/1191, 4-21=-4606/1427, 21-22=-4606/1427, 22-23=-4606/1427, 5-23=-4606/1427, 5-24=-4634/1437, 24-25=-4634/1437, 25-26=-4634/1437, 6-26=-4634/1437, 6-27=-4634/1437, 27-28=-4634/1437, 28-29=-4634/1437, 7-29=-4634/1437, 7-8=-3929/1191, 8-9=-4060/1218 BOT CHORD 2-14=-1012/3553, 14-30=-952/3511, 30-31=-952/3511, 13-31=-952/3511, 13-32=-1297/4631, 32-33=-1297/4631, 33-34=-1297/4631, 12-34=-1297/4631, 12-35=-952/3513, 35-36=-952/3513, 11-36=-952/3513, 9-11 =-1 011/3554 WEBS 4-14=-50/540, 4-13=415/1403, 5-13=-616/303, 6-12=-590/309, 7-12=423/1422, 7-11=-49/546 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 648 lb uplift at joint 2 and 648 lb uplift at joint 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 188 lb down and 204 lb up at 7-0-0, 112 lb down and 106 lb up at 9-0-12, 109 lb down and 106 lb up at 11-0-12, 105 lb down and 106 lb up at 13-0-12, 105 to down and 106 lb up at 14-4-0, 105 lb down and 106 lb up at 15-7-4, 109 lb down and 106 lb up at 17-7-4, and 112 lb down and 106 lb up at Printed copies of this document are 19-7-4, and 188 lb down and 204 to up at 21-8-0 on top chord, and 330 lb down and 98 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 11-0-12, 66 lb down at 13-0-12, 66 lb down at 14-4-0, 66 lb down at 15-7-4, 66 lb down at 17-7-4, and 66 lb down at 19-7-4, not considered signed and sealed and and 330 lb down and 98 lb up at 21-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of the signature must be verified on others. any electronic copies 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on gage 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE 11411-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not I a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring 11-2410-C 38TH T11271939 PS241OC-SM B5A HIP 1 1 Job Referent ti nal Mid -Florida Lumber, Bartow, FL. b4u s Apr 19 2Ulti MI I eK Industries, Inc. rn Jun uz 14:40:40 N1I rage z ID:rFfnwM3Wq?GifrcQMh4ZDxyc_6K-w3h9DPZ3UwphfbWESs8W1 ps10Q866oxBzVsAtQzAlsa LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 4-7=-60, 7-10=60, 15-18=20 Concentrated Loads (lb) Vert: 4=-141(F) 7=-141(F) 14=-330(F) 11=-330(F) 21=-97(F) 22=-97(F) 24=-97(F) 25=97(F) 26=-97(F) 28=-97(F) 29=97(F) 30=-41(F) 31=-41(F) 32=41(F) 33=-41(F) 34=-41(F) 35=-41(F) 36=-41(F) WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sc/Sebringng II-2410-C 3BTH T11271940 PS241OC-SM c1 COMMON 1 1 b efere ce tional Mid -Florida Lumber, Barlow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14:45:46 2017 Page 1 ID: rFfnwM3Wq?GrfrcQMh4ZDxyq_6K-OFFXRIahFDxYHk5QOZfla 10?2q WErKCLC9cjQszAlsZ 6-9-4 13-0-0 19-2-12 26-0-0 ,27-0-0 6-9-4 6-2-12 6-2-12 6-9-4 1-00 Scale = 146.2 4x4 = a 3x4 = 4x4 = 3x4 = 4x4 = 4x4 = I" d LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.46 BC 0.69 WB 0.22 Matrix-M) DEFL. in Vert(LL) -0.20 Vert(TL) -0.39 Horz(TL) 0.07 loc) I/defl Ud 7-9 >999 240 7-9 >806 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 117 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1040/Mechanical, 5=1100/0-7-8 Max Horz 1=-135(LC 6) Max Uplift 1 =-247(LC 8), 5=-290(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1737/436, 2-3=-1534/439, 3-4=1533/438, 4-5=-1735/435 BOT CHORD 1-9=296/1507, 9-16=-112/990, 8-16=-112/990, 8-17=112/990, 7-17=112/990, 5-7=295/1482 WEBS 3-7=140/618, 4-7=-370/200, 3-9=-142/620, 2-9=371/200 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp B. Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 247 lb uplift at joint 1 and 290 lb uplift at joint 5. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON T141S AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - - -- building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T71271941 PS241OC-SM C2 HIP 1 1 b Referen e o tional Mia-rlonaa Lumber, eanow, I-L. hpr rn - rage ID: rFfnwM3Wq?GifrcOMh4ZDxyq_6K-OFFXRlahFDxYHk5QOZfla102igaArIJLC9cjQszAlsZ 59-4 11-0-0 150.0 20-2-12 250-0 59-4 5-2-12 4-10 52-12 514 Scale = 146.4 4x8 = 4x4 = 3 19 20 4 d 12 11 9 6 3x4 = 1x4 3x4 =3x4 3x8 = tx4 3x4 = 59-4 11-0-0 150-0 20.2-12 260.0 5-9-4 5-2-12 4-0.0 52-12 5-9-4 Plate Offsets (X Y)— 13:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.07 11-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.20 11-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2014(TP12007 Matrix-M) Weight: 133 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1040/Mechanical, 6=1100/0-7-8 Max Horz 1=-116(LC 6) Max Uplift I =-247(LC 8), 6=-290(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1823/435, 2-3=1368/373, 3-19=-1163/365, 19-20=-1163/365, 4-20=1163/365, 4-5=1369/372, 5-6=-1819/433 BOT CHORD 1-12=-304/1568, 11-12=-304/1568, 10-11=-156/1162, 9-10=-156/1162, 8-9=-302/1565, 6-8=302/1565 WEBS 2-11=-477/171, 3-11=-56/346, 4-9=-55/346, 5-9=473/169 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 247 lb uplift at joint 1 and 290 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T71271942 PS241OC-SM C3 HIP 1 1 Job Reference footionall mw-norms Lemcer, oenow, 1L. nl" , rays , ID: rFfnwM3 Wq?GlrcQMh4ZDxyq_6K-tRove5bJOX4PuugdaH B_6ExE7Er7ao8UQpLGyizAlsY 4-9-4 9-0-0 13-0-0 17-o-0 21-2-12 26-0-0 i27-0-0 49-4 4-2-12 4-0.0 4-0-0 4-2-12 4-9-4 11-0-0 Scale = 1:45.3 Yl0 4x4 = 3x4 = 18 4 19 4x4 = 5 11 9 4x4 = 3x8 = 3x4 3x8 = 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.11 11-14 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.71 Vert(TL) 0.31 11-14 999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.18 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 126 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-10-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1040/Mechanical, 7=1100/0-7-8 Max Horz 1=-97(LC 6) Max Uplift I =-247(LC 8), 7=-290(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1812/479, 2-3=1531/400, 3-18=-1325/387, 4-18=-1325/387, 4-19=-1324/387, 5-19=-1324/387, 5-6=-1529/400, 6-7=-1809/478 BOT CHORD 1-11=-353/1572, 10-11=-255/1432, 9-10=255/1432, 7-9=351/1569 WEBS 2-11=-297/163, 3-11=-78/423, 4-11=253/69, 5-9=-77/422, 6-9=-294/161, 4-9=-255/74 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. 11, Exp B; Encl., GCpi=O.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 247 lb uplift at joint 1 and 290 lb uplift at joint 7. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use„the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the PAW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 38TH TI 1271943 PS2410C-SM C4 HIP 1 1 o Ref ence o lion I Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MITek Industries, Inc. Fri Jun 02 14:45:48 2017 Page 1 ID: rFfnwM3 Wq?GffrcQMh4ZDxyq_6K-LeMHsQcxnrCGW2Fp7_iDfSUE HeFiJEkdrr5gU IzA1sX r 3-34 + 7-0.0 13-0.0 19-0-0 22-2-12 26-0-0 r 3-9-4 3-2-12 6-0-0 6-0-0 32-12 1 -4 1 Scale = 1:45.4 d e F 4x8 = tx4 11 4x8 = 3 13 14 15 4 1617 18 5 3x4 = 3x4 = 3x8 = 3x4 = 3x4 = 12 19 20 11 10 21 22 9 3x4 = r7d A d 7-0-0 13-0-0 19-0-0 26-0-0 7-0-0 6-0-0 6-0-0 7-0-0 Plate Offsets (X Y)— 3:0-5-4 0-2-01 15:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.06 1-12 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.50 Vert(TL) 0.15 1-12 579 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 127 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings Mechanical except (jt=length) 7=0-3-8, 7=0-3-8. lb) - Max Horz 1=-77(LC 23) Max Uplift All uplift 100 Ito or less at joint(s) 1 except 12=-278(LC 8), 10=-376(LC 8), 9=-265(LC 8), 7=-122(LC 8) Max Grav All reactions 250 Ito or less at joint(s) 1 except 12=1104(LC 17), 10=1065(LC 18), 9=1082(LC 18), 7=312(LC 18), 7=307(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-12=-271/161, 3-12=-475/203, 4-10=-760/386, 5-9=-469/203, 6-9=-251/144 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=26ft, eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 12=278,10=376,9=265,7=122. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 188 lb down and 204 lb up at 7-0-0, 114 lb down and 106 Ito up at 9-0-12, 114 Ito down and 106 lb up at 11-0-12, 105 lb down and 106 lb up at 13-0-0, 110 lb down and 106 lb up at 14-11-4, and 114 Ito down and 106 lb up at 16-11-4, and 188 lb down and 204 Ito up at 19-0-0 on top chord, and 330 Ito down and 98 Ito up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 11-0-12, 66 lb down at 13-0-0, 66 Ito down at 14-11-4, and 66 lb down at 16-11-4, and 330 lb down and 98 Ito up at 18-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 5-8=-60, 1-7=-20 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Continued on a e 2 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 10YO312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 313TH T11271943 PS241OC-SM C4 HIP 1 1 b Reference o ti nal MIa-rlonaa Lumber, barow, FL. 64o s Apr 19 zo16 M11 eK Inaustnes, Inc. HI Jun o2 14:45:48 2017 Page 2 I D: rFfnwM3 Wq?GdreQMh4ZDxyq_6K-LeM HsQcunrCG W2Fp7_iDfSUEHeFiJ EkdrF5gUlzAlsX LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-141(B) 5=-141(F) 12=-330(B) 10=-41(F) 4=-97(F) 9=-330(F) 13=-97(F) 14=-97(F) 17=-97(F) 18=-97(F) 19=41(F) 20=41(F) 21 =41(F) 22=41(F) Y WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability antl to prevent collapse with possible personal injury antl property damage. For general guidance regarding the Olt fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITfPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sc/Sebring II-2410-C 3BTH T11271944 PS241OC-SM CJ1 JACK 18 1 Job Reference o t'o al Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MTek Industries, Inc. Fri Jun 02 14:45:48 2017 Page 1 I D: rFfnwM3Wq?GifrcQMh4ZDxyq_6K-LeM HsQcxnrCGVv2Fp7_iDfSUSneMNJH7df'r5gUlzAlsX 1-0-0 1-0-0 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 TCDL 10.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=12/Mechanicat, 2=124/0-3-8, 4=3/Mechanical Max Horz 2=42(LC 8) Max Uplift 3=-5(LC 5), 2=-64(LC 8) Max Grav 3=13(LC 13), 2=124(LC 1), 4=12(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:7.1 2x4 = DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.00 7 >999 240 MT20 244/190 Vert(TL) -0.00 7 >999 180 Horz(TL) -0.00 2 n/a n/a Weight: 5 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuK=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not I a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the _ Lr fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlrrPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314. Tampa, FL 36610 Job . Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T71271945 PS241OC-SM CJ3 JACK 16 1 bR r n e ion I ID:rFfnwM3Wq?GrfrcQMh4ZDxyq_6K-p;;;3 ZY8K68Cq?hhDGOW1io2kNnu7gNOBzAlsW 1-0-0 3-0-0 2x4 = 3-0-0 Scale = 1:12.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 4-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) 0.01 4-7 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix-M) Weight: 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=65/Mechanical, 2=201/0-3-8, 4=29/Mechanical Max Horz 2=74(LC 8) Max Uplift3=-34(LC 8), 2=67(LC 8) Max Grav 3=65(LC 1), 2=201(LC 1), 4=46(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10, VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design—_ parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/IO}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 parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sc/Sebring II-2410-C 38TH T71271946 PS241OC-SM CJ3T SPECIAL 2 1 ob Ref rence o lion I Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14.45:49 2017 Page 1 ID:rFfnwM3Wq?GrfrcQMh4ZDxyq_6K-pgwf3mcZY8K68Cq?hhDSCfOc1 1hX2kNnu7gNOBzAlsW i -1-0-0 2-7-4 i - 1-0-0 2-7-4 0.412 Scale = 1:12.3 2x4 = 22- 7-474 3-0.0 0-4-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.01 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix-M) Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-7: 2x4 SP No.3 REACTIONS. (lb/size) 4=52/Mechanical, 2=203/0-7-8, 5=45/Mechanical Max Horz 2=74(LC 8) Max Uplift4=-19(LC 8), 2=67(1_C 8), 5=11(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft, L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 4, 2, 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410.0 3BTH T71271947 PS241OC-SM US JACK 16 1 Rf ne o i al miu riomue umuei, oamuw, r. r+Pi - rayc ID:rFfnwM3Wq?GifrcOMh4ZDxyq_6K-HOU2G dCJSSzmMPCFPkhktZkQR09nBdw7nawZdzAlsV 1-0-0 - 5-0-0 2x4 = 5-0-0 5-0-0 Scale = 1:17.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.01 4-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(TL) 0.04 4-7 999 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 18 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=1 11 /Mechanical, 2=29810-3-8, 4=46/Mechanical Max Horz 2=108(LC 8) Max Uplift3=-60(LC 8), 2=82(LC 8) Max Grav 3=111(LC 1), 2=298(LC 1), 4=76(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek8 connectors. This design is based only upon parameters shown, and is for an individual budding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sure 312, Alexandria, VA 22314, Tampa, FL 36610 Job TfLss Truss Type oty Ply Park SWSebdng II-2410-C 3BTH T11271948 PS241OC-SM CJ5T SPECIAL 2 1 Refer n e o ti n l ID: rFfnwM3Wq?GrfrcQMh4ZDxyq_6K-HOU2G6dCJSSzmM PCFPkhkgAR_NnBdw7nawZdzAlsV 1-0-0 2-7-4 - 2-4-12 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.03 6 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(TL) 0.06 6 916 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except' 3-7: 2x4 SP No.3 REACTIONS. (lb/size) 4=95/Mechanical, 2=307/0-7-8, 5=59/Mechanical Max Horz 2=108(LC 8) Max Uplift4=-44(LC 8), 2=83(LC 8), 5=7(LC 8) Max Grav4=95(LC 1), 2=307(LC 1), 5=71(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:18.7 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=24ft; eave=4ft; Cat. 11; Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 9isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Stieet, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job TNss Truss Type Qty Ply Park Sq/Sebring 11-2410-C 3BTH T11271949 PS241OC-SM D1 SPECIAL 1 ob Referenc o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Fn Jun 02 14:45:51 2017 Page 1 ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-ID2QUSeg4magNW Op6FwH46mrrADWPc4LRJU54zAIsU 1-0-0 4-1-8 7-&8 11-3-8 13-3-6 15-5-0 17-6-10_ _ r _19-10-0_ 1-.o 4-1-8 3-7-0 3-7-0 1-11-14 2-1-10 2-1-10 2-3-6 Scale = 1:37.1 1.5x4 5 3xa = 1 2x4 I 8x8 = 4x4 8x8 MT20HS = 2x4 II 7x10 = 4x4 I 4-1-8 I 7-6-6 11-3^6 133+6 15Sd1 _ i 17-_6-+10 _ 19- -O o LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.78 BC 0.96 WB 0.98 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP DSS `Except' 11-14: 2x6 SP ND.1 WEBS 2x4 SP No.3 *Except* 6-14,8-14,8-12,10-12: 2x4 SP No.2 REACTIONS. (lb/size) 11=2610/0-6-0, 2=1498/0-7-8 Max Horz 2=327(LC 8) Max Uplift 11=422(1_C 5), 2=-208(LC 8) Max Grav 11=2887(LC 13), 2=1534(LC 13) DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.24 15 >981 360 MT20 244/190 Vert(TL) -0.63 14-15 >377 240 MT20HS 187/143 Horz(TL) 0.06 11 n/a n/a Weight: 253 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2949/331, 3-4=2861/337, 6-15=-543/114, 6-20=10932/1700, 7-20=10932/1700, 7-21=-10932/1700, 8-21=-10932/1700, 8-9=-5093/752, 9-10=-5093/752, 10-11=-2534/378 BOT CHORD 2-17=-563/2750, 16-17=-563/2750, 15-16=-1735/10873, 14-15=-1892/11515, 13-14=-1395/9316, 12-13=-1395/9316, 11-12=-51/348 WEBS 4-16=-436/3012, 4-6=-3110/525, 6-16=-8636/1275, 7-14=-578/103, 8-13=-43/394, 9-12=-611/102, 6-14=-658/210, 8-14=-343/1771, 8-12=-4629/716, 10-12=768/5201 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (6) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft, Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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 2-0-0 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 Qt=lb) 11=422, Printed Copies Of this document are 2-208. 10) Girder carries tie-in span(s): 7-0-0 from 11-3-8 to 19-10-0 not considered signed and sealed andg 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. the signature must be verified on 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such any electronic copies connection device(s) is the responsibility of others. Continued on vaoe 2 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall - - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type city Ply Park Sq/Sebring II-2410-C 3BTH T71271949 PS241OC-SM D1 SPECIAL 1 2 Job Reference O tiona Mid -Florida Lumber, Bartow, FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=60, 6-10=-289, 2-11=-20 Concentrated Loads (lb) Vert:6=-520 7.640 s Apr 19 2016 MTek Industries, Inc. Fn Jun 02 14:45:51 2017 Page 2 ID:rFfnwM3Wq?GdreQMh4ZDxyq_6K-ID2QUSeg4magNW Op6FwH46mrrADWPc4LRJU54zAlsU WARNING •Verity design paramerers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebnng II-2410-C 3BTH T71271950 PS241OC-SM D2 SPECIAL 1 Job Reference (options!) Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MRek Intlustries, Inc. Fri Jun 02 14:45:53 2017 Page 1 I D: rFfnwM3Wq?GffrcQMh4ZDxyq_6K-hbAAv8g4cNgYdp7mwXHOM V B5Qfsa_K3Mplob9yzAlsS 1-0.0 4-1-8 7-8-8 11-3-8 13-1.13 15-1-14 17-2-0 19-10-0 140 4-1-8 3-7-0 - 3-7-0 1-10-5 2-0-1 2 1.5x4 II 3x4 = 11 2.4 it 7x10 = 4x4 II 8x10 MT20HS = 2x4 7x10 = 5x5 4-1-8 7-8-8 11-3-8 13b13 1 5 -14 1772n0 13i LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014/TP12007 CS]. TC 0.84 BC 0.84 WB 0.92 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 `Except` 6-16,10-12: 2x4 SP No.2 REACTIONS. (lb/size) 11=2837/0-6-0, 2=1656/0-7-8 Max Horz 2=327(LC 8) Max Uplift 11=359(LC 5), 2=-211(LC 8) Max Grav 11=3103(LC 29), 2=1725(LC 29) DEFL. I in (loc) I/dell Ud Vert(LL) -0.27 14-15 >865 360 Vert(TL) -0.70 14-15 >336 240 Horz(TL) 0.06 11 n/a n/a Scale = 1:39.8 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 253 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3365/338, 3-4=-3308/344, 6-15=-719/131, 6-20=-11990/1575, 7-20=-11990/1575, 7-21 =-1 1990/1575, 8-21=-11990/1575, 8-9=-6935/858, 9-10=-6943/851, 10-11=-2551/301 BOT CHORD 2-17=-569/3121, 16-17=- 569/3121, 15-16=-1762/12787, 14-15=-1898/13397, 13-14=-1324/10626,12-13=-1324/10626, 11-12=-62/534 WEBS 4-16=-444/3513, 4-6=-3587/ 532, 6-16=-10224/1316, 8-13=-101/862, 6-14=-1888/633, 8-14=-775/2106, 8-12=-4191/529, 10-12=-837/6787 NOTES. 1) 2-ply truss to be connected together with 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10, VuR=140mph (3- second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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 20.0psf 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=359, 2=211. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1282 lb down and 215 lb up at 17-2-0 on bottom chord. The design/ selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Continued on ease 2 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a. truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall _. .. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sc/Sebring II-2410-C 3BTH T71271980 PS241OC-SM D2 SPECIAL 1 2 Job Reference o tional Mid -Florida Lumber, Bartow, FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=-60, 6-10=-90, 2-11=-20 Concentrated Loads (lb) Vert: 6=-1320 12=-1282 (F) r.onu s'Pr reyc c ID: rFfnwM3Wq?GrfrcQMh4ZDxyq_6K-hbAAv8g4cNgYdp7mwXH OMV B5Qfsa_K3Mplob9y7AIsS WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss - Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11271951 PS241OC-SM D3 SPECIAL 1 ob Reference o tional Mid -Florida Lumber, Barlow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14.45:54 2017 Page 1 ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-9njY6UgiNhyPEzizUFpdvjjLH2ARjpSW1 PY8i0zAlsR 1-0-0 4-8-6 9-0-0 11-3-8 133-6 1550 17--10 19-140 1-0-0 4-8-6 4-3-10 2-3-8 1-11-14 2-1-10 6 2-1-10 2-36 1.5x4 I 5 Scale = 137.2 3x4 = 1x4 6x10 MT18HS = 2x4 3x10 = 1x4 410 = 1.5x4 II i 4-8-6 9-0-0 i11-3-8 1336 155-0 17-6-10 19-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.23 15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.58 15 >405 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.78 Horz(TL) 0.08 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 225 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. 11-16: 2x4 SP NoA D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 7-5-13 oc bracing: 15-16 7-4-6 oc bracing: 14-15. REACTIONS. (lb/size) 11=1711/Mechanical, 2=1500/0-7-8 Max Horz 2=327(LC 12) Max Uplift 11=183(LC 9), 2=-185(LC 12) Max Grav 11=2071(LC 17), 2=1586(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-2761/674, 3-21=-2693/688, 3-22=-2579/680, 4-22=2502/689, 6-15=-292/126, 6-23=-9547/2990, 7-23=-9547/2990, 7-24=-9547/2990, 8-24=-9547/2990, 8-25=-3796/1029, 9-25=-3796/1029, 9-10=-3796/1029, 10-11=-1964/519 BOT CHORD 2-17=-981/2540, 16-17=-981/2540, 15-16=-3692/10982, 14-15=-3859/11337, 13-14=-2046/7081,12-13=-2046/7081 WEBS 4-16=-1460/4595, 6-16=-9536/3086, 4-6=4340/1480, 7-14=-257/30, 9-12=-251/25, 6-14=-1993/967, 8-14=-1050/2744, 8-12=-3654/1132, 10-12=-1102/4049 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 19-8-4 zone;C-C for members and forces & MWFRS for reactions shown; 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 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11 =1 83, 2=1 85. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such ontggjgLeBHPB 7ce(s) is the responsibility of others. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - 7 - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11271951 PS241OC-SM D3 SPECIAL I ob Reference o tional Mid -Florida Lumber, Barlow, FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-60, 6-10=-90, 11-18=-20 Concentrated Loads (lb) Vert:6=-1320 ID:rFfnwM3Wq?GlrcOMh4ZDxyq_6K-9njY6UgiNhyPEzizUFpdvj LH2ARjpSW1 PY8iOzAIsR WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss -system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - - Tampa, FL 36610 Job Truss Truss Type Qty Ply Park WSebring II-2410-C 3BTH T11271952 PS241OC-SM D4 SPECIAL 1 2 Job Reference O flOnal Mid -Florida Lumber, Bartow, FL. 7,640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14:45:54 2017 Page 1 ID:rFfnwM3Wq?GifrcOMh4ZDxyq_6K-9njY6UgiNhyPEzizUFpdvj Jx2F4jmyW1 PYSiOzAIsR 4-10-6 9-D-0 1 11-3-8 1 13-0-12 1 ILL 1-12 17-0-8 1-0.0 4-10-6 4-1-10 2-3-8 1-9-4 1-11-0 2-0.12 Scale = 1:35.2 3x4 = 10 2x4 11 6x10 = 3x4 11 4x14 = 5x10 = 3x4 I 4-10.6 9-0-0 11-3-8 13-0-12 14-11-12 17-0-8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.00 TC 0.66 TCDL 10.0 Lumber DOL 1.00 BC 0.69 BCLL 0.0 Rep Stress Incr NO WB 1.00 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.14 13 >999 360 MT20 244/190 Vert(TL) -0.37 13-14 >551 240 Horz(TL) 0.04 10 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 10=2222/Mechanical, 2=1470/0-7-8 Max Horz 2=327(LC 8) Max Uplift 10=-332(LC 5), 2=-194(LC 8) Max Grav 10=2585(LC 13), 2=1531(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2972/305, 3-4=2624/298, 6-7=8396/1230, 7-18=-8396/1230, 8-18=8396/1230, 8-9=-4545/622, 9-10=-2323/307 BOT CHORD 2-15=-533/2756, 14-15=-533/2756, 13-14=-1651/10859, 13-19=-1752/11280, 12-19=-1752/11280, 11-12=-622/4545, 10-11=-35/276 WEBS 8-11=-2157/307, 6-12=-3225/585, 8-12=-680/4305, 9-11=656/4773, 4-14=-662/4694, 6-14=-9235/1350, 4-6=-4393/673, 3-14=-392/99 Weight: 223 lb FT = 20 Structural wood sheathing directly applied or 4-1-13 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"xW) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft, eave=4ft; Cat. 11, Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip D6L=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=332, 2=194. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 876 lb down and 157 lb up at 11-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Continued on a e 2 ME WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall - - - - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314_ Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11271952 PS241OC-SM D4 SPECIAL 1 L ob Reference o tional Mid -Florida Lumber, Bartow, FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=-60, 6-9=-90, 2-10=-20 Concentrated Loads (lb) Vert: 6=-1320 19=-788 (F ) 7.640 5 Apr 19 2016 MIl eK Indusines, Inc. I-n Jun U2 14Ab:64 2U1 f Page 2 ID:rFfnwM3Wq?G'rfrcQMh4ZDxyq_6K-9njY6UgiNhyPEzizUFpdvhJx2F4jmyW1 PY8iOzAlsR WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overallY99NPPdY9PPPdrP9 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing v is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2414C 3BTH Ttt271953 PS241OC-SM D5 SPECIAL 2 1 ob Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14:45:55 2017 Page 1 ID rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-e_HxKghKB_4Gs7H92yKsRwGTES WoSGJfG3HhEr7AIsQ r -1-0-05-11-0 11-3-8 12-10-0 14-6-8 i 16-4-8 r1-0.0 5-11-0 5-4-8 1-6-8 1-8-8 1-10-0 Scale = 1:34.6 3x6 = 6x10 = 3x4 11 5x12 = 48 = 4.8 11 5-11-0 11-3-8 12-10-0 14-6-8 16-4-8 i 5-11-0 5-4-8 1-6-8 1-8-8 1-10.0 Plate Offsets (X Y)-- f2 0-4-8 0-1-131 r5 0-2-12 Edgel f7 0-3-8 0-1-81 f9 Edge 0-3-81 f 10:0-3-8 0-2-01 f 13:0-5-0 0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TIC 0.75 Vert(LL) 0.22 12-13 >888 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) 0.51 12-13 >381 240 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 103 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc purlins, except BOT CHORD 2x6 SP DSS end verticals. WEBS 2x4 SP No-2 `Except` BOT CHORD Rigid ceiling directly applied or 4-11-11 oc bracing. 8-9,3-13,3-5,6-11,7-10: 2x4 SP No.3 WEBS 1 Row at midpt 3-5, 5-13 REACTIONS. (lb/size) 9=1682/Mechanical, 2=1148/0-7-8 Max Horz 2=327(LC 12) Max Uplift9=-239(LC 12), 2=-142(LC 12) Max Grav 9=1970(LC 17), 2=1170(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-2251/579, 3-16=-2150/594, 5-12=-413/209, 5-6=-5529/2007, 6-18=-5529/2007, 18-19=-5529/2007, 7-19=-5529/2007, 7-8=-3029/1043, 8-9=-1775/596 BOT CHORD 2-13=-900/2102, 12-13=-2640/7099, 11-12=-2849/7456, 10-11=-1043/3029 WEBS 3-13=-418/1384, 3-5=-2104/794, 5-13=-5080/1769, 7-10=1601/564, 5-11=-2216/968, 8-10=-1131/3274, 7-11=-1106/2866 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, 1nterior(1) 2-0-0 to 16-2-12 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 100 lb uplift at joint(s) except Qt=lb) 9=239, 2=142. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . 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: 1-4=-60, 5-8=-90, 2-9=-20 Concentrated Loads (lb) Vert:5=-1320 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see - ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss - Truss Type Qty Ply Park Sq/Sebnng II-2410-C 313TH T11271954 PS241OC-SM D5A SPECIAL 1 job References o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14:45:56 2017 Page 1 ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-6ArJXAiyvIC7UHsLbgr5_8pffsvMBgwpVj1 FnnHzAlsP 1-0-0 5-11-0 11-3-8 12-140 _ r 146-8 16-4-8 0.10 5-11-0 5-4-8 1-6-B 1-8-8 Scale = 1:34.6 3x4 = 3x4 = 4x8 = 4x4 Sx10 = 3x10 = 9 3x4 I 5-11-0 11-3-8 12-140 14-6-8 16-4-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) 0.17 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(TL) 0.44 12-13 >448 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.97 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 205 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins, except BOT CHORD 2x6 SP DSS end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-12,5-11,8-10,7-11: 2x4 SP No.2 WEBS 1 Row at midpt 5-13 REACTIONS. (lb/size) 9=2713/Mechanical, 2=1578/0-7-8 Max Horz 2=327(LC 8) Max Uplift 9=-441 (LC 5), 2=-214(LC 8) Max Grav 9=3117(LC 13), 2=1647(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3406/394, 5-12=-74/533, 5-6=-9284/1445, 6-16=9284/1445, 7-16=-9284/1445, 7-8=-4907/727, 8-9=2818/407 BOT CHORD 2-13=-591/3134, 12-13=-1851/11731, 12-17=1996/12368, 11-17=1996/12368, 10-11=-727/4907, 9-10=-40/283 WEBS 3-13=-297/2256, 3-5=-3158/516, 5-13=-8741/1332, 7-10=2653/404, 5-11=-3547/634, 8-1 0=-791/5317. 7-11=-824/5019 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"xY) 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 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=441, 2=214. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1624 lb down and 290 lb up at 11-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Continued on gage 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. y Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MIN fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11271954 PS241OC-SM - D5A SPECIAL 1 nL o Reference (optional) Mid -Florida Lumber, Bartow, FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 14=60, 5-8=-90, 2-9=-20 Concentrated Loads (lb) Vert: 5=-1320 17=-1460(B) 7.640 s Apr 19 2016 MiTeK Intlustnes, Inc. Fri Jun 02 14:45:56 2017 Page 2 ID: rFfnwM3Wq?GifrcOMh4ZDxyq_6K-6ArJXAiyvIC7UHsLbgr5_8pffsvMBgwpVj 1 Fm HzAlsP smannam WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11271955 PS241OC-SM D513 SPECIAL 1 3 Job Reference O tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14:45:57 2017 Page 1 ID: rFfnwM3 Wq?GifrcQM h4ZDxyq_6K-aMPhkVjbecK_5RRY9NMK WLLnnGDJwAZykNmoljzAlsO 1-0-0 3-1-0 5-7-8 7-4-11 9-3-10 11-2-8 1 12-10-9 14-6-10 16-4-8 i 1-0-0 3-1-0 2-6-8 1-9-3 1-10-15 1-10-14 1-8-1 1-8-1 1-9-14 Scale = 1:30.9 III 2x4 II 4x4 = 6x6 = 4x4 II 4x8 = 2x4 II 5x10 = 2x4 II 5x12 — 4x4 ll i 3-1-0 5-7-8 74^11 9-3^10, 11^2-8 12-10-9 14-6-10 + 16-4-8 LOADING (psf TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TIC 0.88 BC 0.91 WB 0.82 Matrix-M) DEFL. in (loc) I/deft Lid Vert(LL) -0.22 16 >873 360 Vert(TL) -0.58 16-17 >335 240 Horz(TL) 0.08 12 n/a n/a PLATES GRIP MT20 244/190 Weight: 290 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc purlins, except 5-11: 2x4 SP DSS end verticals. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 `Except' 9-15,9-13,11-13: 2x4 SP No.2 REACTIONS. (lb/size) 12=5135/Mechanical, 2=3206/0-7-8 Max Horz 2=208(LC 8) Max Uplift 12=843(LC 5), 2=-475(LC 5) Max Grav 12=5895(LC 13), 2=3577(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7807/1064, 3-4=-431/32, 5-18=-292/67, 5-22=-21875/3212, 6-22=-21875/3212, 6-23=-21875/3212, 7-23=-21875/3212, 7-8=-25795/3937, 8-24=-25795/3937, 9-24=-25795/3937, 9-25=-9198/1347, 10-25=9198/1347, 10-11=-9198/1347, 11-12=-5270/761 BOT CHORD 2-19=-1082/7044, 18-19=-2510/16973, 17-18=-2665/18043, 16-17=-3872/25948, 15-16=-3872/25948, 14-15=- 2858/19039, 13-14=-2858/19039, 12-13=-78/552 WEBS 3-19=-657/4691, 8- 15=-5572/967, 6-17=-329/25, 7-16=-157/1064, 9-14=-173/1138, 5-17=-619/4287, 7-17=- 4556/739, 7-15=-290/61, 9-15=-1243/7787, 9-13=11343/1742, 11-13=-1461/9958, 5-19=-10694/1537, 3-5=- 6748/979 NOTES- 1) 3-ply truss to be connected together with 10d ( 0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0- 7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9- 0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as ( F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft, Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL= 1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Printed copies Of this document are fit between the bottom chord and any other members. p8) Refer to girder(s) for truss to truss connections. not Considered Signed and Sealed and 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 12=843,the signature must be Verified on 2=475. any electronic copies 10) Girder carries tie-in span(s): 5-0-0 from 5-7-8 to 11-7-8 Gad iAkWi-619WaWtbreaks including heels" Member end fixity model was used in the analysis and design of this truss WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 313TH T11271955 PS241OC-SM D5B SPECIAL 1 3 ob R feren e o tional Mio-rlonaa Lumoer, canow, I-L. aye ID: rFfnwM3Wq?GifrcOMi 4ZDxyq_6Knyi -aMPhkVjbecK_5RRY9NMKWLLnnGDJwAZykN moljzAlsO NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . 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: 1-4=60, 5-24=-266, 11-24=90, 2-12=-20 Concentrated Loads (lb) Vert: 8=-5152 5=425 ACL WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. MDesignvalidforuseonlywithMiTek® connectors. This design is based only upon parameters shown, antl is for an individual builtling component, not a truss system. Before use, the builtling designer mustverify the applcability of tlesign parameters and properly incorporate this tlesign into the overallbuiltlingtlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracingisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see - ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sc/Sebring II-2410-C 3BTH T11271956 PS241OC-SM D6 SPECIAL 1 1 Job Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 Milek Industries, Inc. hri Jun 02 14:4b:51 tut I I'age 1 ID: rFfnwM3Wq?GrfrcQMh4ZDxyq_6K-aMPhkVjbecK_5RRY9NMKWLLrlGG9wD2ykNmoljzAlsO 1-0-0 2-10-0 5-7-8 8- 1-2 10-7-6 133-15 1-40 2-10-0 2-9-8 2-5-1 2-6-13 2-8-9 Scale = 1:26.1 1.5x4 II 4 3x4 — - 7x6 = 3x4 4x4 = 6x8 = 9 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.00 TC 0.62 TCDL 10.0 Lumber DOL 1.00 BC 0.73 BCLL 0.0 ' Rep Stress Incr NO WB 0.60 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.3 `Except' 5-11,8-10,6-10: 2x4 SP No.2 REACTIONS. (lb/size) 9=840/0-4-15, 2=870/0-7-8 Max Horz 2=155(LC 8) Max Uplift9=-37(LC 5), 2=-103(LC 8) Max Grav 9=1077(LC 13), 2=956(LC 13) DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.11 11-12 >999 360 MT20 244/190 Vert(TL) -0.25 11-12 >629 240 Horz(TL) 0.04 9 n/a n/a Weight: 79 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1851/118, 5-16=-3524/216, 6-16=-3524/216, 6-7=-2176/96, 7-8=-2176/96, 8-9=-934/40 BOT CHORD 2-13=-212/1698, 12-13=-322/3560, 11-12=-343/3788, 10-11=-216/3524 WEBS 7-10=-341/9, 3-13=-49/892, 5-13=-1981/134, 3-5=-1595/169, 5-11=-413/140, 8-10=-97/2149, 6-10=-1439/133 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except (jt=lb) 2=103. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . 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: 1-4=60, 5-8=-90, 2-9=-20 Concentrated Loads (lb) Vert: 5=-365 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of designparametersand propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -• -- - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DS"9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N- Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss _ Truss Type - Qty Ply Park Sq/Sebring II-2410-C 3BTH T11271957 PS241OC-SM D7 SPECIAL 2 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14:45:58 2017 Page 1 ID:rFfnwM3Wq7GifrcQMh4ZDxyc_6K-2Zz3yrjDRvSrjaOkj4tZ3Zuxxfdgfdi6yl WMrAzAlsN 1-0-0 2-10-0 5-7-8 8-2-0 10-10-4 13-6-8 16-4-8 1-0-0 2-10.0 2-9-8 2-6-8 2-8-4 2-8-4 _ 2 10 0 Scale = 1:30.9 2x4 II 4x4 10 7x6 = 4x4 4x8 = 2x4 6x10 = 4x4 I I 2-10-0 5-7-8 8-2-0 10.10-4 13E-8 16-4-8 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.92 BC 0.65 WB 0.76 Matrix-M) DEFL. in Vert(LL) -0.24 Vert(TL) -0.53 Horz(TL) 0.06 loc) I/defl Lid 13 >822 360 13 >370 240 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 96 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-13 oc purlins, except BOT CHORD 2x6 SP DSS end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-13,7-13,7-11,9-11: 2x4 SP No.2 REACTIONS. (lb/size) 10=986/Mechanical, 2=1060/0-7-8 Max Horz 2=155(LC 8) Max Uplift 10=19(LC 5), 2=-108(LC 8) Max Grav 10=1311(LC 2), 2=1201(LC 13) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2405/127, 5-18=-5210/230, 6-18=-5210/230, 6-19=-5210/230, 7-19=-5210/230, 7-8=-2757/54, 8-20=2757/54, 9-20=2757/54, 9-10=-1116/23 BOT CHORD 2-15=-220/2193, 14-15=-344/4837, 13-14=-366/5174, 12-13=-134/4843, 11-12=-134/4843 WEBS 6-13=-337/4, 8-11=-342/10, 3-15=-48/1204, 5-13=-250/270, 7-13=-106/405, 7-1 1=-2245/92,9-11=-54/2703, 5-15=-2813/132, 3-5=-2069/177 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft, eave=4ft; Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except (jt=lb) 2=108. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . 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: 1-4=-60, 5-9=-90, 2-10=20 Concentrated Loads (lb) Vert: 5=-365 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify -the -applicability of design parameters and property incorporate this design into the overall - - - - - -- - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/sebring II-2410-C 38TH T11271958 PS241OC-SM E2 SPECIAL 3 1 ob Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14:45:59 2017 Page 1 ID: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-WIXR9BkrBDaiLkbwHoOocm RER3wEO2C FBhFvNczAlsM 1-0-12 2-9-6 2-9-6 2-8-8 3-0-0 1.5x4 11 4 Scale = 1:28.1 12 2x4 II 6x8 = 3x4 I 7x8 = 8 3x4 11 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2007 5-6-12 8-3-4 11-3-4 CSI. DEFL. in (loc) I/defl Lid TC 0.42 Vert(ILL) 0.06 9-10 >999 360 BC 0.82 Vert(TL) 0.15 9-10 >852 240 WB 0.87 Horz(TL) 0.02 8 n/a n/a Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 8=737/Mechanical, 12=750/0-6-12 Max Horz 12=251(LC 8) Max Uplift8=-79(LC 8), 12=-68(LC 8) Max Grav 8=947(LC 13), 12=782(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-650/53, 5-13=-2047/236, 6-13=-2047/236, 6-7=-2047/236, 7-8=-824/79, 2-12=-784/82 BOT CHORD 10- 11 =-433/2687, 9-10=-481/2875 WEBS 6-9=-404/13, 5-9=-874/258, 7-9=237/1983, 3-11 =- 102/556, 2-11=-6/645, 5-11=-2185/241, 3-5=-699/173 PLATES GRIP MT20 244/190 Weight: 80 lb FT = 20% Structural wood sheathing directly applied or 3-10-1 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18, MWFRS (directional); end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 12. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . 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: 1-2=-60, 2-4=-60, 5-7=-90, 8-12=-20 Concentrated Loads (lb) Vert: 5=-365 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebnng II-2410-C 36TH T11271959 PS241OC-SM E3 GABLE 3 1 job Reference o tional Mia-rlonaa Lumber, danow, rL. r4" oy ID:rFfnwM3Wq?GifrcQMh4zDxyq_6K-VNXR9BkrBDaiLkbwHoOocmRDM31 QOEGFBhFvNczAlsM 1-0-0 6-0-0 11-4-0 1-0-0 6-0-0 5-4-0 Scale = 122.4 4x6 = Y a 3 3x4 = 1x4 II 4x4 ii I d LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.49 BC 0.36 WB 0.10 Matrix) DEFL in Vert(LL) -0.03 Vert(TL) -0.09 Horz(TL) 0.01 loc) I/defl Lid 2-6 >999 240 2-6 >999 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 46 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 2-10-4 REACTIONS. (lb/size) 5=444/Mechanical, 2=520/0-3-8 Max Horz 2=65(LC 11) Max Uplifts=-73(LC 12), 2=-116(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=604/374, 7-8=-525/378, 3-8=-524/390, 3-9=518/423, 4-9=-520/412, 4-5=-595/407 BOT CHORD 2-6=229/465, 5-6=-229/465 WEBS 3-6=1/265 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft; L=24ft, eave=2ft; Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Corri -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 6-0-0, Comer(3) 6-0-0 to 9-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 2=116. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall- - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 36TH T11271960 PS241OC-SM E4 GABLE 1 1 Job Referent o tional Lumber, Bartow, FL. 1-0-0 6-0-0 44 = 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14:46:00 2017 Page 1 ID: rFfnwM3Wq?GifrcQMh4ZDxyq_6K-_x5q NXITyXiZyuA7gVw18_zTETRS7hh0QL?Sv2zAISL 6-0-0 3x4 = 10 9 8 1x4 II 1x4 II 1x4 li 3x4 = 1-0-0 Scale = 1:23.4 Ia LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.00 7 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) 0.01 7 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 51 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-0-0. lb) - Max Horz 2=67(LC 11) Max Uplift All uplift 100 lb or less atjoint(s) 2, 6, 10, 8 Max Grav All reactions 250 lb or less atjoint(s) 2, 6, 9 except 10=321(LC 1), 8=321(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-10=-227/303, 5-8=227/303 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 6-0-0, Corrl 6-0-0 to 9-0-0 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 10, 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq/sebrin9 11-2410-C 3BTH T11271961 PS2410C-SM F1 ROOF TRUSS 2 1 ob Reference o bona Mid -Florida Lumber, Bartow, FL. 1-3-0 51 3x6 = 1 2 nyi oy I D: rFfnwM3VVq?GifrcQ Mh4ZDxyq_6K-_x5gNXITyXiZyuA7gVwl8_zMQTFU7bdOO L?Sv27AI sL 1 6-12 11 12_ 0 48 Scale = 1:38.7 4x8 MT20HS = 1x3 l 3x6 MT20HS FP = 1x3 II 1x3 I tx3 = 3 4 5 6 7 8 9 10 11 12 13 27 26 25 24 23 22 21 20 19 18 17 16 15 14 3x4 = 3x6 MT20HS FP = 4x4 = 3x4 = 1. 3 II 28 9 LOADING ( pso TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014ITP12007 CSI. TC 0.60 BC 0.88 WB 0.48 Matrix) DEFL in (loc) I/defl Lid Vert( LL) -0.12 24-25 >999 360 Vert( TL) -0.19 24-25 >857 240 Horz( TL) 0.02 14 n/a n/a PLATES MT20 MT20HS Weight: 120 lb GRIP 244/ 190 187/ 143 FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. ( lb/size) 27=650/Mechanical, 14=377/0-3-8, 19=1437/0-3-8 Max Grav 27=666(LC 3), 14=441(LC 4), 19=1437(LC 1) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-27=-658/0, 14-28=-440/0, 13-28=-440/0, 1-2=-629/0, 2-3=-144510, 3-4=-1587/0, 4-5= 1587/0, 5-6=-1130/0, 7-8=-91/487, 8-9=-91/487, 9-10=-726/103, 10-11=726/103, 11-12=- 726/103, 12-13=-387/0 BOT CHORD 25-26=0/1189, 24-25=0/1644, 23-24=0/1587, 22-23=0/1587, 21-22=0/1587, 20-21=01728, 19-20=- 863/0, 18-19=-863/0, 17-18=-308/513, 16-17=-103/726, 15-16=0/700 WEBS 7- 19=-1404/0, 1-26=0/837, 7-20=0/1005, 2-26=-779/0, 6-20=-924/0, 2-25=0/356, 6-21= 0/595, 3-25=-278/0, 5-21=669/0, 13-15=0/496, 7-18=0/691, 12-15=-436/25, 9-18=- 671/0, 9-17=0/511 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x3 MT20 unless otherwise indicated. 4) Refer to girder(s) for truss to truss connections. 5) "Semi - rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) 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. 7) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall- - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ' r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11271962 PS241OC-SM F2 ROOF TRUSS 8 1 Job Reference o tional 1f-3-0 i b u s Apr IV ZUIb MI I eK industries, mc. r Jun u2 14:4b:UI 2u1 It wage 1 I D: rFfnwM3 Wq?GrfrcQMh4ZDxyq_6K-S8fCatm5jggPa21JODRGhB WZ1 tbhs 1 VYe?kOSUzAlsK 0 10-0 i Scale = 127.9 3x4 = 3x4 = 4x6 = 14x6 =2 3 4 5 6 7 8 0 0v 18 17 16 15 14 13 12 11 10 4x6 = 3x4 = 1x3 II 1x3 II 3x4 = 4x6 = 1-6-0-0 6-6-0 10-1-0 12-7-0 1LI-0042-60 16-7-0 1 -60 2-6-03-7-0 2-6-02-6-0 1-6-0 Plate Offsets (X.Y)— rl:Edoe 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) -0.18 14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(TL) -0.28 13-14 >691 240 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.06 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 88 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=898/Mechanical, 9=898/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-892/0, 8-9=-892/0, 1-2=-894/0, 2-3=-2179/0, 3-4=-2852/0, 4-5=-3045/0, 5-6=-2852/0, 6-7=-2179/0, 7-8=-894/0 BOT CHORD 16-17=0/1686, 15-16=0/2646, 14-15=0/3045, 13-14=013045, 12-13=0/3045, 11-12=0/2646, 10-11=0/1686 WEBS 8-10= 011 190,1-17=0/1190, 7-10=-1101/0, 2-17=1101/0, 7-11 =0/687,2-16=0/687, 6-11=649/0, 3-16=-649/0, 6-12=0/ 369, 3-15=0/369, 5-12=-426/43, 4-15=-426/43 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information availablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T71271963 PS241OC-SM F3 GABLE 1 1 ob Reference o tional Mid -Florida Lumber, Bartow, FL. ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-wKCaoDmjUSyGCCJVyw; P3geH8WbZchtfUZ_xzAlsJ Scale = 1:27.7 3x3 = 3x3 = 3x3 11 3 4 5 6 7 8 9 10 11 12 13 26 25 24 23 22 21 20 19 18 17 16 15 14 3x3 11 3x3 = 3x3 = 3x3 11 8-4-8 1-5-8 2-9-0 4-1-8 5-5-8 6-9-8 7-10-8 1 9-5-8 10-9-0 12-18 13-5-8 14-9-8 16-3-0 1It, 1-0 1-0 1-0 1-4-0 1-1-0 0-3 1-1-0 14-0 1-0 1-0 1_4 1-5-0 0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.00 14 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 76 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 16-3-0. lb) - Max Grav All reactions 250 lb or less at joint(s) 26, 14, 20, 22, 23, 24, 25, 19, 18, 17, 16, 15 except 21=2278(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-21=-2264/0 NOTES- 1) All plates are 1x3 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 1-4-0 oc. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 14-26=-10, 1-13=-100 Concentrated Loads (lb) Vert: 6=-2141 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ! FL36610 a truss system. Before use, the building designer must verify the applicability of tlesign parameters and properly incorporate this designinto the overallbuiltlingtlesign. Bracing indicated is to prevent buckling of individual truss web antl/or chord members only. Additional temporary antl permanent bracing is always required for stability antl to prevent collapse with possible personal injury and property damage. For general guidance regarding thefabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tamp Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11271964 PS241OC-SM F4 ROOF TRUSS 7 1 ob Reference ti nal Mid -Fiona. L—ii , aanow, FL. /.640 s Apr is Lo io "i- m-smes, mc. Fn dun uL 14:40:UL Nl / rage i I D: rFfnwM3 Wq?GifrcQ Mh4ZDxyq_6K-wKCaoDmjU8yGCC J VywyVD P3j7 Hx 5bVWhtfUZ_xzAIsJ 0-1-8 H 1-3-0j 1-66 Scale = 1:23.1 3x4 = 1x3 = 1x3 4x6 = 1 2 3 4 5 6 7 1 0 v 14 13 12 11 10 9 8 4x4 = 4x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.52 Vert(LL) 0.13 10-11 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(TL) 0.20 10-11 827 240 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 72 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=734/0-3-8, 8=740/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 15-16=-731/0, 1-16=730/0, 7-8=733/0, 1-2=-718/0, 2-3=-1669/0, 3-4=-2022/0, 4-5=-2022/0, 5-6=-1674/0, 6-7=-715/0 BOT CHORD 13-14=0/1339, 12-13=0/2022, 11-12=0/2022, 10-11=0/1958, 9-10=0/1348 WEBS 7-9=0/951, 1-14=0/924, 6-9=-881/0, 2-14=-864/0, 6-10=0/453, 2-13=0/467, 5-10=-395/0, 3-13=-562/0, 5-11=-114/341 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (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 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7477 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is toprevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing v is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq/Sebring II-2410-C 3BTH T11271965 PS241OC-SM F4A GABLE 1 1 ob Referent o tional Mid -Florida Lumber, Bartow, FL. 0-1f 3x3 II 3x3 3x3 11 1 2 3 4 5 6 7 Cv ID:rFfnwM3Wq?GifrcQMh4ZDxyq 6K-PWmy?ZnLFS57pMuhW.Tkmcb?BgUjK08r6JD7WNzAlsl Scale = 123.3 3x3 II 8 9 10 11 12 24 23 22 21 20 19 18 17 3x3 = 3x3 11 3x3 0v 16 15 14 13 3x3 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.00 13 n/a n/a BCDL 5.0 Code FBC2014rTP12007 (Matrix) Weight: 67 lb FT = 20%F, 11e/ E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 13-8-8. lb) - Max Grav All reactions 250 lb or less at joint(s) 24, 13, 20, 21, 22, 23, 17, 16, 15, 14, 18 except 19=2111(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-19=-2104/0 NOTES- 1) All plates are 1x3 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 1-4-0 oc. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) 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. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 13-24=-10, 1-12=-100 Concentrated Loads (lb) Vert: 6=-2141 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2414C 3BTH T71271966 PS241OC-SM F4B ROOFTRUSS 2 1 ob Reference o tional MIa-rlonaa Lumber, barrow, FL. 0-1-8 H 1-3-0 0-7-4 l 1x3 = 3x8 = 1 2 1 b4u s Apr 19 2U16 Mi I eK Industries, Inc. rri Jun u2 14:4b:o3 Zui / Page 1 ID: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-P Wmy?ZnLFS57pMuh WeTkmcbvNgM6K_4r6JD7 WNzAlsl 0 Scale = 1:23.1 3x6 MT20HS = 3x6 = 3 4 5 6 7 17 16 14 13 12 11 10 9 3x4 = 3x4 = 2-2-12 5-8-2 0-5-2 5-4-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) -0.05 12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.57 Vert(TL) -0.07 11 >999 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 79 Ito FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 8=591/0-3-0, 15=958/0-3-8 Max Grav 8=615(LC 4), 15=958(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 7-8=610/0, 2-3=-520/104, 3-4=-1235/0, 4-5=1436/0, 5-6=-1263/0, 6-7=-577/0 BOT CHORD 15-16=-290/0, 14-15=-285/0, 13-14=0/1022, 12-13=0/1436, 11-12=0/1436, 10-11=0/1436, 9-10=0/1080 WEBS 2-15=-931/0, 7-9=0/768, 2-14=0/775, 6-9=-700/0, 3-14=-719/0, 6-10=0/272, 3-13=0/351, 5-10=-301/23, 4-13=-394/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x3 MT20 unless otherwise indicated. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (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. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-17=-10, 1-7=-100 Concentrated Loads (lb) Vert: 1=-75 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Veri/y design parameters andREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 10/01/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job. Truss Truss Type Qty Ply Park Sq/Sebring 11-2410-C 313TH T11271967 PS241OC-SM F5 ROOFTRUSS 1 1 ob R f rence o tional rvna-nonoa wmoer, oanuw, r. 130 1 3x6 = 2 0-11-8 r 3 4 nZ' " I D: rFfnwM3Wq?GrfrcQMh4ZDxyq_6K-tjKKCvo_01D_RVTu3L_zJg85G4iy3RD_Lzzg2pzAlsH 5 14 13 12 11 10 9 8 64.FI- r:SRRI N7 3x6 = 6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) 0.05 11 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.53 Vert(TL) 0.08 10-11 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 64 lb FT = 20%F, 11 e/ E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=630/Mechanical, 7=630/0-4-15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-625/0, 6-7=-625/0, 1-2=-593/0, 2-3=-1313/0, 3-4=-1500/0, 4-5=-1313/0, 5-6=-593/0 BOT CHORD 12-13=0/1111, 11-12=0/1500, 10-11=0/1500, 9-10=0/1500, 8-9=0/1111 WEBS 6-8=0/790, 1-13=01790, 5-8=-720/0, 2-13=-720/0, 5-9=0/300, 2-12=0/300, 4-9=-334/0, 3-12=-334/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' 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 theapplicabilityof design parameters and properly incorporate this design into the overall- building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sc/Sebring II-2410-C 3BTH Ttt271968 PS241OC-SM F6 ROOF TRUSS 1. 1 ob Reference o tional r, nanow, rL. i.ovu s rpr ro ZU io Mi i eK mausnes, Inc. r rage ID:rFfnwM3Wq?G4rcQMh4ZDxyq_6K-tjKKCvo_OID_RVTu3L_zJg8Ak4pr3VW Lzzg2pzAlsH 0-1-8 3x6 MT20HS = 1 zva = 1-3-0 2 n.z , I 0-9-0 3 n.n 4 9 3x3 = 3x3 11 Scale = 1:9.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) 0.00 6 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.09 Vert(TL) 0.00 6 999 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014rTP12007 Matrix) Weight: 26lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural.wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=200/0-3-8, 5=206/0-3-8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH TN271969 PS241OC-SM F7 ROOFTRUSS 1 1 ob Refere ce o tional mlo-rionaa wmoer, oarrm, ,....,, 4—Z",..-,,-K ..,..,.,, ._,_. ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6-LvujQEpcn3Lr3f24d3VCr1 hLXU8Goyv8ZciDbGzAIsG 3x6 MT20HS = 0-1-8 n , s„n = 1-3-0 _ 2Ax3, 11 0-6-0 3 nx3 4 9 3x3 = 3x3 11 Scale = 1:9.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) -0.00 6 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.00 6 >999 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 25 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=186/0-3-8, 5=192/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - -- - - - - - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T71271970 PS241OC-SM F10 ROOFTRUSS 1 1 Job Refer nce o tional 13 0 01f III r."u s v.pr a Dui o mi i ex mcusu e , mc. rri uun u[ a:ao:ui [ui r rage i ID: rFfnwM3Wq?GifrcQMh4ZDxyq_6K-SSfCatm5jggPa21J ODRGhB WbVtofs9cYe?k0S UZAlsK Scale = 1:17.5 1.3 II 1x3 II 2 3 4 5 3x6 MT20HS = 6 12 11 10 9 8 7 LOADING (psf) SPACING- 2-0-0 CSI- DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(TL) n/a n/a 999 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 52 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 9-3-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. REACTIONS. All bearings 9-3-8. Ib) - Max Grav All reactions 250 lb or less at joint(s) 12, 7, 8, 11, 9, 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) All plates are MT20 plates unless otherwise indicated. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (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 WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 1010312015 BEFORE USE. plaowwDesignvalidforuseonlywithMiTek® connectors. This tlesign is based only upon parameters shown, antl is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of tlesign parameters antl properly incorporate this design into the overallbuiltlingtlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingisalwaysrequiredforstabilityantltopreventcollapsewithpossiblepersonalinjuryantlpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11271971 PS241OC-SM FT1 SPECIAL 1 3 ob Reference o ton mi0-nonaa wniuei. oanuw, r.,....,..,,y,,................,,,,.,....,,...,,,,,...,.,..,... .,.,.,...,.., .,.. ._y_. ID:rFfnwM3Wq?GrfrcQMh4ZDxyq_6K-p5S5dagEYNTigpdGBm0ROFDH1 uG_XBAHoGSn7izAlsF 2-7-10 5-1-8 7-8-4 10-3-0 12-3-2 14-3-4 163-6 113-8 20-10-4 23-SO 2510-14 28-6-8 2-7-10 2-514 2-512 2-612 2-0.2 2-0.2 2-0.2 2-0.2 2-&12 2-6-12 2-514 2-7-10 Scale = 149.7 4x4 = 1 1x4 II 2 4x10 = 3 1x4 4 6x12 = 5 1x4 1 6 27 5x12 = 1x4 I 4x8 = 7 28 298 9 1x4 10 4x10 = 30 11 1x4 12 7x6 = 13 I 26 31 2x4 2532 4x8 = 24 2x4 33 23 34 8x10 = 22 35 7x12 = 21 36 4x12 = 20 37 19 38 18 39 2x4 11 SAO = 7x6 = 17 4x8 = 40 16 2x4 I 41 15 42 8x10 = 14 4x4 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 2-7-10 51-8 7-8-4 1 -3-0 12-3-2 14-3-4 16-3-6 1B-3-8 2110.4 23-5-0 251114 28-6-8 2-7-10 2-514 2-612 2-612 2-0.2 2-0.2 2-0.2 - 2-0.2 2-6-12 2-612 2-514 2-7-10 Plate Offsets MY)— i5 0-3-0 0-2-01 f7 0-6-0 0-3-01 114 Edge 0-3-81 f18 0-3-0 0-4-121 f21 0-5-8 0-1-81 f22 0-6-0 0-5-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) 0.37 17-18 >585 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 1.00 Vert(TL) 0.58 17-18 >375 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.99 Horz(TL) 0.03 14 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix-M) Weight: 475 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc purlins, except BOT CHORD 2x6 SP DSS *Except* end verticals. 18-22: 2x6 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-10-1 oc bracing. WEBS 2x4 SP No.2 *Except* 1-26,3-24,11-16,9-18,5-22,6-21,7-20,8-19,2-25,4-23,12-15,10-17: 2x4 SP No.3 REACTIONS. (lb/size) 26=1533/0-6-12, 14=4825/0-6-12, 22=12556/0-7-8 Max Uplift26=-221(LC 4), 14=-615(LC 5), 22=-1562(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-26=-988/156, 1-2=1696/272, 2-3=-1696/272, 3-4=-1045/7973, 4-5=1045/7973, 5-6=774/6270, 6-27=-774/6270, 7-27=-774/6270, 7-28=-11146/1420, 28-29=-11146/1420, 8-29=-11146/1420,8-9=-11146/1420,9-10=-17280/2194,10-30=-17280/2194, 11-30=-17280/2194, 11-12=-9892/1259, 12-13=-9892/1259, 13-14=-4042/523 BOT CHORD 26-31=-38/259, 25-31=-38/259, 25-32=-808/184, 24-32=-808/184, 24-33=-808/184, 23-33=-808/184, 23-34=-17780/2208, 22-34=17780/2208, 22-35=-15506/1930, 21-35=-15506/1930, 21-36=-561/4326, 20-36=-561/4326, 20-37=-561/4326, 19-37=-561/4326, 19-38=-1979/15559, 18-38=-1979/15559, 18-39=-2024/15948, 17-39=-2024/15948, 17-40=-2161/16992, 16-40=-2161/16992, 16-41=-2161/16992, 15-41 =-2161/ 16992, 15-42=-94/729, 14-42=-94/729 WEBS 3-24=- 96/867, 11-16=-160/1401, 9-18=-198/1687, 5-22=-9869/1245, 6-21=-359/60, 7-20=-97/ 892, 8-19=763/110, 2-25=845/131, 1-25=-251/1540, 3-25=-360/2683, 4-23=-794/ 125, 3-23=-7650/952, 5-23=-1294/10370, 12-15=-482/83, 10-17=-377/67, 13-15=-1249/ 9818, 11-15=-7608/966, 11-17=35/308, 9-17=-179/1409, 5-21=-1312/10485, 7-21 =-1 1739/1479, 7-19=-952/7555, 9-19=-5010/634 NOTES- 1) 3- ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 5-22 2x4 - 1 row at 0-7-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft, L=29ft; eave=4ft; Cat. 11; printed copies of this document are 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. not considered signed and sealed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. the signature must be Verified on 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 any electronic copies fit between the bottom chord and any other members. Continued on a e 2 IS WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall -- building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Sebdng II-2410-C 3BTH T11271971 PS241OC-SM FT1 SPECIAL 1 ob R ference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14:46:06 2017 Page 2 ID:rFfnwM3Wq?GlrcOMh4ZDxyq_6K-p5S5dagEYNTigpdGBMDROFDHI uG_XBAHoGSn7izAlsF NOTES- 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 221 lb uplift at joint 26, 615 lb uplift at joint 14 and 1562 lb uplift at joint 22. 8) Girder carries tie-in span(s): 7-0-0 from 0-0-0 to 16-0-12, 5-0-0 from 22-5-12 to 28-6-8 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 564 lb down and 71 lb up at 15-10-0, and 610 lb down and 77 lb up at 22-8-8 on top chord, and 506 Ib down and 64 lb up at 5-1-4, 630 lb down and 80 lb up at 1-1-0, 740 lb down and 94 lb up at 3-1-0, 650 lb down and 82 lb up at 6-10-0, 650 lb down and 82 lb up at 8-10-0, 591 Ill down and 75 lb up at 10-10-0, 591 lb down and 75 lb up at 12-10-0, 740 lb down and 94 lb up at 14-10-0, 740 lb down and 94 lb up at 16-10-0, 740 lb down and 94 lb up at 18-10-0, 740 lb down and 94 lb up at 20-10-0, 740 lb down and 94 lb up at 22-10-0, and 740 lb down and 94 lb up at 24-10-0, and 740 lb down and 94 lb up at 26-10-0 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 (plf) Vert: 1-8=346, 8-30=100, 13-30=-291, 14-26=-10 Concentrated Loads (lb) Vert: 24=506(8) 17=740(B) 29=564 30=-610 31=-630(B) 32=-740(B) 33=-650(B) 34=-650(B) 35=-591(B) 36=-591(B) 37=-740(B) 38=-740(B) 39=-740(B) 40=-740(B) 41=740(13) 42=-740(B) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB 89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11271972 PS241OC-SM FT2 ROOFTRUSS 1 ob Reference o tional MIo-i-ionoa Lumber, tianbw, rL. ^P,a9 ID:rFfnwM3Wq?GifrcQMh4ZD,,,, 6Z-HIOTrwgsJgbZIzCTITYgwSrnTFIfSGi_Q1WBKf82AISE 2-412 47-12 6-10-12 9-1-12 11-0-0 136-12 159-12 18-0-12 20.3-12 22-8-8 2-4-12 2-1 2- 2-30 2-2-8 2-2-8 2-30 2-3-0 2-3-0 2-412 _ Scale = 1:40.9 SUPPLEMENTARY BEARING PLATES, SPECIAL ANCHORAGE, OR OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH (SUCH AS COLUMN CAPS, BEARING BLOCKS, ETC.) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER OR THE BUILDING DESIGNER. 1.5x4 4x8 = 1x4 4x8 = 1x4 I 4x8 = 5x6 = 6xl0 MT18HS = 1x4 I 10x14 3x4 I 1 2 3 4 23 5 6 7 24 8 9 10 11 22 21 2u l9 10 11 16 25 " 26 " 27 12 4x4 = 2x4 4x8 = 2x4 I I 7x8 = 2x4 4x12 = 2x4 11 6x8 = 6x10 MT18HS = THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 2-412 4-7-12 510.12 9-1-12 11-4-4 126-12 129-12 18-0-12 20.3-12 22-8-8 2-412 230 2-30 2-30 2-2-8 2-2-8 230 230 2-3-0 2-412 Plate Offsets (X Y)— f7 0-3-0 0-3-41 f8:0-2-12 0-2-81 f10 0-2-4 0-2-121 f14 0-3-0 0-1-121 f16 0-2-8 0-1-121 f18:0-4-0 0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.94 Vert(LL) -0.14 14 >786 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(TL) -0.23 14 >472 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.76 Horz(TL) 0.02 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-M) Weight: 253 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 1-11-5 oc purlins, except BOT CHORD 2x6 SP No.2 `Except` end verticals. 12-18: 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 `Except' 2-22,2-20,4-20,4-18,6-18,6-16,8-16,8-14,10-14,10-12: 2x4 SP No.1 REACTIONS. (lb/size) 22=251/Mechanical, 12=8089/0-3-8 (req. 0-4-1), 16=7286/0-4-0 Max Uplift22-36(LC 4). 12=-1227(LC 5), 16=-988(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-23=-375/2072, 5-23=-375/2072, 5-6=-375/2072, 6-7=-668/4928, 7-24=-668/4928, 8-24=-668/4928, 8-9=-12616/1866, 9-10=-12616/1866, 10-11=-598/88 BOT CHORD 21-22=-43/315, 20-21=-43/315, 19-20=-800/253, 18-19=-800/253, 17-18=4280/614, 16-17=-4280/614, 16-25=-838/5288, 15-25=-838/5288, 15-26=-838/5288, 14-26=-838/5288, 13-14=-1494/10181, 13-27=-1494/10181, 12-27=-1494/10181 WEBS 7-16=-519/80, 5-18=-253/47, 6-17=-749/117, 10-13=-398/2874, 8-15=-143/1049, 2-22=-308/41, 2-20=-290/88, 4-20=-132/908, 4-18=-1382/198, 6-18=-322/2407, 6-16=-707/86, 8-16=-11104/1593, 8-14=-1118/7965, 10-14=-405/3033, 10-12=-10416/1528 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft, L=24ft; eave=4ft; Cat. 11, Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) WARNING: Required bearing size at joint(s) 12 greater than input bearing size. Printed Copies Of this document are 9) Refer to girder(s) for truss to truss connections. not considered Signed and sealed and10) Provide metal plate or equivalent at bearing(s) 12 to support reaction shown. 11) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 36 lb uplift at joint 22, 1227 lb uplift at joint the signature must be Verified on 12 and 988 lb uplift at joint 16. any electronic Copies 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on pace 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - ral fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11271972 PS241OC-SM FT2 ROOFTRUSS 1 nL o Reference o lion I Mio-rlori(la lumber, Bartow, I-L. 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14:46.07 2017 Page 2 ID: rFfnwM3Wq?GifrcQMh4ZDxyq_6K-H IOTrwgsJgbZIzCTITYgwSmTFIfSGi_Q1 wBKf8zAlsE NOTES- 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1685 lb down and 244 lb up at 20-2-12, 2708 lb down and 442 lb up at 22-6-12, 986 lb down and 142 lb up at 14-2-12, 986 lb down and 142 lb up at 16-2-12, and 5135 lb down and 742 lb up at 18-0-4, and 1673 lb down and 242 lb up at 21-2-12 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: 1-11=-100, 12-22=-10 Concentrated Loads (lb) Vert: 12=2708(B) 13=-1672(B) 14=-5135(B) 25=-986(B) 26=-986(B) 27=-1673(B) WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11271973 PS241OC-SM FT3 SPECIAL 1 2 ob Reference o tional wi-rionUd LU151-1, oa ww, rL. 1-10-12 37-1-"" x, y_ ..... ..rv._d.5G_e- 6wMhID:rFfnwM3Wq?Grfrc4.CTTYw;-8c, B KfBzAlsE 2 5-4- 12 -112 802 10-7-12 12-4-12 14-1-012 15,190.012 17-9 91-1.12 1-9-0 1-9-0 1-Scale = 1:30.8 1x4 3x10 = 1x4 4x8 = 1x4 6x12 = 1x4 1 3x10 = 2 23 3 4 5 24 6 25 7 8 0 v THIS TRUSS ISNOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 412 = 1x4 3x4 = 9 26 10 11 4x4 7x10 = 2x4 1 3x8 = 7x6 = v 6x10 2x4 11 30 4x12 = 2x4 4x12 = 2x4 II 1-10-12 3- 7-12 5-4-12 7-1-12 8-10.12 10.7-12 12-2-0 124-12 141-12 1510.12 17-9-8 1-10-12 1- 9-0 1-9-01-9-0 1-9-0 1-54 0- - 2 1-9-0 1-9-0 1-10-12 Plate Offsets (X Y)— 17 0-5-12 Edoel 117 0-2-0 0-3-41 118 0-3-0 0-4-81 LOADING (psf) SPACING- 2- 0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) 0.15 19 >962 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(TL) 0.27 18-19 >555 240 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.03 15 n/a n/a BCDL 5.0 Code FBC201417PI2007 Matrix-M) Weight: 202 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP DSS `Except` TOP CHORD Structural wood sheathing directly applied or 3-4-7 oc purlins, except 1-7: 2x4 SP No.2 end verticals. BOT CHORD 2x6 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No. 3 `Except` 1-21,3-21, 11-13,9-13,9-15,3-19,5-19,7-15,5-17,7-17: 2x4 SP No.2 REACTIONS. (lb/size) 22= 2966/0-6-12, 12=-112/0-6-0, 15=7505/0-6-0 Max Uplift22=349(LC 4), 12=-586(LC 12), 15=-828(LC 5) Max Grav 22=3656( LC 2), 12=46(LC 13), 15=9685(LC 2) FORCES. (lb) -Max. Comp./ Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-22=- 3069/302, 1-2=-5299/477, 2-23=-5299/477, 3-23=-5299/477, 3-4=-9262/838, 4-5=9262/838, 5-24=-4306/383, 6-24=-4306/383, 6-25=-4306/383, 7-25=-4306/383, 7-8=748/8262, 8-9=748/8262, 9-26=-105/1358, 10-26=-105/1358, 10-11=-105/1358, 11-12=-20/594 BOT CHORD 21-22=- 36/349, 20-21=-806/8887, 19-20=-806/8887, 19-27=-749/8267, 18-27=749/8267, 18-28=-749/8267, 17-28=-749/8267, 17-29=-1755/156, 16-29=-1755/156, 16-30=-1755/156, 15-30=-1755/156, 15-31=-4538/413, 14-31=-4538/413, 13-14=-4538/413 WEBS 2-21=-509/ 99, 3-20=-46/1165, 4-19=498/95, 5-18=-37/1043, 6-17=-559/98, 8-15=-1015/153, 9-14=-293/355, 10-13=-659/114, 1-21=-503/5643, 3-21=4092/375, 11-13=-1517/121, 9-13=-353/3626, 9-15=4245/394, 3-19=-43/427, 5-19=-101/1135, 7-15=-7419/674, 5-17=-4516/418, 7-17=-615/6909 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7- 10. VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=24ft; eave=4ft, Cat. 11; Exp B; Encl., GCpi= 0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) NA Printed copies of this document are MWFRS Wind (Pos. Internal) Left; #5 Dead + 0.6 MWFRS Wind (Pos. Internal) Right; #6 Dead + 0.6 MWFRS Wind (Neg. Internal) Left; 7 Dead + 0.6 MWFRS Wind (Neg. Internal) Right; #8 Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel, #9 Dead + 0.6 MWFRS not considered signed and sealed and Wind (Pos. Internal) 2nd Parallel; #10 Dead + 0.6 MWFRS Wind (Neg. Internal) 1 st Parallel; #11 Dead + 0.6 MWFRS Wind (Neg. the Signature must be Verified On Internal) 2nd Parallel; #16 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left); #17 Dead +0.75 Roof Live (bal.) + any electronic copies 0.75(0.6 MWFRS Wind (Neg. Int) Right), #18 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel), #19 Dead + Colgi r3r&fl+ 0. 75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall r building design. Bracing indicatedistopreventbucklingofindividualtrussweband/or chord members only. Additional. temporary and permanent bracing -tr is always required forstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the I Lg fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11271973 PS241OC-SM FT3 SPECIAL 1 2 ob Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14:46:07 2017 Page 2 ID: rFfnwM3 Wq?GffrcQMh4ZDxyq_6K-H IOTrwgsJgbZlzCTITYgwSmX_ld5GecQ 1 wBKf8zAlsE NOTES- 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 349 lb uplift at joint 22, 586 lb uplift at joint 12 and 828 lb uplift at joint 15. 9) Girder carries tie-in span(s): 7-0-0 from 0-0-0 to 17-9-8; 7-0-0 from 0-0-0 to 17-9-8; 7-0-0 from 0-0-0 to 17-9-8 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 888 lb down at 1-8-8, 888 lb down at 3-8-8, 888 lb down at 5-8-8, 888 lb down at 7-8-8, 888 lb down at 9-8-8, 888 lb down at 11-8-8, 888 lb down at 13-0-0, and 888 lb down at 14-3-8, and 182 Ito down at 16-3-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-11=-347, 12-22=-134(F=-124) Concentrated Loads (lb) Vert: 22=15 21=235(13) 20=235(13) 14=-235(B) 27=235(13) 28=-235(B) 29=235(13) 30=-235(8) 31=-235(8) 32=42(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPlt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11271974 PS241OC-SM FT4 SPECIAL 1 2 ob Reference o tional Mid -Florida Lumber. - - Bartow. FL. 1 4x4 = 2x4 I 8 7.640 s Apr 19 2016 M7ek Industries, Inc. Fri Jun 02 14:46:08 2017 Page 1 I D: rFfnwM3Wq?GdreQMh4ZDxyq_6K-IUar2GrU4JQw7nf1B3vTgJm Wh71?G9aFaxtBazAlsD 3-10-4 6-8-4 1M-8 3-10-4 2-10-0 3-10-4 Scale = 1:18.6 2x4 II 10 2 11 4x8 = 7 4x4 = 3 12 4x4 = 4 4x4 = 2x4 II 13 6 14 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) 0.01 5-6 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.31 Vert(TL) 0.01 5-6 999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.32 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 143 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins; except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 10-6-8. Ib) - Max Upli t All uplift 100 lb or less at joint(s) except 8=-143(LC 4), 5=-203(LC 5), 7=-325(LC 4), 6=-587(LC 5) Max Grav All reactions 250 lb or less at joint(s) except 8=994(LC 1), 5=1407(LC 1), 5=1407(LC 1), 7=2227(LC 1), 6=4067(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=963/150, 4-5=-404/70 WEBS 1-7=283/43, 2-7=-1947/309, 3-7=-392/60, 3-6=-2783/428 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-8-0 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 ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 8, 203 lb uplift at joint 5, 325 lb uplift at joint 7 and 587 lb uplift at joint 6. 8) Girder carries tie-in span(s): 28-8-0 from 6-8-0 to 10-6-8 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2141 lb down and 309 Ito up at 6-8-4, 453 Ito down and 65 Ito up at 0-1-12, and 453 lb down and 65 lb up at 4-4-4, and 453 lb down and 65 Ito up at 2-4-4 on top chord and 737 lb down and 107 lb up at 6-4-3, and 737 lb down and 107 lb up at 8-4-3, and 737 lb down and 107 Ito up at 10-4-12 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 (pif) Vert: 1-3=-314, 3-4=-224, 5-8=-10 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Continued on me, 2mm WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall - - - - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing _ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Qty Ply Pant Sq/Sebring II-2410-C 36TH T11271974 PS2410C-SM FT4 SPECIAL 1 2 ob Reference o tional Mid -Florida Lumber, Bartow, FL. LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 1 =-453(F) 5=-737(B) 3=-2141 9=-453(F) 11=-453(F) 13=-737(B) 14=-737(B) 6 u s Apr la Zulb MI I eK nouslnes, mc. — Jun uz 14:4b:Ub Lu it rage Z I D: rFfnwM3Wq?GifrcQM h4ZDxyq_6K-IUa2GrU4JQw7nf1B3vTgJmWh7l?G9aFaxtBa7AIsD WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sc/Sebring II-2410-C 3BTH T11271975 PS241OC-SM FT5 SPECIAL 1 nL ob Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14:46:08 2017 Page 1 ID: rFfnwM3Wq?GifrcQMh4ZDxyq_6K-IUar2GrU4JQw7nf1B3vTgJr3h8o?EkaFaxtBazAlsD 2-0-0 4-0-0 r 2-0-0 2-0.0 3x4 = 2 1x4 II 2.4 11 2x4 11 Scale = 1:9.5 2-0-0 3-11-8 4- 0 2-0-0 1-11-8 0- 8 Plate Offsets (X Y)— 15:0-4-0 0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.11 Vert(LL) -0.01 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.21 Vert(TL) -0.01 5 >999 240 BCLL 0.0 Rep Stress lncr NO WB 0.41 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix-M) Weight: 46 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=1055/0-3-8, 4=1055/0-3-8 Max Uplift6=-122(LC 4), 4=-122(LC 4) Max Grav 6=1084(LC 2), 4=1084(LC 2) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-886/106, 1-2=-1517/165, 2-3=-1517/165, 3-4=-886/106 WEBS 1-5=-185/1708, 3-5=18511708 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 6 and 122 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1834 lb down and 189 lb up at 2-2-0 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 (plf) Vert: 1-3=100, 4-6=-10 Concentrated Loads (lb) Vert:5=-1701(B) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use; the building designer must verity the applicability of design parameters and properly incorporate this design into the overall- - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH TI 1271976 PS241OC-SM FT6 SPECIAL 1 G Jolb Referent o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 Mirek Industries, Inc. Fri Jun 02 14:46:09 2017 Page 1 ID: rFfnwM3 Wq?GifrcQMh4ZDxyc _6K-Dg7DGcs6rlrHXHMrsua9OtrOW5U RkgzjUEgRkl zAIsC 1-11-2 1-11-2 3x4 = 2 1x4 11 2x4 11 2x4 II Scale = 1:9.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) -0.01 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TL) -0.02 5 >999 240 BCLL 0.0 " Rep Stress Incr NO WB 0.47 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix-M) Weight: 44 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=1302/0-3-8, 4=1302/Mechanical Max Uplift6=-195(LC 4), 4=-195(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=1062/164, 1-2=-1745/262, 2-3=1745/262, 3-4=-1062/164 WEBS 1-5=297/1982, 3-5=297/1982 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=15ft, B=45ft, L=24ft, eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 lb uplift at joint 6 and 195 lb uplift at joint 4. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2212 lb down and 337 lb up at 2-0-0 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 (plf) Vert: 1-3=-100, 4-6=-10 Concentrated Loads (Ib) Vert:5=-2212(B) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -- - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information .available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, - Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11271977 PS241OC-SM FT7 ROOFTRUSS 1 o f ren e o tional Mid -Florida Lumber, Bartow, FL. 2x4 11 1-9-0 7,640 5 Apr 19 2016 Mnek Industries, Inc. I-n Jun U2 14:45VU 2U1 / rage 1 ID: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-Dg7DGcs6rlrHXHMrsua90trxP5XOknKj U EgRk1 zAIsC 2x4 2 2x4 11 Scale = 1:9.7 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) 0.00 4 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) 0.00 4 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-M) Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=1460/Mechanical, 3=788/Mechanical Max Uplift4=-211(LC 4), 3=-114(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-1458/214, 2-3=-780/116 NOTES- 1) 2-ply truss to be connected together as follows: Top chords connected with 10d (0.131 "xY) nails as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected with 10d (0.131 "xY) nails as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=15ft; B=45ft, L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 211 lb uplift at joint 4 and 114 lb uplift at joint 3. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2141 lb down and 309 lb up at 0-7-12 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=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert. 1-2=67, 3-4=-7 Concentrated Loads (lb) Vert: 5=-2141 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2414C 3BTH T11271978 PS241OC-SM 31 COMMON 3 t ob Reference tional Mid -Florida Lumber, Barlow, FL. 7.640 s Apr 19 2016 MTek Industries, Inc. Fri Jun 02 14:46:10 2017 Page 1 ID: rFfnwM3Wq?GifrcQMh4ZDxyq_6K-hshcTytkcbz89Qx2Qc5OY509EVhCTBPtjud_GTzAIsB 4-9-8 9-4-0 13-10-8 18-8-0 19-8-0 4-9-8 - 4-6-8 4-6-8 4-9-8 1-0-0 Scale = 134.4 4x4 = 4x4 = 5x8 = 4x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TP12007 CSI. DEFL. in (loc) I/deft Ud TC 0.25 Vert(LL) 0.12 7-13 >999 240 BC 0.79 Vert(TL) 0.31 7-10 >724 180 WB 0.20 Horz(TL) 0.03 5 n/a n/a Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=745/0-7-8, 5=808/0-7-8 Max Horz 1=-97(LC 10) Max Uplift 1 =-1 24(LC 12), 5=-160(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1 4=-1 224/413, 2-14=-1119/422, 2-15=-915/309, 3-15=-847/325, 3-16=-847/315, 4-16=-915/304, 4-17=-11661407, 5-17=-1220/392 BOT CHORD 1-7=-297/1049, 5-7=298/1043 WEBS 3-7=-128/533, 4-7=-340/199, 2-7=-348/202 PLATES GRIP MT20 244/190 Weight: 83 lb FT = 20% Structural wood sheathing directly applied or 5-1-14 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft, eave=4ft; Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-4-0, Exterior(2) 9-4-0 to 12-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load noncohcurrent 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 124 lb uplift at joint 1 and 160 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Id Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11271979 PS241OC-SM G2 SPECIAL 1 1 Job Reference o bona Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14:46:11 2017 Page 1 ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-A3F_hltNNv5?naVE Jcd5lx9Cv1KCUt0yY9YovzAlsA 3-0-4 5r9-8 8-04 10.7-12 12-10-8 15-7-12 18-8-0 19-8-0 3-0-4 2-9-4 2-2-12 2-7-8 2-2-12 2-9.4 3-0-4 1-0.0 Scale = 1:34.8 2x4 11 2x4 II 3 4x8 = 4x4 11 8x10 MT20HS = 5x5 = 4x4 11 4x8 = 3x6 = 3x8 = 31 -4 5-9-8 8-1 4 10-7-12 12-10-8 15-7-12 18-8-0 2-9-4 2-2-12 2-7-8 2-2-12 2-9-4 3-0-4 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-7: 2x4 SP No. 1D BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 *Except* 3-16,8-13: 2x4 SP No.2 CSI. DEFL. in (loc) I/deft L/d TC 0.94 Vert(LL) 0.28 14-15 >792 360 BC 0.80 Vert(TL) 0.76 14-15 >296 240 WB 0.89 Horz(TL) 0.07 10 n/a n/a Matrix-M) PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 113 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 14-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-6-15 oc bracing. REACTIONS. (lb/size) 1=1257/0-7-8, 10=1320/0-7-8 Max Horz 1=-113(LC 10) Max Uplift 1 =-1 54(LC 12), 10=-217(LC 12) Max Grav 1=1328(LC 17), 10=1392(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-24=-2383/698, 2-24=-2337/706, 4-25=-7294/2341, 5-25=-7294/2341, 5-6=-7294/2341, 6-26=-7412/2368, 7-26=-7412/2368, 9-27=-2337/778, 27-28=-2348/777, 10-28=-2383/770 BOT CHORD 1-17=-747/2177, 16-17=-1851/5729, 15-16=-2005/6171, 14-15=-2323/7432, 13-14=-1905/6019, 12-13=-1782/5606, 10-12=-645/2091 WEBS 2-17=412/1383,9-12=-403/1362,4-17=-3780/1181,24=2064/728,7-12=-3760/1210, 7-9=2025/716, 5-15=-538/183, 6-14=-533/198, 4-15=329/1303, 7-14=-492/1533 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-4, Interior(1) 3-0-4 to 13-0-4, Exterior(2) 13-0-4 to 16-0-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 lb uplift at joint 1 and 217 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-60, 4-7=-199, 8-11=-60, 18-21=-20 0v 0 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall -- building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sc/Sebring II-2410-C 3BTH T11271980 PS241OC-SM G3 GABLE 1 1 f rence o lion I Lumber, Bartow, FL. 1-0-0 5 9-4-0 4x4 = 7,640 s Apr 19 2016 M7ek Industries, Inc. Fri Jun 02 14:46:11 2017 Page 1 ID: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-A3F_h ItN Nv5?naVE_Jcd5lxMKvCdChzOyY9YovzAlsA 9-4-0 1-0-0 Scale = 1:35.6 3x4 = 18 17 16 15 14 13 12 3x4 = LOADING (psf) SPACING- 2-0-0 CS'_ TCLL 20.0 Plate Grip DOL 1.25 TIC 0.10 TCDL 10.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 BCDL 10.0 Code FBC2014/TPI2007 Matrix) 5x5 = DEFL. in (loc) Udefl L/d PLATES GRIP Vert(LL) 0.00 11 Irk 120 MT20 244/190 Vert(TL) 0.01 11 n/r 120 Horz(TL) 0.00 10 n/a n/a Weight: 93 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 18-8-0. Ib) - Max Horz 2=99(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 16, 17, 18, 14, 13, 12, 10 Max Grav All reactions 250 Ito or less at joint(s) 2, 15, 16, 17, 14, 13, 10 except 18=255(LC 17), 12=254(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 9-4-0, Comer(3) 9-4-0 to 12-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSITTPI 1. 4) All plates are 1x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 2, 16, 17, 18, 14, 13, 12, 10. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T71271961 PS241OC-SM H1 HIP 1 ob Reference o lion Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14:46:12 2017 Page 1 ID: rFfnwM3Wq?GifrcQMh4ZDxyq_6K-eFpMueu?BD DsOk4QX 17sd WTQCJJ_xOp9ACv5KMzAl s9 2-11-12 5-5-0 7-1-0 9-6-4 12-6-0 2-11-12 2-5-4 1-8-0 2-5-0 2-11-12 Scale = 1:21.1 4x8 = 4x4 = 3 15 4 Io axiu II /xo — ewe — —1. „ 300 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TIC 0.54 BC 0.97 WB 0.53 Matrix-M) DEFL. in Vert(LL) -0.08 Vert(TL) -0.20 Horz(TL) 0.06 loc) I/deft Ud 9-10 >999 240 9-10 >747 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 143 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins. BOT CHORD 2x6 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=5152/0-3-8, 6=5526/0-3-8 Max Horz 1=52(LC 7) Max Upliftl=-1344(LC 8), 6=-1493(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=9328/2430, 2-3=-6743/1803, 3-15=-6147/1661, 4-15=-6147/1661, 4-5=-6736/1801, 5-6=8773/2321 BOT CHORD 1-10=-2144/8337, 10-16=-2144/8337, 9-16=-2144/8337, 9-17=-1573/6160, 8-17=-1573/6160, 8-18=-2054/7862, 7-18=-2054/7862, 6-7=-2054/7862 WEBS 2-10=-551/2302, 2-9=-2670/695, 3-9=-666/2777, 4-8=-659/2743, 5-8=-2141/596, 5-7=-436/1735 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10, Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=1344, 6=1493. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 lb down and 146 lb up at 5-5-0, and 94 lb down and 83 lb up at 6-3-0, and 138 lb down and 146 lb up at 7-1-0 on top chord, and 1187 lb down and 335 lb up at Printed Copies of this document are 1-0-12, 1126 lb down and 293 lb up at 3-0-12, 1126 lb down and 293 lb up at 3-5-4, 226 lb down and 61 lb up at 5-5-0, 1126 lb down and 293 lb up at 5-5-4, 43 lb down at 6-3-0, 226 lb down and 61 lb up at 7-1-0, 1126 lb down and 293 lb up at 7-5-4, and 1126 lb not considered signed and sealed and down and 293 lb up at 9-5-4, and 2107 lb down and 628 lb up at 11-5-4 on bottom chord. The design/selection of such connection the signature must be verified on device(s) is the responsibility of others. any electronic Copies d9,f1&4W(Ue*ndard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Iff building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingPAWisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314_ Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11271981 PS2410C-SM Hit HIP 1 2 b fe nce o tion Mid -Florida Lumber, Bartow, FL. T640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14:45:13 2017 Page 2 ID: rFfnwM3Wq?GIfrcO Mh4ZDxyq_6K-6RN k5_vdu WLi0ufc5ke5AjObyifDgT3JPseetozAls8 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3-4=-60, 4-6=-60, 1-6=-20 Concentrated Loads (lb) Vert: 3=-106(F) 4=-106(F) 10=-1126(B) 9=-1353(F=-226, B=1126) 8=-226(F) 7=-1126(B) 12=-1187 14=-2107(B) 15=-61(F) 16=1126(B) 17=-29(F) 18=1126(B) WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/1015 BEFORE USE—^ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sc/Sebring II-2410-C 3BTH T11271982 PS241OC-SM J6 JACK 1 1 ob Reference o tional mia-rionaa Lumoer, tsanow, rL. 1 1-0.0 5-5-0 2x4 = r.oru>npi i reye I D: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-6R Nk5_vdu WLi0ufc5ke5AjOfsirt)gbJJPseetozAlsB Scale = 1:18.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.02 4-7 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.06 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=121/Mechanical, 2=319/0-3-8, 4=49/Mechanical Max Horz 2=115(LC 8) Max Uplift3=-65(LC 8), 2-86(LC 8) Max Grav 3=121(LC 1), 2=319(LC 1), 4=83(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall- - - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - r _ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-24104C 3BTH T11271963 PS241OC-SM J7 JACK 22 1 job R Terence o tional ID rFfnwM3Wq?GifrcQMh4ZDxyq_6K-6RNk5—vduWLi0ufc5ke5AjObOipZgbJJPseetozAls8 1-0-0 7-0-0 Scale = 1:22.2 3x4 = 4 Plate Offsets (X Y)— f2:Edge 0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.16 4-7 >510 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3= 1 57/Mechanical, 2=397/0-3-8, 4=61/Mechanical Max Horz 2=141(LC 8) Max Uplift3=-85(LC 8), 2=-99(LC 8) Max Grav 3=157(LC 1), 2=397(LC 1), 4=106(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebnng II-2410-C 3BTH T11271984 PS241OC-SM J7A JACK 4 1 ob R ference o tional Mid -Florida Lumber, Bartow, FL. 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 TCDL 10.0 Lumber DOL 1.25 BC 0.47 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=308/Mechanical, 2=166/Mechanical, 3=71/Mechanical Max Horz 1=114(LC 8) Max Uplift 1 =-47(LC 8), 2=88(1_C 8) Max Grav 1=308(LC 1), 2=166(LC 1), 3=114(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 6-10-8 7.640 5 Apr 19 2016 MiTek industries, Inc. rn Jun UZ 14:4b:14 ZU1 / rage 1 ID: rFfnwM3Wq?GifrcQ Mh4ZDxyq_6K-aex6JJwFfgTZe2 EpfRAKixYl967 EP2ZSe WOC PEzAls7 Scale = 1:22.2 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.07 3-6 >999 240 MT20 244/190 Vert(TL) -0.20 3-6 >399 180 Horz(TL) 0.01 1 n/a n/a Weight: 22 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 13=45ft, L=24ft; eave=4ft, Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314, Tampa, FL 36610 i Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 38TH T11271985 PS241OC-SM JTT SPECIAL 3 1 Job Reference o tional MIa-FlOnaa Lumber, eart0w, I-L. 1 t.1540 s Apr 19 2u15 MI I ek Indu5tne5, InC. Fn Jun 02 14:4b 14 2u1 It Hage 1 ID:rFfnwM3Wq?G' rcQMh4ZDxyq_6K-aex6JJwFfgTZe2EpfRAKixYow691P1 USeWOCPEzAls7 1-0-0 2-7-4 4-il 7-0-0 1-0-0 2-7-4 2-1-5 2-3-7 Scale = 1:22.7 3x4 = 1.5X4 11 Md N LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0A0 Vert(LL) 0.05 8 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(TL) 0.13 8 658 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code FBC2014) rP12007 Matrix-M) Weight: 29 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except` BOT CHORD 3-9: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=39/Mechanical, 2=392/0-7-8, 7=192/Mechanical Max Horz 2=141(LC 8) Max Uplift5=-26(LC 8), 2=95(LC 8), 7=51(1_C 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 34=282/60 BOT CHORD 3-7=126/274 WEBS 4-7=313/144 Structural wood sheathing directly applied or 5-11-5 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 2-9. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2, 7. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park SglSebdng 11-2410-C 3BTH T11271966 PS241OC-SM KJ6 MONO TRUSS 2 1 o Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14:46:15 2017 Page 1 I D: rFfnwM3Wq?GifrcQMh4ZDxyq_6K-2qVWVfxtQ8bQFCp?DghZF850FWSY8UgcsA7lxhzAls6 1- 5-0 4-0-14 7-7-15 1- 5-0 4-0-14 3-7-0 I 4x4 = Scale = 1:17.9 LOADING ( psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.08 6-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.20 6-9 >445 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.13 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 31 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 4=190/Mechanical, 2=425/0-5-11, 5=255/Mechanical Max Horz 2=115(LC 8) Max Uplift4=-111(LC 6), 2=-121(LC 8), 5=-33(LC 8) Max Grav4=190(LC 1), 2=425(LC 1), 5=257(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-10=-412/103, 3-1 0=-376/1 11 BOT CHORD 2-13=-164/378, 13-14=-164/378, 6-14=-164/378 WEBS 3-6=407/177 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 4=111 2= 121. 6) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 lb up at 1-6-12, 51 lb down and 11 lb up at 1-6-12, 70 lb down and 44 lb up at 4-4-12, 70 lb down and 44 lb up at 4-4-12, and 80 lb down and 76 lb up at 7-2-11, and 80 lb down and 76 lb up at 7-2-11 on top chord, and 7 lb down and 2 lb up at 1-6-12, 7 lb down and 2 lb up at 1-6-12, 17 lb down at 4-4-12, 17 lb down at 4-4-12, and 40 lb down at 7-2-11, and 40 lb down at 7-2-11 on bottom chord. The design/ selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 6=-55(F=-28, B=-28) 12=-115(F=-58, B=-58) 13=4(F=2, B=2) 14=-1O(F=-5, B=-5) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebdng II-2410-C 3BTH T11271987 PS241OC-SM KJ7 JACK 6 1 ob Reference o tional Mid -Florida Lumber, Barlow, FL. 7,640 s Apr 19 2016 Mi-rek Industries, Inc. Fri Jun 02 14:46:15 2017 Page 1 ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-2gVVWtxtQ8bQFCp?D9hZF85_1 WU08QTcsA71xhzAls6 1-5-0 5-2-6 9-10-13 1-5-0 5-2-6 4-8-7 Scale = 1:22.4 2x4 = 1x4 II 5 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.09 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=129/Mechanical, 2=520/0-4-15, 5=317/Mechanical Max Horz 2=142(LC 8) Max Uplift4=-69(LC 8), 2=148(1_C 8), 5=-70(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-745/124, 11-12=-707/132, 3-12=-664/134 BOT CHORD 2-14=-206/667, 14-15=-206/667, 7-15=-206/667, 7-16=-206/667, 6-16=-206/667 WEBS 3-7=0/260, 3-6=725/224 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=lb) 2=148. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 lb up at 1-6-1, 51 lb down and 11 lb up at 1-6-1, 70 lb down and 44 lb up at 4-4-0, 70 lb down and 44 lb up at 4-4-0, and 93 lb down and 77 lb up at 7-1-15, and 93 lb down and 77 lb up at 7-1-15 on top chord, and 7 lb down and 2 lb up at 1-6-1, 7 lb down and 2 lb up at 1-6-1, 17 lb down at 4-4-0, 17 lb down at 4-4-0, and 33 lb down at 7-1-15, and 33 lb down at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 5-8=-20 Concentrated Loads (Ib) Vert: 13=53(1`=-27, B=-27) 14=4(F=2, B=2) 15=-10(F=-5, B=-5) 16=-35(F=-17, 13=17) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 k Job Truss Truss Type Qty Ply Park Sc/Sebring II-2410-C 3BTH T11271988 PS241OC-SM K17T SPECIAL 1 1 ob Reference o tional Mid -Florida Lumber, Bartow, FL. 7,640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14:46:16 2017 Page 1 ID: rFfnwM3Wq?GifrcQMh4ZDxyq_6K-W03tk?xV BRjHtLOBmsCooMeDSwkQtuhl5gtJT7zAl s5 1-5-0 3-7-7 J 6-7-6 _ 9_10-13 1-5-0 3-7-7 2-11-15 3-3-7 1.5x4 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 TCDL 10.0 Lumber DOL 1.25 BC 0.81 BCLL 0.0 " Rep Stress Incr NO WB 0.22 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 `Except' 3-10: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=64/Mechanical, 2=60310-11-6, 6=325/Mechanical Max Horz 2=142(LC 8) Max Uplift5=-34(LC 8), 2=-195(LC 8), 6=-103(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-15=-780/212, 4-15=-760/220 BOT CHORD 3-18=-274/739, 8-18=-272/735, 8-19=-274/741, 7-19=-274/741 WEBS 4-8=-52/250, 4-7=-814/302 Scale = 1:22A DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.17 9 >688 240 MT20 244/190 Vert(TL) -0.40 9 >296 180 Horz(TL) 0.16 6 n/a n/a Weight: 40 Ito FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 2-10. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Ot=lb) 2=195 6=103. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 lb up at 1-6-12, 51 lb down and 11 lb up at 1-6-12, 68 lb down and 29 lb up at 4-4-12, 68 lb down and 29 lb up at 4-4-12, and 88 Ito down and 61 lb up at 7-2-11, and 88 lb down and 61 Ito up at 7-2-11 on top chord, and 7 lb down and 2 lb up at 1-6-12, 7 lb down and 2 lb up at 1-6-12, 23 Ito down and 20 lb up at 4-4-12, 23 lb down and 20 Ito up at 4-4-12, and 37 Ito down and 20 Ito up at 7-2-11, and 37 lb down and 20 lb up at 7-2-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3-5=-60, 10-11=-20, 9-10=-20, 3-6=-20 Printed copies of this document are Concentrated Loads (lb) not considered signed and sealed andVert: 16=-20(F=-10, B=-10) 17=4(F=2, B=2) 18=-38(F=-19, B=-19) 19=-62(F=-31, B=-31) g the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown,.and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the RI - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 1 Job Truss Truss Type Qty Ply Park Sc/Sebring II-2410-C 313TH T11271969 PS241OC-SM MG1 JACK 1 1 ob Reference D tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14:46:17 2017 Page 1 ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-_DcFxLy7ylr8VVzOKajl KZAINK2QcBGvKUcsOZzAls4 4-4-0 2-8-0 1.5x4 II 3 5x5 = 3x10 11 6.6 =4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 TCDL 10.0 Lumber DOL 1.25 BC 0.95 BCLL 0.0 Rep Stress Incr NO WB 0.84 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.05 5-7 >999 240 MT20 244/190 Vert(TL) -0.11 5-7 >731 180 Horz(TL) 0.02 4 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=1499/0-7-8, 4=2115/Mechanical Max Horz 1=116(LC 8) Max Uplift 1 =-341 (LC 8), 4=-551(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2100/467 BOT CHORD 1-8=-491/1870, 5-8=-491/1870, 5-9=-491/1870, 4-9=-491/1870 WEBS 2-5=515/2194, 2-4=-2421/636 Scale = 123.7 Weight: 40 lb FT = 20% Structural wood sheathing directly applied or 3-7-1 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=341, 4=551. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1020 lb down and 267 lb up at 2-0-12, and 1020 lb down and 267 lb up at 4-0-12, and 1021 lb down and 266 lb up at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 1-4=-20 Concentrated Loads (Ib) Vert: 5=-1020(F) 8=-1020(F) 9=-1021(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MIN fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11271990 PS2410C-SM N1 COMMON 1 1 rence i n I Mid -Florida Lumber, Bartow, FL. 7,640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun UZ 14:415:1 / 2u1 / Nage 1 ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-_DcFxLy7ylr8VVzOKaj1 KZANkKAYcKsvKUcsOZzAls4 3-6-0 3-&0 4x4 = 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 TCDL 10.0 Lumber DOL 1.25 BC 0.43 BCLL 0.0 Rep Stress Incr NO WB 0.29 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=690/0-3-8, 3=734/0-3-8 Max Horz 1=-34(LC 23) Max Uplift 1 =-1 43(LC 8), 3=-151(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1056/225, 2-3=1056/225 BOT CHORD 1-9=160/923, 4-9=-160/923, 4-10=-160/923, 3-10=-160/923 WEBS 24=137/749 ' Scale = 1:15A c? d DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.02 4-6 >999 240 MT20 244/190 Vert(TL) -0.04 4-6 >999 180 Horz(TL) 0.01 3 n/a n/a Weight: 30 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft, Cat. 11; Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 1=143, 3=151. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 288 lb down and 67 lb up at 1-9-4, and 288 lb down and 67 lb up at 3-9-4, and 288 lb down and 67 lb up at 5-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=60, 2-3=-60, 1-3=-20 Concentrated Loads (lb) Vert: 4=-288(B) 9=-288(B) 10=-288(B) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing _ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANs11TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-241 O-C 3BTH T71271991 PS241OC-SM N2 GABLE 1 1 R ter nce o ti 1-0-0 iI 3-&0 4x4 = 3 r.oau s Hpr I a [ul o - i ex mu—nes, mc. ru dun vz in:co: i o zu-i r rage i ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-SPAd9hzmj3?6fYauHEGtnjYQjaYLr12Z8MPY?zAls3 3-8-0 2x4 = 1x4 II 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 5 n/r 120 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) 0.02 5 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=209/7-0-0, 4=209/7-0-0, 6=262/7-0-0 Max Horz 2=43(LC 7) Max Uplift2=-99(LC 8), 4=-99(LC 8), 6=-20(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1-0-0 Scale = 1,17.2 PLATES GRIP MT20 244/190 Weight: 28 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4, 6. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. I 0 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the is fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 I Job Truss Truss Type oty Ply Park Sq/Sebnng II-241 O-C 313TH T11271992 PS241OC-SM V1 VALLEY 1 1 ob Reference o tional 0 2.4 i I D: rFfnwM3 Wq?GifrcoMh4ZDxyq_6K-S PAd9hzmj3_?6fYauH EGtnjaOjbvLrY2ZSMPY?zAIs3 1-6-0 3-0-0 - 160 160 3x4 - Scale = 1:6.5 6.00 12 2 3 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.01 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 8 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=71/3-0-0, 3=71/3-0-0 Max Horz 1=-8(LC 6) Max Uplift 1 =-1 7(LC 8), 3-17(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft, eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 1 Job Truss Truss Type Qty Ply Park WSebring II-2410-C 3BTH T11271993 PS241OC-SM V2 VALLEY 1 i ob Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jun 02 14:46:19 2017- Page 1 I D: rFfnwM3Wq?GifrcOMh4ZDxyq_6K-xbk?M 1_OUM6skp7mS?IVP_GiN7ve41DBno5z4SzAls2 4-3-0 8-6-0 430 4-3-0 Scale = 1:15.8 4x4 = 2x4 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.23 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 27 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=147/8-6-0, 3=147/8-6-0, 4=287/8-6-0 Max Horz 1=-35(LC 6) Max Uplift 1 =-48(LC 8), 3=-48(LC 8), 4=-43(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft, L=24ft; eave=4ft, Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 1, 3, 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the purev.building fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 k. a Job Truss Truss Type oty Ply Park Sq/Sebring II-2410-C 3BTH T11271994 PS241OC-SM V3 VALLEY 1 1 ference o f Mid -Florida Lumber, Bartow, FL. ,.v+vanp„o w,,nnm u,..u,nc, u... ...... ..,.....,..... , ,agc ID: rFfnwM3 Wq?GifrcOMh4ZDxyq-6K-xbk?M 1 _OUM6skp7m S?IVP_GII7vg41oBno5z4SzAls2 2-3-0 4-&0 2-3-0 2-3-0 3x4 = Scale = 1:8.6 2 2x4 i 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/7PI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=131/4-6-0, 3=131/4-6-0 Max Horz 1=16(LC 7) Max Uplift 1=-31(LC 8), 3=-31(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vutt=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 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 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) 'Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing NOisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 J W p .> rr /p 0C/ lvv z.a m D N r V cn W cn c - o - m x m x m . Z ' O r , N o$ r 0s- aWp-pd e co m o 0 a_ 0 m U. D c 7 o 7ow rn n =(D O Vi nQoG ny p nic _n c a Z o%j ° 1 0 m o0 m_ ?Dpon Z Wo 3 ao T. y.a=.,o q o m O y ao C y 5 y m D 6na 3 m D0 O N a'D 0) (D1.0N N O O N .2- ,X+ r (D O S Q< (D ' N y 'A C ,C CD N Z C' n.j n0_ CD 7 3 N 3.Q O to N 3 eyi 0 Q`< O OX N, a)'a0CDC' q @ o -o U sm o o nm l< D (D°' ° a_ ono_ c o m ( m O O CD O O IODn (D 'O N N ai 3 N (n (D n Cn W a F (D O Co R I tT N 0 C 0 N n] N N cr O 0-0 y 7 CDy CD 0 (D () a0) y (D 3' ' 7 0 0 S Z (D any 7 <n 7 a O 41 n N. 41 7 Z m =z 3' 3" °) a i 9 g as o o °) 3 0' D o m D `o_' O N O O A 3 (a ' (D 7 CD O 7 (D 3• CL 3• D7070 (D n y= N (D a m (D N 0 C S y CDl70nO (N D N (D O 7 0 W" O to p a 7 0Dn37yCDLn. n y. < S cc ' j N O a 0 O 0 (D (aD (U N X N Z G N .O-. 7 n O. `2 N 7 N 7 C '6 N 7 (D O D y O n D) (O C .7» O' j O a (n (n D' O .+ j X O .C.. Cc O C < O 7 y S O n 7 (D y N CD coCDmmnvz0 -i D TOP CHORD 3 cm x o m m m LT n p 30 mOz °' c)-s O - j N C N p 0 (Of1 ;la m z ((An a v TJl C) M Cn m 0 CD a w (D ai m -iCO) z74 = m o Qsz. o a umi n M M0 ° N G m C : O m o cn < may. w m m c rn co m m cn rn w (n (n pp O nCD D I C (D IV N In D N V W2- 7 0 O N (nN(n (D Q. M m p ;a O o. • m m 46 ym (no (n D p 3 p a ZT 1 O o A z C) m (nCD CD to owowco > z z3 = Cl)03may' N ( j a) ? a CO N T m X i N Cl) O - 1C/) m y o CD M y w co j mm o w ® p j iv L. -.1 5 r1l, D D 3 n N z Z m y (D E (DCD C_ T m CA VJ3- 6 W N m { o CDS a O D p x' '3 nn D 560 N ' 11 co m N M < Z CD m o e i J o y c O2 CA ; n NN N CT Ca- 5 A n - 0 m TOP CHORD O ID OD I y N A W N p y W 41 N A W N D O m vm_Cmmmmxm v Jm'_OaCmJncmm N moN0 O3 !°CJwni) J o co m a omCS, mrmOm nC° m cm . CJ o_ CJ Jnf_ `= O oJC(nCo'I nOnmm.° mJa D cc yy J Z y'-T Jmm nJNm mf0ya°- D m° mo<< m O 3v3 m — mm3mC» o a.o< Om 2 vf pm Jom 3 5(D < o<3 5 m m 3 Xm 7v-Ty 1 Q(D 9m m29_ (0 7 oa m 3 mm Jy m ( 7 O O 00J a C C3 mm C0.J e.m mm ON O 3 (D c 3 S o w ' m SNmJCD71ymON J y O>>< m mmn3VQm mNm °jorN m Q Cmm(W lJcr OCC0NnNNJ ° OCJC ' m N3mc w n m CuO uno wC, C) mfD -am oaJ 0 DN O m mD omO pi caz m m nm n nN < oo3 m Vim O yQS » dCD3 m ° n? m ayyDaf•,% Ern O10 . (?7 Om 0 a) ° ' f0 ON OmnCM) m CDm l O /l Cn y+ m (CD0O a• C' C CL p NjnmJCDamm N J Q NO5'' m n JO N. ? j m Nd J C-Dn m nmm fyO ch c o u CD ° 3o o CDmCyJCx< TV1 CD CD M J n CD (D . CD w N ma. N <CDCD N- n 0 Sm O c o m (D 3- m m pLDV! RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specificat,orm DVV. Permit ## 1 7- 1 7 1 6, Project Location Address SANFORD FPAR As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging Therma-Tru Single door w/Sidelite FL8871.3 Sliding MI Windows and Door Series 420 Aluminum SGD FL15332.4 / FL 15332.5 Sectional Cloplay Building Products 94rr40-W4 FL15279.20 Roll Up Automatic Other 2. Windows Single Hung MI Windows and Doors Series GA 195 Aluminum SH FL 15217.7 Horizontal Slider MI Windows and Doors Series GA 198 Alum Slider FL15288.2/FL15288.1 /FL15288.5 Casement Double Hung Fixed MI Windows and Doors Series GA 195 Alum Picture Fixed FL15278.8, Awning Pass Through Projected Mullions MI Windows and Doors 1442, 1448, 5348, 5548 Vertical FL 15333.4/FL15333.7 Wind Breaker Dual Action Other June 2014 - j Category/Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding James Harding Bldg Products Hardie Panel FL13223.2 Soffits Aluminum Coils, Inc Coils/Soffits FL12194.1 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other Huber Engineered Wood Zip System - Wall FL 17147.1 4. Roofing Products Asphalt Shingles IKO Industries, LTD Asphalt Shingles / Cambridge FL7006.1 Underlayments Warrior Roofing 15 and # 30 Roofing Felt FL2346.1 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Other June 2014 if It 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 3 Florida Building Code Online Page 1 of 4 r2-'""'- M. 5..+Y'—wusuj-'.— i+t..`` im.f; c" -. I• .. {+ t "' tY' 4 k L f 3be M.'""' 6 k...: -... BCIS Home Log In j User Registration i Hot Topics Submit Surcharge stats & Facts Publications FBC Staff i BCIS Site Map Links ' 'Search bpr a Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail b FL # FL8871-R6 Application Type Revision Code Version 2014 Application Status Approved Comments Archived C) 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@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 9 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 ]. King, P.E. Raj Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL8871 R6 COI Certificate of Independence.odf Standard Year ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 201, 202, 203 1994 Florida Licensed Professional Engineer or Architect FL8871 R6 Eauiv of STANDARDS.odf http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHr... 11/10/2016 Florida Building Code Online Page 2 of 4 Sections from the Code Product Approval Method Method 1 Option D Date Submitted 05/29/2015 Date Validated 06/28/2015 Date Pending FBC Approval 07/05/2015 Date Approved 08/18/2015 Date Revised 10/13/2016 Summary of Products FL # Model, Number or Name Description 8871.1 a. "ClassicCraft Rustic" Series 3'6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single Door (X) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R6 I INST 8871 1.pdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.1 for Design Pressure Ratings by FL8871 R6 AE EVAL 8871.1.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.2 b. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Rustic" Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R6 II 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 R6 AE EVAL 8871.2.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.3 c. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R6 II 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 R6 AE EVAL 8871.3.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ) 8871.4 d. "ClassicCraft" or "ClassicCraft Rustic" Series 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R6 II 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 F0871 R6 AE EVAL 8871,4 pdf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.5 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 R6 II Inst 8871.5.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.5 for Design Pressure Ratings by http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHr... 11/10/2016 Florida Building Code Online Page 3 of 4 specific Model and for any other additional use limitations FL8871 R6 AE EVAL 8871.S.odf and installation instructions. Created by Independent Third Party: Yes 8871.6 f. "FiberClassic" or "SmoothStar" Series 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R6 II 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 R6 AE EVAL 8871.6.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "T' 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" Series 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8671 R6 II 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 FL8871 R6 AE 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 "]" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.8 h. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) - Class(cCraft" or "ClassicCraft Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R6 II 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 8871.8 for Design Pressure Ratings by FL8871 R6 AE EVAL 8871.8.1)df specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.9 i. "FiberClassic", "SmoothStar", 60 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 R6 II INST 8871.9.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.9 for Design Pressure Ratings by FL8871 R6 AE 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 "T' 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 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please dick 11ete.• Product Approval Accepts: W ®99M http:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQWtDgty3Ij Wak2nHr... 11/10/2016 Florida Building Code Online Page 4 of 4 Credk Gerd Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHr... 11 /10/2016 THERMAITRU 6 THERMA TRU DOORS 1 1 B INDUSTRIAL DR., EDGERTON, OH 4351 7 SMOOTH STAR & FIBER CLASSIC FIBERGLASS SINGLE DOOR INSWING / OUTSWING GENERAL NOTES "IMPACT" 1. This product has been evaluated and is in compliance with the Sin Edition (2014) Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2 Product anchors shall be as fisted and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used In the "HVHT' this product complies with Section 1626 of the Florida Building Code and does not require an impact resistant covering. 4. When used In areas outside of the "HVHZ" requiring wind bome debris protection this product complies with Section 1609.1.2 of the FBC and does not require an impact resistant covering. This product meets missile level "0" and includes Wind Zone 4 as defined in ASTM El996 and Section 1609.1.2.2 of the FBC. 5. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of this drawing require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using coastal sill item #4 under active doors meet water infiltration requirements for "HVHT'. 8. Inswing configurations and outswing configurations using sill item #5 under the door do not meet the water infiltration requirements for the "HVHT' and shall be installed only in non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. TABLE OF CONTENTS SHEET# DESCRIP17ON I Typical elevations, design pressures & general notes 2 Door panel details Smooth star) 3 Door panel details (fiber classic) 4 Horizontal cross sections 5 Vertical cross sections 6 Buck and frame - 2X buck masonry construction 7 kame anchoring - IX buck masonry construction 8 ji Bill of Materials & Components 37.75' MAX. FRAME WIDTH 36.W' MAX. PANEL WIDTH tE W ,—y Ed x x Z a N- a; P P rU=LT V OYEk4LL ' QESIGN PRESSURE{PSF)_ DOOR'TYPE SWING FRA/AE POSITIVE- NEGATNE_ r PIiN;lO L = SMOOTH INSWING 37.75" x 98.00" 85.0 85.0 STAR OUTSWING 37.75" x 96.50" 85.0 85.0 FIBER INSWING 37.75" x 98.00" 85.0 85.0 CLASSIC OUTSWING 37.75" x 96.50" 85.0 85.0 See Sheet 8 for design pressure fimitations. E: N.T.S. BY. DWS er: LFS KING NO.: FL-8871.5 a 1 Or 8 44 46 47 4T EXTERIOR INTERIOR HORIIONTAL CROSS SECTION 2 L- DETAIL A -A J 40 DOOR PANELSmoothstar 00000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000 000000000 0 00000 000000000000000000000000000000 LO 000000 000000000o0000000000 DETAIL A -A Panel reinforcement V 2=- e m dd)10. dm n o n n z m V N Z. d Z m U ni a rai o C LL OcZ Ldo a OO 4.02" pti M z C` TYP. 4 1.53 { f• w a o CORNERS n F m a o OF PANEL Po EXTERIOR INTERIOR 0 0 p CILLC/ii1 K 42 TOP RAIL 43 LOCKSTIIE // a a z m r T I o 46 _ 00 r11 o1 HINGE STILE 45 BOTTOM RAIL A% OPENMAX. REA X. ' 2 ,VERTICAL CROSS SECTIONAREA 2 NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42) W. DWS BY. LFS Ma NO.: FL-8871.5 a 2 ov 8 11 64 61 61 d3 A, 66 67 EXTERIOR 67 o la. in T 0zOon °D z U 'N •; 2 INTERIOR 66 62 e ? Z ° 3 66 m° M i m ma`a 1 HORIZONTAL CROSS SECTION 3 67 c e 0z N 0 a.or IYP. 4 1.53" I I m CORNERS m13 OF PANEL o N i EXTERIOR INTERIOR o o o o LLLLLLLLI o D 62 iOP RAIL 63 LOCK STILE rcmDETAILA -A m 460DOORPANELFber classic 61 0 U 00000000 62 w N o 0000000o 64 67 0000 o00o 00000000 63 t.tB F Izom 00 o00000 000000001.53"--{ 0 W 0000000 00000000000000000000000 0000000 66 00 I J( 66 00 00000 0000O h N Q 00000 o o o o o o o M,4 HINGE STILE eaSS BOROM RAIL 11 N Z 0000000028. 86% OPEN 00000000 AREA MAX. 2 VERTICAL CROSS SECTION OnrF; 05122108 0000000 00000000000000065 3 SCALE: N.T.S. DWG. ar: DWS 00000000cwc er: LFS DETAIL A•A DMMHG NO.: Panel reinforcement FL-8871.5 NOTE: WOOD DOOR COMPONENTS: PINE (SG>= 0.42( sHm 3 or 8 z* 41: O— o N Z y B S N .: V U ZG 9 19 INTERIOR 10 Mo u d `o a u N m d a` n 1 E z 4 v 2 o° w 0 d 4 3 4 o EXTERIOR o yZ 18 E w o in E D 11 1-1/4"MIN, F..Wm 20 v EMB. (TYP.) oDD B 6 3 4 5 B I31HORIZONTALCROSSSECTIONa mL4Shownw/1Xsub-buck ° L0:15' 0.15 C'SINK C'SINK TYP.) (TYP.) 11 6 9 9 8 0 N o Ln 4 P w o O 10 10 N INTERIOR INTERIOR o ti o. L W 00 d. 2 0N .- N 0Z 12 12 40 EXTERIOR EXTERIOR 14j DATE:OS122108 zm L C 11 601-1/4- MIN. 16 C SCALE N.T.S. 9 owc. BY: DWS m] EMB. (TYP.) E LFS rcR1HORIZONTALCROSSSECTIONr21HORIZONTALCROSSSECTION1-1/4 MIN. ANG NO.: FL-8871.5 0qOufswingshown- inswing EMB.(TYP.) 4 -Inswing also approved also approvedalso approved o 111EE1 4 or 8 N A EXTERIOR"`""` INTERIOR 1 VERTICAL CROSS SECTION Outswing shown - inswing also approved EXTERIOR L4 1 VERTICAL CROSS SECTION Inswing configuration see general notes, sheet I for "HVHZ" water infiltration requirements INTERIOR z d Q EXTERIOR INTERIOR 21 VERTICAL CROSS SECTION Shown w/IX sub -buck EXTERIOR INTERIOR VERTICAL CROSS SECTION rowing configuration see general notes, sheet I for "HVHZ" water Infiltration requirements 3. o m INTERIOR EXTERIf1R,rtr* o °n m ZrtUN •- v u oiSZU 0 8 ua 9a 40 o`a a uY maaE z 7 W 60 n o`z vFF GLnc 3 VERTICAL CROSS SECTION m 0 no Outswing confi uration see general notes, sheet 1 o for "HVHl' water infiltrotion o requirements m a a INTERIOR EXTERIOR N—zc CATE:05/22/08 v scud: N.T.S. v O.G. BY: 0WS VERTICAL CROSS SECTION a,K. ar: LFS 5 Outswing configuration ow,wwc No-: see general notes, sheet I for "HVHZ" water infiltration FL-8871.5 requirements sHEEr 5 or 8 4" Q iU:• Z * N s Z. Z tL I ll C``` p v j rll l*I •I I{ I 0 o m zact.. I I TYP. HEAD & to o E a ? a, o JAMBS TYPNRY. HEAD &MASONRYf a m a OPENWG E NG JAMBS n° 4 Y a c E oZ 1 c vI FZ a NU o N FRAME inkU G O U O 2X BUCK 2X BUCK N Q zo vIvn 1V1nn1 Q U W>- 1 SW N l N r 4 b a O YYUUo a mma C m BUCK ANCHORING HINGE JAMB FRAME ANCHORING STRIKE JAMB Masonry 2X buck construction CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the comers maybe adjusted to maintain the min. edge distance to mortar joints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min, edge distance to modarjoints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANCHOR ANCHOR. MIN. M.IN t:C:t A'Rrti : CEN .. MN; M N I,f:RRANC. TYP.E S!Z Mli6DMEN 70MASONRY 70a1D1A... tEDGE::::::::::::i;:::::,:::::-ANCHQR::::;::;> 1TW 1/4" 1.1/4" 2" 4" TAPCONa ELCO ® 1/4" 1-1/4" 1" Ir. ULTRACON WOOD SCREW INSTALLATION NOTES: 1. Maintain a minimum 5/8" edge distance, I" end distance, & I"o.c. spacing of wood screws to prevent the splitting of wood. HINGE DETAIL LATCH & DEADBOLT DETAIL E: N.T.S. BY: DWS BY. LFS MG ew FL-8871.5 r 6 Or $ 0 It to 6z TYP. HEAD 11Z a --w o - JAMBS 0 n ..z Eq MASONRY-7 E. z M OPENING zo 0 (L5 aE0z TO cli 0 T Mui FRAME 2 17 Wy 1 X BUCK 0 cc LATCH 6 DEADBOLT DETAIL 6L-L z CONCRETE ANCHOR NOTES: HINGEJAMB STRIKE JAMB FRAME ANCHORING 1. Concrete anchor locations at the comets may be adjusted to maintain the min. Masonry I X buck construction edge distance to mortarjoints. 12 01 2. Concrete anchor locations noted as "MAX ON CENTER" must be adjusted to dDI2ac thee min. edge distance to mortarjoints, additional concrete anchors L may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: IG 12 . . . ... .. - -'. . . ..... . ANCHOR 12 1-0 0 I ........... .................. . . ............ ED Q E.... ..ANCHOR:..:'. TAPCON- 1/4- 1-1/4* r 4" DATF- 5/22/08 s . ITW HINGE DETAIL N. VSWTAFCONO3/16- 1-1/4" r 1-1/2' DWG. SY. WOOD SCREW INSTALLATION NOTES: cm. UY. LFS 1. Maintain a minimum 518" edge distance, )"end distance, l'o.c. spacing of wood screws to prevent the splitting of wood. FL-8871,5 o sKEET 7 of -j! ANCHOR INS BILL Of MATERIALS REM DESCRIPTION MATERIAL A 1XBUCKSG>=0.55 WOOD B 2X BUCK SG >= 0.55 WOOD C MAX.1/4"SHIM SPACE WOOD D 1/4" X 2-3/4'PFH ELCO OR1TW CONCRETE SCREW STEEL E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE G 3/16" X 3-1/4" PFH TTW CONCRETE SCREW STEEL J 1/4" X 3-3/4" PFH ITW CONCRETE SCREW STEEL L 10 X 2-1/2' PFH WOOD SCREW STEEL 1 INSWING ADJUSTABLE THRESHOLD (IS300AJ) ALUM./WOOD 2 INSWING THRESHOLD (LS300HP5) ALUM./COMP. 3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD (ISP30M) ALUM./COMP. 4 OUTSWING COASTAL THRESHOLD ALUM./WOOD 5 OUTSWING STANDARD THRESHOLD ALUM./WOOD 6 INSWING THRESHOLD ALUM./COMP. 7 DOOR BOTTOM SWEEP VINYL 8 JAMB PINE SG>=0.42 WOOD 9 JAMB [OAK) SG >= 0.42 WOOD 10 WEATHERSTRIP FOAM 11 HINGE STEEL 12 10 X 3/4" PFH SCREW STEEL 13 9 X 3" PFH WOOD SCREW STEEL 14 LATCH STRIKE PLATE STEEL 15 SECURITY STRIKE PLATE STEEL 16 8 X 2-1/2' PFH SCREW STEEL 17 8 X 3/4" PFH SCREW STEEL 18 KWIKSET SERIES PASSAGE LOCK STEEL 19 KWIKSET SERIES DEADBOLT 660 STEEL 40 SMOOTH STAR DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 41 DOOR SKIN 0.072" THK. (SMOOTH STAR) Fy = 6,000 PSI MIN. FIBERGLASS 42 TOP RAIL (SMOOTH STAR) COMP. 43 LOCK STILE (SMOOTH STAR) WOOD/LVL 44 HINGE STILE SMOOTH STAR WOOD 45 BOTTOM RAIL SMOOTH STAR COMP. 46 PANEL REINFORCEMENT 0.023" THK. SMOOTH STAR STEEL 47 FOAM CORE POLYURETHANE 60 FIBER CLASSIC DOOR -SEE DOOR PANEL DETAIL SHEET FOR DETAILS 61 DOOR SKIN 0.137' THK. FIBER CLASSIC Fy = 6,000 PSI MIN. FIBERGLASS 62 TOP RAIL FIBER CLASSIC COMP. 63 LOCK STILE (FIBER CLASSIC) WOOD/LVL 64 HINGE STILE FIBER CLASSIC WOOD 65 BOTTOM RAIL (FIBER CLASSIC) COMP. 66 PANEL REINFORCEMENT 0.023"THK. FIBER CLASSIC STEEL 67 FOAM CORE POLYURETHANE 4.56" --- j 9 8 HEAD 111111 Jamb 5.77' S.BS' Al o w 2O m a THRESHOLD Of 2 THRESHOLD o o `m Inswing adjustable Inswing adjustable o T 5.87" T S - THRESHOLD Inswing self -adjust 5.75" o 5 THRESHOLD Outswing standard cq 4 THRESHOLD Outswinsg coastal ice-- 5.83" act s= ay;, ,;:• ,;.,, ,.. 6 THRESHOLD Inswing I MAX. DESIGN PRESSURE = +/- 50 PSF SLUE: N.T.S. Gwa. BY; DWS CHK. BY: LFS ONAWING NO.: FL-8871.5 SHEET _iL Of 8 Florida Building Code Online Page 1 of 369 s,% .. s ,'- G, ,..=el -x- :. € tiac- 4iefi'"``+:da.s, Imo- -- ieeffl - BCIS Home Log In user Registration Hot TopicsSubmit Surcharge I Stats & Facts j Publications FBC Staff BCIS Site Map i Links I Search f Or* Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL15332-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsltlinger@miwd. com Brent Sitlinger bsitlinger@miwd. com Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer T` Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2016 Validated By Steven M. Urich, PE i Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15332 R3 COI FLCOI.odf Standard AAMA/ WDMA/CSA 101/I.S.2/A440 Method 1 Option D Year 2008 http:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 11 /10/2016 Florida Building Code Online Page 2 of 3 a Date Submitted 10/29/2015 Date Validated 10/30/2015 Date Pending FBC Approval 11/01/2015 Date Approved 12/15/2015 Summary of Products FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ; No FL15332 R3 II 08-00500D.Odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510807C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00498D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510805C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-02248B.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 512968B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-02249B.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 512969B.Odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-02250B.j) f Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R3 AE 512970B.Odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.E JSERIES 420 REINFORCED ALUMINUM SGD Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX 96"x96" Installation Instructions F1-15332 - R3 II 08-00499 D_ pdf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports FL15332 R3 AE 510806C.Odf Created by Independent Third Party: Yes 15332.7 ASERIESILUMINUMIN420 REINFORCED ( SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00501D.Odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wCTEVXQwtDgtH8572gvdWl... 11 /10/2016 Florida Building Code Online Page 3 of 3 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510808C.odf PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00502D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510809C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00503D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510810C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Bla'r 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 :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: MIME90 Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 11 /10/2016 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 5063—T5 1/8" THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO, XX, XP, PX, XIP, PIX TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS 4 — 10 INSTALLATION DETAILS REVISIONS DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. SIGNED: 1012312015 M) WI900OLAKESIDWS D Y LLC LtoPARKDOOw FLOWER MOUND, TX 75028 5 v•VGENSF 9s SERIES 420 SGD REINFORCED WITHOUT ADAPTER o, 6i251 96" x NOTES TAT OF DRAWN: DWG NO. REV IS ;C OR1OA G\\ 08-502 49 B QNIA j1\\ SCALE DATENTS 10/30/13 i OF 10 I FI Hi 6" MAX 96" MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART #3 FOR NUMBER OF LOCATIONS REQUIRED 17" MAX O.C. { 6" MAX 17" MAX O.C. 16" - LAX AME IGHT 6" MAX 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t35.OPSF NONE SEE CHARTS #1 AND #2 FOR OTHER UNITS RATINGS REVISIONS REV DESCRIPTION DATE -PROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L. CHART #1 WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. SEE NOTE 9 SHEET 1 Design pressure chart (p4 Frame Single Panel and Total Frame Width (in) Height 30.0 36.0 42.0 48.0 60.00 72.00 84.00 96.00 in) Pos I Neg Pos I Neg Pos Neg Pos Neg 84.0 40.0 58.4 40.0 50.9 40.0 45.7 40.0 42.0 88.0 40.0 1 55.2 40.0 1 48.0 40.0 43.0 39.4 39.4 92.0 40.0 1 52.4 40:0 45.4 40.0 40.6 37.1 37.1 96.0 40.0 49.8 40.0 43.1 38.4 38.4 35.0 35.0 CHART #2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 1 Design pressure chart (pso Frame Single Panel and Total Frame Width (in) Height 30.0 1 36.0 1 42.0 48.0 60.00 1 72.00 64.00 96.00 in) Pos I Neg I Pos I Neg Pos Neg Pos Neg 84.0 58.4 58.4 50.9 50.9 45.7 45.7 42.0 42.0 88.0 55.2 55.2 48.0 46.0 43.0 43.0 39.4 39.4 92.0 52.4 52.4 45.4 45.4 40.6 40.6 37.1 37.1 96.0 49.8 49.8 43.1 43.1 38.4 38.4 35.0 35.0 CHART #3 Number of anchor l oca tions required Frame Single Panel and Total Frame Width (in) Height 30.0 36.0 42.0 48.0 60.0 72.0 84.0 96.0 in) H&S Jamb H8S Jamb H6S Jamb H&S I Jamb 84.0 4 6 5 6 6 6 6 6 88.0 4 6 5 6 6 6 6 6 92.0 4 6 5 6 6 6 6 6 96.0 4 6 5 6 6 6 6 6 SIGNED: 1012312015 MI WI LLC Rely 9% 00oLAKESIDD PARKWDOOY FLOWER MOUND, TX 75028 S G NSA _' SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0, 95 96" x 9 ELEVATION TAYE OF z6ROV DRAWN: DWG NO. O8 s02249 REV B 1 S1 Vj7jS ONA IIE? VALEDATENTS10/30/13 2 OF 10 I FE HE 6" MAX 96" MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD & JAMBS SEE CHART #4 FOR NUMBER OF LOCATIONS REQUIRED 17" MAX O.C. 6" MAX 17" MAX O.C. 6" T—' IAX AME IGHT 6" MAX 6" MAX 2) ANCHORS PER LOCATION SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT SILL EXTERIOR VIEW SEE CHART #4 FOR NUMBER OF LOCATIONS DESIGN PRESSURE RATING IMPACTRATING REQUIRED 35.OPSF NONE SEE CHARTS #1 AND #2 SHEET 2 FOR OTHER UNITS RATINGS REVISIONS DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DEAILS 08/03/15 R.L. CHART #4 Number of anchor locations required Single Panel and Total Unit Width (in) Frame Height 30.0 36.0 42.0 48.0 in) 60.0 72.0 84.0 96.0 HBS I Jamb H&S Jamb HdS Jamb HBS I Jamb 84.0 4 6 5 6 6 6 6 6 88.0 4 6 5 6 6 6 6 6 92.0 4 6 5 6 6 6 6 6 96.0 4 6 5 6 6 6 6 6 SIGNED: 1012312015 MI WINDOWSD DOORS LLC 1900 L KES D PARKWAY q 9,pFLOWERMOUND, TX 75028 v, y GEN SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0, 6 61 96" x 96" FIN ELEVATION TAT OFzzAroo DRAWN: V.L. SCALE DWG N0. 08 REV B is/ONAt(E NTS DATE 10/30/13 s0EEr390F 10 0 13 Y 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. WOOD FRAMING EMBEDMENT OR 2X BUCK BY OTHERS 1 /4" MAX. SHIM 10 WOOD SPACE SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR II II II II INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SILL TO BE SET IN A BED OF APPROVED SEALANT MIN. IENT AIN, I- uwTANCE REVISIONS DESCRIPTION DATE AP ROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 3/8" MIN. 1/4" MAX. EMBEDMENT SHIM SPACEF F-- INTERIOR 1/2" MIN. EDGE DISTANCE L n__ n J10WOOD SCREW EXTERIOR WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATIONBYOTHERS SIGNED: 1012312015 D LLCMIW19oo0VnKEs Ito i PARKWAYSDOORSD S,R 9 FLOWER MOUND, TX 75028 v •CENS 0, 6 51 k= SERIES 420 SGD REINFORCED WITHOUT ADAPTER FRAME INSTALLATION DETAILS TAT OF A. ORM" SSIOlIlA1110 G\\\ DRAWN: DWC ND. REV 08 B E S"E 490F 10scANTSDATE10/30/13 3/4.. MIN. EDGE DISTANCE METAL 1/4' MAX. STRUCTURE SHIM SPACE BY OTHERS — 7I 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW EXTERIOR I I I I I I I I INTERIOR 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET IN A BED OF APPROVED SEALANT 3/4" MI EDGE DISTI I 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS c iva caa REVISIONS DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 1 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION, SIGNED: 1012312015 IMIWINDOWSLLC IRIILO OOOLAKESIDD PARKWAY S FLOWER MOUND, TX 75028 GENq*-y NOTES: SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0, 6 61 >k T 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 96" x 96" NOT SHOWN FOR CLARITY. FRAME INSTALLATION DETAILS 0 TAT OF BY OTHE ZS TO BEPERIMETERANDJOINTITN DRAWN: Dwc No. REV c. •;C p • sz\ DESIGNED INACCORDANCE WI2. ASTME208 B R10P ss/ ONA11E G` SCALE NTS DATE 10/30/13 sNEFr590F 10 C REVISIONS WOOD FRAMING —{ 1/4 MAX REV DESCRIPTION DATE PPPROVED BY OTHERS I SHIM SPACE A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L B REVISED INSTALLATION DETAILS 08/03/15 R.L INTERIOR 1 5/8" MIN. EDGE DIST. 1 1/4" TRIM . 4 MIN. .. 1 1/4" MIN. EMBEDMENT INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS APPROVED SEALANT EXTERIOR 1X BUCK BY OTHERS, BEHIND FIN HOOK STRIP 1X BUCK TO BE PROPERLY SECURED BSCREW 7/16" MIN ; I 3/16" EDGE DISTANCE TAPCON JAMB INSTALLATION DETAIL EXTERIOR PANEL INTERLOCK WOOD FRAMING OR 2X BUCK INSTALLATION HOOK STRIP INSTALLATION MASONRY/CONCRETE APPROVED 1/2" MIN. SEAD NT EDGE BEHIFIN 1 1 1/4" MIN. DISTANCE EMBEDMENT METAL STRUCTURE 3/4" MIN. 8 WOOD WOOD BY OTHERS EDGE DISTANCE SCREW FRAMING BY OTHERS INTERIOR TRIM TRIM 1/4" MAX. 1 3/8" MIN. SHIM SPACE EMBEDMENT INTERIOR I6" MIN T - DISTANCE (---j-1 - EDGE EXTERIOR INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4-9. HOOK STRIP HOOK STRIP 10 WOOD ` #10 SELF DRILLING SCREW SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUCWWOOD FRAMING METAL STRUCTURE SIGNED: 1012312015 Ml WI900OLAKESID ARKWSDPDOOvRY LLC \`\`\\51 R iICo /// FLOWER MOUND, TX 75028 -ZL`' NOTES. SERIES 420 SGD REINFORCED WITHOUT ADAPTER =*• 0, 6 61 96" x 96" S t 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, =gyp NOT SHOWN FOR CLARITY. NAILFIN & HOOK INSTALLATION DETAILS 0 , TAT OF tu- t. PERIMETER AND JOINT SEALANT BY OTHERS TO BE pHAyM: DWG NO. REV '' 'OC 0 IOP • •' DESIGNED IN ACCORDANCE WITH ASTM E2112 iFS • • . R• • G V.L. 08 s02 49 B NTS DATE 10/30/13 10 OF 10 Florida Building Code Online Page 1 of 6 BCIS Home Log In User Registration i Hot Topics Submit Surcharge Rats & Facts i Publications FBC Staff i BCIS Site Map j Links ! Search Fic l,da Product Approval i USER: Public User ta'tL':i=tiw Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL15279 R4 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archivedl Product Manufacturer Clopay Building Products Company Address/Phone/Email 8585 Duke Blvd. Mason, OH 45040 513) 770-6062 mwesterField@clopay.com Authorized Signature Scott Hamilton shamilton@clopay.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency Intertek Testing Services NA, Inc. Validated By Gary Pfuehler R, Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ANSI/DASMA 108 2005 ANSI/DASMA 115 2005 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL15279 R4 Eouiv 20150319 - FBC - DASMA 108 eouiv.odf FL15279 R4 Eauiv 20150319 FBC - DASMA 115 eouiv.odf Product Approval Method Method 1 Option A http://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQWtDgv3yVVKJZ 1 Q... 11/10/2016 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 Summary of Products Go to Page = a JO 0 Page 1 / 8 FL # Model, Number or Name Description 15279.1 001 W3-09 DSIE-1A171: 2050, 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; 2051, 2053, 4050, 4051, 4053, 62, interior skin 29 ga. min.) Single -Car (up to 9'0" wide) 64, 65, 62G, 62LG, 64G, SDP38, WINDCODE@ W3 Garage Door SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of inspgctio p fApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4 C CAC W3 Listing Intertek.pdf Design Pressure: +20 PSF/-20 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 101655-Revl2.pdf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the Impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.2 002 W3-09 DSIE-1A471; GD1SP, GRISP, GD1LP, GR1LP, ARSSP, AR1LP, EDISP, 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) WINDCODEO 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 insp_ection.odfApprovedforuseoutsideHVHZ: 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 II 103952-RevOl.odf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.3 003 W3-09 DSIU-IA171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL13, 7130, 7131, 7133, 8130, WINDCODE® W3 Garage Door 8131, 8133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-20 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.4 004 W3-16 DSIE-1A171: 2050, 2051, 2053, 4050, 4051, 4053, 62, 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 •C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104175-RevOl.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE@ W3 Garage Door Certification Agency Certificate 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 101820-Revl3.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 11/10/2016 Florida Building Code Online Page 3 of 6 15279.5 005 W3-16 DSIE-1A471: GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated GR1SP, GDILP, GRILP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) ARILP, ED1SP, ED1LP, 4132, 2132, Double -Car (97' up to 16'0" wide) WINDCODE@ W3 Garage 6132, SFC38, MFC38 Door 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-1A171: 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 windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinspection.pdf F 15279 R4 C CAC W3 Listin_g__Intertek.pddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104028-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 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 oflnspectlon.Ddf LL15279 R4 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104168-RevO1.0 Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.7 148B, 90, 84RST, 42, 4 , 55, 2B, I WINDCODE® W3 Gaa ge Door Car (9'2" to 16'0" wide) SF Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC), Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinsnection.Ddf FL15279 R4 C CAC W3 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101308-Rev12.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.8 008 W4-09 DSIE-11`171: 4300, 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; 4301, 4310, 4400, 4401, HDG, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDGL, HDGF, 66, 66G, 67, 67G, WINDCODE@ W4 Garage Door 68, SP200, SF200, SE200, 6200, 6201, 6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.9 009 W4-09 DSIE-1F471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, AR2LP, ED2SP; ED2LP, 4302, HDGC, 6202, SFC68, MFC68 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +28 PSF/-29 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinspection.odf FL15279 R4 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions f1JtUM_ R4 II 101652=B-Revll_Pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Single - Car (up to 9'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinsoection.odF FL15279 R4 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103969-B-Rev02 pdf http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZl Q... 11/10/2016 Florida Building Code Online Page 4 of 6 DOES NOT meet the impact resistant requirement for Verified By: Intertek Testing Services NA, Inc. windborne debris regions. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.10 010 W4-09 DSIU-1F171: 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, WINDCODEO W4 Garage Door 8201,6203 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). 15279.11 I011 W4-09 DSIUO-1K479: Canyon Rid ge/Brooksto ne 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). 15279.12 012 W4-09 PAN-21`151: 73, 1500, 75, 190, 84A, 94, 76, 42, 48, 55, 42B, 48B, 55S, 4RST, 6RST, 4RSF, 6RSF, 2RST, GD5S, GD5SV, GRSS, GRSSV, AR5S, AR5SV, ED5S, 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, G41L, 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. 15279.14 014 W4-09 SPO-21`449: Grand Harbor, Stone Manor Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinspection.pdf FLLU79 R4 C CAC W4 Listing-Jnterggk.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104183-RevOl.adf 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 27ga, min.) with Overlay Single -Car (up to 9'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinsoection.odf FLIS279 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: Steel Pan (min. 25 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 oroof ofinspection.pdf FL15279 R4 C CAC W4 Listirio Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 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 ofinspection.odf FL1527234 C CAC W4 Listino Intertek.Pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103486-6-RevO8.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Steel Pan (min. 24 ga.) with Overlay Single -Car (up to 9'O"wide) WINDCODEO W4 Garage Door http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 11 / 10/2016 Florida Building Code Online Page 5 of 6 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). 15279.15 015 W4-16 DSIE-11`171: 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: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.16 016 W4-16 DSIE-1F471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, AR2LP, ED2SP, ED2LP, 4302, HDGC, 6202, SFC68, MFC68 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions, 15279.17 017 W4-16 DSIEO-1F479: Coachman/Settlers/Affinity Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-25 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.Ddf FLIS279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 1I 103549-Rev06.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga, min.) Double -Car (97' to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate F12Z R4 C CAC Letter with proof of contract and-urogf of inspection. odf FL15279 R4 C CAC W4 Listing Intertek.01' Quality Assurance Contract Expiration Date 05/21/ 2028 Installation Instructions FL15279 R4 II 101481-B-Rev13.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/ Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga, min.; interior skin 27 ga. min.) Double - Car (9' 2" up to 16'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Leer with Droof of contract and proof ofinsoection.Ddf FL15279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/ 2028 Installation Instructions FLIS279 R4 II 104029-B-Rev03.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double Skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Double -Car (up to 16'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R4• C CAC Letter with proof of contract and proof of inspectionpdf FL15279 R4 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/ 2028 Installation Instructions FL15279 R4 II 103046-RevO7.1)df Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.18 018 W4-16 DSIU-11`171: 9200, 9201, 9203, HDP20, HDPF20, HDPL20, 7200, 7201, 7203, 8200, 8201, 8203 Double -skin Insulated PUP, (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 FL15279 R4 C CAC Letter with proof of contract and proof of inspectionnpdf Approved foruseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4 C CAC W4 Listing Intertek.pdf Design Pressure: + 25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 104169-RevOl.pdf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions ( ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 Q... 11 /10/2016 Florida Building Code Online Page 6 of 6 15279.19 019 W4-16 DSIUO-1K479: Canyon Ridge/Brookstone 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 comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.20 020 W4-16 PAN-2F153: 73, 1500, 75, 190, 84A, 94, 42, 48, 55, 4RST, 6RST, 4RSF, 6RSF, GD5S, GD5SV, GR5S, GR5SV, AR5S, AR5SV, EDSS, ED5SV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +24 PSF/-24.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. Go to Page = 0 Double Skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Double -Car (9'2" to 16'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinsDection,odf FL15279 R4 C CAC W4 Listing Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104457-Revo2.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101711-B-Rev15.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Back Next 0 0 Pagel/80 0 Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: $50-487-1824 The State of Florida is an AA/EEO employer. Coovriaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. II you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. {Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . , Product Approval Accepts: 05 11;i cC,Iic,. M 5CCti1"Iet MFTitiG is http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 11/10/2016 4l, 1 RAISE PANEL EM DSS DOQ6 DOOR IE]IXf p - S 24 W N w INS a W a W D!s DECTONS AY 94A, 9{ - 73, 73 1300, 190 TO 110• 4 L 14RST, 4Fx MIS MKi MES m e'9• 3 CAR w NLLISE' RAISED PANEL EMBOSS DmRS MODELS 25 W las W WS CLOPAYGALLERY' S, GRSS I G ' GR3SV NDLNESAxnsmw AR35 ARSSV CAIIXUA NOOSE• ED55 EDSn I I y yI I Ti 71111 y i m—=oiir.o r1w7l I OWN I =lam 1- N1S DOOJI V2 TN 2 SIIla REV ANTE OESCRIPTIDN 9' C m 97W 1 SHEET 1 OF L Op 11/3 707 ADDED EXTENDED HBGHTS, COMBINED CLOPAY, HOLIES, AND IDEAL M/N ICO• TO D•Ir Ira m L7'1• 2 a10 06/06/OB ADDED M N 428, 488, 55S M' D' m LS•1• 11 10/21/08 ADDED MIN 4F ISro' S 72 6/2009 ADDED 'CARRIAGE HOUSE' EMBOSS DOORS. 1 13 5/2010 UPDATED MODEL TABLE 14 1/2012 REASED WIND SPEED TABLE FOR AsC -10. OPTIONAL GLAZING MAY BE STANDARD OR IMPACT 15 4/2012 ADDED IMPACT RESISTANT OPTION. RESISTANT GLAZING. SEE SECTION B-B FOR DETAILS. umxuEpME s1DEs (SE tAB1E Fox aM. MAX. STANDARD SIZE IS 42-1/2"x16", IMPACT AnMNED W/ roo-L-1nc. R0r A DaD RESISTANT GLAZING IS 21-5/8"xi4-1/8•. ANO E AONES E SOW Y a 20 W U-BIM. LEA 2-1-2-1 D-BVs (FLIION, PA Z 9Nt 1B0RDM S ONE U-flAR9 ON NW SECOdy ETC) e Maw 20" MBL END SDLES A1VAItD ro DOOR M. IVN PATEmEO TOG-L-LOC SYSIE]I BOnON ! CEwm))..MEW I f 3• TALL BAR SECTION A -A (SIDF VIFWU 20 GA GALV. STEEL ALMIN. YEBD STRENGTH: 50 KSI ESLOCK DN °°E BOON 2" THICK 1 3• 1 1ICA. O POIXf laawD eua v NouL 1-7 V E2lRL A ` OFDONAL O=w x LOOK PoS w MAY DDDR n27m - t'-0- CIASSIC' SNORT RASED -PANEL 9MINN. 'f1AWLE HOUSE SNORT RNSID-PANEL 0 M50 APPROVED. MEt4a5/ B' SHEET ALsFnEYls1 4•a]/4• SELF a SCREIY3 e a W do MINCES + u,umu Ok g NFw •D n SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL "A" AND STANDARD CONSTRUCT DETAIL "B"; TRACK AND JAMB DETAILS. K - A ANxx ."N.L=_ ESIGN ENGWEER: MARK WESiQ1FlEUD. P.E LORIOA P.E. 148495, 4C PE. #23632• TEXAS P.E /91513 NnA v muA 12 G. GAIN. STEEL. TOP ROLLER BRACKET. EACH BRACKET ATTACHED W/(4) 14x5/ 8" SHEET METAL SHIP LAP JOINTS. SCREWS. aDaxADmEox 14 GA GALV. ROLLER HINGE. EACH HINGE FASTENED TO END STILES WITH (4) #1-5/8" SHEET METAL SCREWS AND (4) 1/ 4"x3/4" SELF TAPPING SCREWS. SEE VIEW "B". 1M DENSITY POLYSTYRENE FOAM INSULATION 1- 5/16" THICK WITH VINYL HAIRCEIL BACKER ( INSULATED MODELS ONLY) 3' TALL. x 20 GA GALV. STEEL U-B4RS IN 25 G. MIN. GALV. STEEL SKIN A 2-1-2-1 PATTERN (I.E. TWO U-BARS WITH A BAKED -ON PRIMER, ON BOTTOM SECTION, ONE U-BAR ON NEXT AND A BAKED -ON POLYESTER SECTION, ETC.). EACH U-BAR ATTACHED TOP COAT APPLIED TO BOTH WITH (2) 1/4-0/4- SELF TAPPING SCREWS SIDES OF STEEL SKIN. PER STILE LOCATION. 111E e3rAA IaAOs ION 9Q AAIOwE Rum 3pEET6 Irmn mbx ACOmYHO lD ra Fuxw BIDm+ n moE oN LEE un1DlweILL U2aua ODE 1 ASID 41 AYx)- 1D) IM M Iauanw mlmnuNE: 0 DAaasea I irO°I"`AooPsaP""E. Aim a) 1in wicc°u a m°1DN2Dxc a) Hd/ Dl9N 106 SIZE -SPECK WpM11pNS 9Y A NLLYIm 061R1 flmfE5mW1 wY qRA may® — 1m Lis Es IW I'A ulEmv C C.. BC C Ncw o NEIDAE d Or 13 GA. GALV. STEEL BOTTOM BRACKET. ATTACHED WITH (2) /144/8" SHEET METAL SCREWS. ALUMINUM EXTRUSION h VINYL WFATHERSTRIP. DESIGN LOADS: +24.0 PSF h -24.5 PSF TEST LOADS: +36.0 PSF k -37.0 PSF qq P WNBLOAD RATDIG MAY DOOR SQFI CI® pMy M E- PAN- 2F153 W q 16'0"W x 16'0"H w7E 1 /3/97 DES W'T'N, CLASSIC AND CH RP STEEL PAN 8565 DUKE BLVD. nRAVN BY. DOUBLE -CAR, 16'W +24/-24.5 PSF BuildingProductsMASON, OH 450.o JAC Company ( 513) 770-4800 DRAVDIG Nl41BER vETM c1 cxEn Y' CIPp" y C"rporWon AN RIphL RuanrAQ 101711 MWWIBC TP• 1R70OV/A\L 1 i5f+2 %?T9, CARRIAGE HOUSE, RAISED PANEL FOODSS DOORS NODELS PSG 23 G D6 C_DPAY GDSS, mSSV. DA,LERY' GRSS fiRSSV HOLNESARTISTRY' ARSS ARSSV meu CARRIAGE HOUSE' EDSY E)gry DCOR lEIOfT SECTIONS W @' U-MARS a... IW000 FAAVE BUiInU.^- lP T _TV 4 310.4-VO SCNE•MS . 24' CF)IIFRS. I-i/0' 0.0. WASHER REWIRED. I.10 T9' TD B'Y S B SCREWS ONT IE COVNIFASUNK (BUT NOT REQUIRED) TO Pf MDE A FWW YO. —min. L 9 MW SUR'ACE 110R20HTAL JAYBS W NOT lAANSFEA RAN. TOY TD l O 7 iP'L' 14.0' M IS'e• 1D B N` 1{ a' STEM ANCNOR BOLTS ON 20' CiM (2.—Fla NM. CONCRETE). iG'0' 10 IS M NCHOm N S1EFK ORSW(AMCN MAx SECTION IE1QITi E1' OR1/4'aD' TANUN SCREWS ON 1T C2NFMS (2.000 PSI YIN. CONCRETE) OR V CNIEiS (C-00 BIDC(), 1' O.D. WASHERS REOUIRED WON TAPCONS ANCNOI6 WY RE CWMEA W BUT NCT ACREQUIRED) ro PIV E A FWSN MOUNDAU 2DRFACE HCRQNRAL W ACT 1RAIAFEII LOAD. o. REFER TO OASIAA TDS-Ie A N[FThID DESGN PROFESSRONN MAY ALM BE EMPLNID TO APPROeE A.IFRNAE FASIE M AID/CR UA1® WNROUMIWNS. to 0111E16. STOP MOUDINO m DOOR WFA e1AU(TO SING M YflIDW FINE .WIB r20 G YN. OILY. =EEL ENO ERE 20 G G V. =EEL INTEL SDLE— IMPACT RESISTANT ASSEMBLY DETAILS DRAWING 101711-A SECTION B-B-(IMPACT-RESISTANT GLAZING OPTION) OEFIL 1Y OPIDNLL oemRA2rve nallnwr RA FFRAMEAN0FMwDE), ewoFxM-W DRIP. (BC'1BD1 E). OEFCRAIY£ fR11C fACM1E WIn 91ICNE AND AmFR OETWEEEIIR51EII51R1FRWE). OHF- AECE WEG ION PoLYSM1IENE 1£WIER FSIB® TO EIINE W1M SIx21] TT FRONT (10) / e , 0/4' PAN HUD IIAfJDIf 9TDFY, fR41E ! GIA TD 2e06. WOREDCTAN RD STANDARD ASSEMBLY DETAILS RN DAWIG 101711-B SECTION B- B (NON —IMPACT RESISTANT GLAZING OPTION) FRONT FRAME WIRI LLV. CMOINO ON OUISNE SURFACE. NOTE TNT FRONT FRAME IS NARROWER THAN 1 11^/ p`(/APACE-NESTST` AIIE RNNElJ OI. YDNC LRERD AINERL J IEIE RETAINERW/4' PAN NFAD SCREW. STANDA?D A<SEMBLY CONS?R AVAILABLE. OP110WL SSe, DSB aR 1/B• CONS UC AVAueIE. OPf10RU1 ALRTIC GN,A2DI 6 PU9OIIIE OPI1K OR Lum CP APPROVED CC2 PIASUC N ACCORDANCE WITH IBC/FDC EMWE OCOR = rmsLY NSWIID N COMPLAmcE Will T SECTION MFE15 THE WWD LEAD REgAREWpDe OF TIE FLORIDA, BUILDING CODE OR NIFRENTOWL BUILDING CODE ERR DOELNa MEET THE IMPACT RLSISTAIR REGAARMENT FOR WNDSORNE DEBRIS REGIONS PEEINPIDR to CFBC/IBC} REV DATE DESCRIPTIDN SHEET 2 OF 2 15 -- ISEE REVISION HISTORY ON SHM ONE IOYI-e r LAC saNYF 11 1 to G OMY. NIWE'. ETCI PFR ORAIAO:T. N F.SRNED M SNfS I/1e• N. RWNO PU9WUT WITH (4) 14d/r SHEET FALh1RiE (ONE PER Rx' UEO YELL 31RACN FASIE)OD N 1{ G GAY. POTTER NWOE EACHMINCE 1NO( BRACQIS. FATTENED ro END SIDES M(4) NFD ro EADx BR. 4]@T 014410" s11EET MEAL SCTEWs AND (4) 1'a5/e' BOLTS ! NUTS //4_4/4• SFAF TAPPWO SCALTYS TWO 1/4' NA R11£15. r 10 RAEL SIIDRT STEM SIEFl ROLLER RON 51EF1 OR NYLON TIE MM- THE DESIGN OF THE SUPPORDNO SRUMM DENERR %WL BE 7HE RESPO"MLOY OF TIE FROFESSKKW. OF RECORD MR 1HE - - - OR SIRUCARE AND W ACCORDANCE NIx CUMEM BINLDINO CODES MR IKE LOADS L6IED ON 1ME ORAWUQ 2Ra A—aw A - MARK WMMELD, P.E PROD DMC I NOTE,' TRACK CONFIGURATION ABOVE THE DOOR OPENING DOES NOT AFFECT THE WIND LOAD RATING OF THIS DOOR_ RDRCOMK TRAM( 91PPORT BV DOOR WSTNLFR DO SU10 e• TAEL DDGIRs Alo uNDEA 13 G CAM SMEL. FUG BRACKET, FACIA FAIENED 10 WUCD JAYS WMN LHR TOP BRACKET DOUBLE HORIZONTAL TRACK jg (D) S/le" a1- S/ e" WCOD LAC scREws. H NT 2' GAY. SIEEL TRAM YIN. TRNK T10FJDIESS:.OeO' DO IBIF Ant I lOW NFAOROOM OPTON 1_• g TYF. 2-1/ ra12 G GAW. LDEF1 TRUCK BRACKET. S (4) TRACK BRM.NEIS PER SIDE i NFInROnYBAVMI N BFEOED. Inw DOORS MA W IAL 1ILAC( 1NICK NESS:.am' YK g TABEM2II1 llo AND TO TRAi( BRAGtEI _L• I (iYP I NOT10 EXCEID M b O.C. i' CTTP3-V2' DOg; FOR DoCom am IV-W HIGH. 11ACK CONRGUGTON SW31 NOT DIG® .A ON J FACT FACTORY FARMED. DETAIL FOR YORE OEIAEANOD. IDESIGNLOADS: +24.0 PSF h - 24.5 PSF TEST LOADS: +36.0 PSF h - 37.0 PSF C p ay e DUKE BLVD. Building PfOdUCfS MASON. N, OH 45040 C0n'1 On (513) 770-4800 MPG: PAN-2F153 v uminAD RATND W 4 xA) c nma sim 16'O' w x 16'0- H DATE, 1/3/97 DEscawTMN CLASSIC AND CH RP STEEL PAN DOUBLE -CAR, 16'W +24/-24. 5 PSF DRAWN A., y JAC IaLEmED NV, MWW BBRAVING NUN8ER1 101711 v", IBC CI. M Cwp^ Ucn All Right. Re -mi. IPPG30VAL 15279 Florida Building Code Online Page 1 of 5 BCIS Home Log In User Registration Hot Topics ( Submit Surcharge ! Stats & Facts Publications FBC Staff j BCIS Site Map Links } Search bLoTlkd Product Approval q "I'USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail may r FL # FL15217-R4 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Category Windows Subcategory Single Hung Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Urich, PE J Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FLI.5217 R4 COI FLCOI.odf Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2005 AAMA/WDMA/CSA 101/I.S.2/A440 2008 ASTM E1886 2005 ASTM E1996 2002 ASTM E1996 2005 ASTM E330 2002 http://www.floridabuilding.org/pr/P _app_dti.aspx?param=wGEVXQwtDgv3yVVKJZ1QR... 6/8/2017 Florida Building Code Online Page 2 of 5 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Go to Page F--] a Method 1 Option D 06/25/2015 06/30/2015 07/06/2015 08/19/2015 0 0 Page l/20 0 FL # Model, Number or Name Description 15217.1 SERIES 5500 PVC SH SERIES 5500 PVC SH TWIN NI CONTINUOUS HEAD AND SILL 84X84 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15217 R4 II 08-01928A.pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15217 R4 AE 512636A.odf PRESSURE RATINGS. Created by Independent Third Party: Yes 15217.2 SERIES 5500 PVC SH SERIES 5500 PVC SH NI 42X84 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15217 R4 II 08-01927A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15217 R4 AE 512635A.odf PRESSURE RATINGS. Created by Independent Third Party: Yes 15217.3 SERIES 5500 PVC SH SERIES 5500 PVC SH NI 48X72 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15217 R4 II 08-02719.pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15217 R4 AE 513503.odf PRESSURE RATINGS. Created by Independent Third Party: Yes 15217.4 SERIES GA 195 ALUMINUM SH SERIES GA 195 ALUMINUM SH NI 44X84 Limits of Use Installation Instructions Approved for use in HVHZ: No F1-15217 R4 II 08-00261E.pdf Approved for use outside HVHZ: Yes FL15217 R4 II 08-00262E.pdf Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Design Pressure: N/A Created by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS FL15217 R4 AE 510338C.odf Created by Independent Third Party: Yes 15217.5 SERIES GA 195 ALUMINUM SH SERIES GA 195 ALUMINUM SH NI 54X72 Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS217 R4 II 08-01331B.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15217 R4 AE 511943C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15217.6 SERIES GA 195 ALUMINUM SH SERIES GA 195 ALUMINUM SH NI 44X84 Limits of Use Installation Instructions Approved for use in HVHZ: No FL.15217 R4 II 08-0026SE.pdf Approved for use outside HVHZ: Yes Fi 15217 R4 Il 08-00266E.pdf Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Design Pressure: N/A Created by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS. FLIS217 R4 AE 510340D.odf Created by Independent Third Party: Yes 15217.7 SERIES GA 195 ALUMINUM SH SERIES GA 195 ALUMINUM SH NI 54X72 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15217 R4 II 08-012176.odf http://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 6/8/2017 Florida Building Code Online Page 3 of 5 Approved for use outside HVHZ: Yes FL15217 R4 II 08-01218B.odf Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Design Pressure: N/A Created by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS. FL15217 R4 AE 511797C.odf Created by Independent Third Party: Yes 15217.8 SERIES GA 195 ALUMINUM TRIPLE SH SERIES GA 195 ALUMINUM TRIPLE SH NI CONTINUOUS HEAD AND SILL 108X72 NON IMPACT Limits of Use Installation Instructions Approved for use in HVHZ: No FL15217 R4 II 08-02247A.odf Approved for use outside HVHZ: Yes Verified By: LUIS ROBERTO LOMAS 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15217 R4 AE 512967A.odf PRESSURE RATINGS. Created by Independent Third Party: Yes 15217.9 SERIES GA 195 ALUMINUM TWIN SH SERIES GA 195 ALUMINUM TWIN SH NI CONTINUOUS HEAD AND SILL 88 1/8X72 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15217 R4 II 08-00255D.odf Approved for use outside HVHZ: Yes FL15217 R4 II 08-00256D.odr Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Design Pressure: N/A Created by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS. FL15217 R4 AE 510335D.odf Created by Independent Third Party: Yes 15217.10 SERIES GA 195 ALUMINUM TWIN SERIES GA 195 ALUMINUM TWIN SH NI CONTINUOUS HEAD SH AND SILL 105 3/8X71 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15217 R4 II 08-00049D.odf Approved for use outside HVHZ: Yes FL15217 R4 II 08-00108D.odf Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Design Pressure: N/A Created by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS. FL15217 R4 AE 510053D.odf Created by Independent Third Party: Yes 15217.11 SERIES GA 275 THERMALLY SERIES GA 275 THERMALLY BROKEN ALUMINUM TILT SH NI BROKEN ALUMINUM SH 48X72 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15217 R4 II 08-00815D.odf Approved for use outside HVHZ: Yes FL15217 R4 II 08-00816D.odf Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Design Pressure: N/A Created by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS. FL15217 R4 AE 511360C.odf Created by Independent Third Party: Yes 15217.12 SERIES GA 275 THERMALLY SERIES GA 275 THERMALLY BROKEN ALUMINUM SH NI 55 BROKEN ALUMINUM SH 1/8X90 5/8 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15217 R4 II 08-02735.ndf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15217 R4 AE 513519.ndf PRESSURE RATINGS. Created by Independent Third Party: Yes 15217.13 SERIES GA 275 THERMALLY BROKEN ALUMINUM SH SERIES GA 275 THERMALLY BROKEN ALUMINUM SH NI 48X84 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15217 R4 II 08-02715.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15217 R4 AE 513497.pdf PRESSURE RATINGS. Created by Independent Third Party: Yes 15217.14 SERIES GA 275 THERMALLY SERIES GA 275 THERMALLY BROKEN ALUMINUM SH NI BROKEN ALUMINUM SH 36X60 FINLESS Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Installation Instructions FL15217 R4 II 08-02720.ndf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports http://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgv3yVVKJZ I QR... 6/8/2017 Florida Building Code Online Page 4 of 5 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15217 R4 AE 513504.Ddf PRESSURE RATINGS. Created by Independent Third Party: Yes 15217.15 SERIES GA 275 THERMALLY SERIES GA 275 THERMALLY BROKEN ALUMINUM SH NI BROKEN ALUMINUM SH 48X72 FINLESS Limits of Use Installation Instructions Approved for use in HVHZ: No FL15217 R4 11 08-02721.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15217 R4 AE 513505.1)df PRESSURE RATINGS. Created by Independent Third Party: Yes 15217.16 SERIES GA 275 THERMALLY SERIES GA 275 THERMALLY BROKEN ALUMINUM SH NI BROKEN ALUMINUM SH 48X84 FINLESS Limits of Use Installation Instructions Approved for use in HVHZ: No FL15217 R4 II 08-02722.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15217 P.4 AE 513506.adf PRESSURE RATINGS. Created by Independent Third Party: Yes 15217.17 SERIES GA 275 THERMALLY SERIES GA 275 THERMALLY BROKEN ALUMINUM TILT TWIN BROKEN ALUMINUM TWIN SH SH NI 88 1/2X72 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15217 R4 II 08-00817D.Ddi Approved for use outside HVHZ: Yes FL15217 R4 II 08-00818D.odf Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Design Pressure: N/A Created by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS. FL15217 R4 AE 511361C.Ddf Created by Independent Third Party: Yes 15217.18 SERIES GA 505 ALUMINUM SH SERIES GA 505 ALUMINUM SH NI 44X84 FINLESS Limits of Use Installation Instructions Approved for use in HVHZ: No FL15217 R4 11 08-0272.3.13df Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15217 R4 AE 513507.odf PRESSURE RATINGS. Created by Independent Third Party: Yes 15217.19 SERIES GA 505 ALUMINUM SH SERIES GA 505 ALUMINUM SH NI 52 1/8X95 1/2 FINLESS Limits of Use Installation Instructions Approved for use in HVHZ: No FL15217 R4 I1 08-02724.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15217 R4 AE 513508.odf PRESSURE RATINGS. Created by Independent Third Party: Yes 15217.20 SERIES GA 505 ALUMINUM SH SERIES GA 505 ALUMINUM SH NI 53 1/2X71 1/2 FINLESS Limits of Use Installation Instructions Approved for use in HVHZ: No 1`115217 R4 I1 08-02725.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15217 R4 AE 513509.Ddf PRESSURE RATINGS. Created by Independent Third Party: Yes Go to Page = Back fiext 10 10 Page l/200 Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. "Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: FvVA Rxk http://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 6/8/2017 Florida Building Code Online Page 5 of 5 Credit Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQWtDgv3yVVKJZ l QR... 6/8/2017 L. Roberto Lomas P.E. 233 W. Main St. Danville; VA 24541 434-688-0609 rllomasgc Irlomaspe.com Manufacturer: MI Windows and Doors LLC 1001 W. Crosby RD. Carrollton, TX 75006 Engineering Evaluation Report Product Line: Series GA 195 Aluminum SH Window — Non -Impact Report No.: 511797C Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61G20-3.005 method 1(d). The product listed herein complies with requirements of the Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01217, Revision B, and drawing number 08-01218, Revision B, prepared, signed and sealed by Luis Roberto Lomas P.E. 2. Test report No.: CCLI-11-031 signed by Wesley Wilson Construction Consulting Laboratory International, Carrollton, TX AAMA/WDMA/CSA 101/I.S.2/A440-05 Design pressure: +47.2/-50.Opsf Water penetration resistance: 6.Opsf (per gateway, report CCLI-13-157) 3. Anchor calculations, report number 511791-1 and comparative analysis report number 511791-2, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: Refer to installation drawing. Maximum unit size: 54" x 72" Units must be glazed per ASTM E 1300-04. This product is not rated to be used in the HVHZ. This product is not impact resistant and requires impact protection in wind borne debris regions. Frame material to be Aluminum 6063-T5. Installation: Units must be installed in accordance with approval document, 08-01217, Revision B and 08-01218, Revision B. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 11t11t1I/t g IR • L 0N •i NY.`CENSgcs' 0 51 yo TAT 0F` sjONA1_ t111-110 Luis R. Lomas, P.E. FL No.: 62514 05/04/2015 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. B. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 9. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 10. FRAME MATERIAL: ALUMINUM 5063—T5. 11. UNITS MUST BE GLAZED PER ASTM E1300-04, 12. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 13. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #8 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 14. 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. SHEET NO. 1 2 3 — 5 REVISIONS DESCRIPTION DATE APPROVED REVISED NAME 10/15/13 R.L. REVISED INSTALLATION DETAILS 05/04/15 R.L. 15. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #8 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16. ALL FASTENERS TO BE CORROSION RESISTANT. 17. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 5063—T5 1/8" THICK MINIMUM. MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD. CARROLLTON TEXAS 75006 TABLE OF CONTENTS SERIES GA 195 RECTANGULAR SH WINDOW 54" X 72" NON —IMPACT DESCRIPTION I NOTES NOTES ELEVATION AND CHARTS INSTALLATION DETAILS F.A. SCALE NTS I DATE NO, 08-01217 17/201 1 1SHEET 1 OF 5 SIGNED: 0610312015 iClo'/% sv•GE.N'y 9 i• d o;l Af!' F4TREV 0B I Ff HE 6" MAX 54" MAX FRAME WIDTH 12" MAX O.C. 6" MAX I 16"M O O.C. JI 2„ IAX AME IGHT Q 6" MAX ELEVATION VIEWED FROM EXTERIOR DESIGN PRESSURE RATING IMPACT RATING 47.2/-50.OPSF NONE 6" MAX ANCHORS TO BE EQUALLY SPACED SEE ANCHOR CHARTS FOR REQUIRED NUMBER OF ANCHORS REVISIONS REV DESCRIPTION DATE APPROVED A REVISED NAME 10/15/13 R.L. D REVISED INSTALLATION DETAILS 05/04/15 R.L. Design pressures for units glazed with IGU3/32" annealed (psf) Fram a Fra me width (in) Height 19.13 26.50 30.50 37.00 52.13 54.00 lin) Pos I Neg Pos Neg Pos Neg Pos Neg Pos Neg Pos Meg 26.00 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 38.38 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 53.3 53.3 53.3 53.3 50.63 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 53.5 53.5 53.5 53.5 54.63 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 53.4 53.4 53.4 53.4 62.00 60.0 75.0 60.0 75.0 60.0 75.0 6DO 70.8 51.1 51.1 48.3 48.3 72.00 60.0 75.0 60.0 75.0 60.0 73.9 60.0 61.6 42.9 42.9 42.9 42.9 In areas where water resistance is requueu, po-Ve aesign pressure is mmneu ro w ur r Design pressures for units glazed with IGU 118" annealed (pst) Frame Frame width (in) Height 19.13 26.50 30.50 37.00 52.13 54.00 in) Pos Neg Pos Neg Pos Neg Pos Neg Pos Neg Pos Neg 26.00 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 38.38 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 50.63 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 60.0 64.9 58.5 61.9 54.63 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 58.2 61.7 55.5 58.8 62.00 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 53.9 57.1 51.3 54.3 72.00 60.0 75.0 60.0 75.0 60.0 75.0 60.6 75.0 49.8 52.7 47.2 50.0 Number of anchors required Frame Unit width (in) Fie ig ht in) 19.13 Head Jamb 26.50 Head Jamb 30.50 Head Jamb 37.00 Head Jamb 1 52.13 Head Jamb 54.00 Head Jamb 26.0 3 2 3 2 3 2 5 3 5 3 38.4 3 3 3 3 3 3 5 4 5 4 50.8 3 3 3 4 3 4 5 5 5 5 54.6 it 3 3 3 4 3 4 5 5 5 5 62.0 3 4 3 4 3 5 5 5572.0 3 5 3 5 3 6 5 8 5 8 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD. CARROLLTON TEXAS 75006 SERIES GA 195 RECTANGULAR SH WINDOW 54" X 72" NON -IMPACT ELEVATION AND CHARTS DRAWN: DWG NO. F.A. 08-01217 SCALE NTS DATE 02/17/2011 sNEET2 OF 5 SIGNED: 0610312015 v,•C+E/Vy- J+ 6Vtug RB 1 0 7/16" MIN. EDGE DISTANCE WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT I 1 1/4" MIN. EMBEDMENT 1 /4" MAX. SHIM SPACE 8 WOOD SCREW EXTERIOR BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT MAX. SPACE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 REVISIONS REV DESCRIPTION DATE APPROVED A REVISED NAME 10/15/13 R.L. B REVISED INSTALLATION DETAILS 05/04/15 R.L. 1 1/4" MIN. 1/4" MAX. EMBEDMENT ' SHIM SPACE I INTERIOR 7/16" MIN. EDGE DISTANCE 8 WOOD J I SCREWTWOOD FRAMING EXTERIOR OR 2X BUCK BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD. CARROLLTON TEXAS 75006 SERIES GA 195 RECTANGULAR SH WINDOW 54" X 72" NON —IMPACT INSTALLATION DETAILS DRAWN: DWG NO. REV F.A. 08-01217 B SCALE NTS IDATE 02/17/2011 ISHEET3 OF 5 SIGNED: 0610312015 J E Mr,•v\C SF•cP . ir• Q, g6 . it TAT; OF REVISIONS REV DESCRIPTION DATE APPROVED A REVISED NAME 10/15/13 R.L. 5/8" MIN 8 REVISED INSTALLATION DETAILS 05/D4/15 R.L. EDGE DISTANCE~ r` 1 /4" MAX. METAL SHIM SPACE STRUCTURE BY OTHERS APPROVED SEALANT 1/4 MAX. 8 SMS OR SHIM SPACE SELF DRILLING SCREW #8 SMS OR INTERIOR SELF DRILLING SCREWS 5/8"" MIN. EDGE DISTANCE EXTERIOR INTERIOR T EXTERIOR METAL J BACKER ROD SILL TO BE SET STRUCTURE APPROVED IN A BED OF BY OTHERS APPROVED SEALANT BACKER ROD SEALANT JAMB INSTALLATION DETAIL APPROVED METAL STRUCTURE INSTALLATION SEALANT 1 /4" MAX. SHIM SPACE METAL STRUCTURE BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD. CARROLLTON TEXAS 75006 SERIES GA 195 RECTANGULAR SH WINDOW 54" X 72" NON -IMPACT INSTALLATION DETAILS DRAWN: DWG NO. F.A. 08-01217 SCALE NTS DATE 02/17/2011 SHE-4 OF 5 SIGNED: 0610312015 R IL 0 17 1iv •v\GENSF 9iP VR a iv`= FjORI P• ONALSS/1a\ 1 REVISIONS DATE APPROVEDREVDESCRIPTION A REVISED NAME 10/15/13 R.L. 2 1/2" MIN. 8 REVISED INSTALLATION DETAILS 05/04/15 R.L. EDGE DISTANCE CONCRETE/MASONRY BY OTHERS 4 - 4 1 1/4" MIN. OPTIONAL 1X BUCK EMBEDMENT SEE NOTES 3 — 7 SHEET 1 BACKER ROD 1/4" MAX. 1 1/4" MIN., 1/4" MAX. APPROVED SHIM SPACE EMBEDMENT SHIM SPACE SEALANT 3/16" TAPCON OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET I a '> INTERIOR 3/16" TAPCON n 1a EXTERIOR L rtnJ INTERIOR 2 1/2" MIN. EDGE ° SILL TO BE SET IN A BED OF DISTANCE EXTERIOR BACKER ROD APPROVED APPROVED SEALANT BACKER ROD SEALANT APPROVED71/4" MAX. SEALANT OPTIONAL 1X BUCK SHIM SPACE CONCRETE/MASONRY SEE NOTE 3 — 7 BY OTHERS SHEET 1 JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION CONCRETE/MASONRY BY OTHERS NOTES: 4 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE VERTICAL CROSS SECTION DESIGNED INACCORDANCE WITHASTM E2112 CONCRETE/MASONRY INSTALLATION SIGNED: 0610312015 MI WINDOWS ANDDOORSLLC W. RD. 11 10 CARROLLTON TEXAS 75006 GENSq'.J" SERIES GA 195 RECTANGULAR SH WINDOW 54" X 72" NON —IMPACT py6 INSTALLATION DETAILS TAT OE , 4 DRAWN: DWG N0. QR`Q(P REV07 B 8E SCALE50 NTS DATED2172D1SHEET5 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 9. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 10, FRAME MATERIAL: ALUMINUM 6063-T5. 11, UNITS MUST BE GLAZED PER ASTM E1300-04. 12, APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 13. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #8 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 14. 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. REVISIONS DESCRIPTION DATE APPROVED REVISED NAME 10/15/13 R.L. REVISED INSTALLATION DETAILS 05/04/15 1 R.L. 15. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #8 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16. ALL FASTENERS TO BE CORROSION RESISTANT. 17. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KS1 OR ALUMINUM 5063-T5 1/8" THICK MINIMUM. TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 ELEVATION AND CHARTS 3 - 5 INSTALLATION DETAILS SIGNED: 0610312015 MI WINDOWS AND DOORS LLC W. R J\ titRtl to// 9J" CARROLLTON TEXAS 75006 v;•\XGE I pSERIESGADESIGNERSHWINDOW 54" 72" NON -IMPACTX NOTES A TAT OF sn'clpRt04;\`:U\\ DRAWN: DWC NO. REV OS 1 B B J/0NA,tSOSCALEDATENITS02/17/2011 1 OF 5 I a 54" MAX FRAME WIDTH 6" MAX 12- MAX O.C. 6" MAX 6"+ MAX / ANCHORS TO BE EQUALLY SPACED SEE ANCHOR CHARTS FOR REQUIRED NUMBER OF 16" MAX ANCHORS O. I C. 72" J MAX FRAME HEIGHT 4 T 6" MAX ELEVATION VIEWED FROM EXTERIOR DESIGN PRESSURE RATING IMPACT RATING 47.2/-50.OPSF NONE REVISIONS REV DESCRIPTION DATE APPROVED A REVISED NAME 10/15/13 R.L. B REVISED INSTALLATION DETAILS 05/04/15 1 R.L. Design pressures for units glazed with IOU 3132" annealed (psf) Frame Frame width (In) Height 19.13 26.50 30.50 37.00 52.13 54.00 in) Pos Nag Pos Neg Pas Neg Pos Neg Pas Neg Pos Neg 26.00 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 38.38 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 53.3 53.3 53.3 53.3 50.63 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 53.5 53.5 515 53.5 54.63 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 53.4 53.4 53.4 53.4 62.00 60.0 75.0 60.0 75.0 60.0 75.0 60.0 70.8 51.1 51.1 48.3 48.3 72.00 60.0 75.0 60.0 75.0 60.0 73.9 60.0 61.6 42.9 42.9 42.9 42.9 Design pressures for units glazed with IOU 1/8"annealed (psf) Frame Frame width (in) Height 19.13 26.50 30.50 37.00 1 52.13 54.00 in) Pos Neg Pos Neg Pos Neg Pos Neg Pos Neg Pos Neg 28.00 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 38.38 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 50.63 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 60.0 64.9 58.5 61.9 54.63 6D.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 58.2 61.7 55.5 58.8 62.00 60.0 75.0 60.0 75.0 60.0 75.0 60.0 75.0 53.9 57.1 51.3 54.3 72.00 60.0 75.0 60.0 75.0 60.0 75.0 60.0 7Lo 49.8 52.7 47.2 SO 0 Number of anchors required Frame Unit width (in) Height in) 19.13 Head Jamb 26.50 Head Jamb 30.50 Head Jamb 37.00 Head Jamb 1 52.13 Head Jamb 54.00 Head Jamb 26.0 2 2 3 2 3 2 3 2 5 3 5 3 38.4 2 3 3 3 3 3 3 3 5 4 5 4 50.6 2 3 3 3 3 4 3 4 5 5 5 5 54.6 2 3 3 3 3 4 3 4 5 5 5 5 62.0 2 4 3 4 3 4 3 5 5 5 5 5 72.0 2 4 3 5 3 5 3 6 5 6 5 6 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD. CARROLLTON TEXAS 75006 SERIES GA 195 DESIGNER SH WINDOW 54" X 72" NON -IMPACT ELEVATION AND CHARTS DRAWN: DWG NO. REV F.A. 08-01218 B SCALE NITS I DATE 02/17/2011 ISHEET2 OF 5 SIGNED: 0610312015 4 .,•GENSFgJ+ 7/16" MIN. EDGE DISTANCE WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT r 1 1/4" MIN. EMBEDMENT 1 /4" MAX. SHIM SPACE 8 WOOD SCREW 7vEXTERIOR BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS INTERIOR LL TO BE SET A BED OF PROVED ALANT MAX. SPACE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 1/4" MIN._ EMBEDMENT 7/16" MIN. EDGE DISTANCE 8 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS REVISIONS REV DESCRIPTION DATE APPROVED A REVISED NAME 10/15/13 R.L. B REVISED INSTALLATION DETAILS 05/04/15 R.L. T 1/ 4" MAX. SHIM SPACE 7 INTERIOR EXTERIOR BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD. CARROLLTON TEXAS 75006 SERIES GA 195 DESIGNER SH WINDOW 54" X 72" NON -IMPACT INSTALLATION DETAILS DRAWN: DWG NO. F. A. 08-01218 SCALE NT$ IDATE 02/17/2011 ISHEF3 OF 55 SIGNED: 0610312015 I REVISIONS REV DESCRIPTION DATE APPROVED A REVISED NAME 10/15/13 R.L. 5/8" MIN B REVISED INSTALLATION DETAILS 05/04/15 R.L. EDGE DISTANCE~ 1/4" MAX. METAL SHIM SPACE STRUCTURE BY OTHERS APPROVED SEALANT 1/4" MAX. 8 SMS OR SHIM SPACE SELF DRILLING SCREW #8 SMS OR INTERIOR SELF DRILLING SCREWS 5/8" MIN. EDGE DISTANCE EXTERIOR INTERIOR EXTERIOR METAL J BACKER ROD SILL TO BE SET STRUCTURE APPROVED IN A BED OF BY OTHERS SEALANT APPROVED BACKER ROD SEALANT JAMB INSTALLATION DETAIL APPROVED METAL STRUCTURE INSTALLATION SEALANT 1 /4" MAX. SHIM SPACE METAL STRUCTURE BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD. CARROLLTON TEXAS 75006 SERIES GA 195 DESIGNER SH WINDOW 54" X 72" NON -IMPACT INSTALLATION DETAILS DRAWN: DWG N0. REV F.A. 08-01218 B SCALE NT$ DATE 02/17/2011 S"-4 OF 5 SIGNED: 0610312015 IILl07 1/ i 0 Fl REVISIONS REV DATE APPROVEDDESCRIPTION A REVISED NAME 10/15/13 R.L. 2 1/2" MIN. 8 REVISED INSTALLATION DETAILS 05/04/15 R.L. EDGE DISTANCE CONCRETE/MASONRY BY OTHERS e 1 1/4" MIN. OPTIONAL 1X BUCK EMBEDMENT SEE NOTES 3 — 7 SHEET 1 i BACKER ROD 1/4" MAX. 1 1/4" MIN., 1/4" MAX. APPROVED SHIM SPACE EMBEDMENT SHIM SPACE SEALANT 3/16" TAPCON OPTIONAL 1X BUCK SEE NOTES 3 — 7 e SHEET 1 a IF INTERIOR 3/16" TAPCON a EXTERIOR INTERIOR 2 1/2" MIN. EDGE SILL TO BE SET IN A BED OF DISTANCE EXTERIOR BACKER ROD APPROVED APPROVED SEALANT BACKER ROD SEALANT APPROVED 1/4" MAX. SEALANT OPTIONAL 1X BUCK SPACE CONCRETE/MASONRY SEE NOTE 3 — 7 ESHIM BY OTHERS SHEET 1 JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION CONCRETE/MASONRY BY OTHERS a. n NOTES: a- 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE VERTICAL CROSS SECTION DESIGNED IN ACCORDANCE WITH ASTM E2112 CONCRETE/MASONRY INSTALLATION SIGNED: 0610312015 MI WINDO WS ANDBDOORS LLC CRRD. J\5 1R(l;'a% CARROLLTON TEXAS 75006 v GElv'q F%_ SERIES GA DESIGNER SH WINDOW e- *!' X 54' 72 NON —IMPACT INSTALLATION DETAILS r/,F( fDpTAT OF REV DRAWN: DWG NO. F. A. 08-01218 B/s/ONAL SCALE NITS DATE 02/17/2011 1HEET55 OF cJ Akk 1 Florida Building Code Online Page 1 of 3 Comments Archived _... Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717)365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Horizontal Slider 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 the Luis Roberto Lomas Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL.1.5288 R2 COI Fi..001.odf Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2005 AAMA/WDMA/CSA 101/I.S.2/A440 2008 ASTM E1886 2005 ASTM E1996 2002 ASTM E1996 2005 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 6/8/2017 Florida Building Code Online Page 2 of 3 I affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity "1Yes -? No I N/A FL15288 R2 COC FL15288-COMP.odf Product Approval Method Method 1 Option D Date Submitted 04/30/2015 Date Validated 04/30/2015 Date Pending FBC Approval Date Approved 05/10/2015 Summary of Products FL # Model, Number or Name Description 15288.1 SERIES GA 198 ALUMINUM SERIES GA 198 ALUMINUM HORIZONTAL SLIDER 72X54 HORIZONTAL SLIDER Limits of Use Installation Instructions Approved for use in HVHZ: No FL15288 R2 II 08-00055D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15288 R2 AE 510059-1C.pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15288.2 SERIES GA 198 ALUMINUM SERIES GA 198 ALUMINUM HORIZONTAL SLIDER 72X54 HORIZONTAL SLIDER Limits of Use Installation Instructions Approved for use in HVHZ: No FL15288 R2 II 08-00054C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL.1.5288 R2 AE 51.0058-1.C.pdf PRESSURE RATINGS. UNITS MUST BE GLAZED IN Created by Independent Third Party: Yes ACCORDANCE WITH ASTM E1300-04. 15288.3 SERIES GA 198 ALUMINUM XOX SERIES GA 198 ALUMINUM XOX HORIZONTAL SLIDER HORIZONTAL SLIDER 108X48 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15288 R2 II 08-00056D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15288 R2 AE 510060-2B.pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15288.4 SERIES GA 198 ALUMINUM XOX HORIZONTAL SLIDER SERIES GA 198 ALUMINUM XOX HORIZONTAL SLIDER Limits of Use Installation Instructions Approved for use in HVHZ: No FL15288 R2 II 08-00057D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15288 R2 .AE 510061-2B.pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15288.5 SERIES GA 278 ALUMINUM HORIZONTAL SLIDER SERIES GA 278 ALUMINUM HORIZONTAL SLIDER 84X60 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15288 R2 II 08-00819B.pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15288 R2 AE 51.1362-2B.Ldf PRESSURE RATINGS. UNITS MUST BE GLAZED IN Created by Independent Third Party: Yes ACCORDANCE WITH ASTM E1300-04. 15288.6 SERIES GA 7780 PVC HORIZONTAL I SERIES GA 7780 PVC HORIZONTAL SLIDER 72 1/2" X 49 SLIDER http://www.floridabui]ding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 6/8/2017 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15288 R2 II 08-00153C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: +50/-50 Evaluation Reports Other: FRAME MATERIAL TO BE RIGID PVC FROM VEKA FLI.5288 R2 AE 11062401,ndf AAMA CERTIFIED (VK-1) FLA5288 R2 AE 5.10236C.odf Created by Independent Third Party: Yes 15288.7 SERIES GA 7780 PVC HORIZONTAL SLIDER SERIES GA 7780 PVC HORIZONTAL SLIDER 73X49 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15288 R2 I1 08-00312C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15288 R2 AE 510415-IB Odf PRESSURE RATINGS. FRAME MATERIAL TO BE RIGID PVC Created by Independent Third Party: Yes FROM VEKA AAMA CERTIFIED (VK-1) 15288.8 SERIES GA 7780 PVC HORIZONTAL SLIDER SERIES GA 7780 PVC HORIZONTAL SLIDER 73X49 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15288 R2 I1 08-00176C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: +50/-50 Evaluation Reports Other: FRAME MATERIAL TO BE RIGID PVC FROM VEKA FL15288 R2 AE 510263-IB.Ddf AAMA CERTIFIED (VK-1) Created by Independent Third Party: Yes 15288.9 SERIES GA 7780 PVC HORIZONTAL LIDER SERIES GA 7780 PVC HORIZONTAL SLIDER Limits of Use Installation Instructions Approved for use in HVHZ: No FL15288 R2 11 08-00317C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15288 R2 AE 510418-1B.Ddf PRESSURE RATINGS. FRAME MATERIAL TO BE RIGID PVC Created by Independent Third Party: Yes FROM VEKA AAMA CERTIFIED (VK-1) Back Hext Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Coovriaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: Credit Card . Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 6/8/2017 L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24541 434-688-0609 rliomas@irlomaspe.com Manufacturer: MI Windows and Doors LLC 1001 W. Crosby RD. Carrollton, Texas 75006 Engineering Evaluation Report Product Line: Series GA 198 Aluminum Horizontal Slider 72" x 54" — Non -Impact Report No.: 510058-1 C Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-00054, Revision C, prepared, signed and sealed by Luis Roberto Lomas P.E. 2. Test report No.: CCLI-11-029 signed by Jeffrey Crump Construction Consulting Laboratory, International, Carrollton TX AAMANVDMA/CSA 101/I.S.2/A440-08 Design pressure: +40.Opsf/-50.Opsf Water penetration resistance 6.Opsf 3. Comparative analysis with anchor calculation, report number 510058A, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: See approval document Maximum unit size: 72" x 54" Approved configurations: OX, XO Units must be glazed per ASTM E 1300-04. This product is not rated to be used in the HVHZ. This product is not impact resistant and requires impact protection in wind borne debris regions. Frame material to be extruded Aluminum 6063-T5. Installation: Units must be installed in accordance with approval document, 08-00054, Revision C Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 ti! i 0 51 TATE OF o; 0cS' F MD. S,OI I I I I NA` v,,, Luis R. Lomas, P.E. FL No.: 62514 10/ 25/2013 L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24541 434-688-0609 rllomas@lrlomaspe.com Manufacturer: MI Windows and Doors LLC 1001 W. Crosby RD. Carrollton, Texas 75006 Engineering Evaluation Report Product Line: Series GA 198 Aluminum Horizontal Slider 72" x 54" — Non -Impact Report No.: 510059-1 C Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-00055 revision D, prepared, signed and sealed by Luis Roberto Lomas P.E. 2. Test report No.: CCLI-11-029 signed by Jeffrey Crump Construction Consulting Laboratory, International, Carrollton, TX AAMANVDMA/CSA 101/I.S.2/A440-08 Design pressure: +40.0/-50.Opsf Water penetration resistance 6.Opsf 3. Comparative analysis with anchor calculation, report number 510059A, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: See approval document Maximum unit size: 72" x 54" Approved configurations: OX, XO Units must be glazed per ASTM E 1300-04. This product is not rated to be used in the HVHZ. This product is not impact resistant and requires impact protection in wind borne debris regions. Frame material to be extruded Aluminum 6063-T5. Installation: Units must be installed in accordance with approval document, 08-00055 revision D Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 S R• I tL/b l Nv 451 •*. TATE 0 F 0' A,ORIQP• ONAL Luis R. Lomas, P.E. FL No.: 62514 10/23/2013 L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24541 434-688-0609 Manufacturer: MI Windows and Doors LLC 1001 W. Crosby Road Carrollton, TX. 75006 Product Line: Series GA 278 Aluminum HS Window Non -Impact Engineering Evaluation Report Report No.: 511362-2B Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-00819 revision B, titled Series GA 278 Aluminum HS Window Non - Impact, prepared, signed and sealed by Luis Roberto Lomas P.E. 2. Test Report No. CCLI-12-151 signed by Wesley Wilson Construction Consulting Laboratory, International, Carrollton, TX AAMA/WDMA/CASA 101/I.S.2/A440-08 Design pressure: ±40.Opsf Water penetration resistance 6.Opsf 3. Anchor calculations, report number 511362, prepared, signed and sealed by Luis Roberto Lomas P.E. 4. Comparative analysis report number 511362-1, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: Refer to chart in approval document. Maximum unit size: 84" x 60" Units must be glazed per ASTM E 1300-04. This product is not rated to be used in the HVHZ. This product is not impact resistant and requires impact protection in wind borne debris regions. Frame material to be extruded Aluminum 6063-T5. Installation: Units must be installed in accordance with approval documents, 08-00819 revision B. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 111111// 5 R • L O ii v \\G E Ns: 0 51 • # o 0 . TAT E OF ii0'n S :cC O R Mt S/ONAL1ti. Luis R. Lomas, P.E. FL No.: 62514 10/25/2013 A EOUALLY SPACED ANCHORS TYP. AT 54" HEAD,StLL MAX. p / / o &JAMBS) EIGHT o / 0 B I B A 72" MAX. WIDTH ELEVATION VIEWED FROM EXTERIOR DESIGN PRESSURE RATING IMPACT RATING 40.0 PSF 50.0 PSF NONE Ma,1mom deyon oressora caoadtv chart Single Panel and Total Uni Width (in) Height in) 12.0 . 18.0 24.0 30.0 1 36.0 24.0 36.0 48.0 60.0 72.0 Pos Meg Pos Meg Pos Meg Pos Meg Pos Meg 12.0 40.0 75.0 40.0 75.0 40.0 75.0 40.0 75.0 40.0 75.0 24.0 40.0 75.0 40.0 75.0 40.0 75.0 40.0 75.0 4D.0 75.0 36.0. 40.0 75.0 40.0 75.0 40.0 75.0 40.0 75.0 40.0 75.0 42.0 40.0 75.0 40.0 75.0 40.0 75.0 40.0 75.0 40.0 75.0 48.0 40.0 75.0 40.0 75.0 40.0 75.0 40.0 65.5 40.0 60.0 54.0 40.0 75.0 40.0 75.0 40.0 64.3 40.0 55.4 4D.0 50.0 Number or anchors required Ilnitc anrhnrad „Unn 6a wood-1-1-Min Fmhodmont Single Panel and Total Unit VJdth (in) Height 12.0 18.0 24.0 30.0 36.0 in) 24.0 Head Jamb 36.0 Head Jamb 48.0 Head Jamb 1 60.0 Head Jamb 72.0 Head Jamb 12.0 2 1 2 1 3 1 3 1 3 1 24.0 2 2 2 2 3 2 3 2 3 3 36.0 2 2 2 2 3 3 4 3 4 4 42.0 2 3 2 3 3 3 4 4 5 4 4B.0 2 3 3 3 3 4 4 4 4 4 54.0 2 3 3 3 3 4 4 4 4 4 REVISIONS DESCRIPTION DATE APPROVED REVISED TO COMPLY WITH 2O07 FBC 8/13/08 R.L. REVISED PER NEW TESTING 04/22/11 R.L. REVISED NAME 10/15/13 R.L. NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2) OPENING TO BE DESIGNED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. OPENING DESIGN IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) CONTRACTOR IS RESPONSIBLE FOR MAINTAINING STRUCTURAL INTEGRITY OF WINDOW OPENING AND ALL WOOD FRAMING AROUND WINDOW. 4) WINDOW FRAME MATERIAL TO BE ALUMINUM ALLOY 6063 5) ALL FASTENERS, NUTS AND WASHERS SHALL BE MADE OF CORROSION RESISTANT MATERIAL. 6) SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1 /4". 7) INSTALL UNITS IN SPRUCE PINE FIR USING .120" DIAMETER NAIL OR #8 WOOD SCREW SEE CHARTS FOR NUMBER OF ANCHORS AND MINIMUM EMBEDMENT REQUIRED. 8) APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 9) CAULK BEHIND WINDOW FLANGE AT HEAD, SILL AND JAMBS. 10) USE CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW. 11) WHERE WATER RESISTANCE TEST REQUIREMENT OF 15% OF DESIGN LOAD APPLIES, POSITIVE DESIGN PRESSURE IS LIMITED TO 40PSF DUE TO WATER TEST PRESSURE OF 6PSF ACHIEVED IN TEST. 12) IF EXACT WINDOW SIZE IS NOT LISTED USE NEXT LARGER SIZE FOR THE APPROPRIATE DESIGN PRESSURE. 13) 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. 14) UNITS MUST BE GLAZED IN ACCORDANCE WITH ASTM E1300. Number of anchors required 11.its anrhnrad,,c- 120 di -molar r7-rnmm-nait I1AP'Mi. Fmhadmont Single Panel and Total Unit Wldth (in) Height 12.0 18.0 24.0 70.0 36.0 in) 24.0 Head I Jamb 36.0 Head Jamb 48.0 Head Jamb 60.0 - Head Jamb 72.0 Head Jamb 12.0 2 1 2 2 3 2 4 2 4 3 24.0 2 2 3 3 5 4 6 5 8 5 36.0 3 4 4 5 6 6 8 7 10 8 42.0 3 4 5 6 7 7 9 9 11 10 48.0 4 5 6 6 8 8 9 9 10 9 54.0 4 5 6 7 7 8 8 9 9 9 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD. CARROLLTON, TX 75006 SERIES GA 198 HORIZONTAL SLIDER 72" X 54" ELEVATION AND GENERAL NOTES DRAWN: I REV R.L. 08-00054 C SCALE NTS DATE 1 /1 2/07 1 SHEET 1 OF 2 SIGNED: 1011812013 v •CVO E N SF iP 0,46 1 JTAT tV sS7/1NAl1 G N. SHEATHING BY OT11— CAL BEHIND PERIMETER CAULK BY OTHERS FIN TYPE FRAME HEADER IN JT FRAMING BY OTHERS INSTALLATION ANCHOR F MAX. M SPACE REVISIONS REV DESCRIPTION DATE APPROVED A REVISED TO COMPLY WITH 2007 F8C 8/13/08 R.L. 8 REVISED PER NEW TESTING 04/22/11 R.L. C REVISED NAME 10/15/13 R.L. WINDOW WIDTH FRAMING BY OTHERS 1/4" MAX. SHIM SPACE 1/4" MAX. SHIM SPACE INTERIOR I-21 J J D 1-1/2" MIN. 1-1/2" MIN. EMBEDMENT EMBEDMENT SHEATHING SHEATHING BY OTHERS BY OTHERS CAULK BEHIND FIN _ y CAULK BEHIND FIN INSTALLATION ANCHOR GLAZING TYP. FIN TYPE-/ INSTALLATION ANCHOR EXTERIOR INTERIOR FRAME JAMB n PERIMETER CAULK EXTERIOR PERIMETER CAULKtnWINDOW HEIGHT BY OTHERS BY OTHERS GLAZING TYP. FIN TYPE FRAME SILL PERIMETER CAULK BY OTHERS INSTALLATION ANCHOR SECTION A —A MAX. A SPACE dIN. EMBEDMENT MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD. CARROLLTON, TX 75006 SERIES GA 195 HORIZONTAL SLIDER 72" X 54" INSTALLATION DETAILS DRAWN: DWG NO. R.L. 08-00054 SCALE NT$ DATE 1/12/07 ISHEET2 OF 2 C E N S qiP 0,.6 81 +t TTATT rE OF -,,: REV •'`r•.<ORIOP •„,.'^, d FOR ANCHOR SPACING SEE CHARTS & NOTE 7-- 1 B A f, MA: HEIG A 72" MAX. WIDTH ELEVATION VIEWED FROM EXTERIOR DESIGN PRESSURE RATING IMPACT RATING 40.0 PSF 50.0 PSF NONE Maid- dedan areasare caaaclN char[ lain Single Panel and Total Unit VMdth (in) Height 12.0 1 18.0 24.0 30.0 1 36.0 in) 24.0 36.0 48.0 60.0 72.0 Pos Ney Pos Nag Pos Nep Pos Nag Pos Nep 12.0 40.0 75.0 40.0 75.0 40.0 75.0 40.0 75.0 40.0 75.0 24.0 40.0 75.0 40.0 75.0 40.0 75.0 40.0 75.0 40.0 75.0 36.0 40.0 75.0 40.0 75.0 40.0 75.0 40.0 75.0 40.0 75.0 42.0 40.0 75.0 40.0 75.0 40.0 75.0 40.0 75.0 40.0 75.0 48.0 40.0 75.0 40.0 75.0 40.0 75.0 40.0 65.5 40.0 60.0 54.0 40.0 75.0 40.0 75.0 40.0 64.3 40.0 55.4 40.0 50.0 Number a! a nch ara .[.abed Single Panel and Total Lhiit Width (in) Height 12.0 1 18.0 24.0 -. 30.0 1 36.0 in) 24.0 Head I Jamb 36.0 Head Jamb 48.0 Head Jamb 60.0 Head Jamb 72.0 Head Jamb 12.0 2 1 3 1 3 1 4 1 4 2 24.0 2 2 3 2 3 2 4 2 4 3 36.0 2 3 3 3 3 3 4 4 5 4 42.0 2 3 3 3 3 4 4 4 5 5 48.0 2 3 3 3 4 4 4 4 5 5 4.0 2 3 3 4 4 4 4 4 4 4 REVISIONS REV APPROVEDDESCRIPTIONDATE A REVISED TO COMPLY WITH 2O07 FBC 8/13/08 R.L. 8 REVISED PER NEW TESTING 04/20/11 R.L. C REVEIWED PER 2010 CODE 02/15/12 R.L. D REVISED NAME 10/15/13 R.L. NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENS OF THE FLORIDA BUILDING CODE. I 2) OPENING TO BE DESIGNED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. OPENING DESIGN IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) CONTRACTOR IS RESPONSIBLE FOR MAINTAINING STRUCTURAL INTEGRITY OF WINDOW OPENING AND ALL WOOD FRAMING AROUND WINDOW. 4) WINDOW FRAME MATERIAL TO BE ALUMINUM ALLOY 6063 5) ALL FASTENERS, NUTS AND WASHERS SHALL BE MADE OF CORROSION RESISTANT MATERIAL. 6) SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 7) INSTALL UNITS IN SPRUCE PINE FIR USING #8 WOOD SCREW OF SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT. INSTALL UNITS IN MASONRY/CONCRETE USING 3/16" TAPCON OF SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT AND 2 1/2" MINIMUM EDGE DISTANCE. 8) APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN WIND BORNE DEBIRS REGIONS.. 9) CAULK BEHIND WINDOW FLANGE AT HEAD, SILL AND JAMBS. 10) USE CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW. 11) WHERE WATER RESISTANCE TEST REQUIREMENT OF 15% OF DESIGN LOAD APPLIES, POSITIVE DESIGN PRESSURE IS LIMITED TO 40PSF DUE TO WATER TEST PRESSURE OF 6PSF ACHIEVED IN TEST. 12) IF EXACT WINDOW SIZE IS NOT LISTED USE NEXT LARGER SIZE FOR THE APPROPRIATE DESIGN PRESSURE. 13) 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. 14) UNITS MUST BE GLAZED IN ACCORDANCE WITH ASTM E1300-04 SIGNED: 1011812013 MI WINDIO WSW ARDBDOORS LLC CARROLLTON, TX 75006 0RII1 Q;i' ti •-\GEIVy LP!5 1' ! SERIES GA 198 HORIZONTAL SLIDER 72 X 54 r%y„pJELEVATIONANDGENERALNOTES 5 A TAT OF (gam. fi•.'°t 0R1' t, DRAWN: DWG NO. REV R.L. 08-00055 D SiPj•".. xx f/1iNIAI t``\`\\.. SCALE NITS DATE 1/12/07 SHEET OF 2 REVISIONS INSTALLATION 2 1/2" MIN. ANCHOR EDGE DISTANCE REV DESCRIPTION DATE APPROVED CONCRETE/MASONRY A REVISED TO COMPLY WITH 2O07 FBC 8/13/08 R.L. CAULK BETWEEN BY OTHERS WOOD BUCK & B REVISED PER NEW TESTING 04/20/11 R.L. MASONRY OPENING C REVEIWED PER 2010 CODE 02/15/12 R.L. ONE BY WOOD Q / EMBEDMENT BY OTHERSD REVISED NAME 10/15/13 R.L. BUCK BY OTHERS1/4" MIN. CAULK BETWEEN WINDOW Q a FLANGE & WOOD BUCK ONE BY WOOD BUCK BY OTHERS WINDOW WIDTH ONE BY WOOD 1/4" MAX. SHIM SPACE 1/4" MAX. SHIM SPACE— BUCK BY OTHERS PERIMETER CAULK) 1 1/4" MIN. EMBEDMENT INTERIOR EMBEDMENT " MIN. BY OTHERS SHIM MAX. FLANGE TYPESHIMSPACE WINDOW FRAME FLANGE TYPE JAMB INSTALLATIONWINDOWFRAMERIGIDFILLER INSTALLATION p A d ANCHORHEADERANCHOR 2 1 /2" 2 1 /2" MIN EDGE L—J MIN. EDGE EXTERIOR INTERIOR DISTANCE o a a DISTANCE GLAZING TYP. RIGID FILLER WINDOW CAULK BETWEEN EXTERIOR CAULK BETWEEN WINDOW WOOD BUCK & CAULK N HEIGHT WOOD BUCK & FLANGE &WOOD BUCK MASONRY OPENINGMASONRYOPENINGPERIMETERCAULK BY OTHERS BY OTHERS BY OTHERS CONCRETE/MASONRY SECTION B-B CONCRETE/MASONRY BY OTHERS BY OTHERS GLAZING TYP. FLANGE TYPE WINDOW FRAME SILL PERIMETER CAULK - BY OTHERS - SILL STOOL MI WINDOWS AND DOORS LLCLO111I11cII i BY OTHERS 1001 W. CROSBY RD. J S f.... CARROLLTON, TX 75006 v••V\GEN,9,..,+% 4 SERIES GA 198 HORIZONTAL SLIDER = ir• 0 65 k _' 72 X 54 CAULK BETWEEN WINDOW FLANGE INSTALLATION DETAILS -p TAT ijt PRE CAST SILL WITH VULKEM i.c• PRE CAST SILL 116 ADHESIVE CAULK OR DRAWN: DWG NO. REV BY OTHERS SECTIONA-A APPROVED EQUAL SALE ontE 08 500055 D/ijsONAI,Ea NTS1/12/07 2 OF 2 FOR ANCHOR SPACING SEE NOTES 10 AND 11-\ SHEET 1 AND CHARTS SHEET 2 B 84" MAX. O.A. WIDTH 42 1/2" MAX. SASH WIDTH A O 0 0 0 0 0 O 0 O 0 0 0 57 O MAX. SASH HEIGHT 55 3/16" 60" b O O 0 XHEIGHT MAX. p,A O D.L.O. HEIG 0 B 0 o o O o 0 0 O 0 0 0 00 SERIES 2800 ALUMINUM HS WINDOW A J EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40PSF NONE FOR ADDITIONAL SIZES AND RATINGS SEE CHARTS SHEET 2 APPROVED CONFIGURATIONS: OX, XO Maximum design pressure capacity chart (psQ Series 2800 Aluminum Horizontal Sliding Window. Non•ImDact Single Panel and Total Unit Width (in) 11.75 1 17.75 23.75 1 29.75 35.75 42.00 23.5 os Neg 35.5 Pos Neg 47.5 Pos Neg 59.5 Pos Nag 71.5 Pos Neg 84.0 Poe Neg 0.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.1 40.0 60.0 0.0 60.0 40.0 60.0 40.0 60. 440.0 60.0 40.0 60.0 40.0 60.0 0.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0ff0460.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 0.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 601. 440.0 60.0 40.0 60.0 40.0 60.0 402 58.9 40.0 60.0 40.0 60.0 40.0 60.0 40.0 57.0 40.0 51.4 40.0 48.0 40.0 60.0 40.0 60.0 40.0 57.3 40.0 48.8 40.0 43.5 40.0 40.0 Single Panel and Total Unit Width (in) 11.75 17.75 23.75 29. 16 75 42.00 Height in) 23.50 H65 Jamb 35.50 HSS amb 47.50 HBS Jamb 59..50 HBS Jamb 84.00 HBS amb 11.5 1 1 2 1 3 1 3 1 5 1 17.5 2 2 3 2 4 2 5 2 7 2 23.5 2 2 3 2 4 2 6 2 8 2 29.5 2 2 4 2 5 2 7 3 10 3 35.5 3 3 4 3 6 3 7 3 11 3 41.5 3 3 5 3 6 4 8 4 13 4 47.5. 3 3 5 4 7 4 9 5 14 6 53.5 4 4 6 4 8 5 9 6 12 6 60.0 4 4 6 5 8 6 9 6 11 6 A X. IT Horizon tal I ical Window Horizontal Call Size Window HorizontalIFD Window VerticalCallSize Window VerticalIFD 2-0 23 112 1-0 11 1/2 3-0 35 1/2 1-6 17 1/2 4-0 47 1/2 2-0 23 1/2 5-0 59 1/2 2-6 29 1/2 6-0 71 1/2 3-0 35 1/2 SPCL 84 3-6 41 1/2 4-0 47 1/2 4-6 53 1/2 SPCL 60 Ahimher of anrhnrt ram f-d fnr -ift -inn a A ..H tl rew Single Panel and Total Unit Width (in) 11.75 17.75 23.75 - 29.75 35.75 42.00 Height in) 23.60 HBS Jamb 35.50 H85 Jamb 47.50 HBS Jamb 59.50 HBS jJamb 71.50 HBS Jamb 584.00 HBS Jamb 11.5 i 1 2 1 2 1 2 1 3 1 3 1 17.5 1 2 2 2 2 2 2 2 3 2 3 2 23.6 1 2 2 2 2 2 2 2 3 2 3 2 29.5. 1 2 2 2 2 2 3 2 3 2 4 2 35.5 1 3 2 3 2 3 3 3 4 3 4 3 41.5 1 3 2 3 3 3 3 3 4 3 5 3 47.5 1 3 2 3 3 3 3 3p4P4 5 3 SJ.5 2 4 2 4 3 4 4 4 4 4 80.0 2 4 2 4 3 4 3 4 4 4 REVISIONS DESCRIPTION DATE APPROVED REVEIWED PER 2D10 CODE 02/15/12 R.L. REVISED NAME 10/15/13 1 R.L. GENERAL NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH THE FLORIDA BUILDING CODE. 2) OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. OPENING DESIGN IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN WIND BORNE DEBRIS REGIONS 4) SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". SHIM WHERE SPACE IS 1/16" OR GREATER OCCURS. 5) WINDOW FRAME MATERIAL TO BE ALUMINUM ALLOY 6063-T5 .055" THICK. 6) USE CAULK BEHIND WINDOW FIN AT HEAD, JAMBS AND SILL. 7) USE CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW FIN. 8) UNITS MUST BE GLAZED PER ASTM E1300. 9) WHERE THE WATER RESISTANCE TEST REQUIREMENT OF 15% OF DESIGN LOAD APPLIES, POSITIVE DESIGN LOADS WILL BE LIMITED TO 40PSF DUE TO WATER TEST PRESSURE OF 6.0 PSF ACHIEVED IN TEST. 10) INSTALL FIN FRAME WINDOW WITH 0.120" DIA. 6d NAILS WITH A MINIMUM 1-1/2" EMBEDMENT INTO FRAMING. LOCATE ANCHORS 6" MAX. FROM CORNERS AND AT 7 1/2" MAX. O.C. THEREAFTER FOR HEAD AND SILL. AND FOR JAMBS AT 6" MAX. FROM CORNERS AND 11 1/2" MAX. O.C. THEREAFTER. SEE ANCHOR CHART. 11) INSTALL FIN FRAME WINDOW WITH #8 WOOD SCREW OF SUFFICIENT LENGTH TO ACHIEVE MIN. 1-1/2" EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS 6" MAX. FROM CORNERS AND 19" MAX. O.C. THEREAFTER FOR HEAD AND SILL. AND FOR JAMBS AT 6" MAX. FROM CORNERS AND 19" MAX. O.C. THEREAFTER. SEE ANCHOR CHART 12) IF EXACT WINDOW IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REQUIRED. 13) 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. 14) INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIAL WITH THE FOLLOWING PROPERTIES: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 SIGNED: 1011812013 MI WINDOWS LLC R!1L10W. cRoseD00RSYRD.\ I\'" CARROLLTON TEXAS 75006 X w•v CENs:QJ1 f'. SERIES GA 278 ALUMINUM HIS WINDOW NON -IMPACT 84" x 60" ELEVATION AND GENERAL NOTES TAT DRAWN: DWC N0. REV J i sslpNA4F.A. 08-00819 B ti SCALE NT$ IDATE 08/04/09 SHEET OF 2 001111to SHEATHING BY OTHERS CAULK BEHIND FIN — PERIMETER CAULK BY OTHERS FIN TYPE FRAME HEADER GLAZING TYP. EXTERIOR FIN TYPE FRAME SILL PERIMETER CAULK BY OTHERS INSTALLATION ANCHOR, SEE NOTES 10 & 11 SHEET 1 CAULK BEHIND FIN SHEATHING BY OTHERS 1-1/2" MIN. EMBEDMENT FRAMING BY OTHERS r INSTALLATION ANCHOR, SEE NOTES 10 & 11 SHEET 1 1/4" MAX. SHIM SPACE WINDOW HEIGHT INTERIOR 1/4" MAX. SHIM SPACE 1-1/2" MIN. EMBEDMENT SECTION A —A 1-1/2" MIN. EMBEDMENT SHEATHING — BY OTHERS CAULK BEHIND FIN INSTALLATION ANCHOR, SEE NOTES 10 & 11 SHEET 1 PERIMETER CAULK BY OTHERS REVISIONS REV DESCRIPTION DATE APPROVED A REVEIWED PER 2010 CODE 02/15/12 R.L. B REVISED NAME 10/15/13 R.L. WINDOW WIDTH 1/4" MAX. SHIM SPACE 1/4" MAX. SHIM SPACE INTERIOR FIN TYPE GLAZING TYP. FRAME JAMB EXTERIOR SECTION B—B 1-1/2" MIN, EMBEDMENT SHEATHING BY OTHERS CAULK BEHIND FIN STALLATION ANCHOR, SEE NOTES 10 & 11 SHEET 1 PERIMETER CAULK BY OTHERS LLCMIWIND1001w. WS cRosBDOORS S'RIIL'o%,, CARROLLTON TEXAS 75006 4,•\+ENSF'9cf!. 0,.6125SERIESGA278ALUMINUMHSWINDOWNON —IMPACT 84" x 60" INSTALLATION DETAILS STATit'Ft. DRAWN: DWG NO. REV OS B 7S// NAL'E\\ 5008290E 2SCARENTSDATE08/04/09 Florida Building Code Online Page 1 of 4 Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Fixed Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL15278 R4 COI FLCOI.odf Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2005 AAMA/WDMA/CSA 101/I.S.2/A440 2008 ASTM E1886 2005 ASTM E1996 2005 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 6/8/2017 Florida Building Code Online Page 2 of 4 Product Approval Method Method 1 Option D Date Submitted 08/31/2015 Date Validated 09/01/2015 Date Pending FBC Approval 09/05/2015 Date Approved 10/16/2015 Summary of Products FL # Model, Number or Name Description 15278.1 SERIES 5610 PVC PW SERIES 5610 PVC PW NI 72X72 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15278 R4 II 08-01929A.pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15278 R4 AE 512637A.ndf PRESSURE RATINGS. FRAME MATERIAL TO BE RIGID PVC Created by Independent Third Party: Yes FROM VEKA AAMA CERTIFIED (VK-1). 15278.2 SERIES GA 195 ALUMINUM PW SERIES GA 195 ALUMINUM PW NI 60X60 FIN Limits of Use Installation Instructions Approved for use in HVHZ: No FL15278 R4 II 08-00522C.odf Approved for use outside HVHZ: Yes Fi 15278 R4 II 08-00523C.ndf Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Design Pressure: N/A Created by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS. FL15278 R4 AE 510820C.odf Created by Independent Third Party: Yes 15278.3 SERIES GA 195 ALUMINUM PW SERIES GA 195 ALUMINUM PW NI 72X72 and 108X72 FIN Limits of Use Installation Instructions Approved for use in HVHZ: No FL15278 R4 II 08-00488Codf Approved for use outside HVHZ: Yes FL15278 R4 II 08-00489C.odf Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Design Pressure: N/A Created by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS. FL15278 R4 AE 510800C.ndf Created by Independent Third Party: Yes 15278.4 SERIES GA 195 ALUMINUM PW SERIES GA 195 ALUMINUM PW NI 96X48 FIN Limits of Use Installation Instructions Approved for use in HVHZ: No FL15278 R4 II 08-00520C.odf Approved for use outside HVHZ: Yes FL15278 R4 II 08-00521C.pdf Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Design Pressure: N/A Created by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS. FL.1.5278 R4 A.F. 51.08.19-2D.pdf Created by Independent Third Party: Yes 15278.5 SERIES GA 195 ALUMINUM PW SERIES GA 195 ALUMINUM PW NI 72X72 FLANGE Limits of Use Installation Instructions Approved for use in HVHZ: No FL15278 R4 II 08-00492C.odf Approved for use outside HVHZ: Yes FL15278 R4 II 08-00493C.odf Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Design Pressure: N/A Created by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS. FL15278 R4 AE 510802C.adf Created by Independent Third Party: Yes 15278.E SERIES GA 195 ALUMINUM PW SERIES GA 195 ALUMINUM PW NI 60X60 FLANGE Limits of Use Installation Instructions Approved for use in HVHZ: No FL15278 R4 II 08-00516C.odf Approved for use outside HVHZ: Yes FL15278 R4 II 08-00517C.odf Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Design Pressure: N/A Created by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS. FL15278 R4 AE 510817C.pdf Created by Independent Third Party: Yes 115278.7 1 SERIES GA 195 ALUMINUM PW I SERIES GA 195 ALUMINUM PW NI 96X48 FLANGE I Limits of Use Installation Instructions Approved for use in HVHZ: No FL15278 R4 II 08-00518D.Ddf Approved for use outside HVHZ: Yes FL15278 R4 II 08-00519D.Ddf http://www.floridabuilding.oro,/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 6/8/2017 Florida Building Code Online Page 3 of 4 Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Design Pressure: N/A Created by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS. FL15278 R4 AE 510818E.ndf Created by Independent Third Party: Yes 15278.8 SERIES GA 275 THERMALLY SERIES GA 275 THERMALLY BROKEN ALUMINUM PW NI BROKEN ALUMINUM PW 72X72 FIN Limits of Use Installation Instructions Approved for use in HVHZ: No FL15278 R4 II 08-00820B.odf Approved for use outside HVHZ: Yes FL15278 R4 II 08-008218 cdf Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Design Pressure: N/A Created by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS. FL15278 R4 AE 511363C.odf Created by Independent Third Party: Yes 115278.9 1 SERIES GA 505 ALUMINUM PW I SERIES GA 505 ALUMINUM PW NI 72X72 FIN Limits of Use Installation Instructions Approved for use in HVHZ: No FL15278 R4 II 08-00275C.Ddf Approved for use outside HVHZ: Yes FLi5278 R4 II 08-00276C.adf Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Design Pressure: N/A Created by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS. FL15278 R4 AE 510345C.odf Created by Independent Third Party: Yes 15278.10 SERIES GA 505 ALUMINUM PW SERIES GA 505 ALUMINUM PW NI 96X48 FIN Limits of Use Installation Instructions Approved for use in HVHZ: No FL1527S R.4 II 08-00277D.odf Approved for use outside HVHZ: Yes FL1527S P4 II 08-00278D.odf Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Design Pressure: N/A Created by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS. FL15278 R4 AE 510346C.odf Created by Independent Third Party: Yes 15278.11 SERIES GA 505 ALUMINUM PW SERIES GA 505 ALUMINUM PW NI 72X72 CHS and 108X72 CHS FIN Limits of Use Installation Instructions Approved for use in HVHZ: No FL15278 R4 II 08-00494C.ndf Approved for use outside HVHZ: Yes FLi5278 P4 II 08-00495C.et1f Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Design Pressure: N/A Created by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS. FL15278 R4 AE 510803C odf Created by Independent Third Party: Yes 115278.12 1 SERIES GA 7570 PVC PW I SERIES GA 7570 PVC PW NON -IMPACT 72X72 FIN Limits of Use Installation Instructions Approved for use in HVHZ: No FL15278 R4 II 08-00290D.odf Approved for use outside HVHZ: Yes FL15278 R4 II 08-00291D.Ddf Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Design Pressure: N/A Created by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS. FRAME MATERIAL TO BE RIGID PVC FL15278 R4 AE 510369C.odf FROM VEKA AAMA CERTIFIED (VK-1). Created by Independent Third Party: Yes 15278.13 SERIES GA 7570 PVC PW SERIES GA 7570 PVC PW IMPACT 48X72 FIN Limits of Use Installation Instructions Approved for use in HVHZ: No FL15278 R4 LI 08-00371D.Ddf Approved for use outside HVHZ: Yes FL1527S P4 II 08-00372D.0 Impact Resistant: Yes Verified By: Luis Roberto Lomas 62514 Design Pressure: +50/-50 Created by Independent Third Party: Yes Other: FRAME MATERIAL TO BE RIGID PVC FROM VEKA Evaluation Reports AAMA CERTIFIED (VK-1). FL15278 R4 AE 510916C.odf Created by Independent Third Party: Yes 15278.14 SERIES GA7050 PVC PW SERIES GA7050 PVC PW 72X72 NON -IMPACT FIN Limits of Use Installation Instructions Approved for use in HVHZ: No FL15278 R4 11 08-00496D.odi Approved for use outside HVHZ: Yes FL1527S P4 II 08-00497D.odt Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Design Pressure: N/A Created by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS. FRAME MATERIAL TO BE RIGID PVC FL15278 RA AE 510804C.udf FROM VEKA AAMA CERTIFIED (VK-1). Created by Independent Third Party: Yes http://www.floridabuiIding.ore, r/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ1QR... 6/8/2017 Florida Building Code Online Page 4 of 4 15278.15 SERIES GA7050 PVC PW SERIES GA7050 PVC PW 52 1/2X76 IMPACT FIN Limits of Use Installation Instructions Approved for use in HVHZ: No F1.15278 R4 II 08-00155D.Ddf Approved for use outside HVHZ: Yes FLIS278 R4 II 08-01503B.Ddf Impact Resistant: Yes Verified By: Luis Roberto Lomas 62514 Design Pressure: +50/-50 Created by Independent Third Party: Yes Other: FRAME MATERIAL TO BE RIGID PVC FROM VEKA Evaluation Reports AAMA CERTIFIED (VK-1). FL15278 R4 AE 510238E.Ddf Created by Independent Third Party: Yes 15278.16 SERIES GA7050 PVC PW SERIES GA7050 PVC PW 52 1/2X76 IMPACT FLANGE Limits of Use Installation Instructions Approved for use in HVHZ: No FL15278 R4 11 08-00177D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: +50/-50 Evaluation Reports Other: FRAME MATERIAL TO BE RIGID PVC FROM VEKA FL15278 R4 AE 510256D.ndf AAMA CERTIFIED (VK-1). Created by Independent Third Party: Yes 15278.17 SERIES GA7050 PVC PW SERIES GA7050 PVC PW 72X72 NON -IMPACT FLANGE Limits of Use Installation Instructions Approved for use in HVHZ: No FlA.5278 R4 II 08-0031.8D.Ddf Approved for use outside HVHZ: Yes FLI.5278 R4 II 08-0031.9D.pdf Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Design Pressure: N/A Created by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS. FRAME MATERIAL TO BE RIGID PVC FLI5278 R4 AE 510419C.odf FROM VEKA AAMA CERTIFIED (VK-1). Created by Independent Third Party: Yes 15278.18 SERIES GA7050 PVC TRIPLE PW SERIES GA7050 PVC TRIPLE PW NI CONTINUOUS HEAD AND SILL 107 1/2X59 3/4 Limits of Use Installation Instructions Approved for use in HVHZ: No F1.15278 R4 II 08-02551.A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FI 15278 R4 AE 513330A.Ddf PRESSURE RATINGS. FRAME MATERIAL TO BE RIGID PVC Created by Independent Third Party: Yes FROM VEKA AAMA CERTIFIED (VK-1). Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . product Approval Accepts: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 6/8/2017 L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24541, 434-688-0609 Manufacturer: MIWindows and Doors LLC 1900 Lakeside .Parkway Flower Mound, TX 75028 Product Line: Series GA 275 Aluminum FW Rectangular Series GA 275 Aluminum FW' Designer Engineering Evaluation Report Report No.: 511363C Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida ,Department of Business and Professional' Regulation for Statewide Acceptance per Rule 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting; Technical Documentation.' 1. Approval document: drawing number 08-00820 Revision B and 08-00821 Revision B, prepared,, signed and sealed by Luis Roberto Lomas P.E. 2. Test Report No: CCLI-13-128 signed by Wesley Wilson Construction Consulting Laboratory, International; Carrollton, TX. AAMA/ WDMA/CASA 101/I:S.2/A440-08 Design' pressure: t40.Opsf Water penetration, resistance 6.Opsf 3. Comparative analysis with anchor calculations, report number 511363-1 A,. prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: Refer to chart.in approval documents. Maximum unit size: 72" x 72" Units must be glazed per ASTM E1300-04. This product is not rated to be used in the HVHZ. This product is not impact resistant and requires impact protection in wind bome debris regions. Frame material to be extruded Aluminum 6063-T5. Installation: Units must be installed in accordance with manufacturer's installation instructions and approval documents, 08-00820 Revision B and 08-00821 Revision B. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this reportis being issued: Also, I don't have :nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). J 5 • • E • til i v• C ' 0 51 o 4TATE OF •c sS 01VAL 1liIt111 1 of 1 Luis R. Lomas, P.E. FL No. 62514 08/ 28/2015 REVISIONS DESCRIPTION DATE I A--=DVED LA (F.'EVI>ITD PLA"AE 10/22 /13 R L. E I RE.VISE.D iNSiALLA"iiN DETAIL. S ^5/2.I iti I?.L_. JO 1 E5 THE PRODJCTF SHOIAN HEREIN IS C, SI„N U AND P.,",NUFACTURED TO Ci;A•tPlY WITH SE.- CHART SlIFET 2 REQUIREMENTS OF THE LOR', :;. BUILDING CODE. 0R. I LQUI I D 2 WOOD FRAMING' : AND MA )Nh Y OPENING TO BE D ('NED AND NCH()RFD 10 PR;'PER-'i N.,rJIBFR OF AiJ ;HORS TRANSFERER ALL LOADS 10 ,IRUC TJF E FRAMING Av 1 \4ASONRY OPLNINC' IS IHE RF P SI911 IT) c F THE ARCH:TE T 1R ENr I I..ER OF KF ORD. 2.D•• 1 AX 3 BUCKS SHALL LXT_NJ dEfCN1D MPJ..CW INT_21CR E- C•E_ .0 THAT Fll_' FRAME SUE''C-F?.T IS C. 0. 4. PROVIDED. SHIM AS NEEDED WITH LOAD BEARING SHIMS. SHIM WHERE SPACE OF 1/16" OR GREATER i2" • OCCURS, MAXItIUM A,..t..0\NABI_F SHIM STACK TC FE 1/4". a:AX 5. SHIM SH"•.LL BE LOCATED, APPLIED AND MADE FRC-M MATERA.S r'•,NU-HCKNESS CAPABLE P,1F OF U EANINi APFLICA+ LE LOADS.. GIT 6. WIND LOAD DURATION FACTOR Cc 1.6 WAC USED FOR WOOD ANCHOR CALCULATIONS. ERAML MATERIAL: tXTRLIDED RICID PVC. c UNITS tVUST BE GLAZED PER A IM E1300 04-. 9 APPROVED W ACT PROII CTIVE SYSTEM IS REQUIRES OR 11.IS Pr ODUCT .N WIND _ORf E DEBRIS REGIONS. 10. FOR A CHORIN', INTO WOOD FF I•AINC OR 2X ,. Jr K, USE 8D NAIL. t-R #6 WOOD SCREWS A'ITH SUFFICIENT :NC TH TO A -I FVE. A 1 1 / " D If IM(,II•." FI IBE )M .:NT .N T G SUBSTRATE LCCAIE ANCHORS AS SHOWN IN E_EVA.TIOIIS AND INSTALLATGN U TAL_; iANT. 1. ALL A. TENLR ) BE CO RUSI RESISTANT. i INSTALLATION ANCHORS SHA._, BE INSEAL.LED IN ACCORDANCE WITH ANCHOR F,'• MAX MANUFACTUPEFtS INS A_LATON NSTRUCTICNS AND ANCHORS SIiALL. NOT BE USED IN SUBSTRATES-'WIIH SIRENGiIJS LESS THAN II E MINIMUM Sl.LN.CTII SPECIFIED U_LOP! I SERIES GA 275 ALUMINUM FW RECTANGULAR WOOD - INII n LM >PFc I : GRAVITY OF r -;i. 3. OEO LrRIC A _S ARE ALSO AF ROVED APPROVED GEOME'RIC SHAPES DIMENSIONS EXTERIOR VIEW SHALL, NOT E C I tD IN C, ;IBU) D MEN9SION`i OF APPROVED R C;I:ANOUI AI. ASSI: MBI_Y S,{OWN IN SHEET 1.. DESIGN PRESSURE RATING IMPACT RATING t40.OPSF NONE SHEET NO. 2 z MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 TABLE OF CONTENTS SERIES GA 275 ALUMINUM FW RECTANGULAR NON -IMPACT 72" X 72" DESCRIP.ION NOTES LLEVATON AND NOT_ CHAR - INSiA.ILATON iFi:TAa_5 DRAWN: F.A. 08-00820 SCALE NTS D4'E 08/04/09 SHEE': 1 OF 3 SIGNED: 0813112015 RI I I tto f2ii 0 62,55 # TTATT cE 0 ONA1.1`\ Maximum design pressure capacity chart (pso Frame Frame width (in) Height 11.5 17.5 23.5 29.5 35.5 41.5 47.5 53.5 59.5 65.5 72.0 In) pes Neg as Neg Pas Neg I Pas Neg Pos Neg Pasff40-06U as Neg Pas Neg Pas Neg Pas Neg Pas Nag 11.5 40.0 60.0 400 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0.0 60.0 40.0 60.0 40.0 60.0 40:0 60.0 40.0 60.0 17.5 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 23.5 40.0 600 400 60.0 40.0 600 40.0 60.0 40.0 60.0 4000.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 29.5 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60,0 40.00.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 6 ).0 35.5 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.00.0 60.0 40.0 60.0 40.0 57.8 40.0 55.6 40.0 53.8 41:5 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.00.0 60.0 40.0. 56.7 40.0 53.3 40.0 50.8 40.0 48.7 47.5 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.00.0 60.0 40.0 54.5 40.0 50.5 40.0 47.6 40.0 45.2 53.5 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.00.0 54.5 40.0 53.8 40.0 48.9 40.0 45.5 40.0. 42.8 5 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 57.8 40.0 53.3 40.0 50.5 40.0 48.9 40.0 48A 40.0 44.3 40.0 41.2 65.6 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 55,6 40.0 50.8 40.0 47.6 40.0 45.5 40.0 44.3 40.0 44.0 40.0 40.3 72.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 53.8 40.0 48.7 40.0 45.2 40.0 42.8 40.0 41.2 40.0 40.3 40.0 40.0 Number of anchors required Frame Frame idth (In) Height 1 17; 32 5 29.5 35.5 41.5 47.5 53.5 59.5 65.5 72.0 V.) H&S amb S. amb H&S amb H&S amb H&S amb H&S amb H&S amb H&S amb H&S amb H&S amb 11.5 1 1 2 1 2 1 3 1 3 1 3 1 4 1 4 1. 4 1 4 1 17.5 1 2 2 212 2 3 2 3 2 3 2 4 2 4 2 4- 2 4 2 23.5 1 2 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 29.5 1 2 2 2 2 2 32 3 2 4 2 4 2 5 2 5 2 6 2 35.5 1 3 2 3 2 3 3 3 3 3 4 3- 5 3 5 3 5 3 6 3 41.5 1 3 2 3 2 3 3 3 3 3 4 3 5 3 5 3 5 3 6 3 47.5 1 3 2 3 2 4 3 4 3 4 4 4 5 4 5 3 5 3 6 3 53.5 1 4 2 4 2 4 3 5 3 5 4 5 5 5 5 4 5 4 6 4 59.5 1 4 2 4 2 4 2 5 3 5 3 5 3 5 4 5 5 5 5 5 6 4 65.5 1 4 2 4 2 d 2 5 3 5 3 5 3 5 4 5 5 5 5 5 6 5 72.0 1 4 2 4 2 5 2 6 3 6 3 6 3 6 4 8 4 6 5 6 6 6 eEVEInhs DESCRIPTION CITE A?FPOVED RE\,ISEO NANdE 10/22/13 R.L. REVISED IN.T_IL.ATiON DFTAIL.S 1)5 21/15 R.L_. I Window Window f Window Window Horizontal Horizontal ':, Vertical Vertical Call Size IFD Call Size I F D 10 11 1/2 1-0 11 1/2 r..... .. ........... 1 6 17 9/2 f ...... 1-6 97 1/2 2 0 23 1/2 2-0 23 112 2 6 29 112 2-6 29 112 30 35 112 I 3-0 35 1/2 3 6 41 1/2 3-6 41 1/2 4-0 47 1/2 4-0 i 47 1/2 4-6. 53 1 /2 j 4-6' 53 1/2 5-0._.....,.._.....59 1/2i 0.........:......._595- I 1/2 5-6 65 1/2 5-6 65 1/2 SPCL 72 SPCL r 72 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES GA 275 ALUMINUM FW RECTANGULAR NON -IMPACT 72" X 72" DESIGN PRESSURE AND ANCHOR CHARTS MINN F.A. 1 08-00820 SCALE NTS ICi4'`- 08/04/09 SH`-ET2 OF 3 SIGNED: 0813112015 APPROVED SEAI..ANT BEHIND RN 8' MIN DOE DISTANI,- 8D NAIL Of? 6 MOOD SCREW EXTEF 3/8° MIN EDGE DISTANCE 8D NAIL OR k6 WOOD SCREW APPROWD SEALANT VERTICAL CROSS SECTION BEHIND FIN WOOD FRAMING OR 2X BUCK INSTALLATION WOOD FRAMING BY OTHERS 1 /4 MAX: HIM SPACE r 1/4 MAX IM SPADE WOOD FRAMING BY OTHERS REM-- REV DESCR,IaTION LATE a?aROVED P, RFVI>E-D 'JA".1F 70 2 /73 R.L. B I REVISED ':rasral.'.,AT CiN DETA!l.> o5/2.1/1n R.t... 1/— MAX WOOD TRAM NC — SHIM SPACE BY OTHERS^\ i, 80 NAIL OR 6 WOOD CREW A' l INTERIOR M: N. EMBE:DM._N! I. APPROVED -- i SEALANT BEHIND FIN- AI EXTERIOREG6.E DISTTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES GA 275 ALUMINUM FW RECTANGULAR NON —IMPACT 72" X 72" INSTALLATION DETAILS DRAN'IJ: iiW!'. ;fin. F.A. 08-00820 SCALE NTS IDATE 08/04/09 1S11H 3 OF 3 SIGNED: 0813112015 t R! iL102ff i a_ E25 r TiAA Ro- v ''OF•IORI '. QN B 4\ i In REV!SIfjNS DESCRIPTION DATE AP-P-LIVED. P_I ED NAME FFASED N-_AII. DETAILS 05/21/1 5: P-L. NOTES FF ARHEFT; THE PRODI CT SHO',VN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY vVITH OR RF" I FD REQUIREMENTS U: TF-E FLORIDA BUILDING COut, 20" NU, 3ER OI .ANC:IIOR-. 2. WOOD FRAVING AND MASONRY OPENING 10 BE D I NED AND NCH ()R-D IO PR:'PERL)' MAX O.C.TRANSFER L—' ALL LOADS 10 STRUCTURE. FfAM.N.; AND MAS.-INRY OPENING IS 111E I RESPONS181L.ITY OF THE. ARCH!TF 1 OR EP I'JIEER OF RECORD. 72' 3. BUCK:, .SHALL EXTEND BEYOV'D fifND'CW TNT_ IOR I ACE SO fHAI FUL! FRAME. SUPPORT IS 6iF; X PROVIDED. RAVE 4. SHIM AS NEEDED 1NIT' '-CAD, FEARING FCdS. SHIM WHERE :PA'E OF 1/'6*' OR GREATER HEIGHT O„ CUR.: MAXIIA1M A',IOWAA.E. SHIM STACK TO P__ 1/4'. 5. SHIMS SHALL BE LOB -D, APPL . -0 AND MADE FROM MATERIALS ;=,N THICK NE CAPABLE OF SLSTAIN.NG APPLICA33LE 'LOAD E. WI"ID LOAD DJRATION FACTOR TOR tc 1 :6 'WA USED =OR WOOD ANCHOR CALCULATIONS. FT:AMA MA:CL21AL: EXTRUDED RIGID PVC. F. llld! TS b/ll.`.:T R= i>L_-;'FD PER ASTM=1,300--04 9. APPROVED IMPACT F OILCTI'VE'SYSTEM IS RLQUIRL_J ;OR IHI PRODUCT N WIND UORNE DEBRIS REGIONS. 7. FOR ANCHORIKO INTO SVUOD. FF ITIN,: OR 2Y B1.1CK USE 8D N I. OR #6 WOOD CREws 2 V. AX F.;AME WlTli ITH S' UFF FNT _r ACHIEVE 4" F SUBSTRATE. J(,THTO .ASH /t. A 1 1/. bllalh.lh7 kI18. if,4;.JNTN:O _' 7.TRATE. 20 MAX O.C. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 1 . ALL FASTENERS TO BE CO3RO IC ; RESISTANT. 2. INSTALLATION LA.TIONANCHORSHA:_:<. B I J STA _E) IN ACCORDANCE OR.:ANCEWITHANCHOR MANU AC' TU R S NSTALLAT.ON INSTRUCTIONS AND ANCHORS SI .ALL NOT BE i ED IN UB TRAIES JSIItI IRENCTH LESS THAN lh L MI MUM LI C iH SP C'IRED 677 LC WJ A. WOO MINIMUM SPECIFIC GRAVITY OF C U 4t i C I EfRiS APES ARE ALSO AF RO\ L APPROVED GEOMETRIC RIC S1P DIMENSIONS MAX SHE L. N 11 EXCEED NS", ,IBED Tl VE:V.SION'; OFAPPROVED REr (ANGULAR AS St MB, r SHOWN hgAX SERIES GA 275 ALUMINUM FW DESIGNER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.OPSF NONE TABIE OF CON rNTS S`1EE1 NO. I DES RI LON 1_._..___. ELE\,AT: CN AND NOIE --- 2 cHARTS 3 INSIpJAFK; MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES GA 275 ALUMINUM FW DESIGNER NON -IMPACT 72" X 72" NOTES DRAWN: 1yS N0. F.A. 08- 00821 CALE NTS p4' E 08/04/09 s"`E` 1 OF 3 SIGNED: 0813112015 StR IILIO4fffye o, 6y25 # ST/, AETOF r aNAO. 'G` Maximum daonn nraccur anarlly rharl /neil Frame Frame width (In) Height 1L5 17.5 1 23.5 1 29.5 1 35.5 1 41.5 47.5 53.5 1 59.5 65.5 1 72.0 in) Fos Nag Pos Nag Pos Neg Fos Neg Fos Neg Fos I Nog Fos Neg Fos Meg Fos Ncg Pos Neg Fos Nag 11. 5 40.0 60:0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40,0 60.0 40.0 60.0 40.0 60.0 17. 5 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 23. 5 40.0 60.0 400 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 29. 5 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 35. 5 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60,0 40.0 57.8 40.0 55.6 40.0 53.8 41. 5 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 56,7 40.0 53.3 40.0 50.8 40.0 48.7 47. 5 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.01 40.0 60.0 1 40.0 54.5 40.0 50.5 40.0 47.6 40.0 45.2 53. 5 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 SB.7 40.0 54.5 40.0 53.8 40.0 48.9 40.0 45.5 40.0. 42.8 59. 5 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 57.8 40.0 53.3 40.0 50.5 40.0 48.9 40.0 48.4 40.040.0 41.2 45. 5 40.0 60.0 40.0 60.0 40.0 60.0 40.0 60.0 40.0 55.6 40.0 50.8 40.0 47.8 40.0 45.5 40.0 44.3 40.0 44.0 40.0 40.3 72. 0 40.01 60.01 40.0 1 60.01 40.01 60.01 40.0 1 60.01 40.0 1 53.8 1 40.0 1 46.71 40.01 45.2 1 40.0 1 42.81 40.0 1 41.21 40.0 40.3 40.0 40.0 Number or anchors required Frame Frame width (in) Haight 11.5 17.5 2J.5 29.5 35.5 41.5 47.5 53.5 59.5 65.5 72.0 in) H8S amb S' Jambj H85 Pambi H8S Jamb H65 amb H&S amb H6S Jamb H&S Jamb H6S Jamb H8S Jamb H8S Jamb 11. 5 1 1 2 1 2 1 2 1 3 1 3 1 3 1 4 1 4 1 4 1 4 1 17. 5 i 2 2 2 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4- 2 4 2 23. 5 1 2 2 2 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 29. 5 1 2 2 2 2 2 2 2 3 2 3 2 4 2 4 2 5 2 5 2 6 2 35. 5 1 3 2 3 2 3 2 3 3 3 3 3 4 3 5 3 5 3 3 6 3 41. 5 1 3 2 3 2 3 2 3 3 3 3 3 4 3 5 3 5 3 5 3 6 3 47. 5 1 3 2 3 2 3 2 4 3 4 3 4 4 4 5 4 5 3 5 3 6 3 53. 5 1 4 2 4 2- 4 2 4 3 5 3 S 4 5 5 5 5 4 5 4 6 4 59. 5 1 4 2 4 2 4 2 5 3 5 3 5 3 5 4 5 5 5 5 5 6 4 65. 5 1 4 2 4 2 4 2 5 3 5 3 5 3 5 4 5 5 5 5 5 6 5 72. 0 1 4 2 4 2 5 2 6 3 6 3 8 3 8 4 6 4 6 1 5 6 6 6 FEVSIONS DESCRIPTION DATE APPROVED Ri_:\ 4SEG NAME 10/22/1.3 R.t.. REVISED NS'AL.LALON DE.Ta.11_S 05/2,1/15 R.1.. L. V,izoY!1ci vBrli;:- Window Window Window Window Horizontal; Horizontal Vertical Vertical Call Size I F D Call Size I I F D 1- 0 11 1/2 ! 1-0 11 1/2 t..........'.-........}..................................... 1 17 1/2 1-6 17 1!2 2- 0 23 1/2 2-0 23 1/2 2 6 29 1/2 ! 2-6 29 1/2 3- 0 35 112 ! 3-0 35 1/2 3- 6 41 1/2 1 3-6 41 1/2 4- 0 47 1/2 L.........__..........._..........:',. 4-0 47 1/2 4- 6 53 1/2 4-6 53 1/2 5 0 59 1/2 5-0 59 112 5- 6 65 1/2 5-6 65 112 SPCL 72 SPCL 72 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES GA 275 ALUMINUM FW DESIGNER NON - IMPACT 72" X 72" DESIGN PRESSURE AND ANCHOR CHARTS Deza: N: vm No. F. A. 08-00821 E NTS °n*E 08/04/09 sNEE 2 OF 3 SIGNED: 0813112015 it • 0 6125 # 0;` 8TAET r dB 0RVD1. i s 0NAl1 APPROVED Al ANT BEHIND FIN 8" 1,11N EDGE DI STANCE. 8D NAIL OR 6 WOOD S C R EAl EXTERIOR. 1 1 "A" k A Ni INTERIOR WOO-) FRAMING BY OTHERS 114" MAX. S HIM SPACE I ' /4?' MAX i SHIM SPACE 3/8" MIN -J, it r EDGE DJ'_-:'IANCE 8D '\]AtL OR C 'NOU D 1 1/4" MIN EMBEDMENT A -PROVED LALANI VERTICAL CROSS SECTION BUIND PIN WOOD FRAMING OR 2X BUCK INSTALLATION WOOD FRAMING BY OTHERS AlOOD FRAMING BY CITHEIRS 8D NAIL OR 6 V"OoD SCREIN 1/4" m IN. EM,3ED?,,lF N-: J REVIiONS REV DESCRIPTION DATE APRROVED A REVISED NAME 0/22/1 3 R.I. B REVISE-, INSTALI.ATr0N 15/21/15 R.I 1/4" MAX SHIM Sp;,lr,,'E INTERIOR APPROVED BEHIND RN SEALANT 3/8" F.tIN EXTERIOR EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1, INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES GA 275 ALUMINUM FW DESIGNER NON —IMPACT 72" X 72" INSTALLATION DETAILS DRAWN: F. A. 08-00821 SCALE NTS I DATE 08/04/09 1"E -3 OF 3 SIGNED: 08131120 15 Florida Building Code Online Page I of 3 viaw ry k i! awe _.: i .. _ 2_ r£d :Y x •& BCIS Home ? Log In i User Registration Hot Topics i Submit Surcharge ! Stats & Facts Publications FBC Staff j BCIS Site Map I Links Search E E "`, ,Product Approval USER: Public User Product Approval Menu > Product or ADDIIcat:on Search > Application List > Application Detail W FL # FL15333-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer i Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL15333 R2 COI FLCOI.odf Standard AAMA 450 AAMA 506 ASTM E1886 ASTM E1996 CODE SECTION 1710.5.3 Year 2006 2008 2005 2002 2014 http://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWIe... 6/8/2017 Florida Building Code Online Page 2 of 3 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 06/19/2015 06/29/2015 07/05/2015 08/19/2015 FL # I Model, Number or Name I Description 15333.1 1 1/8" x 4" STRUCTURAL MULLION 1 1/8" x 4" STRUCTURAL MULLION HORIZONTAL HORIZONTAL Limits of Use Installation Instructions Approved for use in HVHZ: No FL15333 R2 II 08-00907C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: +60/-60 Evaluation Reports Other: FL15333 R2 AE 511458C.odf Created by Independent Third Party: Yes 15333.2 1 1/8" x 4" STRUCTURAL MULLION VERTICAL 1 1/8" x 4" STRUCTURAL MULLION VERTICAL Limits of Use Installation Instructions Approved for use in HVHZ: No FL15333 R2 II 08-00906C.pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: +60/-60 Evaluation Reports Other: FL15333 R2 AE 511457C.adf Created by Independent Third Party: Yes 15333.3 1442 AND 5348 HORIZONTAL 1442 AND 5348 HORIZONTAL MULLION SINGLE WITH MULLION TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FL15333 R2 II 08-00138D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15333 R2 AE 510219D.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.4 1442, 1448, 5348 AND 5548 1442, 1448, 5348 AND 5548 VERTICAL MULLION VERTICAL MULLION Limits of Use Installation Instructions Approved for use in HVHZ: No FL15333 R2 II 08-011 39i?.pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN F1-1.5333 R2 AE 510220D.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.5 1445, 1447, 5347 AND 5547 1445, 1447, 5347 AND 5547 HORIZONTAL MULLION SINGLE HORIZONTAL MULLION WITH TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FL15333 R2 II 08-00140D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15333 R2. AE 51.02.21D.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.E 1445, 1447, 5347 AND 5547 1445, 1447, 5347 AND 5547 HORIZONTAL MULLION TWIN HORIZONTAL MULLION WITH TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FL15333 R2 II 08-00141D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15333 R2 AE 510222D.adf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.7 1445, 5347 AND 5547 VERTICAL 1445, 5347 AND 5547 VERTICAL MULLION MULLION http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWIe... 6/8/2017 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: No - 5333 R2 II 08-00142D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15333 R2 AE 510223D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.8 1445-2, 1447-2 AND 5347-2 1445-2, 1447-2, AND 5347-2 HORIZONTAL MULLION HORIZONTAL MUL I SINGLE WITH TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FL15333 R2 II 08-00143D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15333 R2 AE 510224D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.9 1445-2, 1447-2, 5347-2 AND 1445-2, 1447-2, 5347-2 AND 5547-2 HORIZONTAL 5547-2 HORIZONTAL MULLION MULLION TWIN WITH TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FL15333 R2 II 08-00144D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15333 R2 AE 510225D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.10 1445-2, 5347-2 AND 5547-2 VERTICAL MULLION 1445-2, 5347-2 AND 5547-2 VERTICAL MULLION Limits of Use Installation Instructions Approved for use in HVHZ: No FL15333 R2 II 08-00145D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15333 R2 AE 510226D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.11 1X3 STRUCTURAL TUBING MULLION VERTICAL 1X3 STRUCTURAL TUBING MULLION VERTICAL Limits of Use Installation Instructions Approved for use in HVHZ: No FL15333 R2 II 08-00668C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15333 R2 AE 511127C.odf PRESSURE RATINGS Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: Credit Card Safe UY1t4 ML PItt u7 _ 77M" http://www.floridabuilding.ore,/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWIe... 6/8/2017 L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24541 434-688-0609 Manufacturer: MI Windows and Doors LLC 1001 West Crosby Rd. Carrollton, TX 75006 Product Line: 1442, 1448, 5348 and 5548 Vertical Mullion Engineering Evaluation Report Report No.: 510220D Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Product description: Mullion: Extruded aluminum 1" x 2 1/2" 6005-T5, part number 1442, 1448, 5348 and 5548 Mullion Clip: Extruded aluminum 6005-T5, part number 1320, 1330, 1438 and 1439 Supporting Technical Documentation: 1. Approval document: drawing number 08-00139 Revision D, prepared, signed and sealed by Luis Roberto Lomas RE 2. Mullion structural analysis and anchor calculations report No. 510212B prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: Refer to approval document Maximum unit sizes: Refer to approval document Units attached to mullion must have their own separate approval. Units may be mulled indefinitely as long as maximum unit size is not exceeded. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in wind borne debris regions, up to wind zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; the mullion or the individual units Installation: Mullions must be installed in accordance with approval document 08-00139 Revision D. Window units must be installed to substrate according to the manufacturer's installation instructions and/or approval documentation. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 1\ R. !Llo 41 v,•\G NSF .sip 0 51a TAT OF c S : A., U'R1dP'` is?QNAG0\ Luis R. Lomas, P.E. FL No.: 62514 06/17/2015 L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24541 434-688-0609 Manufacturer: MI Windows and Doors LLC 1001 West Crosby Rd. Carrollton, TX 75006 Product Line: 1445. 5347 and 5547 Vertical Mullion Engineering Evaluation Report Report No.: 510223D Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Product description: Mullion: Extruded aluminum 1" x 4" 6005-T5, part number 1445, 5347 and 5547 Mullion Clip: Extruded aluminum 6005-T5, part number 1320, 1330, 1438 and 1439 Supporting Technical Documentation: 1. Approval document: drawing number 08-00142 Revision D, prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion structural analysis and anchor calculations report No. 510215A prepared signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure` Refer to approval document Maximum unit sizes: Refer to approval document Units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in wind borne debris regions, up to wind zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; the mullion or the individual units Installation: Mullions must be installed in accordance with approval document, 08-00142 Revision D. Window units must be installed to substrate according to the manufacturer's installation instructions and/or approval documentation. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 1 I f L/0`// 0 51 • * — o 4, TAT OF • ss QNAt \ 1IHI1i Luis R. Lomas, P.E. FL No.: 62514 06/15/2015 NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2) 3) 4) 5) 6) 7) 8) 9) 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. 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. APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3. DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULLION. WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL. SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY GENERAL ALUMINUM DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN. MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT. DESIGN PRESSURE TABLE INSTRUCTIONS: 1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2. MULLION RATING MUST BE EQUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1. TRIBUTARY WIDTH = W1 + W2 2 REVISIONS REV DESCRIPTION DATE I APPROVED A REVISED TO COMPLY WITH 2O07 FBC 01/06/09 R.L. B REVISED NOTES AND CHART 03/12/12 R.L. C REVISED NAME 10/15/13 R.L. D REVISED INSTALLATION DETAILS 06/15/15 R.L. ANCHORING NOTES: 1) FOR ANCHORING INTO MASONRY USE FOUR (4) 3/16" MASONRY ANCHORS WITH A MINIMUM SHEAR CAPACITY OF 305LBS, AT EACH END OF MULLION WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATION DETAILS. 2) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE FOUR (4) #10 WOOD SCREW, AT EACH END OF MULLION WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE AND 1/2" MINIMUM EDGE DISTANCE, LOCATE ANCHORS AS SHOWN IN ELEVATION DETAILS. 3) FOR ATTACHING WINDOW UNITS TO MULLION USE #8 SMS SELF TAPPING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A MINIMUM EMBEDMENT OF THREE THREADS PAST THE MULLION WALL. LOCATE SCREWS AS SHOWN IN ANCHOR ELEVATION. 4) FOR WINDOW UNITS ANCHORING SCHEDULE REFER TO WINDOW APPROVED INSTALLATION INSTRUCTIONS. 5) 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. TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 CONFIGURATIONS AND DP CHART [ F.A. 3 INSTALLATION DETAILS 4 COMPONENTS NTS MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 1442, 1448, 5348 AND 5548 VERTICAL MULLION GENERAL NOTES DWG NO. I 08-00139 DATE 01 /06/09 1SHEET 1 OF 4 SIGNED: 0611612015 N J\ R ` iLI GENS'9Ji" A REV-% V'•'. F Q 192" COMBINED WIDTH W1 'I W2 - 956" FRAME HEIGHT WINDOW WINDOW MULLION SPAN) I ILL--LIL/d REVISIONS 192" _ 192" REV DESCRIPTION DATE APPROVED COMBINED WIDTH COMBINED WIDTH A REVISED TO COMPLY WITH 2O07 FBC 01/06/09 R.L. W1 W2 , W1 W2 -- 8 REVISED NOTES AND CHART 03/12/12 R.L. C REVISED NAME 10/15/13 R.L. 96" N 96" /f 0 REVISED INSTALLATION DETAILS 06/15/15 R.L. FRAME WINDOW / FRAME WINDOW WINDOW HEIGHT WINDOW HEIGHT MULLION (MULLION SPA SPA' 192" COMBINED WIDTH W 1 - W2 96" l WINDOW FRAME HEIGHT WINDO { WINDOIV MULLION SPAN) I W1 W2 - 192" COMBINED WIDTH 192" COMBINED WIDTHFW1 - 2" W2 96" l WINDOW FRAME HEIGHT WINDOW WINDOW MULLION SPAN) W1 -{ I-- W2 - 192" COMBINED WIDTH 192" COMBINED WIDTHFW1- 96" 1 W2 WINDOW l'/ FRAME HEIGHT WINDOW WINDOW MULLION SPAN) I{-- W1 W2 j192" COMBINED WIDTH APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 192" AS SHOWN HEREIN. Design pressure rating s Mullion span (in) Tributary width (in) 18.00 24.00 30.00 36.00 42.00 48.00 54.00 60.00 66.00 78.00 84.00 90.00 96.00 24.00 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 30.00 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 36.00 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 42.00 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 48.00 130.0 130.0 130.0 130.0 130.0 129.6 129.6 129.6 129.6 129.6 129.6 129.6 129.6 54.00 130.0 126.3 105.9 93.6 86.2 82.2 80.9 80.9 80.9 80.9 80.9 80.9 60.9 60.00 117.5 90.7 75.3 65.8 59.7 55.9 53.6 53.1 53.1 53.1 53.1 53.1 53.1 66.00 87.7 67.3 55.6 48.1 43.2 39.9 37.8 36.6 36.3 36.3 36.3 36.3 36.3 72.00 67.2 51.4 42.2 36.3 32.3 29.6 27.7 26.5 25.8 25.6 25.6 25.6 25.6 78.00 52.7 40.2 32.9 28.1 24.9 22.6 21.0 19.9 19.2 18.6 18.6 18.6 18.6 84. 00 42.0 32.0 26.1 22.2 19.6 17.7 16.4 15.4 14.7 13.9 13.8 13.8 13.8 90.00 34.1 25.9 21.1 17.9 15.7 14.2 13.0 12.1 11.5 10.7 10.5 10.5 10.5 96.00 28.0 21.3 17.3 14.6 12.8 11.5 10.5 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 1442, 1448, 5348 AND 5548 VERTICAL MULLION CONFIGURATIONS AND CHART DRAWN: DWG NO. F.A. 08-00139 SCALE NTS I DATE 01 /06/09 SHEET2 OF 4 SIGNED: 0611612015 10. PART NUMBER DESCRIPTION 1 1442,1448,5348 & 5548 1 X 2 1/2 X 1/8 MULL ALUM. 6005 T-5 2 1320 WOOD/MASONRY ANCHOR CLIP 3 1330 WOOD/MASONRY ANCHOR CLIP 4 1350 MOUNTING PLATE 5 1438 WOOD/MASONRY ANCHOR CLIP 6 1439 WOOD/MASONRY ANCHOR CLIP MINIMUM EDGE DISTANCE SEE SUBSTRATE NOTES 1 &2 BY OTHERS SHEET 1 ANCHORS SEE NOTES 1 ON SI OG9 i G•aaG•5r 0ln l GQOa VERTICAL MULLION TOP CUP INSTALLATION OF ANCHOR SCREW SEE NOTES t AND 2 ON SHEET t MINIMUM EDGE DISTANCE SEE NOTES 1&2 SUBSTRATE BY OTHERS A Q a 4. a ANCHOR SCREW SEE NOTES t AND 2 ON SHEET t 3 1 oG I G•aaCQTr110 . a aoa VERTICAL MULLION TOP CLIP INSTALLATION ANCHORSCREW SEE NOTES t AND 2 f ON SHEET 1 n v° v v SUBSTRATE G71 71QaLll U1100GJ QOIL BY OTHER3 VERTICAL MULLION BOTTOM CL/PINS TALLATION MINIMUM EDGE DISTANCE SEE NOTES 1&2 MINIMUM EDGE SHEET 1 DISTANCE SEE NOTES 1&2 SHEET 1 WINDOM JAMB SH REVISIONS DESCRIPTION DATE APPROVED REVISED TO COMPLY WITH 2O07 FBC D1/06/09 R.L. REVISED NOTES AND CHART D3/12/12 R.L. REVISED NAME 10/15/13 R.L. REVISED INSTALLATION DETAILS 06/15/15 R.L. WIND• O•W INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 1442, 1448, 5348 AND 5548 VERTICAL MULLION INSTALLATION DETAILS DRAWN: DWG NO, F. A. 08-00139 SCALE NTS IDATE 01/06/09 ISHEET3 OF 4 REV D 8 SMS ELF DRILLING CREW D24" MAX O.C. SIGNED: 0611612015 may • v In, Eb/s'9 i o TAT OF • c, ORIlin QP' 1 a/e- V•' Va' 1 ]H' 1/8 u 1 ,/z' 1 ,/e' OMULLION CLIP ALUMINUM 6005-T5 ve' 9 9 0 9r41L3 O2 1/2" MULLION ALUMINUM 6005-T5 ma OMULLION CLIP ALUMINUM 6005-T5 o Y IF Ix 4 rAyl/10UNTING PLATE ALUMINUM 6005-T5 REVISIONS DESCRIPTION DATE APPROVED REVISED TO COMPLY WITH 2O07 FBC 01/06/09 R.L. REVISED NOTES AND CHART 03/12/12 R.L. REVISED NAME 10/15/13 R.L. REVISED INSTALLATION DETAILS 06/15/15 R.L. OMULLION CLIP ALUMINUM 6005-T5 x 1/z 1 F . 1/4- 2 a/e' e SIGNED: 06/16/2015 a aa MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD \\J y R•. L p!! i MULLION CLIP CARROLLTON, TX 75006 ..,•GENs OALUMINUM6005-T5 1442, 1448, 5348 AND 5548 *• 0 51X*- VERTICAL MULLION + (,,(•[t = COMPONENTS STAT ?two DRAWN: DWG N0. REV iFS • . OR10P G. SCALE NTS DATE 01 /O6/09 08 5001490E 4 D !l/7Sj0NAL`E NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2) 3) 4) 5) 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. 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. APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3. DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULLION. WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL. SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY GENERAL ALUMINUM DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN. MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION 15 ANCHORED ACCORDING TO THIS DOCUMENT. DESIGN PRESSURE TABLE INSTRUCTIONS: 1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2. MULLION RATING MUST BE EQUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1. TRIBUTARY WIDTH = W1 + W2 2 TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 CONFIGURATIONS AND DP CHART 3 INSTALLATION DETAILS 4 COMPONENTS REVISIONS REV DESCRIPTION DATE APPROVED A REVISED TO COMPLY WITH 2O07 FBC 01/06/09 R.L. B REVISED NOTES AND CHART 03/12/12 R.L. C REVISED NAME 10/15/13 R.L. D REVISED INSTALLATION DETAILS 06/12/15 R.L. ANCHORING NOTES: 1) FOR ANCHORING INTO MASONRY USE FOUR (4) 3/16" MASONRY ANCHORS WITH A MINIMUM SHEAR CAPACITY OF 305LBS, AT EACH END OF MULLION WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATION DETAILS. 2) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE FOUR (4) #10 WOOD SCREW, AT EACH END OF MULLION WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE AND 1/2" MINIMUM EDGE DISTANCE, LOCATE ANCHORS AS SHOWN IN ELEVATION DETAILS. 3) FOR ATTACHING WINDOW UNITS TO MULLION USE #8 SMS SELF TAPPING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A MINIMUM EMBEDMENT OF THREE THREADS PAST THE MULLION WALL. LOCATE SCREWS AS SHOWN IN ANCHOR ELEVATION. 4) FOR WINDOW UNITS ANCHORING SCHEDULE REFER TO WINDOW APPROVED INSTALLATION INSTRUCTIONS. 5) 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. SIGNED: 0611512015 MI WINDOooWw. c AND RosBY00oRSLLC \5 R 11 LId/ii CARROLLTON, TX 75006 w•vVG Np q(1'f 14VE VERTICALAND 5547 yD E * > VERTICAL MULLION GENERAL NOTES !}1- TAT OF DRAWN: DWG N0. REV l6RM" CAEDATE 08 500142/ONALE NTS 01/06/09 1 OF 4 0X 192" COMBINED WIDTH W1 - W2 - 6" 99 FRAME HEIGHT WINDOW WINDOW MULLION SPAN) LL---L-jl L111 192" COMBINED WIDTH W1 - W2 - 96" j/ FRAME WINDOW HEIGHT WINDOW MULLION SPAN) 192" COMBINED WIDTHF_ W1- W2 96" WINDOW I WINDO FRAME HEIGHT WINDO MULLION S PAIN) II- W1 W2 - 192" COMBINED WIDTH 192" COMBINED WIDTH W1 -/W2 FRAME WINDOW t INDOW HEIGHT MULLION SPAN) i F- 192" COMBINED WIDTH W1 - W2 96" l WINDOW FRAME HEIGHT WINDOW WINDOW MULLION SPAN) / W1 W2 - 192" L- COMBINED WIDTH REVISIONS REV DESCRIPTION DATE APPROVED A REVISED TO COMPLY WITH 2O07 FBC 01/06/09 R.L. B REVISED NOTES AND CHART 03/12/12 R.L. C REVISED NAME 10/15/13 R.L. D REVISED INSTALLATION DETAILS 06/12/15 R.L. 192" COMBINED WIDTHF_ W2 996 W1 WINDOW FRAME HEIGHT WINDOW y WINDOW MULLION SPAN) j I W1 W2 - 192" COMBINED WIDTH APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 192" AS SHOWN HEREIN. Desi n pressum ratio s Mullion span (in) Tributary width 18.00 24.00 30.00 36.00 42.00 48.00 154.00 in) 160.00 66.00 78.00 184.00 90.00 96.00 24.00 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 30.00 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 36.00 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 42.00 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 48.00 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 54.00 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 60.00 130.0 130.0 130.0 129.5 119.6 113.3 109.9 108.8 108.8 108.8 108.8 108.E 108.8 66.00 130.0 130.0 128.0 113.3 103.6 97.1 93.0 90.7 89.9 89.9 89.9 89.9 89.9 72.00 130.0 130.0 114.5 99.4 1 88.5 81.0 75.9 72.6 70.7 1 70.1 1 70.1 70.1 70.1 78.00 130.0 109.9 89.9 77.0 68.1 61.9 57.5 54.4 52.4 50.9 50.9 50.9 50.9 84.00 115.1 87.5 71.4 60.9 1 53.6 48.5 44.7 42.0 40.1 38.1 37.8 37.8 37.8 90.00 93.3 70.9 57.6 49.0 43.0 38.7 35.5 33.2 31.4 29.3 28.9 28.7 28.7 96.00 76.7 58.2 47.2 40.1 1 35.1 31.4 28.7 26.7 25.2 23.2 22.6 1 22.3 1 22.2 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 1445, 5347 AND 5547 VERTICAL MULLION CONFIGURATIONS AND CHART DRAWN: DWG NO. F.A. 08-00142 SCALE NTS IDATE 01 /06/09 SHEET OF 4 SIGNED: 0611512015 4,4 *\G E ty q sTTAtT rE O D Ss • • .. • a6\ i'IONAt.1E PART NUMBER DESCRIPTION 1445, 5347, 5547 1 X 4 X 1/8 MULL ALUM. 6005 T-5 1320 WOOD/MASONRY ANCHOR CLIP 1330 WOOD/MASONRY ANCHOR CLIP 1350 MOUNTING PLATE 1438 WOOD/MASONRY ANCHOR CLIP 1439 WOOD/MASONRY ANCHOR CLIP MINIMUM EDG DISTANCE SEE SUBSTRATE NOTES 1 &2 BY OTHERS SHEET 1 v a v ° ANCHOR SCREW SEE NOTES 1 AND 2 ON SHEET 1 oatyALL/Alsvoa P Taoa VERTICAL MULLION TOP CLIP INSTALLATION or O ANCHOR SCREW SEE NOTES 1 AND 2 ON SHEET 1 REVISIONS REV DESCRIPTION DATE APPROVED A REVISED TO COMPLY WITH 2007 FBC 01/06/09 R.L. MINIMUM EDGE DISTANCE SEE B REVISED NOTES AND CHART 03/12/12 R.L. NOTES 1&2 SUBSTRATE BY OTHERS C REVISED NAME 10/15/13 R.L. SHEET 1 D REVISED INSTALLATION DETAILS 06/12/15 R.L. v ANCHOR SCREW SEE NOTES 1 AND 2 1 ON SHEET 1 3 1 WINDOW UNITS 8 SMS OG9 pG 6C TipOo nl l Qpp, JAMB FRAME SH OR PW SELF SCREW 24" DRILLING MAX O.C. VERTICAL MULLION TOP CLIP INSTALLATION ANCHOR SCREW SEE NOTES 1 AND 2 ON SHEET 1 4 e SUBSTRATE aa vvoc ocriQoa BY OTHERS VERTICAL MULLION BOTTOM CLIP INSTALLAT10N MINIMUM EDGE DISTANCE SEE MINIMUM EDGE NOTES 1&2 DISTANCE SEE SHEET 1 NOTES 1&2 SHEET 1 WIND•O•W INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 1445, 5347 AND 5547 VERTICAL MULLION INSTALLATION DETAILS DRAWN: DWG NO. F.A. 08-00142 SCALE NTS IDATE 01/06/09 ISHEET3 OF 4 REV D SIGNED: 0611512015 ZOR ONA III,IIII a s/e 7/e- H' I t/a- t 3/a• I. x a/x' r/e• a/a Vr t i/r t/a' 1 1a v/e- O2 MULLION CLIP ALUMINUM 6005-T5 0 MULLION CLIP ALUMINUM 6005-T5 Im x Vx• ALrUNTINGPLATE UMINUM 6105-T5 i s/e• i s/e- i s/e- a/ a- t s/e• t 3/a' t 3/a• i LT a• Iz3/e x I/e x/e- O4" MULLION O MULLION CLIP ALUMINUM 6005-T5 ALUMINUM 6005-T5 REVISIONS DESCRIPTION DATE APPROVED REVISED TO COMPLY WITH 2O07 FBC 01/06/09 R.L. REVISED NOTES AND CHART 03/12/12 R.L. REVISED NAME 10/15/13 R.L. REVISED INSTALLATION DETAILS 06/12/15 R.L. O5 MULLION CLIP ALUMINUM6005- T5 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 1445, 5347 AND 5547 VERTICAL MULLION COMPONENTS OWC NO. F. A. I 08-00142 SCALE NTS IDATE 01/06/09 ISHEET4 OF 4 SIGNED: 0611512015 tll Q0RaL0 /7 ii MyO +,•ENSF ,J'!f P * TATOF SORMt pNAl1E` Florida Building Code Online Page 1 of 3 BCIS Home i Log In ':, User Registration Hot Topics I Submit Surcharge ! Stats & Facts Publications FBC Staff BCIS Site Map ' Links ? Search E r'i Iif c3 Product Approval0-a USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL13223-R3v Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer James Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@jameshardie.com Authorized Signature Pingsheng Zhu pingsheng.zhu@jameshardie.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909)349-2927 pingsheng.zhu@jameshardie.com Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard, P.E. d Validation Checklist - Hardcopy Received Certificate of Independence FL13223 R3 C01 RIO - Certificate of Independence PDF Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Year 2007 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13223 R3 Eouiv ASTM C1186 Equivalency Signed.pdf http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 6/8/2017 Florida Building Code Online Page 2 of 3 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved of Products Method 1 Option D 08/ 17/2015 08/26/2015 09/07/2015 10/16/2015 FL # Model, Number or Name 13223.1 Cempanel 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 Description fiber -cement panel siding Installation Instructions FL13223 R3 II ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 II ER RIO-2578-15 Panel to Furrinc.Ddf FL13223 R3 II Install Cemoanel Siding.odf FL13223 R3 II NOA 15-0122.04.Ddf 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.Ddf FL13223 R3 AE ER RIO-2578-15 Panel to Furring idf FL13223 R3 AE NOA 15-0122.04.Ddf Created by Independent Third Party: Yes 13223.2 HardiePanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2556-15 Panel meta l-wood.Ddf FL13223 R3 II ER RIO-2578-15 Panel to Furrino.DdfApprovedforuseoutsideHVHZ: Yes FL13223 R3 II Install HardiePanel Siding.DdfImpactResistant: Yes Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.Ddf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 AE ER RIO-2578-15 Panel to Furrino,odf F1_13223 R3 AE NOA 15-0122.04.Ddf Created by Independent Third Party: Yes 13223.3 Prevail Panel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 II ER RIO-2578-15 Panel to Furrino.DdfApprovedforuseoutsideHVHZ: Yes FL13223 R3 I1 Install Prevail Panel Siding.DdfImpactResistant: N/A Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.Ddf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 AE ER RIO-2578-15 Panel to Furrino.odf FL13223 R3 AE NOA 1.5-01.22,04,odt" Created by Independent Third Party: Yes Back Nezt Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: ah ,A aiMCA http://www.floridabuilding.orer r/pr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 6/8/2017 Florida Building Code Online Page 3 of 3 wcuricyn rrxac http://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 6/8/2017 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 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. 4oIkiI111111 OC7 .q ri PREPARED BY: 1 i;FIC,gl Q ZZ V241RONALDI.OGAWA.&ASSOCIATES.,INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA F/,I 92649 tom' 714-292-2602 ED 0fiil C, 714-847-4595 FAX RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA'92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC.. 1-888-542-7343 info@jameshardie.com EVALUATION SUBJECT HardiePanel@ Siding James Hardie Product Trade Names covered in this evaluation:. HardiePanel® Siding, CempaneIG Siding, Prevail- Panel Siding EVALUATION SCOPE: ASCE 7-10 2014 Florida Building :Code 2012 International Building Code® EVALUATION PURPOSE - This analysis is to; determine the maximum design 3-second gust windspeedto be resisted by assembly of HardiePanel (Cempanel. Prevail Panel) siding fastened to wood or metal. framing with nails or screws. REFERENCE REPORTS: 1. Intertek Report 3067913 (ASTM. C1186) Material properties HardiePanel Siding 2: Ramtech Laboratories Report. IC-1 (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 hail 3. Ramtech Laboratories Report IC-1271-94 (ASTM E330) TransverseLoad Test, 5/16" Thick by46 Inch wide HardiePanel Siding.instalied on 2X4 Hem -Fir wood studs spaced at 24 inches on center with a 6d common galvanized nail 4. Ramtech " Laboratories, Inc. Report 10868-97/1475:(ASTM E330) Transverse Load Test, 5116' Thick by 48 inch wide HardiePanel Siding, installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on center with a 4d; 0.091 inch shank by 0.225 inch head diameter by 1.5'inch to ring shank nail 5. Ramtech Laboratories, Report IC-1054-89.(ASTM E330) Transverse Load Test, 1/4" Thick by 48 inch wide HardiePanel Siding installed on20gauge Metal studs spaced at 16 inches on center with " a No B 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" Thickby48 inch wide HardiePanel Siding installed. on 20gauge Metal studs spacedat 24 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 7..Ramtech. Laboratories, Report . 11149.9B11554d (ASTM E330) Transverse Load Test, 1/4" Thick by 48 inch wide:;HardlePanel .Siding installed on 20gauge Metal. studs spaced.at 16 and 24 inches on center with a ET&F 0.160 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener 8. Ramtech Laboratories Report IC-1273-94 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel' Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches.on center with a 6d common galvanized nail 9. Ramtech Laboratories Report.] C-1 274-94 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches on center with a 6d common galvanized nail 10. Ramtech Laboratories; Inc. Report 10868-97;1475 (ASTM E72) Racking Shear Test. 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on center with a 4d, 0.091 inch shank by 0.225 inch -head diameter by 1 5'inch long ring shank nail 11. Ramtech Laboratories Report IC-1057.89(ASTM E72),Racking Shear Test, 5116" Thick by 48 inch wide. HardiePanel Siding installed: on 2X4 Hem -Fir wood studs spaced, at 16 and 24 inches on center with a No 8 X.1 in. long X;0.323 in head diameter ribbed bugle head screw 12. Ramtech Laboratories Report 11284-99/1580 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel ' Siding installed on 2X4. Hem -Fir wood studs spaced at 16 and 24 inches on center with a ET&F 0100 in. knurled shank'X 1.5 in. long X0.25 in, head diameter On fastener JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@ja meshardi e,com TEST :RESULTS: Table 1a, Results of Transverse Load Testing RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET fi443 HUNTINGTON BEACH, CA192649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 Fastener: Spacing tin., Allowable Frame Ultimate Design Thickness Width Spacing Perimeter Field Load Load' Report Number Test Agency in.) in.) Frame Type in.) Supports Supports Fastener Type PSF) PSF IC-1.270-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 149 49.7 IC-1270-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 236 78.7 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 94 31.3 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 1 4 6d common 143 47.7 10868-97/1475 Ramtech 0.3125 48 2X4 wood, SG a 0.36 16 4 8 n. 0.091in.shank X 0:225na 90 30.0HDDX1:5 in. b ring shank nail Min. No. 20 gauge 3.625 in..X Min. No 8.X 1 in. long X0.323.in IC-1054-89 Ramtech 0.25 48 1,375 in metal stud 16 6 6 head diameter ribbed bugle 169.9 56.6 head screw Min. No 8 X 1 in. long X 0.323 in IC-1055-89 Ramtech 0.25 48 Min. No. 20 gauge X 3.625 in. X 24 6 6 head diameter ribbed bugle 91.9 30.6 1.375 in metal stud head screw Min. No. 20 gauge 3.625 In- X ET&F 0.100 in. knurled shank:X 11 1499811554d: Ramtech 0.3125 48 24 4 8 1:5 in. long X 0.25 in. head 170 56.7 1. 375 in metal stud diameter pin fastener ET& F.0.100 in. knurledshankX 11 14998/ 1554d Ramtech 0.3125 48 Min. No. 20 gauge X 3.625 in. X 16 4 8 1.5 in. long X 0.25 in. head 101 33.7 1.375 inmetalstuddiameterpinfastener 1. Allowable Load is the Ultimate Load divided by a Factor of safety of 3. 2.. HardiePanei Siding complies with ASTM C1186, Standard Specification for Grade I/, Type A Non -asbestos Fiber -Cement -Flat Sheets. Table 1b, Shear Values Allowable Loads in Pounds,PerLineal Foot for Panel Shear Walls It Fastener Spacing tin.) Frame Ultimate Allowable Thickness Width Spacing Perimeter Field Load' Load' Report Number Test Agency in.) in.) Frame Type in.) Supports Supports' Fastener Type pff) Off) IC-1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 603.8 2013 IC-1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 698.8 232.9 IC-1274-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 460.0 153.3 IC-1274-94 Ramtech 0:3125 48 2X4 wood Hem -Fir 24 4 4 6d common 637.5 212.5 4d, 0.091 in. shank X 0.225 in. 10868 97/1475 Ramtech 0.3125 48 2X4 wood, SGaD.36 16 4 8 HD 1.5 in. long ring shank nail 595.4 198.5 Min. No 8 X 1 in. long X 0.323 in IC-1057-89 Ramtech 0.25 48 Min. No. 20 gauge X 3.625 in. X 16924 6 6 head diameter ribbed bugle 990.0 123.8 1.375 in metal stud head screw ET& F 0: 100 in. knurled shank X 11284-9911580 Ramtech 0.3125 48 Min. No. 20 gauge X 3,625 in. X 16 4 8 1.5 in. long X 0.25 in. head 1227.0 153.4 1.375 in metal stud diameter pin fastener ET&F 0. 100`in. knurled shank X 11284-9911580 Ramtech- 0.3125 48 Min. No. 20 gauge X 3.625 in. X 24 4 8 1.5 in. long X 0.25 in. head 1060.0 132.5. 1..375,in metal stud diameter pin fastener 1, All board edges shall be supported by framing. Panels shall be applied with the long dimension either parallel or perpendicular to studs. 2. The maximum height -to -length ratio for construction in this Table is 2:1. 3An the steel framed assemblies the allowable load is based on the average load at 1/8 inch net deflection. C' r, RONALD i. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET f443 HUNTINGTON BEACH, CA92649s 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info c@jameshardie.com DESIGN'MiD LOAD -PROCEDURES: Fiber -cement siding transverse bad capacity (wind load capacity) is determined via compliance testing to transverse load national test standards. Via the transverse load testing an allowable design load.is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design load is based on factor of safety of 3, allowable design loads on fiber -cement siding correlate directly to required design pressures for Allowable Stress Design,; and therefore should be used with combination loading equations for Allowable Stress Design (ASD). By using the combination loading. equations --for .Allowable Stress: Design (ASD), the tested allowable: design loads -for :fiber -cement siding are aligned with the wind speed. requirements.in ASCE 7- 10 Figure 26.5-1A, Figure 26.5-1B, and Figure 26.5ViC: For this analysis, to calculate the pressures in Tables 3, 4, and 5; theoad 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,. qi 0.00256'K.*K Kd'V' (ref ASCE: 7-16 equation .30.31) qz , velocity. pressure at<height z K , velocity pressure exposure coefficient. evaluated at height z Ka , topographic factor Kd , 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 Equation 2,. V=V, fro( .2012 IBC &.2014:FBC Section 1602.1-.definitions)i Vu , ultimate design wind speeds (3-second gust MPH)determined from [2012 IBC, 2014 FBCj Figures 1609A, B, or C ASCE 7-10 Figures 265-tA, B, or C Equation 3, p=q; (GCP-GCP) fref. ASCE`?-10 equation 30.6-1)' GCv , product of external pressure coefficient and gust -effect factor GCP , product of internal pressure coefficient and gust -effect factor p , design pressure:(PSF) for siding (allowable; desgn:load for siding) To determine design pressure, substitute q, into Equation 3, Equation 4, p=0.00256*K,*K,*K,*V, "(GCP-GCP). Allowable Stress Design, ASCE:7=10 Section 2.4-1, load combination'7 Equation 5, 0.0 + 0.6W fret ASCE 7.10 section 2.49; loadcombination 7) D , dead load W , wind load To determine the Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation to p (design pressure) determined from equation 4 Equation 6, P. = 0.61p] Equation 7, p,.= 0.6'(0.00256*K K.*Kd*V h'*(GCO-GCp)] Equation 7 is used to populate Table.3, 4, and 5. To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6, solve Equation 7 forV,;Y, Equation 8, VW;,=(p.d0.6'0.00256'K"Ka*K,*(GC,-GCa))° S Applicable to methods specified in Exceptions 1 through 3 of{2012 IBC: 2014 FBC) Section 1509.1.1., to determine the allowable nominal design wind speed (Vasd) for Hardie Siding in Table 6, apply the conversion formula.below, Equation 9, Vim.= V,. * {06)95 fret 2012IBC & 2014 FBC Section 1E09,31) Vaud . Nominal design:wind speed (3-second gust mph) frcf.2012 IBC & 2014 FBC Section 1602.11 Table 2, Coefficients. and: Constants used in Determining V and p, K, Wall Zone 5 Height (ft) Ekp B Ezp C Exp D Kr, Kd GC AGC0-15 010.85 1.03 h<_60 1 0.85 1A 20 0. 7 0.9 1.08 1 Oi85 1.4 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 L22 1 0.85 1.4 1 0,18 45 0. 785 1.065 1.245 1 0.85 1.4 0.18 50 0. 81 1.09 1.27 1 0:85 1.4 0.18 55 0. 83 1.11 1.29 1 0:85 1.4 0.18 60 0. 85 1.13 1.31 1 0i85 1.4 0,18 100 0, 99 126 1.43 h>601 1 1 0.85 1.8 0.18' RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714 292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Table 3, Allowable Stress Design - Component and padding (C&C) Pressures (PSF)'to be Resisted at Various Wind Speeds - Wind Exposure Category B. Wind Speed 3-second gust 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (ft) B B B B B B B B B B B B B B 0-15 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 20 14A 15:9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 25 14.4 15.9 17.5 191 20.8 24.4 28.3 32.5 37.0 41.7 463 52.1 57.8 63.7 30 14A 15.9 17,5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 35 15.1 16.6 18.2 19,9 217 25.4 29.5 33.9 38.6 A3.5 48.8 54.4 60.2 66.4 40 15.7 17.3 1 -19.0 20.7 22.6 26.5 30.7 35.3 40.1 1 A5.3 50.8 56.6 62.7 69.1 45 16.2 17.9 19.6 21.4 23.3 27.4 31.7 36.4 41.5 A6.8 52.5 58.5 64.8 71.4 50 16.7 18'A 20.2 22.1 24.1 28.2 32.7 37.6 42.8 48.3 54A 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 75.5 100 25.6 28.2 31.0 33.8 36:9 43.3 50.2 57:6 65:5 74.0 82:9 92.4 102.4 112.9 Table 4, Allowable Stress Design - Component and (C&C) Pressures (PSF)to be Resisted at Various Wind Speeds;- Wind Exposure Category C, Wind Speed (3-second gust) 100 105 110 115 120 130 140 ISO 160 170 180 190 200 210 Height (ft) C C C C C C C C C C C C C C 0-15 17.5 19.3 21.2 23,2 25.2 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 77,3 20 18.6 20.5 22.5 24.6 26.7 3114 36.4. 41.8 47.5 53-7 602 67:0 74.3 81.9 25 19.4 21.4 23.5 25.6 27.9 32.8 38.0 43.6 49.6 56.0 618 70.0 77.6 85.5 30 20.2 22.3 24.5 26.7 29.1 34.2 39.6 45.5 51.8 58A 65:5 73.0. 80.9 89.2 35 20.8 23.0 25.2 27.6 30.0 35.2 40.8 46.9 53.3 60.2 67 5 75.2 83.3 91.9 40 21.5 23.7 1 -26.0 28.4 30.9 36.3. 42.0 1 48.3 54.9 62.0 69.5 77.4 85.8 94.6 45 22.0 24.2 26.6 29.1 31.6 37.1 431 49.4 56.2 63.5 71.2 79.3 87.9 96.9 50 22.5 24.8 27.2 29.7 32.4 38.0 44.1 50.6 57 6 65.0 72.9 81.2 89.9 99.2 55 22.9 25.2 27.7 30.3 33.0 38.7 44.9 51.5 58.6 66.2 74.2 82.7 91.6' 101.0 60 23.3 25.7 28.2 30.8 33. 39.4 45. 52.4 59, 67.4 75.5 100 32.6 35A 39A 43.1 46:9 55.0 63.8 73.3 83.4 941 1A5.5 117.6 130.3 143.6 Table 5, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF)'to be Resisted at Various Wind Speeds- Wind Exposure Category D, Wind Speed (3-second. gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (ft) D D D D D D D D D D D D D D 0-15 21.2 23A 25.7 28.1 30.6 35.9 41.6 47.8 54.4 61.4 68.8 76.7 85.0 93.7 20 22.3 24.6 27.0 29.5 32.1 37.7 43.7 50.1 57.0 64.4 72:2 80.4 89.1 98.2 25 23.1 25.5 28.0 30.6 33.3 39.0 45:3 52.0 59.1 66.8 74.9 83.4 92A 101.9 30 23.9 26.4 29.0 31.6 34.5 40-4 46.9 53.8 61.3 69,2 77.5 86.4 95.7 105.5 35 24.5 27.1 29.7 32.5 35.3 41.5 48.1 55.2 62.8 70.9 79.5 88.6 982 108.3 40 25.2 27.7 1 -30.5 33.3 36.2 42.5 49.3 1 -56.6 64.4 1 -72.7 81-5 1 -90.9 100.7 111:0 45 25.7 28.3 31.1 34.0 37.0 43.4 50.3 57.8 65.7 74.2 83.2 92.7 102.7 113.3 50 26.2 28.9 31.7 34.6 37.7 44.3 51.3 58.9 67.1 75.7 84.9 94.6 104.8 115.5 55 26.6 29.3 32.2 35.2 38.3 45 0 52.2 59.9 68.1 76.9 86.2 96.1 106.4 117.4 38.9 45.7- 1 1 .1 119.2 100 37.0 30.8 44:7 48.9 53.2 62.5 72.5 83.2 94.6 106.8 119:8 133.4 1.147.9 163.0 Tables 3.4, and 5 are based on ASCE 7-10 and consistent with the 2012 IBC, 2012 IRC and the 2014 Florida Building Code G 4G.. x 24121-, RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTONBEACH, CA 92649 714- 292-2602. 714- 847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1- 888-542-7343 info@jameshardie. com Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method inASCE:7-90 Chapter 30 CdC Part 1 andPart 3)6 e ttlltiQit7``!,`'i, 20121BC; 2014 FBC 20121813, 2014 FBC h STATE F t4Q` sip •.,[(tjD• il'1/ fv 7, p'•••• RED 1idltlli11U11. Coefficients +used in Table '6'calculations for Vdt. Allowable, Ultimate Design Wind,. Speed, d 3- second gust mph) Allowable, Nominal' Design Wind, Speed,r4VA V.5. 6 3-second gust mph) Applicable to methods 160201 FBdeSectiondb 2012 IBC, 2014 FBC] Figures 1609A, 8, or C. 9 ApPllcable:tomethods1. sthp ough 3o Exceptions 2014FBC] Section 1609.1. 1. Wind exposure category Wind exposure catego Siding K Product Product Thickness inches) Width inches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) - Building Height''' feet) B i C D IS C. D. Allowable Desi ry g LoadPSF) Exp- B. Exp C Exp-D Ka Ka GCp GCp HardiePanelt 5/ 16 48 6d common' 6 2X4 wood Hem - Fir 16 0- 15 186 168 153. 144 130 118 49.7 0.7 0.85 1.03 h560 1 0,85- 1.41 0.18 20 186 164 149 144 1.27 116- 49:7 0.7 0:9. 1.08 1 0.85 1.41 0.18 25 186 160 147 144 124 114 49.7 0.7 0:94 1_12 1 0.85 1.41 0.18 30. 186 157 144 144 121 112 49.7 0.7` 0.98 1.16 1 0.85 1A 0.18 35 182 154 142 141 120 110 49:7 0.73 1.01 1.19 1 0.85 1A 0.18 40 178 152 141 138 118 109. 49.7 0.76 1.04 1.22 1 0.85-' 1.4 0.18 45 175 150 139 1.36 117 108. 49:7 0.785 1.065 1.245 1 0:85 1.4 0.18 50. 172 149 138. 1.34 115 107 49.7 0.81 1.09 1.27 1 0.85 1.4 0.18 55 170 147 137 132 114 106- 49.7 0.83 1.11 1.29 1 0,85 1.4 0.18 60 168 146 136 130 113 105 49:7 0.85 1..13- 1.31 1 0.85. 1.4 0.18 100 139 124 116' 108 96 90 49.7 0.99 1.26 1-43.. h>60 1 0.85 1.8 18 HardiePanelg) 5/ 16 48 6d common 4 2X4 wood Hem - Fir 16' 0- 15 1 233 212 192' 131 164 149. 78.7 0.7 0.85 1.03 N560 1 0.85 1.4 0.18 20 233 206 188 181 159 146 78.7 0.7 0.9' 1.08 1 10.851 1A 1 0.18 25 233 201 185 18t 156 143 78.7 0.7 0.94 1.12 1 0.85 1.4 0.18 30 233 197 181 181 153 140 78.7 0.7 0.98 1.16 1 0.85 1.4 0,18 35 229 194 179 177 151 139 78.7 0.73 - 1,01 1.19 1 0.85- 1.4 0,18 40 224 192 177 174 148 137 78.7 076 1,04 1.22 1 0.85 1.4 0.18 45 220 189• 175' 171. _ 147 136 78.7 0.785 1.065 1.245. 1 0.85 1.4 0.18 50 4 187 173 3 145 134 78.7 0:81 1..09 1.27 1 0.85 1.4 0. 88 55 214 185 1.72 166 144 133 78.7 0.83 1.1`1 1.29 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 1 175 155 146 136 120 113 78.7 0.99 1.26 1.43 h>60 1 1 0.85 1.8 0.18 HardiePanel 5Y16 48 6d common 6 2X4 wood Hem - Fir 24 0- 15 147 134 121 114 103 94 31.3 0.7 1 0.85 1.03 h560 1 0.85 1.41 0.18 20 6- 7 130 119` 32659 101 92 31..3 0.7 0:9 1.08 1 0,85 1.4 10.181 25 7 127 116 5 98 90 31.3 0.7 0:94 1.12 1 0.85 1.4 0.18 30' 147 124 114 114 96 89 31.3 0.7 0.98K 245 10. 85 1.4 0.18 35 144 123 113 112' 95 87 31:3 0.73 1.01 1 0.85 1.4 0.18 40 141 121 112 109 94 86: 31.3 0.76 1.04 1 0.85 1.4 0.18 45 139 119 110 108 92 86 31-.3 0.785. 1.065 1 0.85 1.4 0.18 50 137 118 109 106 91 85 31c3 0,81 1.09 1 0.85 1.4 0.18 55 135 117 108 105 91 84 3L3 0.83 1.tt 1 0.85 1.a 0.18 60 134 116 108 103 90 83 31.3 0:85 1.13 1 0.85 1.4 0.18 100 111 98 92 86 76 71 31.3 0.99 126.h>60 1 0.85 1.8 1 0.18 HardiePanelg) 5116 48 6d common 4 2X4 wood' Hem - Fir 24. 0- 15 182 165 150' 141 128 116 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 07 0.9' 1.08 1 0.85 1.4 0.18 25- 182 157 1 144 1 141 121 111 47.7 0.7 0.94 1.12 1 0.85. 1.4 10.181 30 182 154 141 141 119 109 47.7 0.7 0.98- 1.16 1 0.85- 1..4 0.18 35 178 151 139 138 117 108 477 0.73 1.01 1-19 i 0.85 1.4 018 40 1. 74 149 138: 135 116 107 47.7 0.76 1.04 1.22 1 0.85- AA 0.18 45 172 147 136 133 114 106 47.7 0.785 1.065 1.245 1 0.85 1A 0.10 50 169 146 135 131 113 1 105 1 47.7 0:81 1.09' 1.27 1 0.85 1A 0.18 55 167 144 134' 129 112 104 47.7 0.83 1.11 i.29 1 0,85 1.4 0.18 60 165 143 133 128 111 103 47.7 0.85 1..13 1.31 1 0.85 1.4 0.18 100 137 121 1 114 1 106 94 88 47,7 0.99 1.26" 1,43 h>60 1 1 10.85- 1.8 0.18 HartliePanel 5H6 48 d, 0. 091 4 shank10. 225 in. HD X 1.5 in. long; ring shank nail 4 edge 8 field 2X4 wood S6a0. 36 16 0- 15 144 131 119 112 101 92 30.0 0.7 0.85 1.03 h560 1 0.851 AA 0.18 20 144 127 116 112 98 90 30.0 0.7 0.9 1.08 1 0.85 1.4 0,18 25 144 124 114 112 96 88 30.0 0.7 0.94 1.12 1 0.85 1.4 0.18 30 144 122 112' 112 94 87 30.0 03 . 0.98 1.16 1 0,85 1.4 0.18 35 141 120 111 109 93 86 30:0 0.73 1.01 1-19 1 0.85 1:4 0.18 40 138 118 109 107 92 85 30:0 0.76 1.04 1.22 1 0,85 AA 0.18 45 136 117 108 105 91 84 30:0 o.7a5 1.065 t.245 1 oss 1.a o.18 50 134 A 16 107 104 89 83. 30.0 0.81 1.09 1.27 1 0.85 1.4 H 55 132 114 106 103 89 82 30.0 0.83 1.11 1.29 1 0.85 1.4 0,18 60 131 113 105 101 88 82 30.0 0.85 1.13 1.31 1 0.85 1.4 0.18 100 108 96 90 84 74 70 30.0 0.99 1.26 1.43 h>60 1 0.85 1.8 E18 RONALD I. OGAWA ASSOCIATES, INC: 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com t}lligt3iiiif[it flll//lrfj, 7fvl 2012 fBC, 2014 FBC 2012 IBC, 2014 FBC Allowable, Ultimate Design Wind, Speed, 3-second gust mph) Allowable, Nominal Design Wind, Speed,; 3-second gust mph) STICTE F • X'';+,+^"{ti;4+'y yl`^ t,` 1 f j 7f7j7 f V III Coefficients used.in Table 6calculations for V. Applicable to'methods 16091.1. FBCI a Sectiontiedd in [2012 , b 2012'ISC:.2014 FBC] Figures 1609A. B. or C. 9 Applicable to methodsspeci through 3 of [20. specified in P2 8Cns , 2014•FBC] Section 1609.1.1. Wind exposure category Wind exposure ategory Siding K, Product Product Thickness inches) Width inches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) Building Hei , 7 ghPfeet) B C D B C D Allowable Design Load PSF). Ex pB Exp C: E xpD K. Kq- GCo GC? 0- 15 198 180 163 153 1.39 126 56.6 0.7 0.85 1.03 h560 1 0.85 1.4 0.18 HardiePanell> 114 48 Min. No 8 X 1 in. long X 0. 323.in head diameter ribbed bugle. head screws 6 Min. No. 20 gauge X 3.625 in... X 1. 375 in metal stud. 16 20 198 175 159 153 135 123 56.6 0.7- 0.9'' 1.08 1 1 0.85 1.4 0.18 25 198 171 157 153 132 121 56.6 0.7 0.94 1.12 1 0.85 1.4 0.18 30 198 167 154 153 130 119 1 -56.6 0.7 0.98- 1.16 1 0.85 1.4 0.18 35 194 165 152 150 128 118 56.6 0.73 1.01 1 19 1 0.85 1.4 0..18 40 190 162 150 147 126 116 56.6 0.76 1.04 1.22 t 0.85 1A 0.18 45 187 161 148 145 124 115 56.6 0,785 1.065 1.245 1 0.85 1.40. 88 50 184 159 147 143 123 114 56.6 0.81 1.09 1.27 1 0.85 1.4 0:18 55 182 157 146 141 122 113 56.6 0.83 1.11 1.29 1 0.85 1.4 0AB 60 180 156 145 139 121 112 56:6 0.85 1.13 1 1.31 1 0.85 1.4 0.18 100 149 1 132 1 124 115 102 96 56:6 0.99 126 1.43 h>60 1 0.85 1.8 0.18 0- 15 146 132 120 113 102 93 30.6 0.7 0.85 1.03 h:560 1 0.85 1:4 1 0.18 20 146 128 117 113 99 91 30:6 0.7 0:9 1.08 1 0.85 1.4 10.181 HardiePaneIV 1/4 48 Min. No 8 X 1 in. long 0. 323 in head diameter ribbed bugle head screw' 6 Min. No.. 20 gauge X 3.625 in.. X 1. 375 in metal stud 24 25 146 126 115 113 97 89 30.6 0.7 0.94 1A2 1 0.85 1.41 0.18 30 146 123 113 113 95 88 30.6 0.7 0.98 1.16 1 0.85 1.4 0.18 35 143 121 112 110 1 94 1 86 30.6 0.73 1.01 1.19 1 0.85 1.4 0.18 40 140 119 110 108 93 1 85 30.6 0.76 1.04 122 1 0.85. 1.4 0.18 45 137 118 109 106 91 1 85 30:6 0.785 1-065 1.245 1 0.85 1.4 018 50 135 117 1 108 105 90 84 30.6 0.81 1.09 1.27 1 0.85 1.4 0.18 55 134. 116 107 104 90 83 30.6 0.83 1.111.29 1 0.85 1.4 0.18 60 132 115 106 1027 8230!6 0.85 1,13 1.31 1 0.85 1.4 0.18 100 1 109 97 91 85 75 70 30.6 0.99 1.26 1.43 h>60 1 10.851 1.81 0.18 HardiePanei& 5/16 48 ETBF 0. 100 in. knurled shank X. 1. 5 in. long in. Xhead head 4 edge 8 field Min. No. 20 gauge X 3.625 in.. X 1_ 375 in 16 0- 15 198 180 163 153 139 127 56.7 0.7 0.a5 1.03 h_60 1 0.85 1.4 0.18 20 198 175 160 153 135 124 56.7 0.7 0:9 1.08 1 0.85 1.4 0.18 25 198 171 157 153 132 121 56.7 0.7 0.94 1A2 1 0.85 1.4 0.18 30 198 167 154 153 130 119 56.7 0.7 1 0.98 1 1.16 1 0.85- 1.4 0.18 35 194 165 152 150 128 118 56.7 0.73 1.01 1.19 t 0.85 1.4 0.18 40 190 163 150 147 126 116 56:7 0.76 1.04 1.22 1 0.85 1.4 0.18 45 187 161 149 145 124 115 56.7 0.785 1.065 1-245 1 0.85 1.4 0.18 50 184 159 147 143 123 114 56.7 0.81 1.09 1.27 1 0.85 1.4 0.18 diameterpin ' fastener' metal stud 55 182 157 146 141 122 113 56.7 0.83 1.11 1,29 1 0.85 1.4 0.18 60 180 156 145 139 121 112 56.7 0.85 1A3 1-31 1 0.85 1A 0.16 100 149 132 124 115 102 95 567 0.99 1.26 1.43 h>60 1 0.85 1.80.18 ET& F 0. 100 in. knurled shank X Min. No. 20 gauge 0- 15 153 139 126 118 107 98 33.7 0.7 0.85 1.03 IN560 1 0.85 1.4 0.18 20 153 135 123 118 104 95 33.7 0.7 0.9 1.08 1 0.85 1A 0.18 25 153 132 121 Ila 102 94 33.7 0.7 0.94 1,12 1 0.85. 1.4 0.18 30 153 129 119 118 100 92 33.7 0.7 0.98 1.16 1 0.85 1.4 0.18 35 150 127 117 116 99 91 33.7 0.73' 1.01 t.19 1 0,85 1.4 0.18 HardiePanel& 5/16 48 1.5 in. long X 0.25 in, head 4 edge 8 field X 3.625 in. X 1. 375 in 24 40 147 125 1 116 1 114 97 90 33.7 0.76 1.04 1.22 1 0,85 1.4 0.18 45 144 124 115 112 96 89 1 -33.7 0,785 1.065 1.245 1 0.85 1.4 0.18 50 1 142 122 113 1.10 95 88 33.7 0.81 1.09- 1.27 1 0,85 1.4. 0.18 diameterpin fastenerz metal stud 55 140 121 113 1.09 94 87 3317 0.83 1.11 1.29 1 0.85 1..4 0.18 60 39 120 112 107 93 87 33.7 0,81 1.13 131 1 0.85 1.4 0.18 100 115 102 95 89 79 74 33.7 1 0.99 1 1.28 1 143. 1h,60 I / 10.135 1.8 0.18 1. Screws shall oenetrate the metal framino at least three full threads. 2. Knurled shank pins shall penetrate the.metal framing at least 1/4 inch. 3. Building height = mean roof height (in feet) of a !wilding; except that eave height shall be used for roof angle O less than or equal to 10 (2-12 roof slope). 4. Vult = the ultimate design wind speed (3-second gust mph) as determined by [2012 IBC, 2014 FBC] Figures 1609A,1609B, or 1609C; ASCE 7-10 Figures 26.5-1A, 26.5-1 B, or 26.5-1C. 5. Vasd.= the nominal design wino speed applicable to methods specified In Exceptions 1 through;3 of 12012 )BC; 2014 FBC] Section 16D9.1.1. 6. The wind speeds in [2012 IBC, 2014 FBC) Figures 1609A,'1609B and 1609C are ultimate design wind speeds, Vult, and shall be converted in accordance with [2012 IBC, 2014 FBC] Section 1609.3.1 to nominal design wind speeds, Vasd, when the provisions of the standards referenced in [2012 IBC, 2014 FBC] Section 1609.1.1. Exceptions 1 through 3 are used. 7. Linear interpolation of building height and wind speed is permitted. 8. Wind speed design assumptions per Analytical Method inASCE 7-10 Chapter 30 C&C Part 1 and Part 3: Kv,=1, Ka=0.85, GCo -1.4 (hs60), GCo -1.8 (h>60)'; GCpj=0.18. LIMITATIONS OF USE: 1) Fastener pullout must be evaluated when installed a species of wood studs other than that which `was tested. JUSTIFICATION OF UsJN,P-,:,ME:RtSULTS.0 PROJECT RIO-2578-1 5 k"9133T, GE;STEELFRAMJNc REOUlkeMENTS,`OF T141f ASCE 7-lb, THE 26 i4 FLORIDA 1 z UILDING CODE, AND . TKE-2 . 0 1 12- It RONALD 1. OGAMASSOCIATES, IMC. 16IM ALGONQUIN STREET #443 K#MNGTON BEACH,, CA 92840 T) 714-M-2%t3. (F) 714-847-4M PRCUECT PJO-2578-15 EVALUATION SUBJECT liardiopanols Siding Janes Hardin Pmdud Trade Meows covered M lbb ovolustiocu 14Mt6PWSjd*4, CempwwM SWOV, Prmmi - PW%W Sf EVALUATION SCOPE. ASCE7- 10 2014 f-Itwida owd4v CC68 20t2 tn1oatroaworg; code 2012 WMoulfivol RosxhWamt Cade EVALUATION PURPOSE: TKM anotysts is to v* M14-MM dosvn 34*=Md gust wW speed to be, teslated by an assembry of Hardlopww (C*moar* PrevaPatwill 0642 fvstw*d to WOW harovs can tow cod w Metal tarring with naft or sawfi& REFERENCE REPORTS: 1.buottak RoponlG2C24363000.WlkTnmvw"bWtest OM HatmoPanol, TEST RESULTS: Table Is. Rosuft of Tm%avera4 Load Tamtkv From Fast*= uumale AtloWatft TVAI rhw- 4" Spadftq spac v Load oos r' Lmf Radon HWnbor a f-1 vl%fth on- Frome, Type L-) Iln.) and oknonstom PS.: l Fad Mods kvwtok 0,312S 48 2X4 *00d ttud, 3r4* thiti 0,) 1$' id a no, a x IZ* iofqt)(o,lZ3, Ho 160J > 53A pLa through ffrvcb wift SPF hm"o ated bug4 head scre" 10=4383000,001A vaenok 0Z125 48 2XA W*00, Stk4 3t4' tN*. by 3,5' Is 8 NoOX 1,25- 0-323" kD wide SPF ka" obbod Wg* head 9cro-11 102024363CD-WIA hftdek 0. 3125 49 2X4 wood "- 3f4- Wck try 3,5- is I 12 No, aX 125 torV X a323- RD lool 35A PW t-uo I I Wide Si' F urrkv ram/ovoo h. cod saw"s I IM024363CO0401A tAtertak 013125 48 2m wood sh4wv %w* by 3, 1.1 16 6 0', shame x 0, 215' Ho x 1,5- 147A 4P2 PA thmuoftactum wide, SPF-r4v mo shkt* ft" 10=4=00,WIA lowlek 04125 48 I 2A4 wood said; 3W tNck by 3,511 24 a No 0 A 125' INV x 0.3,-3 27,e Pw mvwIhlramrw I W)ds SPFhrr*v I nbbed wqw head sov" i I A' falt* fM( l ware #WWAd on fUMV wThMA p&r,*u=oM aft M t%ffdV PWrJ)*M 2. Akowabla, toad is downw'od trom Lit mato load *viwd by a ta=r of safety Of 3, a, H-di&PWW $ 4rQ boMpa" wM ASTM Cl 186 Standard Spooftatoo IWV A Ak"ztw=s Fbw CmOFiat Vw., Tablie lb, AMWS cl AllumbtsL"d for 98 S.. at 10- 04 Screw spoorm 12 F valanof Tnbw " a ( f?l OAS 1,33 111 r"As Allo"Noaosd43,6 35 EA E Irdyid"tfallemkud fibl 3818 47,2 J": 41,1 The tosterwrload WOO smmat IT O.C, was mt,--iiawd as ft average of #,,a testres4ft W r ar4 ir CC, Tiles akwablo 000 tw s4 wrow w the sparing of 1cr OZr sft kMft Can IV Zak.4 4 by ft ft$Lft at"me famww *1 e, and 17' o'c- 8,f w me torm had m-no 12-two MiN-A d tastarw P.0 Mmlugh toM the panals As thoWn 01 ft table. #* AllowAbIo load W 08 Kra" in"od at iO" 0,C, W w-OW Nfr is 3$.$ psf, Jusfific0an of Uslog tht Rosuft an Ught (UtW Stool FmirAnq In the, S,&Act cwfqw2bml o taltems weft anacmd ft hrmv orvy, #0 whavor manuring x orzacwd o wow or age trorm-M does rw 0104V pencil' vw4wft L-tad cap" Ira zieprojw vvi,*ws mspvwuw to wmwv V* offriw suavm4ra and oamtry mornows to ""a wrioam wad ca RONALL L OGAVAASSOCKTES, MC, 16M5ALGO QUIN STREET "43 HtNTiN TON 6EAt H, CA 02649 7U-292x ; (F) Tt 4-847 PROJECT- 1110-2570-15 DESIGN WIND LOAD. PROCEDURES: R w-Mr of t cis n tram load toaa capadfo is da . ' Via ccatp"noa tas mtowm w tmr rds, VA v vans d 4m dos:gm low'm WWTNrW hand on a fada of gdety of 3 OP490to Ctw Utgriatoytast toad. Eguatiost 1, c6-,0m55 .'K,.'bF *v ftat. ASCE 7-10 eqLWion 30,3+11 C6ygwty s set" at *Od z w t1 Pasa.atz a sure cna•," arss'tfrvah,atas! at hafam z. K. " eWet Equagea'.% N , wk d dvoctmmw fado( V, basic *iW 1; sm MPH) *a . VWV,2012IBC F Sr0sIWW8,0,C'>#erpiM7-10h s >M-SIA.8;&C V•V;. ftf, M2 ISC Swan fW2,r i*6=044 V,. , utt n:ata dosign wand spends oust MPKJ ftm 2YM2 MC ts*as 1614 ; 8, or C; ASCE 740 FVW" 2&5-' . 8< or 0 ttttcu. r.' 4GC,GC, frar R x•1d oquan .+.s-sj P V1.* of eet.W peasavra .,ei wd, andqvd—etcx tat GC,,.. proud of "I'M , Pfosuom CYs&!dG'sam andtacm, far ) EquaUon 4, Rnc.CX12S '.tSa`Kn d4'V. (Gcfoc,) kreSdrsast)as T.n..tsc£xr ms?.a,s.isa' -. . T- ASCGt. 7- 10 socl an ? 4.4. i c w,-Wr z 7) D. dead ksad W,w 7a rhs -.: Sarasstas ra Fxasa t+ _ aIjr thr bad dar7orhvW fan»u} Rox# Erfrada`an 4 is R;?D+? pessux) +ram . _... 4 Equation 6, R,,, • O'evl Equstkm X, #.. = C.q'IO;i 'its` w'tG'Vei''iGtw• H;PJ EqueW 74 used to paptsat Tab* 3, 4, and S To &4a uon afetw aWW for Henfio SWkVkrTaok6,smh{a;Equagm* 7twV,.. Equt"n' 6, VA A kab# e to meOwds;pecc?At$in. ! mrowhJot 2012100 SarSden 1W2,1.l., to dcloMiiV.b'tt *9+7tvutdn trammal dreap *'*W zpaed f Vasd) tarIisr ' , . Stpkt T vk 6 atytdx hang.+s below EWAU* n S. V. - VM *-. M 5)*'_ aa: 2m = ue =1602,,3,1) V— , bee. wind ap-4 (3,sae 7-W mph) f r,, n12 tEG Sect+-r P Wz.1) IMSJa° Gam MEET'""$ I.O&S#3-TU3', Pi1RdS Y"x3E`AGi.¢26t9. iac: ks3am. si7ii.^G-2GG2 4P}71s E(t-c5a$5 PRCJEtT ::: f P6-SS7E-A 3 ai iiAn:x F , :.. Yt41d 0p606 Gaa{NF Cec tiaatl aP f+ SMtitSct6a A C 7.7frC'f6tpQiut 7d eat' Pxi Y u tPSn.?,P UtIevn tt,. tAeeaatz YNutg., Spero,", Spowvt a«e f34ca>w ttiWe4aYdgY Hni S.aaws ttl8oil'i 1,1.. w rx w a awl S xgaa arc ant µ LikNi>tu§i4 :+te.[edcssbaa,.r,. Yw Y.: ,•• tpies nFprcef SiSmi9f;<nF+ fitsbM9 FssY3l TSB LA < 8' G e i hsers:#r= .-, r; h, i T pt D M :-• 9 @ it%ty 31. i0..} K i•€ a iw 4p' t; iSff s nv to t a,. a- 7G to 2iiJ S65 4dp _ 43i 21 ;:. 58f">z>,•9l0' 0 <.::aS n n i1; o.at t : v- S- 2111 ik d 1Sa"i. t PLQ' s'X6 3 4 2'' i Q'Q Eersmtg is kr:S LR3 i Ak} f{$ On 1-kN vki 2 F 4 by g n ; 4 77537 10 IM, dk5 in p.>txeid w5ir itv S t4x< > 3.'r:' i3D • Q$ 1,4) alp -,- 3G3 ,: me&S3, Lis in 1,120, dIC9 E .:n e i7Y „':,-Tiw can. ibt4 E; .AT•+: 9<YI 1",„} out t:! 6X aAi %s4' 13 t,}k iF db@ F a, aG t :Pn f OrLS n Call y @, 14 P ILWT..° 3 at ice Yn$ ':. A.29 ::. , 1.,4 is bi 96 C:tA y tR Q.3%.."bY 6+ eai birch$-i5 4 b 4 t t} 3'i : 9e i4T5 2,6E 4 61 f ba S$Ip l- a s siF` whwbes5 fb `= a4 n .: s t.e• Y _ t1¢ v J bm : t 1, ate'. -sa : 3#,. .a 8& asaa ra p e 7 a01; joy y. - p„ wa i2, tEn ih`IF! 7Y:E Fa"st.E irif t k 3 iS B} v3i i}'7 x 4.: L4° n.,t A. # 5 bps„ s t 2ti t:8 num- w -cxas _tb 2.sa...:7.x 1ss f a,t rite x F t' 1.'atY' 2lb 3:.'t: tLW-:. leY Y:E i hKO •.1}, tA d.te a ': 2 Hr iz,:" wpm ffiAAT Q.FY-S£m F ;83C Ti€4z & 5 a i tca a. 42° = bb fie -ap <, 9*1 Y1E am 1$i?,C, 9 7 4.• YL fie z H4 9&X s94 ie8 IMr>fi st?= St9 WIM` n: Y g. +3.-$ 9b 23"4it b t F stsj t 75, I:>. a EsZidi;,- pq#qN. 4 5 4 p3 L bC5 veLA -.7i tF: 2 t Fd. C; ! eYBt+Ve i;3 k 1 F. to t} 12 Edd= i.-'_2Sitfkd3 SA i 9) Fa a,a 12 4a' t.G a _ Tr'a ybtt{ St.,., 4eaSI«% II A k i} t ny l<^.¢ C]t t^_ Iil, ESS 11 t ne 4gp ... ryy3 Qv' 3,& _'$i 3'•':va'/lx iktC4 1'-vffi:- M1k 2e d as4: e:. soon tr.€e W ffixe ,9, ':4n. p rtE a,* ax 27rA >nn6:£ 9i Ygf- SIC T}, cN 1 .: S o E22 I aS C F7 u,a k9e x; des a fts& 09 Sa`C1, g n'r 3 v.- k • f p i? saAt c a"t.kS•, isa A a,l s .. 4 e q it t4ftrt''€ TC f is Ti F4(} bi$t d' gF F, r$t, 7 6 Id R:a a. tt--W `> ye°IJ.,:. xY-ax 8R x;,e r{g- t b' aa/ , et9 : j, . 7.. wit =.. I.Ca- Jt-n - u.r§ 2k1 FR DF . R .-a": L2 .:::,44] a Vz' atS A 43erillitimbw1rtsgi.fA m C,ae ha.e75 x..cSQp Fr I.y¢ fl;i n e_ SW I t^ 4-. A. i 2[tlffi ifiana4yreF aF46 4a 5 2:!'s` 1F3 xa i5„,$-',1 R: .'xi$ 4-. e`. s ff.4e rnm tlb Isn'A ¢y>$• e` 46"e, S g di Yak t -? IM bE`a. 4 . add tt$ 3(1, b40..._ 4'6 _32 i3 nay%iA.$9, k66`:'.x. Yf Nit. T:24 max'-Po<`aimx a 8 F.t., k . s, i>Lij" s" twyad q' ink. 5 4tMA 7(, f0c: a ot.tkn' d9 3$4>' 106 i it3 8,A' t43 k44,leP 4F2 oF5 Sa - 4w3 tE"3 I'm zaR id iS.fIl TSt a-+'e' F Sb to E3,F snx"" t$iR.13 i- 9 T d.2# an-:;'. s a'r4 77 d':'w 2W'Y-tt f 57 e93 l'J a"' S LG53 tffi' ti[.,+t n f Cc 9!"`-CEB} 18835 AU:.*,?NS`aiW. G7RE7ET ffS7 PROIECT, Ri6206-15 UbMS, WFeSl.9:3WimphlWH% SWVSAC'RWM;dInASC ax v° X Fists w w it'ap F€g3Ri r^-r S"-av:. first n.k it} 6-a as c r.y rocs s€II+ a OF ma s x sxi « ¢ W kuv 24 p owhoc. srTY ips Ps G 3+4b=, N mAs S it ox 2V W4 X a 32"•" taa 17O.C, fpNxd G'is e6 GJFE Xv'fa Cnk# rsy 1.i' ta Hsa x 2]4i° Yeylik W 1'k57' 4,C., bt18 nW ski mik 2,3' Litt d!«A.G. S hs.R* _ :pftbffiisCTa., ttdC;.. t SSS3i2.73 1-:. ijMftYiSR&l'f4 CUm. Elm INS mme Mwmlm swim RBMRMEM umummn alum mumn mum I=mo unmu Clown MOLUM MEM Immms F lMOMMINIMMIdMEN ammulm am iiffii now=€ a MIUMMEROMMIMMUM MnSlown MHOMMORMUMMON210 an aEmma E small WD E anEM Ex enm man w2lum, 9NUMIN a Man OWNS rEmma am ImmimEn E law E Nang p.p+yy. mmixs soMFK f^4•[3«'P Y€wf nnd 6AMwWR+'taN 14tli 0erw¢gs K.s tl Ae tY Gi.tkawi Ypsg i. lbws« stE4tS 6}#:''+snU NiY[fwA«sM+w. ., t4 yKAwt sRwE wti: m+raxihu4A*s iBC£7a imiRiti skii:+Pr«I ietl.PMl7:i'.•9. YyYli:`A va.S.ii,',.4Kr+•9 &ff++ai Gw:R44i r.r:xra,R.^x^sss xxcete,.sta s,aww65s - - 9 asyiii as«a ir nnaai awr:iiia ist A.. - t. YJmtiu., y+:_"ri>iiD*+:fir a+A Cis'Cnsd.>F +:s'?}d'r++W sbiPpw4gliSG db-t ma i?X-#s.mv AM.A0.+.€ra. llfiitT!«,TtZfa$StFFii5E: -. t tiS ki r4`s-Yaautay:.itiicxft ei Zrxsps CM'tMKZ#in3SA:Cb:°LiutW Oa CEee yfku3iY, N£N 55-0t2.',E4,, "". REPORT NUMBER: 1020 4363COQ-001A ORIGINAL ISSUE DATE; April 1, 201>5 REVISION DATE: April 30, 2015 EVALUATION CENTER INTERTEK TESTING SERVICES NA LTD, 1500 BRIGANTINE DRIVE COQUITLAM BC V3K 7C1 JAMES HARDIEBUILDING PRODUCTS, INC. PRODUCT EVALUATED: HardiePanel& EVALUATION PROPERTY. Transverse Load Testing A L O Reportof Hardle0analS tested in accordance with ASTM E330-2002/2014, Standard Vest Method for Structural Performance of zteriar"' Windaws, Doors, Skylights and Curtain Walls by Uniform Static ,Air Pressure. Difference This report is for, the exclusive use of Intertek s CCiient and is provided pursuant to the agreement between dntertek and Its Client. Intertek' s resp snsi%Ility and habltlty are Nrited to the terms anc conditio,as of the agreement_ Imertek assumes no liability* to any part' Y, other than to the Client in accordance mO the argreernerr, for any loss, expense or damage occasioned by the Use of this report: On : the Client is avrhorlxed to copy or distribute this rep<)rt and then only in Its sntlrety Any'use of Om lratertek name or one of its marks for, the salt or advertlsemert or the tested mate w, produ& or service must first,be approved .n + riting by Intertek The abservations and test results in tnis report are relevant only to the rnpte tesred ills report by itself floes not imply that the material product, srr service Is or has ever been under an Intertek Certification ationprogram. ta€nm Hardie WW Frodwt, Im. Apfil 30, 2015 Report No. 10202 3Go0-WIA Page 2 +d i 1 Table of Contents 1 Table Of Contents............ .. ... ........ ._.. ................. ....... —............. - ................ 2 2 Introduction . ........ ........................... ._ ......... ............. 3 3 Test Samples........ ..................... ........... ._ ............ ........ ........ 3 3.1. Sample Selection ...................... ---- ...... . ,.... ......... . . ...... 3 12, Sample And Assembler Description .... ............. ........................-..................._....'3 4 Testing And Evaluation Methods ....... _.... __ .... ._r. .... ..... 3 4.1, Conditioning .... ......................................._......—.......... ...... ...... 3 4.2. Transverse Load................... ............. ............ ......... .................. —3 Testing And ' valuation Results, .... .............. ......... _......... ......... ...... ..... 5 5.1. Results And 'Observations ............................ ...................... - ........ ..._...__.._._____5` 6 Condtusion ......... ......... ......... ......... ................ ......... .. 6 Appendix A Transverse Load Test Data ........ .................. .., _...........17 Pages Revision. Summary ... ,. ......... ................... ............................... .....- 1, Fags Intertk` lIIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADAII IISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade. ogv/economy James Hardie Building Product, Inc. 10901 Elm Avenue" Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "Cem" and "Prevail" Planlcs and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I.Ogawa, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: A permanent label with the mantifacturer's name or logo, Plant City, Florida, and the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1.710.9.2 and 1710.9.3 on soffit panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiratiou date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA steal I 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 ti 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 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 9311hr6l/20 Page I .. James Hardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under NOA # 13-0311.07" L Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Submitted under NOA # 13-0311.07" 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by 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 turner 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 5th edition (2014) FBC issued by Ronald 1. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald 1. Ogawa, P.E. D3 /3o Jy015 Carlos M.._ Utrcra, P.E. Product Control Examiner NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 E-1 WALL LENGTH Stud Spacing at 16" O.C. i PROM, ffi> 'fk WALL 4Qor, By 17 + a.FSSFQ 1 Nails at 16" D.C. NO 3/8" Minimum Edge Distance Dlt%g1,LtiA 00io d afioei6 sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 HardiePanel, Cempanel, Prevail Panel Siding Water -resistive barrier per Florida Building Code Section 14042 5/8" thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2" X 4" S-P-F Wood Sleds 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 i 6/8" thick / 5 ply APA rated plywood sheathing in accordanoe with Florida Building Code Section 23223 Water -resistive barrier per Florida Building Code Section 1404.2 2' X 4" S-P-F Wood Studs PRODUCT [ASCRIPTION FtardiePanel®, Cempanel®, & Prevail® Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. PANEL DIMENSIONS Width Length Thickness 4 8,9,10' 5/16" DESIGN PREi-sRE RATING Installation Design Pressure Wood Studs -76 psf bEd HardiePanel, Impact Resistant — SEQTION B-B Cempanel, Prevail Panel Planks installed over 5/8" thick 15 ply APA rated plywood sheathing Siding HARDIE_ PANEL„CEMPANEL PREVAIL PANEL SIDING 1hISTA--- ON DETAILS All installation shall be done in wnformance with this Notice of Acceptance, the manufacturer's installationrecommendations, and the applicable sections of the Florida Building Code. WoodstudswhereHardiePanel, Cempanel, Prevail Panel Siding will be installed shall be designedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirementsof this N. OA Note115/8' thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322-3. A rated plywood sheathing supportec Thesidingpanelsshallbeinstalledover5/8' thick 15 ply by a minimum of 2"X4" S-P-F wood studs spaced a maximum of 16" O.C, Note21Thesidingpanelfastenershallbea2' long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at 5" O.C. at panel edges andintermediatestuds; the fasteners shall be driven through the 5/8" thick /5 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fastenersshallhaveaminimumedgedistanceof30' and a minimum clearance of 2" from comers. Fastener Spacing per Florida Building Code -Section 2322.3 iI pRoDUcrREVLSEn as cowviyi ng wish the rwri& Buddaog code f 4,17 IBBY Y' 1L PTodr&ct Carmot FRAMING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTH WITH 3-112" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALLAND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 518" THICK/ 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDNG CODE SECTION 2322.3 CLADDIJ G THE PANEL IS FASTENED WITH 2" LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS 6.00in, Fastener Spacing per Florida Building Code Section 2322.3 Cladding Framing Sheathing M M0//r,1 ci a N i _ p• FiA •`1 ONA- FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) No WALL HEIGH-1 pE A -At A lbe Flaraa WALL LENGTH Stud Spacing at 16" O.C. B.t-, I_ I _j e¢ c pYma wzda the I-3otid+s e By C- -- --- t -- --- 3/8" Minimum i STATE F OF 1 s/ON A Distance Nails at 6" O.C. (typ.) SEE DETAIL A 5/8" thick / 5 ply APA rated plywood sheathing fastened to metal studs as described in Note t SE C:rj.oR-A--6 Water -resistive barrier per Florida Building Code Section 1404.2 20ga, 3-5/8"X 1 5/8" Metal C-stud HardiePanel, Cempanel, Prevail Panel Siding PF2QDLfCT DESCRfPriOj HardiePanel®, Cempanel®, & Prevail® Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade It, Type A and meeting the requirements of the Florida Building Code. PANEL DLNIEN-S-IONS Width Length Thickness 4' 8,9,10' 5/16, DESIGN P3ESSt1Ft1r F3A711VG Installation Design Pressure Metal Studs -104 psf Impact Resistant - Panel installed over 5/8" thick / 5 ply APA rated plywood sheathing HAI QIEPANELCENiPANEL Pt EI/AIL PANEL SIDING INSTALLA710N DETg1lSAllinstallationshallbedoneinconformancewiththisNoticeofAcceptance, 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 Sheathing fastener, as designed by an Engineer or Architect per the Florida Building Code and the requirements of this described in Note 1 N.O.A. Note 1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter X 1-1W longPanelfastener, as described in bugle head screw Note 2 The siding panels shall be installed over 5o'thick 15 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-5/8" X 1-518" Metal C-studs spaced a maximum of 16" O.C. Note 2] The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-5/8" HardiePanel®Siding long` ribbed bugle head screw ("or screw shall have at least 3 full threads penetrating. metal framing), the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs-, the fasteners shall be driven through the 5/8" thick / 5 ply APA rated plywood sheathing into metal Water -resistive barrier per Florida Building Code Section studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from 14D4.2 comers. 5/8" thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 1. L20ga, 3-5/8"X 1-5/6".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. s 6.00in. - I I 6.00in. I - I I I I' 6.00i n. PRODUCT gEY2SD as 0Mg0ywg wi& dw Fb-ft rio / -c> t l 0 a 7 lax Product ereva II I' I II I. I 6.00in. II fl I I I PROMCr aEvisEv Mwomw No 15A FR/1MiNG NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8" WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHJJ iG NOMINAL 5/8" THICK! 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315" HEAD DIAMETER 1-1/4" LONG BUGLE HEAD SCREW CLADDING r THE PANEL IS FASTENED WITH NO. 8-18,0.315" HEAD DIAMETER X 1-5/8' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing II I' I If I•I Sheathing II II I I.I I.I OGA I • I I . I e'• SF I I' No. 121 I I.I I I = II II ;, TE OF • STA I Lo I, S/ONAL LOAD NOT PARTFF METAL TH S APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS OR TWOODSTUDS, PROVISIONS FOR DIAPHRAGM ACTION AND EE LOADS)RE HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 S FSCM NO DVVG NO phone: 909-356 6300 PNL-PLK-SOFF Fax 909-1270634 A Creator. E. Gonzales SCALE T' = 1'-0" Date: 4/24/2013 SHEET 4 OF 12 t SEE POD[!CT DcSCRiPT10N Stud Spacing at 16" O.C. WALL LENGTH DETAIL A HardiePlankO, GemplankS. & Prevails Plank Lap Siding materials B*-- I nonasbestos fiber -cement518" thick 15 ply APA products tested in accordance withr, i I l i rated plywood sheathing in ASTM C1186 Grade U, Type A and theI : ; accordancewith meeting the requirements of Florida Building Code Florida Building Code. I I i as oottabiying with Elmide a, 0° Qt' _ Secton 2322.3 PANEL D(MEIU$IOhIS WALL HEIGHT l I Sui2dpcCo e Expi> ica 7 i Water - resistive barrier per Ronda Width Length Thickness 59- 1/2" 12' 5/16" j Building Code i t }i ( Section 14042 DESIGN PRESSURE RATING em, ad- l?rode Coouot I.. 2" X 4" S-P-F installation Design Pressure i Wood Studs Wood Studs -9 p f r---------- 14 Lap Siding Impact Resistant - Planks installed over 5/8" thick 15 ply BE-- Nails at 16" O.C. (tYP•) i rir 1-1/4" tall X 5/16" APA rated plywood sheathing 3/4" Minimum Edge Distance B-8 thick starter strip Qi; TA .L A pst RE yieg with F1or:ds N4 1: Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 HardiePlank, Cemplank, Prevail Lap Siding Water - resistive barrier Per Florida Building Code Section 1404.2 thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322. 3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in nmmnliance with the Florida Building Code. Ii. A]Lt.DtE.PLAN,f<,_CENtPLA.N{CLPR IA.14LA SIDINGJNS7C LLATION D t:AI1rS AllinstallationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturer's installationrecommendations, and the applicable sections of the Florida Building Code. WoodstudswhereHardiePlank, Cemplank Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA Note1j5/8" thick ! 5 Ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322.3. Planksshallbeappliedhorizontallycommencingfrom the bottom course of the wall with 1-1l4" wide laps at the top of the plank such that the exposure area of each plank is 5 8-1 W vertically. Note21Thesidingfastenershallbea2-1/2" long, 0.223" head diameter, 0.092" shank diameter, corrosion -resistant siding nail; The siding is fastened:5 8-1/4" O.C. vertically and 16" O.C. horizontally; fastenersaredrivenintowoodstudsthrough518" thick 15 ply APA rated plywood sheathing, fasteners areplacedintheoverlappingareaapproximately314" from the bottom edge of the overlapping plank Vertical joints shall be placed over studs. The planks shall be installed over 518" thick 15 ply APA rated plysupport wood sheathingedby a minimum of 2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 318". HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue. Fontana, CA 92337 horse: 909- 356-6300 SIZE FSCM NO Fax 909- 427-0634 A Creator. E. Gonzales SCALE 112'= t'-0" oW -NO I REV PNL- PLK- SOFF 1 Date: 4/ 24/2013 (SHEET 5 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 0.75n - RGWCT REV V;ED w U0M0ywg w1tb xLrlkrii % Bmw=8 Ca& A,---vw,m x, f //, L' % I Fastener Spacing per Florida Building Code Section 2322.3 ERAMING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-112" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 CLADDING PLANKS.OVERLAP 1-1/4" THE EXPOSURE IS 58-1/4" THE PLANKS ARE FACE NAILED WITH 2-1/2" LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION - RESISTANT SIDING NAILS,-PLACEO 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION 16 in. Cladding Framing Sheathing s ecnypiX* wi& dw Florida lip Cot N0. 1216ISoz STATE OF 0 R ID P •qAj I pf FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AO(( MfffY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTIONIN11JamesHardieBuildingProducts, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300 SIZE FSCM No DWS NO REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCALE 1" = 1'-0" Date: 4/24/2013 SHEET 6 OF 12 I Stud Spacing, at 16" O.C. 1rVALL Ld I •i . i ------ -- --------------------_- PIC i IN WALL HEIGHT i j Ea I 3/4" Minimum DETAII._i PRttXJCL R VLSM Distance EAR wntb il6v Fkwwa itq e 1 A tndad Coe s2 Z v at 16" o.cttyp.j + c-ss 0 AL` Sheathing fastener, as described in Note 1 0000YOT Wnh the fbnde \ A 5- 7 Siding fastener, as r } described in Note 2 1 I 1 Jhfirst Cam" HardiePlank, Cemplank, Prevail Lap Siding A I I % Water -resistive barrier per Florida Building Code Section 1404.2 5/8" thick /5 ply APA rated plywood sheathing fastened to metal studs as described in. Note 1 20ga, 3-5/8"X 1-5/8" Metal C-stud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A 518" thick 15 ply APA r } rated plywood sheathing fastened to metal studs as described in Note 1 Water -resistive barrier per Florida I SuDding Code A Sedion 1404.2 Pk ODL1CT DSSQ PTiOI i HardiePlank®, Cemplank®, and Prevail® Plank Lap Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Code. PLANK pNAElSL ION$ Width Length Thickness S 9--1/2" 12, 5/16" 20ga, 3-5/8" X 1-518" DESIGN PRESSURE RATING Metal Gstud Installation Design Pressure HardiePlank, Metal Studs -92 psf mplank, Prevail tSECTIO Lap Siding Impact Resistant -» B.g 1-1/4" tall X 511s., Planks installed over 518" thick / 5 ply thicker strip APA rated plywood sheathing HARDIEP NKCEMPLANK. PREVAIL LAP SI1][NG_1NS7ALLATIQN DE Ij_$ All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePlank, CemplanK Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. Note 1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No,8.18, 0.315" head diameter 1-1/4" long bugle head screw Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4" wide laps at the top of the plank such that the exposure area of each plank is 5 8-114" vertically. Note 2] The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-1/4" long* bugle head screw over metal studs ("or screw shall have at least 3 full threads penetrating metal framing); The siding is fastened s 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 5/8" thick 15 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4" from the bottom edge of the overlapping plank. Vertical jcints shall be placed over studs. The planks shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-5/8" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3/8". HARDiEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300 s17M 125CM NO Ow13 NO Fax 909-427-0634 A PNL-PLK-SOFF Creator- E. Gonzales SCALE 1 /2" =1'-0" Date: 4/24/2013 1 SHEET 7 OF 12 7 m5in 6.00in. 16 in. OC Cladding I I • 6.00in.00 as cocmplyi*,+& the >!kwift am-krcus Code Tuar4i Oak pro( 58,25in, FI MII 1G 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 SHEATFiJNG NOMINAL 518" THICK 15 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT.PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315" HEAD DIAMETER X 1-1/4" LONG BUGLE HEAD SCREW CLADDING PLANKS OVERLAP 1-114' 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 Framing Sheathing 1f' ;OGA 0. 121 4 STATE OF NTAl- FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) i WALL HEIGHT DI~TALI—A WALL LENGTH Stud Spacing at 16" O.C. 3/8" Minimum SEE DETAIL A P F O UCT DESCRIPTIOi! HardieSoffit(D & CemsoffitQD materials are nonasbestos fiber -cement products tested In accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. SOFFL7 bIMENSION$ Width Length Thickness 4 8' 1 /4" p aL Pf QSSUR.E-2AT11Q Installation Design Pressure Wood Studs -70 psf l ao '.OGALyq 0 No- 4 21 STATE OF dcF- F QRtidP- RD1ESQEFiTTCE(VISOFFI7P IEL `ICLST14LlAXJON_bEJgILS of6tfastener, as = AN installation shall be done in conformance with this Notice of Acceptance, the manufacturer's escribed in Note 1 installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardieSoftit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 2"X4" S-P-F wood studs spaced a maximum of 16" O,C- HardieSoffit, Cemsoffrt , ENote 11 The soffit fastener shall be a 2" long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at 4" O.C. at panel edges and intermediate studs,; the fasteners shall be driven into wood studs located at 16" O'.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from corners. r 2" X 4' S-P-F Wood Studs HardieSoffit, Cemsoffit S C7 OAI_6 1 Nails at 4" O.C. (typ.*meDuL-rREv1ISM Distance a avoyog wdb lie F1orift V O 1 W 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. Creator. E. Gonzales PRODUCT R1EV]SED W wiab dw FkKidE 8 ding Code A No 13-03 11,41 BY Proms Cow HARDIESOFFIT, CEMSOFFIT PANEL. INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 FSCM NO DWG NO REV PNL-PLK-SOFF I 1 1 /2" = V4" 1 Date: 4/24)2013 90F12 6,00in. 4,00iTn PRcbucr REYLS n PFLOi @ lCi Y3S1ED w * web 69 Fbxi& as i% with tee Fkffide CA& a items coft1107 r+••+ Gae or sy _ Mir made >,cs Goosed FRAMING NOMINAL 2" X V 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 ARCI-IITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING THE SOFFIT IS FASTENED WITH 2" LONG, 0-223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAIL'S 4" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing QGA Na. 121 STATE OF F 0 R1 P••' 1. x, FOR METALAND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) 0 WALL LENGTH _! I Stud Spacing at 16" 0-C, i I itWALLI , iEIGHT i i Nails at 6" O.C. (typ. 3/8" Minimum Edge Distance DET,AII~A Soffit fastener, as described in Note ol HardieSoffit, Cemsoffit 20ga, 3-5/8" X 1-5/8" Metal C-stud I The wall and soffit frames are to be L — designed by the Architect or Engineer of Record in compliance with the SEE pkOD_ U_CT DESCRIPT_LON HardieSoff e & Cemsof * materials DETAIL A are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. 20ga, 3- 518" X 1-5/8" . — +EE-R DJMENSIONS Metal Gstud Width Length Thickness 4, $. Y" HardieSoffit, DEStCsf l PRESSURE RATjNG l Cemsoffit Installation Design Pressure Metal Studs 1to4yrl . 0 GA SECTIQN B; B pROMCT&Ev1SED `i as «0g0r* wfft dro FkAb B,iwing code 3.,' 1. 1 0• 12 y DW&Wcovew=ytm No MD. Expi- 61 U!? 8' c eAa>+ ctGfW+ erol F,' ORI'D i4a3,d •....._- y r NA L EN0ti l 4. 10 ARRIESOFFLT CEMSOFFIT ANELJNS QLLATIOND)=TAILS All installation shall be done in conformance with this Notice of Acceptan'9'f hS anufacturer s installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O A The soffit shall be installed over minimum 20ga, Nominal 3-5/8" X 1-5/8" Metal G studs spaced a maximum of 16" O.C. Note 11 The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4' long* ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal framing);the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2"from comers. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 1o901 Elm Avenue Fontana, CA 92337 DvL* NO REV PNL-PLKSOFF 1 Florida. Building Code. Creator. E. Gonzales- scauE' 1/2"=1'-0" Date: 412412013 SHEET 11 OF 12 HardieSoffit, Cemsoffit 20ga, 3- 5/8" X 1-5/8" Metal C-stud I The wall and soffit frames are to be L — designed by the Architect or Engineer of Record in compliance with the SEE pkOD_ U_ CT DESCRIPT_LON HardieSoff e & Cemsof * materials DETAIL A are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. 20ga, 3- 518" X 1-5/8" . — +EE-R DJMENSIONS Metal Gstud Width Length Thickness 4, $. Y" HardieSoffit, DEStCsf l PRESSURE RATjNG l Cemsoffit Installation Design Pressure Metal Studs 1to4yrl . 0 GA SECTIQN B;B pROMCT&Ev1SED `i as «0g0r* wfft dro FkAb B,iwing code 3.,' 1. 1 0• 12 y DW&W covew=ytm No MD. Expi-61 U!? 8' c eAa>+ ctGfW+ erol F,' ORI'D i4a3,d •....._- yrNA L EN0ti l 4. 10 ARRIESOFFLT CEMSOFFIT ANELJNS QLLATIOND)=TAILS All installation shall be done in conformance with this Notice of Acceptan'9'f hS anufacturer s installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O A The soffit shall be installed over minimum 20ga, Nominal 3-5/8" X 1-5/8" Metal G studs spaced a maximum of 16" O.C. Note 11 The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4' long* ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal framing);the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2"from comers. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 1o901 Elm Avenue Fontana, CA 92337 DvL* NO REV PNL-PLKSOFF 1 Florida. Building Code. Creator. E. Gonzales- scauE' 1/2"=1'-0" Date: 412412013 SHEET 11 OF 12 5.00in. 16ADin. Cladding Framing 6.00in. PR0DLCf REVL4FD 1b J6EDooslricgwiilif6eF]otiis 8 ldr t SAaeerts•e Q 3,+I.G i! AWq s — i No. 2 - cz:Zz FLORA C, cFS31QNP e'"` FRAMING NOMINAL 20 GAUGE 3-5/8" X 1-518" STEEL STUDS 16" O.C. FASTENED WITH 5/8" WAFER HEAD SCREWS (2 PER TOP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE AND BOTTOM CONNECTION) NOT PART OF THIS APPROVAL (MUST 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 J141INSTALLATION DETAILS METAL STUD CONSTRUCnON DIAMETER X 1-1/4 " LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FULL THREADS PENETRATING THE METAL FRAMING), PLACE 10901 Elm Avenue SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE Fontana, CA 92337 STUDS hone: 909-356-6300 sizE FSCM NO DWG NO REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCALE Date: 4/24/2013 SHM 12 OF 12 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 20.14 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 JAMES HARDIE BUILDING PRODUCTS, INC.. 1-888-542-7343 info@jameshardie.com EVALUATION SUBJECT HardiePanei® Siding James Hardie Product Trade Names covered In this evaluation:. HardiePanei® Siding, Cempanel&Siding, Prevail- Panel Siding EVALUATION SCOPE: ASCE 7-10 2014 Florida Building Code 2012 International Building Code® RONALD 1. OGAWA,ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA'92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-1'5 EVALUATION PURPOSE: This analysis is to determine the maximum design 3-second. gust wind speed to be resisted by an assembly of HardiePanei (Cempanel, Prevail Panel) siding fastened to wood or metal framing with nails or screws. - REFERENCE REPORTS: 1. Intertek Report 3067913 (ASTM C1186) Material properties HardiePanei Siding 2. Ramtech Laboratories Report. IC-1 270-94 (ASTM E330) Transverse Load Test, 5116" Thickby48 inch wide HardiePanei Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches, on center with a 6d common galvanized nail 3. Ramtech Laboratories Report IC-1271-94 (ASTM E330) Transverse Load Test, 5116" Thick by 48 inch wide HardiePanei Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches on center with a 6d common galvanized nail 4. Ramtech Laboratories, Inc, Report 10868-97/1475 (ASTM E330) Transverse Load Test, 5116" Thick by 48 inch wide HardiePanei 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 5. Ramtech Laboratories, Report IC-1054-89 (ASTM E330) Transverse load Test, 114" Thick by 48 inch wide HardiePanei. Siding installed on 20gauge Metal studs spaced at 16 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 6. Ramtech Laboratories, Report IC-1055-89 (ASTM E330) Transverse Load Test, 114" Thick by 48 inch wide HardiePanei Siding installed on 20gauge Metal studs spaced at 24 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 7.. Ramtech .Laboratories, Report .11149-98/1554d (ASTM E330) Transverse toad Test, 114" Thick by 48 inch wide,HardiePanel Siding installed on 20gauge Metal studs spaced at 16 and 24 inches on center with a ETBF 0.100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener 8. Ramtech Laboratories Report IC-1273-94 (ASTM E72) Racking Shear Test, 5116 Thick.by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 Inches on center with a 6d, common galvanized nail 9. Ramtech Laboratories Report IC-1274-94 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanei Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches on center with a 6d common galvanized nail 10. Ramtech Laboratories, Inc.Report,10868-97/1475 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanelSiding.installed on 2X4 Group III SG=0.36 wood studs spaced at 16inches on center with a 4d, 0.091 inch shank by 0.225 inch head diameter by 15.inch long ring .shank nail 11. Ramtech Laboratories Report iC-1057-89 (ASTM E72) Racking Shear Test, 5/16' Thick by 48 inch wide.HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24 inches on center with a No 8 X.1 in, long X 0.323 in head diameter ribbed bugle head screw 12. Ramtech Laboratories Report 11284-9911580 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanei Siding installed on 2X4. Hem -Fir wood studs spaced at 16 and 24 inches on center with a ETRF 0-100 in. knurled shank'X 1.5 in. long X'0.25 in_ head diameter pin fastener JAMES HARDIE BUILDING PRODUCTS, INC.. 1-888-542-7343 info@jameshardie.com TEST" RESULTS:'. Table 1a, Results of Transverse Load Testing RONALD I. OGAWA:ASSOCIATES,:INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA192649 714-2924602 714-847-4595 FAX PROJECT: RIO-2556-1'5 Fastener Spacing in.) Allowable Frame Ultimate Design Thickness IN Spacing Perimeter Field. Load Load' Report Number Test Agency in.): in.) Frame Type in.) Supports Supports Fastener Type PSF) PSF IC-1.270-94 Ramtech 0,3125 48 2X4 wood Hem -Fir 16 6. 6 6d common 149 49.7' I0-1270-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 236 78.7 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 94 31.3 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 1 4 6d common 143 47.7 10868 97/1475 Ramtech Q.3125 48 2X4 wood; SG z 0:36 16 4 8 4d, 0.091 in. shank X 0:225 in. 90 30.0 HD'X 1.5'in: long ring shank nail Min. No. 20 gaugeX 3625 in:.X Min. No 8.X 1;in. long X0.323:in 1C-1054-89 Ramtech 0.25 48 1.375 in metal stud 16 6 6. head diameter ribbed. bugle 1699 56:6. head screw Min. No 8 X 1, in, long X 0.323 in . MinNo, 20 gauge X 3.625 in. X IC-1055 89 Ramtech 0:25 4$ 1. 375'in metal stud 24 6 6 head diameter ribbed bugle 91.9 30:6'. head screw ET& F 0.100 in. knurled shank X. 11149- 98/1554d Ramtech 0.3125 48 Min. No. 20 gauge X 3.6.25 in. X 24 4 8 1.5 in. long X 0.25 in, head 170 56.7 1. 375 in metal stud diameter pin fastener ET& F 0.100 in. knuded shank X 11149- 98/1554d Ramtech 0.3125 48 Min, No. 20 gauge X 3.625 in. X 16 4 8 1.5 in long X 0.25 in. head 101 33.7 1.375 in metal stud diameter pin fastener 1. Allowable Load is the -Ultimate -Load divided by a Factor ot-satety.of ZL 2.. HardiePane( Siding compiies.with ASTM C1186, Standard Specification for Grade it, Type A Non -asbestos Fiber -Cement. Flat Sheets.. Table 1b, Shear Values Allowable Loads in Pounds Per( Lineal Foot for Panel Shear Walls''? Fastener5pacing in.) Frame Ultimate Allowable Thickness Width Spacing Perimeter Field toad' Load3 Report Number Test Agency m') in.) Frame Type in,) Supports Supports Fastener T pIf) If) IC- 1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6' Bd common 603.8 201.3 IC- 1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 698.8 232.9 IC- 1274-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24. 6 6: 6d common 460.0 153.3 IC- 1274-94' Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common 637.5 212.5 4d, 0,091 in. shank X 0.225 in..595 1086897/ 1475 Ramtech 0.3125 48 2X4 wood, SG z 0:36 16 4 8 4 198.5 HD X 1.5 in. bn ring shank nail Min. No 8 X 1 in. long X 0.323 in IC- 1057-89 Ramtech D.25 48 Min. No. 20 gauge X 3:625 in. X 16 & 24 6 6 head diameter ribbed bugle 990.0 123.8 1. 375 in metal stud head screw. ET& F 0.100 in. knurled shank X 11284- 99/1580 Ramtech 0:3125 48 Min, No; 20 gauge X 3.625 in. X 16 4 8 1.5 in, long X 0.25 in. head 1227:0 153.4 1. 375in metal stud diameter pin fastener ET& F 0.100 in. knurled shank X 11284- 9911580 Ramtech 0.3125 48 Min. No. X 3:625 in. X 24 4 8 1:5 in. long`X 0.25 in. head 1060.0 132.5 1.37755 in n metal stud diameter pinfastener 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 load is based on the average load at 1/8 inch net deflection.. RONALD I. OGAWA:ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 719-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC.. 1-888-542-7343 info@jameshardie.com DESIGN WIND LOAD PROCEDURES: Fiber -cement siding transverse bad capacity (wind bad: capacity) is determined via compliance testing to transverse load national test standards. Via the transverse load testing an allowable design load is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design load is based on factor of safety of 3, allowable, design bads on fiber -cement siding correlate directly to required design pressures for Allowable Stress Design, and therefore should be used with combination loading equations for Allowable Stress Design (ASD). By using the combination loading equations for Allowable Stress.Design (ASD), the tested allowable design loads for fiber -cement siding are aligned with the wind speed requirements.in ASCE 7- 10 Figure 26,5-1A, Figure 26.5-18, and Figure 26.5-1C. For this analysis, to calculate the pressures in Tables 3, 4, and 5, the load combination will be in accordance with ASCE 7-10 Section 2.4;combining nominal loads using allowable stress design, load combination 7. Load combination 7 uses a bad factor of 0.6 applied to the wind` velocity pressure. Equation 1,. q,= 0.00256'K,`K,x K,*V2 ftf ASCE 7-10 equation 30.3-Y)- q, , velocity pressure at height z K, , velocity pressure exposure coefficient evaluated at height z Ka , topographic factor Kd , 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 26i5-1A, B, or Equation 2, V=V n fref. 20121BC 6 2014 FBC Section 1602.1 definitions) V ft , ultimate design wind speeds (3-secondgustdetermined from [2012IBC, 2014 FBC] Figures 1609A, B, or C; ASCE .7-10 Figures 26.5-11A; B, or C Equation 3, p=q,* (GCP GCp) 1ref, ASCE 7-10 equation 30.6-t) GC, , product of external pressure coefficient and gust -effect factor GCP product of internal pressure coefficient and gust -affect factor p , design pressure (PSF)Ifor siding (allowable: desgn load for siding) To determine design pressure, substitute q, into Equation 3, Equation 4, p=0.00256'K,'K,; VV n'-(GC-GCp) Allowable Stress Design, ASCE 7-10 Section 2.4.1, load combination Equation 5. 0.61) + 0:6W fret ASCE 7-10 section 2.A. load combination 71 D , dead bad W , windload To determine the Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation to p (design pressure) determined from equation 4 Equation 6, p,w = 0.6'[p] Equation 7, p_d = 0.6'[0.00256'K,'K,'Kd'V ,"(GCp GCp Equation 7 is used to populate Table 3, 4; and 5 To determine the allowable ultimate basic wind speed for Hardie.Siding in Table 6, solve Equation 7 for V.,; , Equation It, V n = (psd/0.6'0.00256'K,+Kr'Kd'(GCc. -GC e.)) b, Applicable to methods specified in Exceptions i through 3 of[2012IBC. 2014 FBC] Section 1609.1.1., to determine the allowable nominal design wind speed (Vasd) for Hardie Siding in Table 6, apply the conversion formula below, Equation 9; V.d = V,. * (0,6)'.' (ref. 2012IBCg 2014 FBC Section 1609.3.1) V_, , Nominal design wind speed (3-second gust mph) fraL 20121BG 8 2014 FBC Section 1602r1)1 Table 2, Coefficients and Constants used in Determining V and p, 1 ttt1tti1tflffill," K, Wall Zone 5 Height ( ft) Exp B Exp C Exp D K Kd GC GC 0- 15 0.7 0.85 1.03 h560 1 0.85 1.4 0.18 20 0.7 0:9 1.08 1 0.85 1.4 0.18 25 0.7 0.94 1.12 1 0.85 1.4 0.18 30 OJ 0.98 1.16 1 0.85 1.4 0.18 95 0.73 1.01 1.19 1 0.85 1.4 0.18 40 0.76 1.04 1.22 1 0:85 1.4 0.18 45 0.785 1.065 1.245 1 0.85 1.4 0.18 50 0.81 1.09 1.27 1 0.85 1.4 0.18 55 0.83 1.11 1.29 1 0.85 1A 0.18 60 0;85 1.13 1.31 1 0;85 1.4 0.18 100 0.99 1.26 1.43 h>60 1 0:85 1.8 0.18' a RONALD I. OGAWA ASSOCIATES,, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714 292-2602 714-847-4595 FAX PROJECT: RIO-2556-1'5 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 inf6@jameshardie.com Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be:Resisted at Various Wind Speeds -Wind Exposure Category B, Wind Speed 3-second,gust 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (ft). B B B 6 B B B B B B B B B B 0.15 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 20 14A 15.9 17.5 19:1 20.8 24.4 28.3 32.5 37:0 41.7 46.8 52.1 57.8 63.7 25 14A 15.9 17.5 19A 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57:8 63.7 30 14.4. 15.9 17.5 19.1 20.8 24.4. 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 35 15.1 16.6 18.2 19.9 21.7 25.4. 29.5 33.9 38.6 43.5 48:8 54.4 60.2 66.4 40 15.7 17.3 1 -19.0 20:7 22.6 1 -26.5 30.7 1 -35.3 40.1 1 -45.3 50.8 1 -56.6 1 -62.7 69.1 45 16.2 17.9 19.6 21.4 23.3 27A 31.7 36.4 41.5 46.8 52.5 5&5 64.8 71.4 50 16.7 18A 20.2 22.1 24.1 28.2 32.7 37.6 42.8 48.3 54.1 60.3 66.8 73.7 55 17.1 18.9 20.7 22:6 24.7 28.9 33:6 38.5 43.8 49.5 55.5 61.8 68.5' 75.5 100 25.6 28.2 31.0 33.8 36.9 43.3 50.2 57.6 65.5 74.0 82.9 92.4 102.4. 112.9 Table 4; Allowable Stress Design-Component:end Cladding (C&C)`Pressures (PSF)'to be Resisted at Various Wind Speeds.- Wind F-posure Category C, Wind Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (it) C C C C C C C C C C C C C C 0-15 17.5 19.3 21.2 23.2 25:2 29:6 34.4 39.5 44:9 50.7 56.8 63.3 70.1 77.3 20 18.6 20:5 22.5 24.6 26.7 31.4 36.4. 41:8 47.5 517 60.2 67.0 74.3 81.9 25 19.4 21.4 23.5 25.6 27.9 32.8 38.0 43.6 49.6 56:0 62.8 70.0 77.6 85.5 30 20.2 22:3 24.5 26.7 29.1 34.2 39.6 45.5 51.8. 58.4 65.5 73.0 80-9 89.2 35 20.8 23.0 25.2 27.6 30.0 35:2 40.8' 46.9 533 60.2 67.5 75.2 83.3 91.9 40 21.5 23.7 26.0 28.4 30.9 36.3- 42:0 48.3 1 -54.9 62.0 1 -69.5 77.4 85.8 94.6 45 22.0 24.2 26.6 29.1 31.6 37.1 43:1 49.4 56-2 63.5 71.2 79.3 87.9 96.9 50 22.5 24.8 27.2 29.7 32.4 38:0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 99.2 55 22.9 25.2 27.7 30.3 33.0 38.7 44.9 51.5 58.6 66:2 74.2 82.7 91.6 101.0 60 23.3 25.7 30.8 33:6 39.4 45 5 .4 59.7 67.4 75:5 1 93.2 102.8 100 32.6 35.9 39.4 43.1 46.9 55:0 63.8 73.3 83.4 94.1 105.5 117:6 130;3 143.6 Table.5, Allowable Stress Design.- Component and Cladding (C&C) Pressures,(PSF)to be Resisted at Various Wind Speeds - Wind Exposure Category" D, Wind Speed (3-second::gust) 100 105 110 115 120 130 140 150 160- 170 180 190 200 210 Height (it) D D D` D D D D D D D D D D D 0-15 21.2 23.4 253 28.1 30.6 35.9 41.6 47.8 54A 61.4 68.8 76.7 85.0 93.7 20 22.3 24.6 27.0 29.5 32:1 37.7 43.7' 50.1 57.0 64.4 72.2 80.4 89.1 98.2 25 23.1 25-5 28.0 30:6 338 39:0 45:3: 52.0 59.1 66:8 74.9 83.4` 92.4 101.9 30 23.9 26.4 29.0 31.6 34.5 40.4 46.9 53.8 61;3 69.2 77.5 86.4 95.7 105.5 35 24.5 27.1 29.7 32.5 35:3 41.5 48.1 55.2 62.8 70.9 79.5 88.6 98.2 108 3 40 25.2 27.7 30.5 33.3 36.2 42.5 49.3 1 -56.6 64.4 72.7 81:5 1 -90.9 100.7 111.0 45 25.7 28.3 31.1 34.0 37.0 43.4 50.3 57.8 1 -65.7 74.2 832 92.7 102.7 113:3 50 26.2 28.9 31.7 34;6 37.7 44.3 513 58.9 67.1 753 84.9 94.6 104.8 115.5 55 26.6 29.3 32.2 35.2 38.3 45.0 52.2 59.9 68.1 76.9 86.2 96.1 106.4 117.4 3 . 8 : 1 UN.1 1 100 37.0 30.8 44:7 1t8:9 53.2 62.5• 72:5 83.2 94:6 106:8 119:8 133.4 147.9 163.0 Tables 3; 4, and 5 are based on ASCE 7-10 and consistent -with the 2012 IBC; 2012 IRC and the 2014 Florida Building Code ti}bUl4tst I ttitil/!ltlrri0G RONALD I. OGAWA ASSOCIATES,: INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Parl 3)8 Ott i-tt`tf! t• 17.A.'t,lwjYljJ,9 2012 IBC. 2014 FBC 2012 IBC, 2014 FBC L 2 # ) r .A STA i l - • p,,r i, + '•,• to l'<n,. t t f ojl+° 17ffJ{tREyl1 VV1k*`'` Coefficients used in Table-6 calculalionsforY„,,. Allowable, Ultimate Design Wind, Speed, Vurc4. 3-second gust mph) Allowable, Nominal Design Wind, Speed, V, tteTEF3-second gust mph) Applicable to methods specified in [2012 IBC_, 16091.1'ass determined b 12012 18C,-2014 FBC] Figures 1609X B. or C. 9 Applicable•to methods y.' through 3 of (20112 ISCdinExceptions ' 2014 FBC] Section 1609.1.1. Wind exposure catego Wind exposure catego Siding K, Product Product Thickness inches) Width inches) Fastener Type Fastener Spacing Frame - Type Stud Spacing inches) Building HeighC' feet) B C D 6 C D. Allowable Design LoadoF). Exp-B,. Expd Exp-D K GCp GCp HardiePanel® 5116 48 6d common 6 2X4' wood Hem=Fir 16 0-15 186 168 153 144 130 118 49.7 0.7 0.85 1.03 h__<60 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 03 0.94 1.12 1 0.85 1.4 0,18 30 186 157 144 144 121 112 49.7 0.7' 0.98 1.16 1 0.85 1.4 0.18 35 182 154 142 141 120 110 49.7 0,73 1,01 1.19 1 0.85 1.4 0.18 40 178 152 141 138 118 109 49.7 0.76 1.04 1.22 1 0.85 1.4 OA8 45 175 150 139 136 117 10& 49.7 0.785 1.065 1245 1 0.85 1.4 0.18 50 172 149 138 134 115 107 49.7 0.81 1.09 127 1 0,85 1.4 0.18 55 170 147 137 132 114 106 49.7 0.83 1.11 1.29 1 0.85 1.4 0,18 60 168 146 136 130 113 105 49.7 0.85 1.13 1.31 1 0.85 1.4 0.18 100 139 124 116 108 96 90 49.7 0.99 1,26 1.43 h>60 1 0.85 1.8 0.18 HardiePanelC 1 5/16 48 6d common 4 2X4 wood Hem -Fir 16 0-15 233 212 192 1 181 164 149 1 -78.7 0.7 0.85 1.03 h560 1 0.85 1..4 0.18 20 233 206 188 181 159 146 78.7 01 1 0.9 1.08 1 0.85 1.4 0.18 25 233 201 185 181 156 143 78.7 0.7 0.94 1.12. 1 0.85 1.4 0.18 30 233 197 181 181 153 140 78.7 0.7 0.98 1.16 1 0.85 1.4 0.18 35 229 194 179 177 151 139 78.7 0.73 1.01 1.19 1 0.85 1:4 0.18 40 224 192 177 174 148 137 78.7 0.76 1.04 1.22 1 0.85 1.4 0.18 45 220 189 175 171 147 136 78.7 0.785 t065 1245 1 0.85 1.4 0.18 50 4 187 173 3 145 134 78.7 0.81 1.09 1.27 i 0.85 1.4 0.18 55 214 185 172 166 144 133 78.7 0.83 1.11 T29 1 0.85 1.4 0.18 60 212 1B4 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 1.26 1-43 h>60 1 0.85 1.8 0.18 HardiePanel® 5/16 48 6d common 6 2X4 wood Hem -Fir 24 0-15 147 134 121 114 103 94 31.3 0.7 0.85 1.03 h<_60 1 0.85 1.4 0.18 20 6-7 130 119 32659 101 92 31.3 0:7 0.9 1.08 1 0.85 1.4 0A8 25 7 127 116 5 98 90 31.3 0.7 0.94 1A2 1 0.85 14 0,18 30 147 124 114 114 96 89 31.3. 0.7 0.98 1.16 1 0.85 1.4 0.18 35 144 123 1113 112 95 87 31.3 0.73 1.01 1.19 1 0.85 1.4 0.18 40 141 121 112 109 94 1 86 31.3 0.76 1.04 1. 22 1 0.85 1.4 0.18 45 139 119 110 108 92 86 31.3 0.785. 1.065 1 1.245 1 0,85 1.4 0.18 50 137 118 1 109 1 106 91 85 31.3 0,81 1 1.09 1.27 1 0.85 t:a 0.18 55 135 117 108 105 91 84 31.3 10.83 1.11 129 7 0.85 1:4 0.18 60 134 116 108 103 90 83 31.3 0:85 1.13 1.31 1 0.85 1.a 0.18 100 1 ill 98 92 86 76 71 31.3 0.99 1.26 1.43 h>60 1 0.85 1.8 0.18 HardiePanel® 5/16 48 6d common 4 2X4 wood' Hem -Fir 24 0-15 182 165 150' 141 128 116 47.7 0.7 0,85 1.03 hs60 1 1 0.85 1..4 0.18 20 182 160 146 141. 124 113 47.7 0.7 0.9 1.08 1 0.85- 1.4 0.18 25 182 157 144 141 121 1 111 1 47.7 0.7 0.94 1.12 1 0.85 1.4 0.18 30 182 154 141 141 119 109 473 0.7 0.98 1.16 1 0.85 1.4 0.18 35 178 151 139 138 117 108 47.7 0.73 1.01 1.19 1 0.85 1.4 0.18 40 174 149 138 135 116 107 47.7 0.76 1.04 122 1 0.85' 1.4 0,18 45 172 147 136 133 114 106. 47.7 0.785 1-065 h245 1 0.85 1.4 0.18 50 169 146 135 131. 113 105 47.7 0.81 L09 1.27 1 0.85 1.4 0.18 55 167 144 134 129 112 104 47.7 0,83 1.11 1.29 1 0.85- 1.4 0.18 60 165 143 133 128 111 103 4717 0.85 1.13 1.31 1 0.85 1.4 0.18 100 137 121 114 lD6 1 94 1 88 47d 0.99 1.26 143 jh>60 1 1 0.85- 1.8 0.18 HardlePanert 5116 48 4d, 0.091: in. shank X 0.225 in. HD X 1.5 in. long ring shank nail 4 edge 8.field 2X4 wood SG20,36 16 0-15 144 131 119 112 101 92 30.0 0.7 0.85 1.03 h560 1 0,85 1.4 0,18 20 144 127 116 112 98 90 30.0 0.7 0-9 1.08 1 0.85 1.4 0.18 25 144 124 114 112 96 88 30.0 0,7 0.94 1.12 1 0.85 1.4 0.18 30 144 122 112 112 94 87 30.0 0.7 0.98 1.16 1 485 1.4 0.16 35 141 120 ill 109 93 86 30-0 073 1.01 1-19 1 0.85 14 0.18 40 138 118 109 107 92 85 30.0 1 0.76 1.04 1.22 1 0.85 1.4 0.18 45 136 117 108 105 91 84 30.0 0.785 1.065 1.245 1 - 0,85 1.4 0.18 50 134 116 107 104 89 83 30.0 0.81 1.09 1.27 1 0.85 1.4 0.18 55 132 114 106 103 89 82 30.0 0.83 1..11 1.29 1 0.85 1.4 0.18 60 131 113 105 101 88 82 30.0 0.85 1.13 1.31 i A.85 1.4 1 0.18 100 108 96 1 90 84 74 70 30:0 0.99 1,Zfi 7.43 h>60 1 0.85- 1.8 0.18 RONALD I. OGAWA ASSOCIATES, INC` 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 inf6@iameshardie.com tt1t lt tt Rtttllrj y \ V GIq k//lf/,rf 2012 IBC: 2014 FBC 2012 JBC, 2014 FBC 24124. `-•rAllowable, Ultimate Allowable, Nominal Design Wind, Speed, Van°,. Design Wind, Speed, Vasas.e- F 3-second gust mph) 3-second gust mph) STYE ti,.A Applicable to methods**,rfyApplicabletomethods f.(} 13%`<„_'.'`'~ 4 V ° specified in [2012 IBC, esped in Exceptions 1 Vj "' ty 4 2D14 FBC] Section through through 3 of [2012 IBC; Ittll3ltiJi1609.1.1. as determined b 12012IBC. .2014 FBC] 2014• FBC] Section t11111 FiFigures 1609A, B..or C. 9t609 ia, Coefficients used in Table calculations firr.V„n Wind exposure catego Wind exposure cate o"" Siding K, Product Width Stud Building Allowable Product Thicknes s Fastener Fastener Frame Spacing Height' 8 C D B C J Design inches} inches) Type Spacing Type inches) feet) Load PSF)'. Exp6 Exp:C ExpD, Krt. Kd GCp GC-,, 0-15 198 180 163 153 139 126 56.6 0.7 0.85 1.03 h560 1 0.85 1.4 0.18 20 198 175 15g 153 135 123 56.6 0.7 0.9 1.08 1 0.85 1.4 0.18 Min. No8X25198 171 157 153 132 121 56.6 0.7 0.94k1j.245 1 0. 85 1.4 0.18 1. in. long X Min. No. 30 198 167 154 153 130 119 56.6 0.7 0.98 1 0.85 1.4 0.18 0.323in20gauge35194 165 152 150 128 118 56.6 0.73 1.,01 1 0.85 1.4 0.18 head X3.625 40 190 162 150 147 126 116 56.6 0.76 1.04 1 0.85 1A 018 HardiePanel! 1/4 48 diamefer 6 in. X 16 45 187 161 148 145 124 115 56.6 0.785 1.065 1 0.85 1.4 0.18 ribbed 1.375 in 50 184 159 147 143 123 114 56.6 0.81 1.09 1 0.85 1.4 0.18 bugle headmetal55 182 157 146. 141. 122 113.. 56.6. 0.83 1.11 1 0.85 1.4 0.18 screws stud. 60 180 156 145 139 121 112 56.6 0:85 1.13 1 1.0.85 1.4 0.16 too 149 132 124 115 102 96 5616 0.99 1.26 1.43 h>60 1 10.851 1:81 0A8 0-15 146 132 120 113 102 93 1 -30.6- 03 0.85 1.03 h560 1 0,85 1.4 10.18 Min. No 8,X 20 146 128 117 113 99 91 30.6 0.7 0:9. 1.08 1 0.85 1.4 0.18 25 146 126 115 113 97 89 30.6 0.7 0.94 1.12 1 0.85 1.4 0.18 1 in. long X Min. No. 30 146 123 1113 113 95 88 30.6 0.7` 0,98 1,16 1 0.85 1.4 0.18 0.323in, 20 gauge 35 143 121 1 112 110 94 86 30:6 0.73 1.01 1.19 1 0,85 1.4 0,18 head X3,625 40 140 119 110 108 93 85 30:6 0.76 1.04_ 1.22 1 0.85 1.4 0.18 HardiePanet0- 1/4 48 diameter 6 in.,X 24 45- 137 118 109 106 91 85 30:6 0.7851 1_065 1-245 1 0:85 1.4 0.18 ribbed 1. 375 in 1 50 135 117 108 105 90 84 30.6 0,81 1.09 1.27 1 0.85 1.4 0.18 bugle headmetal55 134 116 107 104 90 83' 30.6 O:83 1.11 1.29 1 0.85 1.4 0.18 stud screw60 132 115. 106'. 102 89 82 30.6 0.85 1.13- 1.31 1 0:85 1.4 0.18 100 109 97 91 85 75 70 30.6 0.99 1.26 1.43 h>60 1 10.85 1.8 0.18 Ef&F- 0.15 198 180 163 153 139 127 56.7 0.7 0.85 1.03 h560 1 0.85 14 0.18 20 1 198 1 175 160 1 153 135 124 56.7 0.7 0.9 1.08 1 0.85 1.4 0.18 0,100 in. knurled. Min. No. 25: 198 171. 157 153 132 121 1 -56.7, 0.7 0.94 1:12 1 0. 55. 71.4 0.18 30 198 167 154 153 130 119 56.7 0.7 0.98 1.16 1 0.85 1.4 0.18 shank 20 gauge 35 194 165 152 150 128 118 56.7 0.73 1.01 1.19 1 0.65 1.4 0.18 1.5in. tong 4 edge X 3.625 40 190 163 150 147 126 1,16 56.7 - 0.76 1.04 1.22 1 0.85 1.4 0.18 HardiePanelO 571648X0.25 in. 8 field in. .X 16 45 187 161 149 145 124 1-:15 56.7- 0.785 1.065 1.245 1 0.85 1.4 0.18 head 1.. 375 in 50 184 159 147 143 123 114 56:7 0.81 1..09 1.27 110.85 1.4 0.18 diameter metal55182 157 146 141 122 1'13 56.7 0.83 1.11 1 1.29 1 10.85 1A 0.18 stud pinfastener? 60 180 156 145 139 121 112 567 0785 1.13 1.31 1 0.85 1.4 D,18 100 149 1 132 124 115 1 102 96' 56.7 0.99 1.26 1.43 h>60 1 0.85 1.8 0.18 0-15 153 139 126 118 107 98 33.7 0.7 0.85 1.03 h560 1 0.85 1.4 0.18 ET&F0.100 in. 20 153 135 123 118 104 95 33.7 0.7 0.9 1:08 1 0.85 1.4 0.18 25 153 132 121 118 102 94 33.7 0.7 0.94 1.12 1 0.85 1A 0.18 knurled Min.. No. 30 153 129 119 118 100 92 33.7 0.7 0.98 1:16 1 6. 55 1.4 CA8 shank X 20 gauge 35 150 127 117 116 99 91 33.7 0.73 1.01 1.19 1 - 0.85 1.4 0.18 1.5in. long 4 edge X 3.625 40 147 125 116 114 97 90 33.7 0.76 1.04 1.22 1 0.85 1.4 0.18 HardiePaneV& 5/16 48 X.hea in: 8 field in. X 24 45 144 124 115 112 96 89 33:7 0.785 t065 1.245 1 0,85 1A 0:18 head 1:375 in 50 142 122 113L89 95. 88' 33-.7 0.81 1.09 1.27 1 0-.85 1.4 0.18 diameter metal55 140 121_ 113 94 87 IN 0.83 1.1`7 1,29 1 0.85 1.4 0.18 stud pinfastener' 60 139 120 112 93 87 33:7 Hill 1.13 1.31 1 0.85 1.4 0.18 100 115 102 95 79 74 33:7 1 0.99 1 1.26 1 1.43 jh>60 1 9 10.851 1.8 10.181 1 SCrews Shall. penetratethe metal trammg at least three tull threads.. 2. Knurled shank pins shall penetrate the metal framing at least 1/4 inch. 3. Building height = mean roof height (in feet) of a building, except that eave height shall be used forroof angle less than or equal to 10°'(2-12 roof slope). 4. Vult = the ultimate design wind speed (3-second gust mph) as determined by [2012 IBC, 2014 FBC] Figures 1609A,1699B, or 1609CtASCE 7-10 Figures.26 .5- 1 A. 26.5-1B, or 26.5-1C. 5. Vasd = the nominal design wind speed applicable to methods specified in Exceptions 1 through, 3 of [2012 IBC; 2014 FBC] Section 1609 1.1. 6. The wind speeds in [2012 IBC, 2014 FBC] Figures 1609A, 1609E and 1609C are ultimate design wind speeds Vult, and shall be converted in accordance' with [2012 IBC, 2014 FBC] Section 1609.3.1 to nominal design wind speeds, Vasd, when the provisions of the standards referenced in [2012 IBC, 2014 FBC] Section 1609.1.1. Exceptions 1 through 3 are used. 7. Linear interpolation of building height and wind speed is permitted. 8. Wind speed design assumptions.per Analytical Method in ASCE.7-10 Chapter 30 C&C Part 1 and Part 3: =1, Ka=0.85,'GCp -1.4 (h560), GCp=-1.8 (h>60); GCp;=0,18. LIMITATIONS OF USE: 1) Fastener pullout must be evaluated when installed a species of wood studs other than that Which was tested. PROJECT RIO-2578-15 ENGINEERING EVALUATION REPORT FOR ATTACHING>AMES HARDIEO BRAND FIBER -CEMENT FANELS•.TO WOOD FURRING SOLUTIONS JADES HARDIE BUILDING PRODUCTS, INC 10901 ELMAVENUE FONTANA, Ck'92337 TABLE OF CONTENTS ..... . PAGE bd",JElk PAGE EVALUATION SUBJECT EVALUATION SCOPE 2 EVALUATION PURPOSE REFERENCE REPORTS TEST RESULTS 2 TABLE !A, RESULTS OF TRANSVERSE LOAD TESTING u2 TABLE 1B,,ANALYSIS, OF ALLOWABLE LOAD FOR #8 SCREWAT'10'60. JUSTIFICATION OF USINP,,,THE:R ,,S,,ON LIGHT,GAVGE STEEL FRAMING. ESULT 21 DESIGN ONO LOAD PROCEDURES TABLEZ, COEFFICIENTS AN0,PQNSTANTS USED INlOETERMINING'VANbp-'' TABLE 3, ALLOWABLE STRESS"D1 SIGN C4C P..RESSURES EXPOSURE B TABLE 5, ALLOWABLE STRESS DESIGN.CSC RFiESSURES EXPOSURE D 41- TABLE 6, ALLOWABLE WIND SPEED OPH};FOR HARDIEPANEL'SIOING AS PRODUCT EVALUATOR, THE UNDERSIGNED, CERTIFIES THATJHE LISTED PRODUCTS,ARE IN COMPLIANCEWTH THE REQUIREMENTS OF THE ASCE 7-10, THE 2014 FLORIDA BUILDING CODE, AND THE 2012 INTERNATIONAL, BUILDING, CqPE.,`, P REPARED BY RONALD L OGAVVA& ASS CIATES,INC... i6835ALG6i4OUlNSTREET "#443-'',-,,, HUNTINGTON BEACH, CA 92649 714- 2922602,_ 714- 847-4505-FAX G' A W RONALD t, COGAMA OCIATES, thC. 1665 ALGONOWN STREET *443 Ht r#MGTON BEACH, GA S2649 T) 714-M-26 Z (F) 7114-847-45 PROJECT- Rio-2M-15 EVALUATIONSUSJECT HaKilePa a} Siditty _ _ James Hardia Product Trade Nantes 09"rad In We evaluation. HMA Sim, camwes. swm. F*ra 10IVPanel 54d? EVALUATION SCOPE. ASi. E $-10: 2014 FWA3 Sutwinp Coda 20-, 2 unninfiamw ekiiihIll cote t2 trt, Residmtiai Coda.. EVALUATION PURPOSE: This analys'a is is aatsrm&r4a: itv nxs wrsf tlr dp?t3socone guatwind speed la ba resisted:byan assembly cf Ha kaPww (Csmparaal,. Prevas:panatk skimp of oftrwwow o= metal frame ftg WIhnab as REFERENCE REPORTS: inasrtaa Report 1Q2ig243=t,K k7?mvmso loss test on t w,*Pane3,. TEST RESULTS: Table #a. Reautts of Transverse Wad Testing From Form eer gala . Taal Ttutkraosa: Spacing Spam FastmrsrTypa; Load Design —Ae Retaint Rumba Math Set.)Frame T` Ctru a w Dimensform - fPSF1 p$rj- Fa%" Upcia 102024363C00,001A tnlastek : UM 8 2i44 wgod stud, add" Oadk 8y 3.5' S 041 8X 1.251 long A 01Z3' HO ' isv w 5 tttrou e ftta cbrs : W'daSFFhurmllniWOOhead .: 102 1A MuNtek 0.31125.... 48 2X4 vrow aloe. 3W okk by 3,F 8 _ 6 No 6.X.1.25' looll X: A32r AD 431.4 43:,8 ow t.hm 4h-....... vAde SPF > ribbed bugle haaa at-awa 102024363COQ.WIA Intaraek 03125 40 2X4 wood "t 3t4'WCk by 3.6- 16 12... fQo 0 X 1.25' W2 X 0 323" HD 106,1 35,4 PA th—gh Waft SPFfurtetg _ mated bugla v?AA sovi a 10202 3 OtA:. ld G f U 3t25 48 2X4 wood mud.314. teck oy 35- 46 6 0,0w shank x 0,21IV AD x I X 147,8 03 itract" Wide. SPF kg*v long ring shards na4 10=43fi3COO- 001A.. trsiartalGr. 0.3125 48- ZM wood 4sxla Sr4' thick by 3,S` 24 6 Na a X.1.25` tong X P.323..AD 5.2.`fT:E peal GKvau a Jtrao4u€a Mob SPFfurringratgbugleheadsaww42:AgowaWs k;ad is4swmww4tr= uM.-w1a bad dMded by a fatiorof ss€day of 3, 3. iiW" P4n01 Sldtng cx;spbas widr ASTM C1106, S WAId fi IarOrada #F IWV A M1 FFoet-icmara Flat Siesfa, Tabb #Ca Anatysis,of AlFcni 4b4a Load'tm All Screw at 407 O.C, 96 Ss aw, amass t{- FaaWWTriYt.-... *mi - -: 0Sa 1.1,1 Aiavma load 43. 6 a J7.22 tdu4vatastanaload39tTts #as#erwr hoad We$ aaaw at WO C was csk%, a3ted as tho aw ape od The test resul tbro, a+°sf Ix` OiC. Tim Wad Pars t or as 4ha aRacmg I& O.0 -do hmEng tan ba unkuwai by kft.xiaanq ow rates of same fastener et 6' and 17' 0,C,. si u a Wit testshad sans taUe moss of #aster pual Inmugh ftn the panotsJ4 shown Intho tibia, to: a4owabEa m i d 3 sc£aiti s &t t€# i} C, wood hip "s 38 R pat Juttifltafto of Using Ow Fttesuna oa,LWA Gauge Steel Framing. In the subject Mlfigtoations, an fasteners:e a atsciI a to umf% Daly, so wheew the furwg is a as wood or. steal €ram rag dons not aver. panew vw-awts, ca t*s ,* pro1w - :s raspo—b gran to ensue ins UnIngt attacfmwIt ww naming momeh" to hays umdem load capav es. N% 1 x2 r' RONALD i. OGAW4A55OCKTE8, lNQ 16=ALGONi{2UtNi5TREf T#"3 HUNTINGTON KAM CA 92649 T) 714°292-26M,(F)714-847-4595 PROJECT RID- iTB-15 DESIGN WIND LOAD PROCEDURES: Romr-cwwo WUV ransverse Toad capatcy fw#w food €iy) Is debommed Via compUnee miav to amzsmrse load nat€mw 2 _standanir. V`Ia ..v* Ecu sve"go,tioad ws o an:aNOuaWo down toed is dotom, VW based on a ta= of safety of 3 a p OW to tuts rdrupats test load; Equations. q,-0 *VY. V Owl, A9 7- TO eq, af:rr9.i --7j. vooft pressure attt its pressure 041W r M rxfoftiont ouaivated mt height_ Ke. iGfadnt' rircnt d"ved org" fact" V be= WV4 spend (3-socand ass! MPH) as o"Urn d sam Z012 ISC Fib 160W 9, iu C, ASCE 7:-10 Fivral 26 1A, 8; or C Equation t V- V . ?rd V12 tat.^ soc6m 1w2.I doffm b V. , € ato design wind speeds yvssl b1Pi €J. Area 2x12 IBC Frgutoa IS OK6, or C CE 7 14 Fjowas 2E:5-1A. a. or Equation a. ':pYo.-(0c Gc' j Pe._ ASCE 7.10 euudttout 3t C. j) GC;. p.Xtdud of axtmnat puessu a caeRfdent and qua tacw prowcf of kowar prassaue LCeflicten and taco, p daaxtm pr4ssia'a (PSF) for a#ding (asowvbio dow load for *T v) To dabarttt?r b . su&twute q aaYr l=grxafiorr J: Equation 4, - tip;fKt2'.a€°'I4cn'Ka'`rx`(GCe'i,s"Ci Aftft ato Somas Destn, ASCE 7-1d Secton 2,4.1, 4oad $w 7 E4+ a 0— ar C'm - 0,6W ... (tot. AS CE 7-SDI so fiat: ? 4, 1,:&W m,.'.--r.i%gon 71 D' v dood toad W WiM bait Ta datermw the Af 0"biie Simas AaiOA Pross;ira: apply the bad ltrtor$br W (air42Itom Egaaam 4 to P (dew awssutal deeff&AW ft. eqa t 4 Equation S. Ar0.svj Equs"a 7, pee.. E"$Yaafn'«' t 7is used to aomaate Tabie 3, 4, and I To detvff t fife aaofcaila t OTTafa bastew0a speed to, Ham* &ft kt Tbbde 6, saw Equ 7 far v;.. E"tions. V$-(p.evA'b- 258'§Krry a'(Gr-GC.ai App€tcobas to meOMdr, spec+W In Ej=P&M 1 bhmuplt 3 of 2012 0c Son r 1002, tI- to 00t0mvm0.t1mkasowoUa: nor*at de4.9 b %ind 4*od fv#fit ky f- o6a S---. g in Tabte 8, ovy f%s,c&wsxw icaatutra bokw Equation:8, V„. - V„ I (G:6}" Just, 2€12PAC Somon 1507,3,1) V.. 4-io a mph) (tat. 20112 MC $ 1602 dj 34'il ttf OGA Awsi aDE.DtmDmPRom= w- 4Rbs,5iafAC i' hi S7REE3'Srt49. it636 5:,1'48 kLlNaihkGTON MACR. CA Q644 3me k abM Tj?t4-222-24A*;(n 714-041 4"S PfiQ1ECT:.RO-2674-t3 7kDh k Ax#aasL4 WW@ 4pe44 fixPtsy lix'ttaNkt"stmii-4WFtj (AcM ti4 Uwd:JR ASL'f 7.10C3asspNir M {:dt FM t s9.1 Batt tf • ktelM>iYkaSF RiAklalf s i#t` Mlmw ga,^d+1.Spw6. 7' Qsai;r}wdaatz'Siwm.V '. t3:.!cc?ss 41SSR} t3^+aameak mcdxl Al#ram.: waW. _ .:a M A:aakia s aortuew Ar§6aa.as' , M sst w Fx Entxrct4.M t n », :,. tl YAr. ai4461A 2Pen taYlixA biiAafi ldi.i ram i mm I*Yaw„..N faxtawTh#R.xat Y" fee. Ew.. R; 4 e".. Eta. S 2 me . ars ag S sxs: As tm 10; IN E$I Jiff' 75 M Lrl4 t.,.Cx 9-}6 dia RX 2x4a.W. w 123. 10, IWi 1fi4.r 336 SR 99a C,14 i 445 Aa ti 2 323'3iLe r" im4s(t Y#• A I.S 3£- 1'vC 1td St8 i`M G•%fs St Ask t4v tt t: 1E$. 7# tli Hn[akeP i.ilC SYi4 xb 47 i&6; 1:.6 X41!' 110 112" Ill r: Rill t 1,. aa', x< rA4'*'#;a A3 , _ YT1^ S'aYi 34R 12J; S1#6 tom o gyp» o&mm 1 £¢ 1A43 1.zi 01d xm Stit . a64 3&. r'i t4 9 lift e.m t.k? Rfi2 I", 153'_. 1•' 141 ST4 4}R 5a +.. a1 2f i,SP f.'. Zee b4 r_ i75-" 1W. Fail., 11 W 104" E'1.""- Ot* tt* mt t23 - sw., 412- qi <. 933= m.'36 aw 1.9 MfR sI 'liaa I e •:•-' i 16» IP<; I" 1 IV 2y? Eli..:. x2A etl L04,1= 1iY „}JE UA-A ttt 7- 27 t <. x 131 tw ils C. 7A A was 1.19 gos Ay, Ai>r11F d`J 7Ir' ii S. i 1§4 9t5 thasNR 8htr ttt " iY.a15 1 t 4 3.. - L'.s> r.Cs S. 9 s : a ri C <A 3+ iLA bt, g 4_ im 10d= as av s.t s.< mtm 97< ad amr 1s t..:a zs s.. net F Y F 4at'S 44 1a '. :..iS 61 541 TWA c 141 t c Yk rJ.9 :. R.W S: e r C n 9 S 44A S a 41E 10.:. tlB " il sk'si. IIm M6A a i t..'•<SeLA e. tl-46. i f-7 11i RYS A# A34" wsct1ussxi. 1nA2 12s.. k vx 14'Q.L, spa owl. l.. ., s 1 ad.a :. rgu aslt M rift a:< x;,a cm::]• tttt GxTitRYA #t3 G' i6 S'= 1- : IV— 17. , A l:?A s 1RxD,,,.:. Ali, 33k n a'^3 o'm 9t, F5, 1P t: Z'7 61a i# W a19m.1l A t Pa S e`!li s[9 ": aSd'FII 4: ysaq 7.7. Pi.Si k 1 1;.r 1 IIE€ 3i Ll1F ll, s:. Ili 94 z1'b< 9aF fix t99 1i Sea 44 : yy 1'r l I..MS b 5- 733 rs l sd fin s -- nit 5.< Q 1t q . tea._:« R At t l; 43 ,. E>86: 3...i AE,i& 1`•- . S7 44 zo S't M) 100 Y,A s d".p iiY3 1.. 13E is s2l I}}.. fe 55x no, 6lg r 7X41acada 1x4 I ia< '+- @g?, Aft 4:1 1- 15, begx r }a c, 2Ros, , ti Sx 1 . 21 r9.4 Y. :. F 4. xa fi Lim t . too 4 e,a bCtaifi`+ fG's-45R:St 6t.11:"i'&f s# M a iStlP+1°9l i€ 26 S< o 1 yg 7 Df 13 11dz$t iw8 : al-',..^4 Ak' f'3 c. F i 3.:M tzaJ@ hR8x 1< q9 sl_lE w} a.Y,.'; Jp!».. 7< 42: 1i 11£ 71-17 x'. ,. 9•a. asa x S 729 41' ,. 97 gt5a .. tEA' E. 2 5 z- Fv tomnmsti- a..+ ' axa. sn Ut..s 16 ma, 7T.. 3 t.t;. 1 a 7, 1.4. i edr,. 1.r!9 y 2.. 1 S .9,vt 5':4'".'9 S 94 EE?d IIR 201p m . 72T- 13i` F W A in- lit f F$ ` e_ _ a73 5 4 _' hi Y,4 I* SvSaTr . l.r. flne All= affp liicA aY «"xw' 2< IV a£ mrM p'g7 '. M{St1 +daW 4 31 1121 7 xy.§ •.: Q' Yak" Y: i -'Z S< Aid 1i1nT off m t Ex t gd x mY Clot a3a Ai4 Ai ^r3va H•.,-.. 4^ f:5 t:.xl ice@} E::Rls*e S$. Yh}E I83_ I" l Sti iSCi 9f5 t2a YbSt If$ 4A 1« 1' t26 t$ i92-'z a`nr"Ptd9 4<+.. od.e 25 1>kS 9.0 l R 349 79 El3 s2 - viv, m 30 its t!d6 3 1" 1z, lit 2. 24=fmACe. a*'wsn yr' ms aau It.1t:.. N, aa'>.een,xs n4 6+ aa.,c7as»,: Aa 1'n-: im1 tsa its c4 1.2`. wolldxAx tab tom e Rr c:.'S Lei 3 tai A'S1" 4 a Xp - Siy 1 y)- 63 i SRC P? 'x9m 10 A-, 43s I1 I a,. I saA 2: sdaMe+m•:walaa ra€R 1aw.mkw>+r ysae4.anax ta ti smdar:vweawn.p q+aaa»xae ta sm',a9 2ea azga},% ,. a: tA,wi wpar nex*A*-*.47*tatirp.-.fto .. +Oil e: wus..saa .++•<mwatc+s++.*R aan.<'xxasu.lzl0.,w30cc.-la.EP.<I,K:•1r,1.9.>,fttw.-i.hg ,M+},. u. # G m. wt. a twr+ l aa. aawsa O w il+ w a,Ase w O . 9;06- 1f" .was. alm+a<t9mpfiaE.anaa.T'%l,4t4;er...<4r dxa,r:ir+Cey.a.p6Gf":.,.r x.tro ,.+ UJAITATtONSOFUSE: 't^ hi VtoMttl a # y ZM-P iZJF*ilais,ttQd:3S<•65i2..a.;; ETA IL Wit rr111R11 HUNTNURN WACH, CA S2W 714-29Z-M-1 n 714-W-4515 PROJECT faci-S71-15 U04 4, AR —bit WOI0 SpW tmphl tw,Kv0)dPW* WdOW (AnWtGW XWOW 0 C: 1l.— U.0m IwA W. _wwy I-, ptodof f-rl. IY- SZR I CmIc 90a0 T77 1%3e 174 t, i4#7 Iss, 12S iim mmr 20 1" ITO lu, 0 1- IU.N., m 754 10 Ito 52 1,;t A.W 110 do I" N. $X t2t 10 W" 4" On, t W t` 4AW Ur Ito in IW', A46. A 114 k, al" MVftPW4* via 41 0 Ivlm'. 40 Aw, 1% 146 10, in A", v-AlfQ,;`: OA 104, tZ-. A, to Al All, 2,10 ln _AW 1. AA3: i2d: Uv, 110, 1,tAT*,lgC* 416 ice t-16 I I lA 13! 22 tlt, 41V Do K 4 M : 1 .1 . 40, 34 F E 7- w 7 7 lQT_ 0,70 a1w Ell RK. p *0 OW m t ja r 14 Ti V I 1 ft 7M 0 le? ll,),r 1 0tal IllIm 102M IA' a rm M 7, 1W 5, jtj 0 1 ot 7- em o UO II&I I 106' Ole 00 N to 41, t'la IS I V, J.'T 12 W" 1 44 11 7,—U 4 'o V Ol V, '4 Om i'i 77- loy 77, toNi7- ZRrHD wim 3w d"" 11, 51 d 77- kit m 7-- TZ 770 n, W7 R 14s. 77 AI gf I:% 5m 71t lito M 7TT Mi qTo jo7_17 J,A 51 13 1 I'" L' to 07 4Af I- au W., x m 1 S5 t-)t I zo I PA IS 142e in 1J, j tit 4Oa d w 7;V, I a,, 747 M 1 1 4. Oil 34 IV IV 121, 1-10 IV qt I M., 116 IA 00 46 ilft *A*v v jo FIF A'a 12, IlT V5 175 w 113 T 4*. M. I 7-77 OR 7 74 S" tit dt 1. Tit m 1,29 0 W, Oa It lo Au 12s, 114- 127 M 117 44 li 1151 Tg; 92 t M I, f ti— 7_1 1 011 77, WA77 old till 10, 7 iF I g 131' 1-122 1 7 - im I- tM 44 0 ItVitt 4A T 7 : -- i 7-9r: t 0, A1,31i i Ill 1-4 0-4 AID, t". 0.1 145 I It W, i'oI—t 10 - 1415 JW j44 14* lze ilt i"d 1L N 4 bit 2X4 Is its _ W_ r(_1 4 70 7j`Oj Iir* a 0 1, JJO uAa 7_7W 49 9$87 M t F-A M 777- 7TU7 7,—v, 7T5—_- I% i t 131 11- lid JOO m im F. ItOI I ld I, o 7 7 to, 727 7 La Aid T-w oww x cm ftrt ft4 le K.s- x4v<ft -o&`0KO1 =4411419r__U it v.,.w O-v w UINTATMS OF USEz 1) to KO WkxtyMwitam Zvm "44Z Inmg per MWti-Otlit Caw ity FUtIlIc NOA I"= 04, JO/ CC IOr All REPORT NUMBER., 102024363COO-001A ORIGINAL ISSUE DATE: April 1, 2015 REVISION DATE: April 30,2015 EVALUATION CENTER INTERTEK TESTING SERVICES NA LTD, 1500 BRIGANTINE DRIVE COQUITLAM, BC V3K 7C1 21: . • JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 PRODUCT EVALUATED: HardiePanel EVALUATION PROPERTY. Transverse Load Report of Hardieftne!0 tested in accordance with AS'T Standard Test Method for Structural Performance of Doors, Skylights and Curtain Walls by Uniform Si Diffigrence This report is for the exclasive use of Intertek's Gent and is Provided pursuant to the agreement between Int-eftek and Its Client; Inteftek's resporsUbifiry and habitity are limited to the terms, and conditions of the agreement InterTek assumes no liability to any party, other than to the Clem in accordance wits the agreenert, for any lass, expense or damage occasioned by the use of Nvs report- Ony the Cient is authonzed to COPY Or distrit>VW-Min rePort and then only in its entirety, Any uso of the iqtertak name or one of its marks for the sz!e or advertisonent of the tested matonial, prodad, or service must th-st be approo"d in writing by rntertek. The observatkins and test. results in this report are relevant only to the sample tested, This report by itself does not imply t4at the material, product, or service is or ever been under an Intertek certification program. James Hardie BugdhV Products, Inc. ROPOd No: 1020243=00-001A Apd 30,2015 page 2 Of 7 1 Table Of Contents .. . .. .. ..........................2 2 Introduction ........ .............................. ............... ... 3 3`_ Test Samples......... .... __................. __- ............. .................. w.... ..... .3 3.1. Sample Selel t on . ......... ............--,.,........,.:.................._... ....._. .. 3 3.2. Sample And Assembly Description.. ......... ., .'3 4 Testing And Evaluation Methods— .... : .....:........:e.....:..., ........ 3 4.1. Conditioning ... ....._ ......... . ._ .......... _.._ ........................ ..... ............. 3 4.2., Transverse Load. ........ .......... ..... ........ .., Testing An€1Evaluation Results..... ... ............................ ......... ....., .. __: 5 5.1. Results And Observations ............................... ....:.:......................... 5 6 Conclusion ................_.... ........................,... , ...,.:. Appendix: A Transverse Load Test Data......................,..,,. .............,.,.,.,.'17Pages Revision Summary...... ... ........ ......... .................. ............,......... ......... ......... 1. Page Lj 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. IIR JamesHadleHardlePaneVerticalSidingprEFFECTIVESEPTEMBER2013 INSTALLAIION itEOUIREMENl'S RESIDEh' IAL S'PJGLE FAMILY ONLY -:PRIMED & COLORPLUSF PRODUCM Visit m.ow.tarriesharrie,corn for the most recent.version. SMOOTH - CEDARMILLO - SELECT SIERRA 8 - STUCCO IMPORTANT- FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND J . AMES HARDIE WRITTEN APPLICATION ;INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. BEFORE' INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS. INSTALLATION OF HZ11 O,tm PRODUCTS OUTSIDE AN HZ1 00 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWWHARDIEZONE.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 corners from breakage: 'Ames Hardie is not responsible for damage caused by improper storage and handling of the product. zL. CUTTING INSTRUCTIONS OUTDOORS INDOORS 1. Position cutting sta-bori so that wind will blow clul away from user 11. Cut only using score and snap, or shears (manual, electric or pneumatic). andothers in working area, 2. Position cutting smtion in well -ventilated area 2. use one of the tollowino methods: a. Best.. I. Score and snap if. Shears (manual, electric or prieurnatic) - NEVER use a power saw indoors b. Better. i. Dust recluCbno circular saw equippedmith a - NEVER use a circular saw blade that does not carry the q3rdleBlade sav,, blade trademark HardieRade satv blade and HERA vacuum extraction - NEVER dry sweep — Use vvel suppression or HEPA Vacuum. c. Good: i. Dust reducing circular sat' with a HardieBlade saw blade only use for low to moderate cutting) Important Note: For maximum protection il=est respirable dust production),,ornes Hardie recommends: always using "Dust -level cutting methods where feasible. respirators,can be used in co unction with above die.com to help you determine the most approprii not.comply with alvMys Additional eipmure information is available ern still PWs about exposure levels or you die for further information. SDO8310, GENERAL REQUIREMENTS: These instructions to be used for residential single family installations only. For Commena,al / Mulfi-Family installation requirements go to mAAv.JamesHardiecornmericial,corn HardiePaneP vertical Siding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. See genernal fastening requirements' irregularities in framing and sheathing.can mirror through the finished application. James Hardie recommends installing HardiePanel on a capillary break (rainscreer-Airring) as a,best practice. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www.jamehardie,com A water -resistive barrier is required it accordance with local building code requirements. The vvater-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 HardjeWrapl Weather Barrier, a non -woven non-oprforated housewrapl, which complies with building code requirements. When installing James Hardie products all clearance details in figs, 5,6,7,8,9,16&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. HarcliePanel vertical siding may be installed on vertical wall mlications only. DO NOT use HardiePanel vertical siding in.Fascia orTrim applications. Some application are not suitable for ColorPlus. Refer to ColorPlus.section pae 3. DO NOT use stain, oil/al d base pairit,.orpowder coating on James HardWy Products. For I oil/ alkyd commercial and multi -family projects, where the span of the wall is significant in length, the designer and/or architect should take into larger the coefficient of thermal expansion and moisture movement of the product in their design. These values can be found in the Technical Bulletin 8 " Expansion Characteristics` at www.JamesHardie.com. INSTALLATION: Joint Treatment Fastener Requirements - Vertical Joints - install panels in, moderate contact (fig. 1), alternatively Positionfasteners3/8" from panel edges and no closer than 2" away from corners. Do not nail into corners. joints may also be covered with battens, PVC or metal jointers or HardiePanel Vertical Siding Installation caulked (Not applicable to ColorPlus' Finish) (fig. 2). q Framing must be provided at h I horizontal and vertical edges for nailing. e Horizontal Joints - Provide Z-flashing at all horizontal joints (fig, 3). HardiePanel vertical siding must be joined on stud. Figure 2 Figure 3 water - resistive barrier water -resistive barrier Double stud may be required to maintain minimum edge // I — . I J water-reststive 3x4studHwt- 2x4sistve nailing distances. barrier b arr I er water- resistiveA'Caulk barrier barriersFigure 1 cl tipper pane Do not 1/4" gap tipper panel Do not 114" gap au k Batten Joint "H" Joint Z=flashlrg Z 1. sheathing. HarcliePanel C Ic, vertical siding water -resistive bamer t P,ra Ive. keep nails 3/ 8" Min, 4 stud band board wr from panel - JL panel edges 7 Figure 4 plate 3/ 8, leave appropriate gap between panels, then caulk' Recommenda' tron: When installing Sierra 8. K_ 7eCaulk Joint praZ, double stud at . moderate contact Not aop licable to Cdlorf`lus Firish) a pa joints to avoid nailing keep fasteners 2" Apply caulk in accordance with cauk through grooves. away from corners manuilacturer's written application Instructions. For additional information on HardieWrap"," weather Barrier. consult James Hardie at 1 -866-4Hardie or wmv.hardiewrap.com WARNING: AVOID BREATHING SILICA DUST James Hard'e;_1PfPdQtS contain respirable cry tal.ine s] ica. l rma to cause cancer and is corisidered by LARC and NIQSH to be,a cause ofz cancer from some occupational sources. Breathing vvlii Iclh-is kno.vn tp the State of Calto excessive amourrtsof`. resP;r,&e silica dust can also cause a disabling and W.enfially fatallung disease czEeftlicoss , and has been InIkee with other diseases. Son- M, Cles suggestsmoking may incTase these rls.vts. Duringinstallation or handli g; (1) work in. outdoor areas-with:arnple ventilation (_, use h1por coment shaars to., , r. vinere rct feasible, use a HardfeSt del' sawblade and dust reducing circular saw attached to a.HEPA vacuum; I cutfi. ig 0 ta 3) warn others in the immediate area; ill) wea, a pru=ly filled, NIOSH approved dus! mask or respirator re.g. N:95) in accordance with applicable government regulations and manufacturer instructions to furtherlimit I Sale respirable silicaexposures, During clear -up, use H PA vacuums or vret cleanup methods - never dry sweep. For further'information, refer to our installation instructof is aw,Matena -ty Data Sheet availabie at wwwjamashardrexcm or lb.v calling 1-800-9HA4DlE (1-800-942-7341. FAILURE TOADHERE T OUR WARNINGS, MSDS, AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL IMIURY OR DEATH. HS1236 - PI/3 1/1'3 CLEARANCES Install siding and trim products in Maintain a minimum 1 " Maintain a minimum 1" 2" clearance At the juncture of the roof and vertical Maintain a 1/4" compliance with local building code 2" clearance between between James Hardie products 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 Jame< Hardie products and the bottom edge of the siding and products and paths, Figure 7 minimum 1 "- 2" clearance behveen horizontal flashing.. the adjacent f'inishetl grade: steps and driveways. the roofing and the bottom edge of the Do not caulk gap. stud siding. water siding and trim. Refer to fig. 3 on Figure 5 Figure 6 resistive ! Figure 8 page 1. siding- I r 1 i' i barrier li I I /'t"-2'min. Y 1—T. min deck material r- 2 mi} I i I I i I bottom Plate- N 3 z,,, roistflashing. l ledger, I i Maintain a minimum 1"gap between gutter end caps and siding & trim. Figure 9 sidinc gutter and end cap Do not bridge floors with HardiePaneP siding. Horizontal joints should always be created between floors (fig.1.0), Water - Resistive 1i Figure 10 Barrier. 7 `: %! ` Horizontal Trim r. r tt Sheathing HardiePanei' BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 Viz" or larger such as dryer vents should have a block of trim around point of penetration. 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. roof intersects a_sidewall.. The roof must be flashed with.ste.p. Flooring flashing. Where the roof terminates, install a kickout to deflect water away from the siding. It is best to install a self -adhering membrane on the wall before the subfasciaand trim boards are nailed in place, and then come back to install the Idekout. Figure 11, Kickout_Flashing To prevent water from, dumping behind the siding and the end of the roof intersection, install a "kickout" as required by IRC code R905.2.8.3 : "`...flashing shall be a,min. of 4" high and 4" wide." James Hardie recommends the kickout be angled' between 100 110' to maximize water, deflection GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stainless steel,. Electro-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie products near the ocean, large, bodies of water, or in very humid climates. Consult applicable product evaluation or listing for correct fastener type and placement to achieve specific design wind loads. NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). (fig. A) Do not over -drive nail heads or drive nails at an angle. If nail is countersunk, fill nail hole and add a nail. (fig. B) For wood framing, under driven nails should be hit flush`to the plank with a hammer (for steel framing, remove and replace nail). NOTE: Whenever a structural member is present, HardiePlank should,be fastened with even spacing to the structural member. The tables allowing direct to OSB orpiywood should only be used when traditional framing is not available: Do not use aluminum fasteners, staples, or clipped head nails. Snug Flush a Countersank, fill &:add nail Figure A Figure B do not under drive nails DO NOTSTAPLE Figur 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. If setting the nail depth proves difficult, choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer- Does not apply for installation to steel framing). HS1236 - P2/3 8/13 CAULKING For best results use an ElastomencJoint Sealant complying with ASTM'C920 Grade NS, Class 25 or higher or a Latex.Joim 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 cauildng manufacturers do not allow tooling. DO NOT caulk nail beads when using ColorPlus products,,refer to the ColorPlus touch-up section CUT EDGE TREATMENT PAINTING Caulk, paint or prime all field cut edges. DO NOT use stain, oivalkyd base. paint, or powder coating on James Hardie 0`Products, James Hardie products James Hardie touch-up kits are required I must be painted within 180 days for primed product and 90 days for unprimed.100% acrylic topcoats are to touch-up ColorPlus products. recommended.. Do not paint when 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& ColorPlus0products. 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 ColorPlusg Technology touch-up applicator. Touch-up should be used sparingly." If large areas require touch-up, replace the damaged area with new HardiePaneh siding with ColorPlus Technology. Laminate sheet must be removed immediately after installation of each course. Terminate non -factory cut edges,into trim where possible, and caulk. Color matched caulks are available from your 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 COLORPLUSO TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry, and free of any dust, dirt, or mildew Hepriming is normally not necessary 100% acrylic topcoats are recommended DO NOT use stain, oil/alkyd base paint, or powder coating on James HardieO Products Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, -and application temperature RECOGNITION: In accordance with ICC-ES Mivation Report :ESR-1344, HardiePaneI@ vertical siding is recognized as a suitable alternate to that specified in: the 2006.2009, & 2012 international Residertal'Code :for Oae-and Two-Fantly Dwellings anddie 2006 2009, & 2012 International Building Code. Hail ePanel vertical siting :is also recognized for applicat ba in the sfolluta ng City of Los Angeles Research Report No. 248G2;"State of Florida sting FL#889, Dade County. Florida NOA No. 02-0729.02, D.S. Dept of HUD tt°,atenals Release 1263c, Texas Department of Insurance Product Evaluation EC-23, City of'New York.PAEA'223-93-M. and California DS>G'PA-01.9: These documents should also be consulted for additional information concerning the suitability of this product for specific applications. O 2013 James Hardie BuildingProducts. All rights reserved. ;y TM, Sfs4, and 0 denote trademarks or registered trademarks of Additional Installation Information, James HardieTechnology Limped US is a registered Warranties, and Warnings are available at j $ $" trademark ofJaynesHardieTechnologyLimited. www.jameshardle.com HS1236 • P3/ 3 6,113 M1AM1•DADE ivIIAMI-DARE COUNTY a PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy James Hardie Building Product, Inc. 10901 Elm Avenue Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "Cem" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E., bearing the Miami -Dade County Product Control revision. stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: A permanent label with the mamifachnrer's name or logo, Plant City, Florida, and the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1710.9.2 and 1710.9.3 on soffit panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided.to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA ti 13-0311.07 and consists of this page I 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 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 Page 1 James Hardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under NOA # 13-0311.07" L. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction', sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Submitted under NOA # 13-0311.07" 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Submitted under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 51h edition (2014) FBC issued by Ronald I. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. 03 /301 015 Carlos M. Utrera, P.E. Product Control Examiner NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 E-1 h MD WALL LENGTH Stud Spacing at 16" O.C. tf aGA lq WALL 1 otl?, CF.fl.c'j (•; AfCC ij tom+ • _ F.-'-....--'1 ,sip BF Nails at 16" O.C. (typ.) 3/8" Minimum Edge Distance DETAI_L,A Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 i HardiePanel, Cempanel, Prevail Panel Siding i 1 Water -resistive barrier per Florida Building Code Section 14042 5/8" thick / 5 pry APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A 518" thick / 5 ply APA rated plywood sheathing in accoclanoe with Florida Building Code Section 23223 rW abe resistive rrier per Florida lding Code ection 1404.2 2' X 4" S-P-F Wood Studs HardiePanel, SECTION B-B Cempanel, Prevail 1'a net Siding PRODUCT DESCMPTION F[ardiePaneli, Cernpanel®, & Prevail® Panel Siding materials are nonasbestos fiber-cament products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. PANEL =DIMENSIONS Width Length Thickness 4 8,9,10' 5/16" DES.LGN PRESSU[ RATING Installation Design Pressure Wood Studs -76 psf Impact Resistant — Planks installed over 5/8" thick 15 ply APA rated plywood sheathing HgRDtEl?AN"ElU1PANEL PRE1/AOLPANEL. SIDING 1NSTAU.1AT10 1DETAILS Ail installation shall be done in conformance with this Notice of Acceptance the manufacturer'sinstallationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall bedesignedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirements of this N.OANote 1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322.3. sheathing supportedThesidingpanelsshallbeinstalledover5/8' thick 15 ply APA rated plywoodbyaminimumof2"X4" S-P-F wood studs spaced a maximum of 16" Q.C. Note 21 The siding panel fastener shall be a 2' long, 0.223" head diameter, 0.092" shankdiameter, corrosion resurtant siding nail; the fasteners shall be spaced at 6" O.C. at panel edgesandintermediatestuds; the fasteners shall be driven through the 5/8" thick /5 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of 318" and a minimum clearance of 2" from comers. Phone: Creator. E Gonzales HARDIEPANEL, CEMPANEL„ PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 py pip REV LE FS' NO A PNL-P : FF 1 SCALE 1/2" = v-0" I Date: 442412013 1 OF 12 Fastener Spacing per FloridaBuildingCode.Section 2322.3 PR0DtX T BEVLSED as dying with the mr:eu Hm7dmgao& rLo Jam•-c . I 7 ir, Prodnu rmmuL 16.00in, J f I Fastener Spacing per Florida Building Code Section 2322.3 ERAMING NOMINAL 2" X 4' S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-112" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALLAND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SIiEATF{MC NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDNG CODE SECTION 2322.3 CLADDpXG THE PANEL IS FASTENED WITH 2" LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing Sheathing 12 N I\ :.Z( sTA 0 O,F•.FLO, t. S8/0N+t y 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) REV I•: I I WALL HEIGHT i i B ALL LENGTH Stud Spacing at 16" O.C. 9 SEE PRODlJCT DESCRIPriQi I HardiePanel®, Cempanel®, & Ptevail(& DETAILA Panel Siding materials are nonasbestos' T- 5/8" thick / 5 ply APA rated fiber -cement products tested in plywood sheathing fastened accordance with ASTM C1186 Grade II, to metal studs as described Type A and meeting the requirements of in Note 1 the Florida Building Code. a$cmpyimswzthtt Fkxide PABIEL DLiUlENS10NS Blaldei#Cp& No. Water -resistive barrier per Florida Width Length Thickness 5/16, Building Code 4' 8,9,10' i•i i ! STATE Section 14042 DESIGt 1_P 3ESSURE RATING c1 czabMa a`/I Installation Design Pressure i i O F40R0 l toga, 3-5/8"X 1 5/8" Metal Cstud Metal Studs -104 psf i 70NAC--. -- :--- _:: - - - L - : - . t HardiePanel, Impact Resistant- Panel installed over Shea thick / 5 ply SFCTJ.oN.&B Cempanel APA rated plywood sheathingPrevailPanel 3/8" Minimum Edge Distance Nails at 6" O,C, (typ.) Siding9 FIA-F DIEPANEL CEMPANEL.,_P1-EVAIL PANEL SIDIiJG fNSJALLATION DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturers pETA1L A installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall be Sheathing fastener, as designed by an Engineer or Architect per the Florida Building Code and the requirements of this described in Note 1 RdiatJ 8E lip \ N.O.A. Note 1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc 1° r >F7oriaa at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter X 1-1/4" longPanelfastener, as described in bugle head screw O0*PftW NO0 Note 2 The siding panels shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing1 supported by a minimum 20ga, Nominal 3-5/8" X 1-5/8 Metal C•studs spaced a maximum of 16" Cad `4 Siding O.C. Note 2] The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-5/8" HardiePanel® 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 plywood sheathing into metalZIWater-resistive barrier per studs located at 16" O,C. Florida Building Code Section Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from 1404.2 comers. HARDIEPANEL, CEM PANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION 518"thick /5ply APA rated plywood sheathing fastened James Hardie Building Products, Inc. to metal studs as described 10901 Elm Avenue in Note 1. Fontana, CA 92337 20ga, 3-5/8" X 1-5/8".Metal C-stud Phone: 909-356-6300 s FSCM NO DWG N0 REV The wall and soffit frames are to be designed Fax 909-427-0634 A PNL-PLK-SOFF 1tIbytheArchitectorEngineerofRecordin compliance with the Florida Building Code. Creator: E. Gonzales SCALE' 112" = T-0" Date: 4/24/2013 SHEET 3 OF 12 6.00in. N•- I 7- 6.001n. I i- I ii T 6.00i n. DSLODUCT Bi IZSm as cou*iybS wA& the Ebcidn ny am. Proacd er entrot ERgMINGNOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8" WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATH-IG x NOMINAL 5/8" THICK /5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315" HEAD DIAMETER X 1-114" LONG BUGLE HEAD SCREW CLADDING THE PANEL IS FASTENED WITH NO.B-18, 0.315" HEAD DIAMETER X 1-5/8' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVi= AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND !NTERMEDIATE STUDS Cladding i Framing II I' I f I I•I Sheathing II II I. I,I I.I II ' VGAII1441 I•I I.I ,,1,, S•• _ 121 STATE OF .= N S/ON AL ' FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND LOAD NOT PARTTHIS APPROVAL (MUST PROVIDE ALTERNATE PROMSIONS OR THESE LOADS) RP I WALL LENGTH Sf Stud Spacing at 16" O.C. DERAIL A w --- i — I i I as aot6l oym6 with i4ee Fkxids 60 4 l• t WALL i 7 i \ EIGHT 1' i Miaat, I ace Prodt,q Cfltiuo} 1 i ; I Li---- --------L-------- Nails at 16 O.C. (typ.) 3/4"Minimum Edge Distance QE1AJ-L_A Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 Pst RE y qg wid< Fbxids 1 cod, , HardiePlank, Cemplank, Prevail i r Lap Siding Water -resistive barrier per Florida Building Code Section 1404.2 5/8" thick /5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in nomoliancewith the Florida Building Code. PRODUCT DcSCRiPT19N_ HardiePlankO, CemplanM, & Prevail& Plank Lap Siding materials are nonasbestos fiber -cement518" thick 15 ply APA products tested in accordance withratedplywoodASTMC1186Gradeit, Type A and sheathing insheathing meeting the requirements of thewithFloridaBuildingCode. Florida Building Code Section 23223 ENS ONSPANELDI-_M--_ Water -resistive Width Length Thickness barrier per Florida 59-1/2- 12' 5/16" Building Code Section 14042 pESIGN PRESSUFRE RATING TX 4" S-P-F Installation Design Pressure Wood Studs Wood Studs -92 psf Lap Siding impact Resistant C710 , Planks installed over 5/8" thick 15 ply g_B 1-i/4" tail X 5/16" APA rated plywood sheathing thick starter strip li•A 2DI PL4NF<SCE:MPLAJJKLPFt_QtAlI,LA 8L1.1 IL40JiNSTALLA 0N_D TAIL SAllinstallationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturer sinstallationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by anEngineerorArchitectpertheFloridaBuildingCodeandtherequirementsofthisN.OANote135/8" thick /5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322.3. widePlanksshallbeappliedhorizontallycommencingfromthebottomcourseofthewallwith1-1l4" laps at the top of the plank such that the exposure area of each plank is S B-114" vertically- Note 21 The siding fastener shall be a 2-1/2" long, 0.223" head diameter, 0.092" shank diameter, corrosion -resistant siding nail; The siding is fastened 5 8-1/4" O.C. vertically and16" O.C. in orizonnelly; fasteners are driven into wood studs through 518" thick 15 ply APA rated plywoodg, fasteareplacedintheoverlappingareaapproximately3/4' from the bottom edge of the overlapping plank Vertical joints shall be placed over studs. The planks shall be installed over 5/8" thick / a" ply APA rated plywood sheathing supported by aminimumof2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3/8". Creator. E. Gonzales A HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 NO 112" =1'-0" 0WG NO ! "` PNL-PLK-SOFF 1 1 Date: 4/2412013 IsHEEr 5 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 16 in. i Y. I 71 I. Fastener Spacing per Florida Building Code Section 2322.3 I I PRCwC3; REVZSM f asoorr dY grri h,tBeiTarfida l 8ral Cow ' Tt same. a& Product Combvi s3.25in. ERAMING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-112" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALLAND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 518" TH[CK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 CLADDING PLANKS.OVERLAP 1-1/4" THE EYPOSURE IS 58-1/4" THE .PLANKS ARE FACE NAILED WITH 2-112" LONG, 0-223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION - RESISTANT SIDING NAILS, PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATIOi` Cladding Framing Sheathing PRWL'CI REVISED ; • ` S':' as Como wire slMe Flodds Carr No. 121 STATE OF ' 4-7 r n, Pruaa. l0 V ASS • ...---••. ji FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND rLOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, C£MPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 LM Fscm NO DWG NO RE A PNL-PLK-SOFF 1 Creator. E. Gonzales !SCALE 1" = 1'-C" I Date: 4/24/2013 IsHEEr 6 OF 12 1 WALL LENGTH SEE Stud Spacing at 16" O.C. DETAIL. rl6 I as wi2b irate 1 EIGCr i pep .. o F 04 1 i LJ--- 11. _i_ --------------- B *- ! I 3/ 4" Minimum Edge Distance Nails at 16" O.C. (typ.) DETAILi Z We Flasids Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 l HardiePlank, Cemplank, Prevail Lap Siding Water - resistive 7, C. barrier per Florida Building Code Section 1404.2 5/ 8" thick /5 ply APA rated plywood sheathing fastened to metal studs as described in. Note 1 20ga, 3-5/8" X 1-5/8" Metal Cstud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code.. 518" thick / 5 ply APA 1 rated plywood sheathing fastened to metal studs as described in Note 1 Water - resistive barrier per Florida Building Code Section 1404.2 PR_ QDUCT DEI CQ PT«_ON HardiePlan, Cemplank®, and Prevail® Plank Lap Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Code. PLANK DIMENSION$ Width Length Thickness s 9-1/2" 12' 5/16" 20ga, 3-5/8-X 1-518" . DESIGN PRESSURE I2/ATtNG Metal C-stud Installation Design Pressure HardiePlank, Metal Studs -92 psf smplank, Prevail 91 .. •ECTtO Lap Siding 1-1/ 4" tall X 5/16' thick starter strip Impact Resistant-- Planks installed over 518" thick / 5 ply APA rated plywood sheathing HARDIEPLA-NK CEMPLANK PREVAILLIAP SIDING INSIA—LLAT M DE-TA14W Allinstallation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. Note 1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.8-18, 0.315" head diameterx 1-1/4" long bugle head screw Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4° wide laps at the top of the plank such that the exposure area of each plank is:5 8-1X' vertically. Note 2] The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-1/4" long'` bugle head screw over metal studs ("or screw shall have at least 3 full threads penetrating metal framing); The siding is fastened s 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 5/8" thick /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 6,00in. [+-• —16 in. OC--- / Cladding I I I ' 6.00in.00 wwi3h the>Fkwift amd" Go& Alwptftm No T By Oak Prod 58.25in_ FI 1VIiNG NOMINAL 20 GAUGE 3-5/8" X 1-8/8" STEEL STUDS 16" O.C. FASTENED WITH 518" LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEAiFiJNG 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 ClADD1NG PLANKS OVERLAP 1-1/4" THE EXPOSURE IS 58-114" 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 Framing Sheathing I = 0. 121 1 =: STATE OF ORO,.`. MAIL FORFOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) Fax 909-427-0634 A Creator. E. Gonzales SCALE HARDIEPLANK, CEMPIANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products,, Inc. 10901 Elm Avenue Fontana, CA 92337 j PNL-PLK-SOFF 1" =1'-0" I Date: 424/2013 SHEET 8OF12 1 WALL LENGTH Stud Spacing at 16" O.C. o f-- i I i i l i' WALL 1EIGHT i 4-- ----- —------- t D)~T8LUk 1 i 3/8" Minimum d SCRPTIOASEEP&)DUCT--_ DETAIL A HardieSoffit® & CemsoffitO materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A 1 and meeting the requirements of the Floridat ! Building Code. SOFFl7 dIM£NSION$ 2" X 4' S-P-F Width Length Thickness wood Studs 8' 1/4P p Si_G_N PF SSIJIZE 4TTIVG HardieSoffit, Installation Design Pressure Cemsoffit Wood Studs -70 psf SE C7JON=B PRODUCT REV]SM Nails at 4" O.C. (typ.JpQewq)Ct' REvL%M e Distance • awoyieg wiidt Ile Fbrii4w B Idirtg Co@e O 1 Mm"Dlfte5 Pwk Jam` a ca offitfastener, as escribed in Note i HardieSoffit, Cemsoffrt 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. o NO- 4 21 STATE OF cF-• FAQ RIOP. • ,\[ sS DN M- i_iARD1 sOFFIT,_CE,(VISOFFIT- --AtJ_ uw7ALLAXJON_DETAILa All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum Z%4" S-P-F wood studs spaced a maximum of 16" O.C. Note 11 The soffit fastener shall be a 2" long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at 4" O.C. at panel edges and intermediate studs; the fasteners shall be driven into wood studs located at 16" 0'.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from corners. 6.00in. 4,00in.1 pRebwr REwwn r ror aacralty» rlr oeCO&- 0 RaREng r 7-11,07 Uwe - ! - 1 % er Isy Pn*kw. CA z p weed ' FRAMLNG 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 GLADD1i IG THE SOFFIT IS FASTENED WITH 2• LONG, 0223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAIL'S V O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing- GAb!I No. 121 STATE OF t ss>0NM- 1'for oil e l FOR METALAND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337. Fax 909-427-0634 A PNL-PLK OFF 1 Creator. I— Gonzales SCALE 1" =1'-0° I Date: 4/24/2013 SHEET 10 OF 12 WALL i IIiEIGHTii I I•i WALL LENGTH PF{ODUCT DESCftEP7 ON Stud Spacing at 16" O.C. HardleSoffM & Cemsoffit® materials B — I l are nonasbestos fiber -cement products tested in accordance with ASTM C1186 1 Grade 11, Type A and meeting the J requirements of the Florida Building Code. 20ga, 3^518" X 1-5/8" SOFFIT D MENS[ONS Metal Gstud Width Length Thickness 4' 8' HardieSoffit, UESIGf I PRESSURE RATG Cemsoffit Installation Design Pressure j. Metal Studs arlare ii 11`' pyf . 0Gq SECTIQNB= B PRODUCi.BEv1SED PRt9Dccr & E es eompF with de JF ad& \ sF m oymj wrrbt* WWOSCD& 3? t.; CVO. j2y BintCodeAccoptWKvNoo : ' 7ATE OF ' °j 5dCP:0m3a Contra wF - - OR1 C 1ARDIESOFF[ TyCEMSOFFIT AIJEL INS_T_ALLATIOtj DETAILS AL N r1tltttt All installation shall be done in conformance with this Notice of Acceptan ' 'fr WLa acturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 20ga, Nominal 3-5/8" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Note 12 The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4" long" ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal framing) -, the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from corners. Nails at 6" O.C. (typ.) 3/ 8" Minimum Edge Distance t fastener, as gibed in Note 1 HardieSoffit, Cemsoffit 20ga, 35/8" X 1-5/8" Metal C stud LThe 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 HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 909-365-6300 sizE Fscna No owG No i REV Fax 909-427-0634 A PNL-PLKsOFF I 1 Creator, E. Con=ales. scatE' 1!2" =1'-0" Date: 4l24/2013 sneer 11 OF 12 s.00ln. ,i b.uum, Cladding Framing 6.00in. PRODUCT REVL4FD Mw(yb* vwi* t6e.Fbtib FR0Dt=11 %4SW By Mimi 026.-i dCoot 1 ` 21 FRAMING NOMINAL 20 GAUGE 3-5/8" X 1-518" STEEL STUDS 16" O.C. FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREFASTENEDWITH5/8" WAFER HEAD SCREWS (2 PER TOP NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESELOADS) AND BOTTOM CONNECTION) , THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO.8-18, 0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETER X 1-1/4 " LONG CORROSION RESISTANT RIBBED (aBUGLEHEADSCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FULL THREADS PENETRATING THE METAL FRAMING), PLACE 10901 Elm Avenue SCREWS 5' O.C. AT PANEL EDGES AND INTERMEDIATE — ® Fontana, CA 92337 STUDS Phone: 909-356-6300 SIZE FSCM NO DWG NO REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCALE V = 11-0" Date: Z4/2013 SttEET 12 OF 12 Florida Building Code Online Page 1 of 2 Comments Archived Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsinc.com Authorized Signature Gareth Rahman grahman@aluminumcoilsinc.com Technical Representative Paul Frost Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcoilsinc.com Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden W Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R3 COI ALC15001 Evaluation Report 2014 FBC 04 T4 Soffits. odf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fE... 6/8/2017 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 08/27/2015 08/28/2015 09/04/2015 10/16/2015 04/05/2017 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 R3 I1 ALCI5001 Evaluation Report 201.4 FBC Q4 T4 Soffits.DdfApprovedforuseoutsideHVHZ: 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 FL12.194 R3 AE AL.C1.5001. Evaluation Report 201.4 FBC Q4 T4 Soffits.Ddf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: El . credit:Cdrd cur::. se: it * TRi ' http://www.floridabuilding.org/pr/Pt_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fE... 6/8/2017 TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT` FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 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 Enti 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 required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7 All. products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. 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 Fascia ALC15001 Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Preformed nominal 0.019 inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. FL12194-R3 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ALUMINUM' COILS, INCCREEKSoffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION 16" Q4 Soffit Preformed nominal 0.0135-innch thick, 3105 H-14 aluminum soffit panels provided in. 16- inch sections. The reported net free ventilation areas are 22.3 in An.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 00135-inch thick, 3105 H-14 aluminum soffit anels provided in 12 inch sections. The reported net free ventilation areas are 12.5 inp/lin'.ft for the `full vent' configuration and 4.2 inz/lin,.ft for the `center vent' configuration. See Appendix D for dimension drawings. ALC15001FL12194-R3 Page 2 of 3 This evaluation report is „provided for State of Florida product approval under Rule 61 G20-3`. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLG COMPLIANCE STATEMENT ALUMINUMCOILS, INC soffits The products. evaluated herein by Zachary R. Priest;. P.E. have demonstrated compliance with the Florida Building Code 5th Edition (2014) as evidenced in the referenced documents submitted bythe named manufacturer; 0011Y0IR P. , ,, 2015.08.2 7 oo No 74021 07:05:00 R 0400 STATE OF 44Y C• S < O R t O P.` Zachary R. Priest; P.E; e S ••• ' Florida Registration No. 74021 t11,' ONA Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC--does not have, ,nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, afinancial interest in any other, entity involved in the approval process of the product. APPENDICES 1) APPENDIX A —Approved Systems (7 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001' FL121.94-R3 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 reportdoes not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ALUMINUM COILS, INC CREEK9Soffits TECHNICAL SERVICES, LLC Appendix:: A APPROVED SYSTEMS The following notes shall be observed when using the assembly tables below. 1. Maximum Design, Pressures (MDP) were calculated using a 1.5 1 margin of safety per FBC Section 1710.9,4 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall.be minimum No. 2 SPF (S.G. = 0:.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTIM 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 areas follows: ALC,15001 a. 12" T4 Soffit — 12-inch o.c. Fastener Fastener Location Location b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location 1 Location l Location l Location l c. 16" Q4 Soffit 16-inch o.c. Fastener Fastener Location Location 1 1 FL12194-R3 1 of 7 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. rCREEK TECHNICAL SERVICES, LLG d. 16' Q4 Soffit — 8-inch o.c. Fastener l..nc tinn I Fastener Fastener Location l ALUMINUM COILS, INC Soffits Appendix A Approved System, Numbers'`and Definitions 12F-# Approved Sstems for 12-inch Overhang with F-Channel 12J-# Approved Systems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 16J-# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J-# Approved Systems for 24-inch Overhang with J-Channel Approved, Systems for 12-inch overhang with F-channel Wall Connection . EavexConnection 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. 12F- 1 Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch 072-inch dia. x min. 3/16- 0.inch t40. 0 16-inch 24- inch o.c. O.C. head dia. trim nail- spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F- 2 16 inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. 0. 072-inch dia. x min. 1/4-inch 48 spaced 24-inch o.c. and securing each panel lap head dia. trip nail spaced 48- 64:2 inch o.c. 12F- 3 Max. One (1) 14 ga. 5/8-inch long T nail One (1,) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0. 072 inch dia. x min. 1/4-inch 48 16 inch Masonry spaced 8 inch o.c. Wood' crown staple spaced 8-inch o.c. head dia. trip nail spaced 48 64.2 and securing each panel lap inch o.c. ALC15001 FL12194-R3 Page 2 of 7 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 Three (3) min.'3/4- One (1) min. #8 x 1/2-inch One (1) min. 1 3/4-inch long xinchx1/4-inch crown One (1) min 3/4-inch x Max. long x 3/8-inch, head diameter 0.072-inch dia: xmin. 1/4-inch +4812J-1 Wood staples in diamond Wood 1/4-inch crown staple pattern spaced 24- paced8-inch o.c.. . 16-inch screw spaced 16-inch o.c. head dia. trip nail spaced 48'- -64.2 inch o.c. connecting soffit to J-channel inch o.c. Substrate Attachment Substrate Panek'Attachment ` Attachment One (1) 18 ga. 1/4-inch crown x One (f) min. 1.75-inch x 16F=1 Max. Masonry One (1) 14 ga. 518-inch long T nail Wood 1-inch leg staples spaced max. 0 ail' 3/16- finishinngg naii 'with min. diameter 53.3 12-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 2-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 iegsfaples 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' ach finishing nail with min. 3/16- 53.3 spaced 16-inch o.c. panel, lap inch head spaced 12-inch o.c. One (1) 3/8-inchhead dia. nail, min One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long 16F-3 Max. Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch x 0.072 inch dia. x-,min. 25.6 1,6-inch inch o.c. O.C. 3/16-inch head dia. trim nail spaced 36-inch o.c. Three (3) min.. 314-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F-4 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16-inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced48-inch o.c. ALC15001 FL12194-R3 Page.3 of 7 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 changesthroughout 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 psi? Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment ; One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga..5/8-inch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/167 t43.316-inch spaced 8-inch o.c. inch o.c. and securing each inch head spacedpanellap16-inch o.c. One (1 } 18 ga1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staples spaced 4- 0. 072-inch diameter' 16F- 6 16- inch Wood. inch. leg staples in diamond pattern Wood inch o.c. and securing each finishing nail with min. 3/16- t43:3 spaced 1ti,inch o.c. panel lap inch head spaced 96- inch o.c. Approved Systems for 16-inch overhang with J-Channel Wail Connection '' Eave Connection' System Panel MDP' No. • Width psf). Substrate J-Channel Substrate Panel Attachment Fascia.Cap Attachment Attachment Max. Three ( 3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One ( 1) min. 1 3/4-inch long x 0.072-inch dia: x 23.5 16J- 1 16- inch Wood crown staples in diamond pattern Wood crown staple spaced 6-inch o.c: min. 1/4-inch head dia: trip. 31.4 spaced 24-inch o.c. nail spaced 48-inch o.c. ALC15001 FL12194-R3 Page 4 of 7 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. TECHNICAL SERVICES, LLC System I Panel No:. Width ALUMINUM COILS, INC Soffits Appendix, A 24F-1 Max. 12-inch Wood Three (3) 18 ga.1/4- inch crown x 1-inch. leg staples in diamond pattern spaced'16-inch o.c. Nominal 1x2 N6.2 SYP anchored to rafter with one 1) min.,2.25- inch x7d ring shank nail 24-inch oxa One (1) 18 ga.1/4-inch crown x 1-inch leg staples spaced 12-inch o.c. securing each panel lap One (1) min. 1.754rich x 0.072-inch diameter finishing nail with min. 3/167inch head spaced 4-inch o.c. Wood. One (1.) 18 ga. 114- inch crown x 1-inch leg staples spaced 8-- inch. o.c,. One (1) min. 1.75-inch x 0.072-inch diameter finishing nail with min: 3/164nch head spaced 12-inch o.c.. 80/-90 One (1) 18 ga.1/4-inch crown x.1-1nch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to each panel. lap mch"crown x 1-inch 0. 072-inch diameter 80! 24F- 2 12-inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754rich inch o.c: 3/ 16-inch head spaced 16- inch o.c. inch ring shank x 0,072-inch diameter 12=inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 16-,inch head spaced 44nch o.c. One ( 1) 1.8 ga.1 /4-inch crown x 1-inch leg Nominal 1x2 staples 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 staples 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. 3116=inch head spaced 4-inch o.c. ALCI6001 FL12194- R3 Page,5 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall; notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the. duration for which this report is valid. This evaluation, report does not express nor imply warranty, installation, recommended ,use, or other product attributes that are not specifically addressed herein: CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with 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 staples 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-4 16-inch Wood leg staples in 1) min: 2.25- Wood leg: staples spaced $- finishing nail with min. 801-60. diamond pattern inch x 7d ring One (1) min. 1.75-inch inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. shank nail x 0.072-inch diameter each panel lap 16-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 staples spaced One (1) min. 1.5- N0.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to each panel lap ' inch crown x 1-inch 0.072-inch diameter 24F-5 16 inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 80/-60 roofing nail spaced 1,) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and securing 3/16-inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter each panel lap 16.-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga. 114- 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 2417-6 16 inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 80/-60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and securing 3/16-inch head spaced inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC16001 FL12194-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended ,use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch,overhang;with J-Channel Y Wall Connection' Center Connection Eave Connection . System ". Panel No. Width J, „ Channel Fascia Capp rBattenAttachmentBatten, Panel Attachme'nf Substrate Panel Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/4-inch Nominal 1x2 min. 2.25-inch x ld crown x 1-inch leg No.2 SYP Three (3) 18 ring shank nail. straight -nailed throughgg staplesPs spaced One (1) min. 1.75-inch anchored to ga.1/4-inch crown the rafter into the end 12-inch pa securing each panel lap One (1) 18 ga.'/a- x 0:072-inch diameter 24J-1 Max. rafter with one x 1-inch leg of the batten or two (2) Wood inch crown x 1-inch finishing nail with min. 36012-inch 1) min. 2.25= staples in diamond min. 2.25-inch x 7d One min. leg staples spaced 3116-inch head spacedInchx7dring9patternspaced16- P P ring shank nails toe- nailed on either side of x 0.072rinch diameter72diameter 8-inch o.c. 12-inch o.c. Shank nail Inch o.C. the batten at each finishing nail with min. 24-inch o.c. batten/rafter 3/16-inch. head spaced intersection, Max. 4-inch.o.c. rafter spacing is 24-inch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/4-inch Nominal 1x2 min. 2.25-inchx 7d crown x 1-inch leg, No.2 SYP Three (3) 18 ring shank nail straight -nailed throughgg staples spaced One (1) 18 ga. /< One (1) min. 1.75 inch anchored to 9 a.1/4-inch crown the rafter into the end 12-inch o.c. securing each panel lap inch crown x 1-inch x 0.072-inch diameter 24J 2 Max. rafter with one x 1-inch leg of the batten or two (2) Wood leg staples spaced fnishing nail with min, t53:3 16-inch 1) min. 2.25- staples in diamond min: 2.z5=inch x 7d One (1) min. 1.75-inch 8-inch o.c. and 3/16-inch head spaced inch x,7d rin 9 attern s aced 16_ P p ringshank nails toe- x 0.072-inch diameter securin each panel 9P16-inch o.c. shanknail inch O.c: nailed on either side of finishing, nail with min. lap 24- inch o.c. the batten at each batten/ rafter 3116= inch head spaced intersection. Max. 4- inch o.c. rafter spacing is 24- inch o.c. ALC16001 FL12194-R3 Page 7 of 7 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 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 Mini 3118 haad3 _a, . nail %,J rth nir. engagem zt{fbr. -vie. substrarg} or min. 0.097" dia T-nail -rr :,stub n a; a A'i`h mill 5 i 9'j,j}!1 ntefOr: 7nf_YXe„S' or b16c}. auL 4i -sec ;;.;. spaced a-j noted above-.- FASCIA SLIP BOARD FASCIA TRIM 12F-1 & SOFFIT (OVERHANG WIDTH VARIES) 12F-3 "F„ CHANNEL Wo a ConcreteorBlockWall 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 1`2' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 1 of12 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. 12F-2 CREEK TECHNICAL SERVICES, LLLC 3/4" X. 1 CROWN S' USING A I PATTERN WOOD SUBSTRATE 1-3/4" TRIM NAIL E PAINTED S.S. 48"' OR O.C. OPEN RAFTER` i•'P CAP 3/4' x 1 /a' CROWN STAPLE "8" ON CENTER SOFFIT —max. 12-inch pan ALUMINUM COILS, INC Soffits Appendix B 11 rrVV SETWEN, SOFFIT STAPLE DIAMOND PATTERN ftjLa,e' KTvccn r :. DETAIL STAP(,ES- rtivr 1-3/4' TRIM NAIL FACIA BOARD PAINTED S.S. FASCIA CAP 3/4" X 1 Ja" CROWN STAPLE SOFFIT'' SOFFIT & FASCIA DETAIL ALC.I6001 FL12194-R3 Page 2,of`12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall, notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the. duration for which this report is valid. This evaluation report does not. express nor imply warranty, installation, recommended ,use, or other product attributes that are not specifically addressed herein. s CREEK TECHNICAL SERVICES, LLC 12J-1 3/4" X 1/4" CROWN STAPLE '24- ON CENTER USING A DIAMOND PATTERN screwed to soffit with one tl:} #fig" n 1/2!" .x 3/8" lie ad diameter screw, - 1K" e WOOS) OR BLOCK SUBSTRATE FASCIA CAP 3/4" X 1/4" CROWN STAPLE "8" ON CENTER 1-3/4' TRIM NAIL —I PAINTED S.S..413' O.C: SOFFIT-Tnax. 12-inch span ALUMINUM COILS, INC Soffits Appendix, B 1-3/4"' TRIM NAIL FACIA BOARD PAINTED &S. FASCIA CAP 3/4" X 1/4" CROWN STAPLE SOFFIT ----'' SOFFIT & FASCIA DETAIL ALC:I5001 FL12194-R3 Page 3 of`12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein: TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail' u 1 i" TRIM NAIL J7 I FASCIA BOARD PAINTED S.S. FASCtA[AP SOFFIT CROWN STAPLE OPEN RAFTER. FASCIA BOARD A GE u %B" I-Nd 16F-1 SOFFIT FASCIA 16F-5 DETAIL: FASCIA CAP; REFER TO.SUFF17 b: FASCIA F` CHANNEL DETAIL SOFFIT; MAX. 161' SPAN MASONRY SUBSTRATE ALC15001 FL12194-R3 Page 4 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 Min,. 3/P" hea1. lxa. nail w-J. Ith min. IJ4" atigagamsmt (for wood, substrate) or M-1n., 0. 097 " dia i TL riai.1 or stub mail wJrh r6in. 5/9" engayqfrtentif!zr pQnc-r'e6§ blnck '_ ar note3 a bov q . FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL Wood, or Block Wall STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLEAz16" O.C. FASCIA LIP 1/4" PAINTED S.S. 1 3/4" TRIM NAIL. I MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 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 z'`r' TECHNICAL SERVICES, LLC 3/4" X 1 CROWN ST USING A C PATTERN 16F-4 F' CHANNEL CAN BE INSTALLED WITH THE NAILING FLANGE .UP OR DOWN WOOD SUBSTRATE ALC;15001 1-3/4- TRIM PAINTED S.S. D.C. ALUMINUM COILS, INC Soffits Appendix B OPEN i2AFTERs ( 111 rS' OFFITh STAPLE jp 1 („IIAMON_Q PA.I 1 ERN, or XTVWN/ _j LI r Q ETA! L. S7+W.t3 FACIA BOARt}. FASCIA CAP — 16'-iiic:h _dban. FL12194-R3 X 1 /4-1 GROWN E 7a, ON =CENTER 1-3/4- TRIM NAIL PAINTED, S.S. M FACIA BOARD FASCIA CAP CROWN STAPLE SOFFIT Sc FASCIA Q ETAIL 6 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. E CREEK TECHNICAL SERVICES, LLC: ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail TRIM NAIL FASCIA BOARD PAINTED S.S. FASCIA CAP OPEN RAFTER SIT 1'Yj" CROWN STAPLE V FASCIA BOARD I xj- CROWN STAPLES SOFFIT & FASCIA USING A DIAMOND 16F-2 & PATTERN; REFER TO DETAtL SOFFIT STAPLE 16F-6 DIAMOND PATTERN / - DETAIL ................................ FASCIA CAP; REFER TO SOFFIT &FASCIA. F" CHANNEL DETAIL 3,ajSOFFIT; MAX. 16" SPAN GlAJ SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the: duration for which this report is valid. This evaluation report does not. express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 16J-1 CREEK TECHNICAL SERVICES, LLC• 4" X 1 /V' CROWN STAPLE. "24" CENTER USING A DIAMOND. PATTERN CHANNEL WOOD OR BLOCK SUBSTRATE OPEN RAFTER 1-3/4" .TRIM PAINTED S.S. O.C: SOFFrr-»max.. lh-inch span, ALUMINUM COILS, INC Soffits Appendix, B J 3", X WEEN \ j: STAFR.ES-- .S r FACIA BOARD iti Iy— 3 9 tvacryt ASCIA CAP _ 3/4" X 1/4' CROWN FACIABOARD STAPLE " 8"' ON CENTER 1-3/4" TRIM NAIL PAINTED S.S. FASCIA CAP 3/ 4" X 1/4" i CROWN STAPLE SOFFIT , SOFFIT & FASCIA OETAIL ALC15001 FL12194-R3 I Page 8 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. 91' _ r CREEK TECHNICAL SERVICES, LLC- ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I J' TRW NAIL FASCIA BOARD f PAINTED. S,S. FASCIA CAP STAP ES SOFFIT USING A DIAMOND PATTERN; REFER TO I 1'x1" CROWN STAPLE. SOFFIT STAPLE DIAMOND PATTERN DETAIL t f" TRIM NAIL- FASCIA BOARDPAINTEDS.S. SOFFIT &FASCIA DETAIL 24F-1 & 24F-4 f" {" CROWN sTAPLE -- fASClA CAP; REFER TO SOFFIT EFASCIA / \ DETAIL \\ i Nominal l"x2" SYP + — I— N 318' Batten Anchored to Stlff1T. MAX, 24" j. f-CHANNEL: Rafters with one Td I Ring Shank. Nail at W000 SOBSTRAIE every Ratter \ / SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK.Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, ,recommended ,use, or other product attributes that are not specifically addressed herein. a- TECHNICAL SERVICES, LLC ALUMINUM COILS; INC Soffits Appendix B ALC15001 FL12194-R3 Page 10 of12 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, Installatoh Detail 1 J^ TRIM NAIL FASCIA BOARD PAINTED S.S. t-' 740A;"T-RAILS i FASCIA -CAP SOFkiT 1-4- CROWN STAPLE I TRIM NAIL ,FASCIA BOARD. PAINTED S.S.`~"" SOFFIT &FASCIA. DETAIL 24F-3 & 24F-6 1"z{" CROWN STAPLE FASCIA CAP; REFER SOFFIT L FASCIA DETAIL Nominal t`x2" SYP Batten Anchored to SOFFIT; MAX. 24" F-CHANNEL Rafters with one 7d Ring Shank Nail at every Rafter MASONRY ALC16001 FL12194-R3 11 of12 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, 9_ CREEK TECHNICAL SERVICES, LLC• ALUMINUM COILS, INC Sous Appendix, B System No. Installation Detail' Ili- TRIM NAIL, FASCIA BOARD PAINTED- S.S. 1-4- CROWN - FASCIA CAP STAPLES SOFFITUSINGADIAMOND 1' PATTERN: REFER TO CANTILEVERED x}" CROWN STAPLE SOFFIT STAPLE. RAFTERDIAMONDPATTERN DETAIL FASCIA BOARD SOFFIT 4 FASCIA t}. TRIM NAI4 PAINTED SIS, DETAIL. 24J-1 & t`}" CROWN STAPLE 24J-2 FASCIA. CAP; REFER 70 SOFFIT S FASCIA DETAIL 8Norroinai1" >t 2" SYt' battens scabbed between rafters and SOFFIT; MAX. 24- 1 3/8 1-CHANNEL secured with one 'T1 j 7d ring Ishanknailstraight -naffed through the raker Into the end WOOD. SUBSTRATE of the batten or two_(7) id ring shank nails toe -nailed on e0her:side of the baltern at the batlanlraRer intersection r SOFFIT STAPLE DIAMOND PATTERN ALC16001 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-1 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 4 Enclosed Negative Loads) 4 Enclosed. Positive Loads) 20 21.7 25.4 29.5 33.8 25 22.6 26.6 30.8 35.4 30 23.6 271 32.1 36.0 40 25.0 29.4 34.1 39.1 50 26.2 30.8 35.7 41.0 60 27.2 1 -31.9 37.0 421.5 20 26.7 31.4 36.4 41.8 25 27.9 32.8 38.0 43.6 30 29.1 34.2 39.6 45.5 40 30.9 36.3 42.1 48.3 50 32.4 38.0 44.1 50.6 60 33.6 39.4 45.7 52.5 20 13.9 16.3 18.9 21.7 25 14.5 17.0 19.7 22.6 30 15.1 17.7 20.6 23.6 40 16.0 18.8 21.8 25.1 50 16.8 19.7 22.9 26.3 60 17.4 20.5 23.7 27.2 20 13.9 16.3 18.9 21.7 25 14.5 ITO 19.7 22.6 30 15.1 17.7 20.6 23.6 40 16.0 18.8 21.8 25.1 50 16.8 19.7 22.9 26.3 60 1 17.4 1 20.5 23.7 27.2 38.5 43.5 48.7 40.2 45.4 50.9 41.0 47.3 53.1 44.5 50.2 56.8 46.6 52:6 59.0 48.3 54.6 61.2 47.5 53.7 60.2. 49.6 56.0 62.8 51.8 58.4 65.5 54.9 62.0 69.5 57.6 65.0 72.9 59.7 67.4 75.5 24.7 27.9 312 25.8 29.1 32.6 26.9 30.3 34.0 28.5 32.2 36.1 29.9 33.7 37.8 31.0 35.0 39.2 24.7 27.9 31.2 25.8 29.1 32.6 26.9 30.3 34.0 28.5 32.2 36.1 29.9 33.7 37.8 31.0 35.0' 392 ALUMINUM COILS, INC Soffits Appendix C 54.3 602 56.7 62.8 59.1 65.5 62.7 69.5 65:8 72.9 68.2 75.5 67.0 74.3 70.0 77.6 73.0 80.9 77.5 85.8 8112 89.9 84.2 93.2 34.8 38.5 36.3 40.3 31.9 42.0 40.2 44.5 42.1 46.7 43.7 48.4 34.8 38.5 36.3 40.8 37.9 42.0 40.2 44.5 42.1 46.7 43.7 48A ALCI6001 FL12194-R3 Page of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall. notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended .use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix; C 20 26.0 30.5 35.4 40.6 46.2 52.2 W5 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 77.54 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Enclosed 60 1 -31.5 37.0 42.9 49.3 56.1 63.3 M9 7.9.0 87.6 Negative Loads). 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 30.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2: 77.5 86.4 95.75 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 1 -90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 22.7 26.0 29.6, 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 4 40 18.8 22.1. 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19:6 23.0 26.7 30.6 34.8 39.3 44.1' 49.1 54.4 Enclosed 60 20:2 23.7 27.5 31.6: 35.9 40.5 45.4 50.6 56.1 Positive Loads). 20 16.7 19.5 221 26.0 29.6; 33.4 37.5 41.7 46.8 25 17.3 20.3 23.5 27.0' 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9` 31.8 35.9 40.2 44.8 49.7 5 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 1 23.7 27.5 31.6 35.9 40.5 45.4 50.6 66.1 ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall. notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty,. installation, recommended ;use, or other product attributes that are not specifically addressed herein: CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" -L 3/8" J-Channel ALC.15001 3/4" —1 118" HEM Tr7 3/4" r 3/8' FL12194-R3 ISOMETRIC VIEW 3/8" PROFILE ISOMETRIC VIEW 318- PROFILE ALUMINUM COILS, INC Soffits Appendix. D 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended ,use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC 5 3/4" 7/8" 1/8" HEM 6"FASCIA 1" BLANK 1l4" ISOMETRIC VIEW ALUMINUM COILS; INC Soffits Appendix D ALC15001 FL12194-R3 Page 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. v CREEK TECHNICAL SERVICES, LLC 16" 04 Soffit 25 TYP. 0,125 TYP. 18"BLANK 3 / 6 :PROFILE 2.625 o aaoao ooaoo oa0000m ooaoo oaa000 000ao lY1Rr_ I OWER PATTERN (FllL %CA Q LOWERS FORMED IN SAME: DIRECTION A5 RIBS) ALUMINUM COILS, INC Soffits Appendix D ALC;I6001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 1/81, 1 7/8" 1 3 7/8" _ 1 _ 3 1/8" ALUMINUM COILS, INC Soffits Appendix, D. 1/2' ` 1%2" 1/2" 1/2" 112"<) 3/8" 13.35" BLANK 3/8'" PROFILE 2.625 REF, DDDDDD DDD'DD D D D D D D ry DDDDD DDDDDD DDDDD W1DD ,, J_O/F'R PAT(EA,(J f,L11 L .1d it LOUVERS FORMED IN SAME DIRECTION AS FIBS) END OF REPORT ALC15001 FL12194-R3 Page 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: Certificate of Authorization No. 29824 CREEK17520 Edinburgh. Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ALUMINUM COILS; INC. Issued August 27, 2015 5001 West Knox Street. Tampa, FL 33634 813);249-9743 www:alum numcoilsinc,com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits; Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 .1986 LIMITATIONS 1. This report is not for use in the HVHZ. 2. Design wind loads shall ;be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4.. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant -installation detail shall prevail 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal .meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. 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, 31.05 H-14 aluminum fascia. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LL:C PRODUCT DESCRIPTION ALUMINUM COILS, INC Soffits 16" Q4 Soffit Preformed nominal 0.0135-inch thick, 3105. H-14 aluminum soffit Panels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft'for the 'full vent' configuration and 11..1 in2/lin.ft:and for the 'center vent' configuration. 'See Appendix D for dimension drawings. 16' SOS 1ID PM+'iPMI9 12" T4 Soffit. Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 12inchsections.. 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 FL12194-R3 Page 2 of 3 This evaluation report is ;provided for State of Florida. product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, :or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5th Edition (2014) as evidenced in the referenced documents submitted by.the named manufacturer. R. • p,,,,,. 2 015.0 8.2 7 GENX / ... f7/CNo74021 07.05.00r 7[ 04'00' 13 STATE OF IJJ O •• <v 4 O R t O P'.\``. Zachary R. Priest, P.E. Florida Registration No. 74021 e", ONA ti_— Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLCdoesnot 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. doesnot 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 (7 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001 FL12194- R3 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ALUMINUM COILS, INCCREEKsoffits h TECHNICAL SERVICES, LLC Appendix_ A APPROVED SYSTEMS The following notes shall be observed when using the assembly tables below. 1.. Maximum Design Pressures (MDP) were calculated using a 1.51 margin of safety per FBC Section 1710.9.4. 2. Refer to UmITATIoNs 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 forthe project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 00.. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows:. a. 12" T4 Soffit— 12-inch o.c. Fastener Fastener Location Location b. 12" T4 Soffit— 4-inch. o.c. Fastener Fastener Fastener Fastener Location Location Location Location c. 16" Q4 Soffit 16-inch o.c. Fastener Fastener Location Location 1 1 ALC15001 FL12194-R3 Page 1 of 7 This evaluation. report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services,. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty„ installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16'' Q4 Soffit- 8-inch o.c. Fastener Location 11-- Fastener Fastener Location 1 ALUMINUM COILS, INC Soffits Appendix A Approved $ stem Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J-# I Approved Systems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 16J-# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J-# Approved Systems for 24-inch Overhang with J-Channel Approved Systems for 124nch,overhang with,F-Channel.: Substrate,.., Attachment Substrate. Panel Attachment Attachment ` Max. One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x min. 3/16- 12F-1 16-inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch inch head dia. trim nail t40.0 24-inch o.c. O.C. spaced 364nch o.c. Max. Three (3) min. 3/4-inch x;1/4-inch One (1) min 314-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x min. 1/4-inch 48 12F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2spaced24-inch o.c. and securing each panel lap inch o.c. One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F-3 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood crown staple spaced 8-inch O.C. 0.072-inch dia. x min. 1/4-inch 48 164nch spaced 8-inch o.c. and securing each panel lap head dia. trip nail spaced 487 64.2. inch'. o.c. ALC15001 FL12194-R3 Page 2 of 7 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 zh Three min."rowinchx1/4-/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. 1/4-inch 48 16-Inch pattern spaced 24- screw spaced 16-inch o.c. spaced 8-inch o.c.. head dia. trip nail spaced 48'- 64..2 inch o.c. connecting soffit to J-channel inch o.c. Approved Systems for 16-inch overhang with F-Channel " ' • " 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 staples spaced max. 0; finishing nail 072-inch with mdiar, icier in. 3116- 53.3 12- inch spaced max: 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. One ( 1)18 ga. 1/4-inch crown x One ( 1) min. 1.75-inch x Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staples spaced max. 0. 072-inch diameter 16F- 2 12-inch Wood inch leg staples in diamond pattern Wood 4-inch oand securing each c. gfinishingnail with min. 3116- 53.3 spaced 16- inch o.c. panel lap inch head spaced 12-inch o.c. One (1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch: One (1) min. 1 31.4-inch long 16F-3 Max. 16-inch Wood 125- inch embedment spaced 24- Wood crown staple spaced 16-inch x 0.072 inch dia. x min. 3I16-inch head dia. trim nail 25.6 inch o. c. O.C. spaced 36- inch o.c. Three (3) min. 3/4-inch x 1/4-inch One (1) min:" 1 3/4-inch long 16F-4 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia x min. 1/4- 27 16-inch spaced 244ch o.c crown staple spaced 8-inch o.c. inch head dia. trip nail. 3.6.1spaced 48- inch o.c. ALC15001 FL12194- R3 Page 3 of 7 This evaluation report is provided for -State of Florida product approval under Rule 61G20-3. The manufacturer shall, notify CREEK Technical Services, LLCof 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 MOP No. Width Apsf) 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. 0.072-inch 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long T.hail Wood 1-inch leg staples spaced 4- diameter finishing naitwith min. 3/16- 343..316-inch spaced 8-inch o.c. inch o.c. and securing each inch head spaced, panel lap 16-inch o.c. One (1)18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staples spaced 4- 0.072-inch diameter 16F-6 16-inch Wood inch leg staples in diamond pattern Wood inch o.c. and securing each finishing nail with min. 3/16- t43.3 spaced 16-inch o.c. panel lap inch head spaced 16-inch o.c. Approved Systems:for 16-inch overhang with J-Channel Wall .Connection Eave Connection System Panel MDP No. Width Substrate J-Channel . Substrate ' Panel Attachment Fascia Cap Attachment' < Attachment° Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.0727inch dia. x16J-1 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 spaced 24-inch o.c. nail spaced 48-inch o.c. ALC15001 FL12194-R3 Page of This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein, y CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with F=Channel Wall Connection ; Center=Connection- Eave,Connection System; Panel MDR No. Width psf),<. Substrate F-Channel Batten Panel Attachment Substrates Panel Attachment ' Fascia Cap Attachment y k Afachment One (1) 1.8 ga. t/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples 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 staples spaced 8- finishing nail with min. 80/-90 diamond pattern inch x 7d ring One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced spaced 16-inch o.c. shank nail x 0.072-inch diameter 12-inch o.c. 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c: One (1) 18 ga.1/4-inch crown x-1-inch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga.. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 80/ 24F-2 12 inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6roofingnailspaced1) 7dx 2.25- One (1) min. 1.75-inch inch o.c: 3/16-inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c.. nail 24-inch o.c. finishing nail. with min. 3/16=,inch head spaced 47inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No.2 SYP 12-inch o.c. securing aOne (1 18 g. 1/4- One (1)min. 1.75-inch x Max. One (1) 14 ga: 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 80/ 24F-3 12-inch Masonry inch long T nail rafter with one Wood ples spaced 8- leg staples finishing nail with min. 76.6spaced8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3i16-inch head spaced inch ring shank x 0.072-inch diameter 12-.inch o.c. nail 24=inch P.c. finishing nail with min. 3/16-inch head spaced 44nch o.c. ALC15001 FL12194-R3 Page of 7 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!"` u 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` n. Panel Attachment Fascia Cap', Attachment- One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3) 18 ga. 1/4- anchored to 92-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-4 16-inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 801-60 diamond pattern inch x 7d ring One (1) min. 1.75 inch inch o.c. and securing 3116-inch head spaced spaced 16-inch, o.c. shank shank nail 0.072-inch. diameter each panel lap 16-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 staples spaced One (1) min. 1.5- No.2.SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga, anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-5 16=inch Wood smooth shank rafter with one Wood leg staples spaced: 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and securing 3/16-inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c: One (1) 18 ga. 1/4-inch crown x:1-inch leg Nominal 1x2 staples spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max: One (1) 14 ga. 518= anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-6. 16 inch Masonry Tinchlong nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60. spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and securing 3/16-inch head spaced inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail,24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC1500.1 FL12194-R3 Page 6 of 7 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. MCREEK P' TECHNICAL SERVICES, LLC• ALUMINUM COILS, INC Soffits Appendix,A Approved Systemslor 24=inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width Batten ChannelJ:< Batten Panel Attachment' Substrate Attachment Fascia Gap Attachment _ Panel Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1) 1,8 ga.114-inch Nominal 1x2 min. 2.25-inch x 7d crown x 1-inch leg No.2 SYP Three (3) 18 ring shank nail straight -nailed through staples spaced One (1):mID. 1.75-Inch anchored to ga.114-inch crown the rafter into the end 124nch o.c. securingeachpanellap One (1) 18 ga. '/<- x 0.072drich diameter 24J 1 Max. rafter with one x 1-inch leg of the batten or two (2) Wood inch crown x 1-inch finishing nail with min. 6012-inch 1) min. 2.25- staples in diamond min. 2.25-inch x 7d One min. leg staples spaced 3/16-inch head. spacedinchx7dringpatternspaced16- ring shank nails toe- g nailed on either side of 72 diameterx0.o72-inch diameter 8-inch o.c: 12-inch o.c: shank nail Inch o.c. the batten at each finishing nail with min. 24-inch o.c. batten/rafter 3116-inch head spaced intersection. Max. 4-inch o.c, rafter spacing is 24-inch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.114-inch Nominal 1x2 min. 2.25-inch x 7d ring shank nail crown x 1-inch leg, No. 2 SYP Three (3) 18 steal ht-nailed throw h ggstaples spaced One (1) 18 ga. 1/.- One (1) min. 1.75-inch anchoredtoga.1(4-inch crown the rafter into the end securinc. 12-inch o.g each panel lap inch crown x 1-inch x 0.072-inch diameter 24J- 2 Max. rafter with one x 1-inch leg of the batten or two (2) Wood leg staples spaced finishing nail with min. t53:3 16 inch 1) min. 2.25- staples in diamond min: 2.25-inch x 7d One 1 min. 1.75-inch O8 inch o.c. and 3116- inch head spaced inch x 7d ring pattern spaced 16'- ring shank nails toe 9x 0.072-inch diameter securing each panel 16-inch o.c.shank, nail inch o.c. nailed on either side of finishing nail with min. lap. 24- inch O.C. the batten at each batten/ rafter 3/ 16-inch head spaced intersection. Max. 4- inch o.c. rafter spacing is 24- inch o.c. ALC15001 FL12194-R3 Page.7 of 7 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: ALUMINUM COILS, INCCREEKSoffitsL'IiATECHNICAL SERVICES, LLC 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. 12F-1 & 12 F-3 Mim: 3/8,11 head ra.. hail with min. 114" cngel40ment(fcT Si)h ttat9} br 0.09.711 dia: .T-nail :ct:ub nail. with min "Sffi" alga emant(for zczgt, or blook c;pacod a3 n6tc::r3 ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) FASCIA LIP 1 /4" STAPLE SOFFIT TO FASCIA BOARD #T50 3'/8" X 3 f 8" STAPLE 16" O.C. t--PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15061 FL12194-R3 Page of12 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. TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER ," `% SOFFIT STAPLE 3j4" x 1/4" ' '( DIAMOND PATTERN CROWN STAPLES JI D ETAI L USING A 01AMON0 —«--.--3/r BEENJ PATTERN STAFLES / FACIA BOARD y yr. FASCIA GAP 12 F-2 3j4' X,1j4• CROWN FACIA BOARD. 8" 1-3j4" 'TRIM NAIL STAPLE' ON CENTER 1- 3j4" TRIM NAIL] PAINTED S.S. 7—"F' CHANNEL CAN BE: PAINTED S.S. 48" FASCIA CAP INSTALLEDWITHTHEOCNAILING FLANGE UP OR 3j4" X DOWN CROWN STAPLE SOFFIT - max. 12-inck span WOOD S6MT' SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61020-3. 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 oybte.lkj 1,4u. 11151.dildi.10H UU011 OPEN RAFTER N, 3yr XTUM SOFFIT STAPLE. GIST STOUS DIAMOND PATTERN JI Q UAL FACIA BOARD XTWXHj 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 1-3/4- TRIM NAJLJ STAPLE ON CENTER PAINTED S.S. Screwed to soffit PAINTED S,S. 48' with olle (I , #8 X O.C: FASCIA CAP 1/2" x 3/81 head diameter ver", 3/4- X 1/4- 0. C. CROWN STAPLE SOFFIT —max. 12Linch span WOOD OR BLOCK SUBSTRATE SOFFIT, & FASCIA DETAIL ALC15001 FL12194-R3 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein, CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System ,No: Installation Detail t;j!" TRIM NAIL FASCIA BOARD PAINTED S.S. PASCiA CAP SOFFIT 1.4- CROWN STAPLE OPEN RAFTER I FASCIA. _BOARD I 16F-1 SOFFIT &FASCIA 16F-5 i DETAIL I FASCIA CAP;. REFER TO SOFFIT S FASCIA DETAIL SOFFIT; MAX: 15' SPAN MASONRY SUBSTRATE ALC15001 FL12194-R3 Page 4 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, Mon. 3Ji3' head ;dia, nail with min. lti' Wood sl.1. gate_) or min. 0,.60" lia, T-,na: l ox Ktub nail w_th min, / " enq y,amentifcr con rote, or blackk abav ale.) , Kv icpd as, 'not_ a. bov. FASCIA SLIP BOARD FASCIA TRIM SOFFIT OVERHANG WIDTH VARIES) 1 ti F-3 F" CHANNEL Conorere or flor'k t4ai STAPLE SOFFIT TO FASCIA BOARD #T50 3/ 8" X 3/8" STAPLE. 16" O.C. FASCIA LIP 1 f 4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL AL015001 FL12194-R3 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall, notify CREEK Technical Services, LLC of any product changes or quality assurance.changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty,. installation, recommended use, or other product attributes that are not specifically addressed herein. E CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B ALC16001 FL12194-R3 Page 6 of12 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, LLG ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 f" TRIM NAIL FgSCiA BOARD PAINTED . SS. FASCIA CAP SOFFIT Px}" CROWN STAPLE OPEN RAFTER FASCIA BOARD 1"4- CROWN STAPLES SOFFIT &FASCIA USING A DIAMOND 16F-2 & PATTERN: REFER TO DETAIL SOFFIT STAPLE 16F-6 DIAMOND PATTERN \ DETAIL_ ................................................ / FASCIA CAP; REFER TO SOFFIT &FASCIA, F" CHANNEL DETAIL 9 3f8 SOFFIT; MAX_ 16" SPAN WOOD . SUBSTRATE. \ SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-133 Page 7 of12 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. I 16J-1 CREEK TECHNICAL SERVICES, LLC r' X 1/4* CROWN STAPLE '24* CENTER USING A_OLMOND PATTERN WOOD OR BLOCK SUBSTRATE OPEN RAFTER 1-3/4' TRIM PAINTED S.S. ac SOFIFrr max,, 16-incb span ALUMINUM COILS, INC Soffits Appendix B jr VS0' <<SOFFIT STAPLETAPLES I.DIAMOND... PATTERN FACIA BOARD j I _,VMr, DETAIL, ASCIA CAP 3/4" X 1/4' CROWN FACIA BOARD STAPLE '8* ON CENTER 1-3/4* TRIM NAIL PAINTED S,S, FASCIA CAP 3/4- X 1/4- CROWN STAPLE SOFFIT & FASCIA DETAI ALC150011 FL12194-R3 Page 8 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, L I LO 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, aCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No.. installation Detaii I {" TRIM NAIL FASCIA BOARD PARITEO, S.S. i"r2" CROWN ! .-- ! '..FASCIACAP STAPLESSOFFIT.. I USING A DIAMOND PATTERN; REFER. TO 1'xj" CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN DETAIL i 1 TRIM NAIL FASCIA BOARD' PAINTED S.S. SOFFIT FASCIA 24F- 1 & DETAIL 24F 4 CROWN STAPLE FASCIA LAP; REFER r TO SOFFIT 5 FASCIA DETAIL \\ Nominal witch SYP ( "" 318,\ BattenAnchoredtoSOFFIT: MAX. 24* I 1 f.-CHANNEL Rafters yilh oneTd Ring Shank Nail al every Rafter WOOD. - SUBSTRATE / s SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 9 of12 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. t-j" SMOOTH SHANK FASCIA CAP ROOF NAILS SOFFIT Px}' CROWN STAPLE I TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA 24F-2 & r DETAIL 24 F-5 CROWN. STAPLE FASCIA .CAP,.. REFER. TO SOFFIT 6 FASCIA DETAIL Nominal- 1-W SYP Batten Anchored to SOFFIT; MAX-26" F-CHANNEL Rafters v th,,one Id Ring Shank,Nailat every Rafter WOOD SUBSTRATE ALC16001 FL12194-R3, Page 10 of12 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 i.J" TRIM NAIL. FASCIA BOARD PAINTED S.S. 1 ILGA i" T-NAILS- FASCIA CAP 54FFIT I-x{" CROWN STAPLE I" TRIM NAIL: FASCIA BOARD PA04TEO S.S. SOFFIT FASCIA DETAIL 24F-3 & 24 F-6 1"4" CROWN STAPLE FASCIA CAP; REFER TO SOFFIT k. FASCIA DETAIL Nominal i"x2" SYP Batten Anchored to SOFFIT; MAX. 24" FCHANNEL Ratters with one id Ring Shank Nail at every Ratter MASONRY ALC15001 FL12194-R3 Page 11 of12 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. Ins tallation.Detail, I TRIM NAIL FASCIA BOARD PAINTED S.S. 1-4. CROWN STAPLES FASCIA CAP USING A DIAMOND SDFFIL.. PATTERN; REFER TO CANTILEVERED 1*xt' CROWN. STAPLE SOFFIT STAPLE RAFTER DIAMOND PATTERN J DETAIL FASCIA BOARD SOFFIT t FASCIA I TRIM NAIL PAINTED S.S. DETAIL 24J-1 & 1"4' CROWN STAPLE 24J-2 FASCIA CAP: REFER TO SOFFIT L FASCIA DETAIL Noniinal V x 2" SYP battens scabbed betwe .......... .... SOFFIT; MAX. 24' 3/8 1-CHANNEL, Nlured with one (I} 7d ringhankhallstraight -nailed through the rafter Into the end WOOD SUBSTRATE— of the batten or two (2) 7d ring shank nails too-natted on either side of the ballern at the battenlrafrer Intersection SOFFIT STAPLE DIAMOND PATTERN. ALC15001 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the. duration for which, this report is valid. This evaluation report does not express I nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein, AL 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 definedin Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. Veit 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 FI_12194-R3 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. LCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C 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 33.8 137.9 42.2 46.8 30 16.9 19.8 22.9 26.5 30.0 33.8 37.9 42.2 46.8 4 40 18.3 21.5 24.9 28 6 32.5 36.7 41:2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 Enclosed 60 20.5 1 -24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 20 20.8. 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.85 40 22.6 26.5 30.7 35.3 40.1 45.3 50•.8' 56.6 62.7 50 24.1 282 32:8 37.6 42.8 48.3 54.1 6013 66.8 60 25.3 29.6 34.4 39..5 1 -44.9 50.7 56.8 63.3 70.1 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1' 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.04 40 11.7 18.8 16.0 1B.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25:1 28.1 31.3 34.7 Enclosed. 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 20 10.8 123 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 5 40 11.7 13.8 16.0 18.3 20.8 23.6 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 1 15.4 1 17.8 1 20.5 23.3 26.3 29.5 32.9 36.4 ALC15001 FL12194-R3 Page of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not, express nor imply warranty, installation, recommended ,use, or other product attributes that are not specifically addressed herein: CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C 1NInd Pressures for Soffits In," p 4tire G Budding Type,.. Zone Meaner Roof BasIcWlntl S eetl m fi ^•. 120`t`. 130 140 150 160, '' 170180 190 '• 200 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 602 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 41.0 47.3 53.1 59.1 65.5 4 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 627 69.5 50 26.2 30:8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 Enclosed 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 20.1 34.2 39.6 45.5 51.8 58.4 65:5 73.0 80.95 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 72.9 812 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 4 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 Enclosed. 60 17.4 20.5 23.7 27.2 31.0 35.0 39:2 43.7 48.4 Positive Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.8 30 15.1 17.7 20.6 23.6 26.9 30.3 84.0 37.9 42.0 5 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 1 35.0 39.2 1 43.7 1 48.4 ALC15001 FL12194-R3 Page..3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall; notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the: duration for which this report is valid. This evaluation report does not. express nor imply warranty, installation, recommended ,use, or other product attributes that are not specifically addressed herein. M CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits' Appendix, C Desi rrUVind Pressu,resforSoffits in Ez°'osure D "; Buildmg Type Zone an Roof 130• 140 Banc Wlnd S eed 1.50 160 n3 'i m fi 170 1:80 3 190 a v , 200 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60 6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8` 70.0 77.5 4 40 29.4 34:5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30:6 35:9 41.6 47.8 54.3 61.3' 68.8: 76.6 84.9 Enclosed 60 31.5 37:0 42.9 49.3 56.1 63.3 70.0 79.0 87.6Negative Loads) 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8' 74.9 83.4 92.4 30 34.5 40.4 46 9 53.8 6.1.3 69.2' 77.5 1 -86.4 95.7 5 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 22:7 26.0 29.6 33.4 37.5 41.7 46:3 25 17.3 20.3 23.5 27.0. 30.7 34.7 38.9 43.3 48 0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 4 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52..2 50 19.6 23.0 26.7 X6 84.8 39.3 44.1 49.1 54.4 Enclosed 60 20.2 23.7 27.6 31.6' 35.9 40.5 45.4 50.6 56.1 Positive Loads) 20 16.7 19.5 22.7 26.0 29.6 38.4 37.5 41.7 463 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 5 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23:0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 1 23.7 27.5 31.6 1 35.9 40.5 45.4 W6 56.1' ALC16001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein: vowCREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" -L 3/8" J-Channel 3 / 4 1/8" HEM I 3/4" 3/8" ISOMETRIC VIEW 3/8- PROFILE ISOMETRIC VIEW 3/8" PROFILE ALUMINUM COILS; INC Soffits Appendix D ALC15001 FL12194-R3 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. CREEK TECHNICAL SERVICES, LLC Fascia 5 3/4" 7/8" ALC.15001 1/8" HEM G" FASCIA 1" BLANK FL12194-R3 ISOMETPIC VIEW ALUMINUM COILS, INC Soffits Appendix D. 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLCof 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: LCREEKAaTECHNICALSERVICES, LLC- 16" 04 Soffit 1W BLANK' 3 f 8 PROFILE 2.625 REF. 50 TYP. 25 TYP. jl 0.1.25 TYP. I aaaaao 000UU aaooaary 000 a oa0000 oaa o WIDE_{,(}>4_[ rrRN ( i'Ipl 5(` AiF7 LOUVERS FORMED. IN SAME. DIRECTION A5 RIBS) ALUMINUM COILS; INC Soffits Appendix D ALC15001 FL12194- R3 Page.3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit ALUMINUM COILS, INC Soffits Appendix, D. 3 1/81, -7/8"- 3 1/81, 7/811 3 1/8" 5/16" 112" 1/2" 1/2" 1/2" 112" 1/8" 3U/4 1/8/81, :3/8'] 13.7.5" BLANK 3/8" PROFILE 2,625 REF, a aao oaa a aa a ooaaa ao ao LOLNERS FORMED IN SAME DIRECTION AS RIBS) END OF REPORT ALC 16001 FL12194-R3 Page, 4 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; Florida Building Code Online Page 1 of 2 BCIS Home Log In j User Registration Hot Topics , Submit Surcharge Stats & Facts Publications FBC Staff j BCIS Site Map j Links Search Product Approval92prUSER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail K FL # FL17147-RI Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Huber Engineered Woods LLC Address/Phone/Email 10925 David Taylor Drive Suite 300 Charlotte, NC 28262 704) 548-5442 kurt.koch@huber.com Authorized Signature Kurt Koch kurt.koch@huber.com Technical Representative Ken W. Hix Address/Phone/Email 1446 Hwy 334 Commerce, GA 30530 706) 336-3041 ken.hix@huber.com Quality Assurance Representative Walker Campbell Address/Phone/Email 1446 Hwy 334 Commerce, GA 30530 704) 562-1053 walker.campbell@huber.com Category Structural Components Subcategory Products Introduced as a Result of New Technology Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity ICC Evaluation Service Quality Assurance Contract Expiration Date 10/01/2018 Validated By ICC Evaluation Service, LLC. Certificate of Independence FL17147 Rl COI Certificate of Independence for Evaluation.odf Referenced Standard and Year (of Standard) Standard Year ICC-Evaluation Service AC310 2015 Equivalence of Product Standards Certified By Approved Evaluation Entity FL17147 Rl Eouiv AC310 odd_f Sections from the Code http://www.floridabuilding.org/pr/pi_app_dtl.aspx?param=wGEVXQwtDgvCo3EapillBdS... 6/8/2017 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option C Date Submitted 08/31/2015 Date Validated 09/16/2015 Date Pending FBC Approval Date Approved 09/20/2015 Summary of Products FL # Model, Number or Name Description 17147.1 ZIP System (R) Wall Sheathing ZIP System (R) Wall Sheathing Limits of Use Installation Instructions Approved for use in HVHZ: No FL17147 R1 II ZIP Sheathing Install Manual-2013.Ddf Verified By: ICC Evaluation Service, LLCApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: limited to structural aspects of panel FL17147 R1 AE ESR-1474 (2).Ddf FL.171.47 R1 AE ESR1.474.odf Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: wsChecko Credit 0 tt aTRu'-"' ) l r acS http://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvCo3Eapi1lBdS... 6/8/2017 Look for the trusted marks of Conformity! 2014 Recipient of Prestigious Western States Seismic Policy .Council WSSPQ Award in Excellence" IN._ A Subsidiaryof CODE OUNCtJECIIUMCIt` CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are thev to be construed as an endorsement of the subject of the report or a recommendation_for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as l to any.finding or other matter' in this report, or as to any product covered by the report. MMUMx = + A c N „ Copyright@ 2015 IMES Evaluation Report ESR-1474* Reissued October'2014 This 'report is subject to renewal October 2016. www.icc-es.org 1 (800). 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD; PLASTICS AND COMPOSITES Section: 06 16 00—Sheathing DIVISION: 07 00 00-THERMAL AND MOISTURE PROTECTION Section: 0725 00—Water-resistive Barriers/Weather Barriers Section: 07 27 00—Air Barriers REPORT HOLDER: HUBER ENGINEERED WOODS, LLC ONE RESOURCE SQUARE 10925 DAVID TAYLOR DRIVE, SUITE 300 CHARLOTTE, NORTH CAROLINA 28262 800) 933-9220 www.huberwood.com EVALUATION, SUBJECT: ZIP SYSTEMO WALL SHEATHING 1.0 EVALUATION SCOPE Compliance with the following codes: 2015.; 2012 and 2009 International Building Code (IBC) P 2015, '2012 and 2009 International Residential Code® IRC) i 2015, 2012 and 2009 International Energy Conservation. Codee (IECC). Properties evaluated: Weather resistance Air leakage 2.0 USES ZIP System® Wall Sheathing ,panels are used as combination wall sheathing, air barrier and water -resistive barrier. This report recognizes the use of ZIP System® Sheathing, when installed with ZIP SystemTm flexible flashing seam tape, in walls of Type V construction (IBC) and dwellings under the IRC, and as an alternate to the water -resistive barrier required in Chapter 14 of the IBC and Chapter 7 of the IRC, and to the air barrier required by Sections R402.4 and C402.5.1 of the 2015 IECC (Sections R402.4 and C402.4.1 of the 2012 IECC; Sections 402.4.1 and.502.4.3 of the 2009 IECC)_ 3.0 DESCRIPTION 3.1 Sheathing Panel: The ZIP System® Wall Sheathing panel is an OSB wood structural panel having a laminated exterior facer. The Exposure 1 OSS complies with US DOC PS 2 for wood structural panels. The exterior facer is a medium_density, phenolic -impregnated, polymer -modified sheet material qualifying as a Grade D water -resistive barrier (required by Section 2510.6 of the 2012 and 2009 IBC). The panels are. nominally 4 feet wide by 8, 9, 10, 11 or 12 feet long and have a square -finished -edge or machined -edge profile:. When tested in accordance with ASTM; E96 (water method), the polymer -modified sheet overlay has a minimumvapor permeance of 12 perms [68.6 X 10- 11 kg/(Pa-s-m2)]. Equivalent Water Vapor Transmission rate ( WVT) of the polymer -modified sheet overlay is 83. 4 g/(24h-m2) when tested at 73A*F (2YC). The water -resistive barrier and air barrier properties of the ZIP' System® Wall Sheathing. Panels are not affected when the panels are manufactured to comply as facing materials for SIPs in accordance with Section R610,3.2 and Table R610.3.2 of the 2015 IRC (Section R613.3.2 and Table R613.3.2 of the 2012 and 2009 IRC'). 3. 2 Seam Tape: The ZIP System""" seam tape is a self -adhering membrane tape consisting of acrylic adhesive laminated to a, polyolefin ' backing. The tape is 0.012 inch (0.30 mm) thick with a minimum width of 3 /4 inches (95.2 mm), and comes in rolls of various lengths. 4. 0 INSTALLATION 4. 1 General: Installation of ZIP System® Wall •Sheathing panels must comply with the applicable code, this report and the manufacturer' s published installation 'instructions. The. manufacturer' s published installation instructions must be available at the jobsite during installation. 4. 2 Application: 4. 2.1 General: The ZIP System' Wall Sheathing panels must be attached to wall framing in accordance with the applicable code :for wood structural panels, and in compliance with their panel span rating. The panels must be installed with the, ;polymer -modified sheet overlay facing the exterior. In accordance with the manufacturer's published installation instructions, it is recommended that the square edges of the panels be installed with a gap Revised August 2015 ICC- ESEvahtation Reports are not to be construed as representing aesthetics orany other attributes not snecifically addressed, nor are they to be construed ; ` as. an endorsement;of the.subject of the report or a recommendation Ito itsacse. There.is noa.warranh by ICC Evaluation Service, LLC, express or implied, as w1A to an} finding or other matter in this. -report, or as to any product covered by the report. 1. Copyright @ 2015' Page 1 of 6 ESR-1474 l Most Widely Accepted and Trusted Page 2 of 6 between adjacent panels and between panels and dissimilar materials. All ZIP Systems Wall Sheathing panel seams must be sufficiently sealed with ZIP System seam tape. All overlay surfaces must be dry. and free of sawdust and dirt prior to application of the ZIP ystem" seam tape. The ZIP SystemM seam tape must extend a minimum of 1 inch (25.4 mm) past the panel edge T joint intersections and must be centered within 1/2 inch (12.7 mm) over the middle of ,panel seams. The tape must be pressed firmly to adhere to the surfaces and seal the seams. Wrinkles in the ZIP SystemTA4 seam tape are acceptable unless they create a leak path to the panel seam. 4.2.2 Flashing: Flashing complying with the applicable code must be installed at the perimeter of door and window assemblies, penetrations and terminations of exterior wall assemblies, exterior wall intersections with roofs; chimneys, porches, decks, balconies, and similar projections, and at built-in gutters and similar locations where moisture could enter the wall. An adhesive -backed flashing tape, recognized in a current ICC-ES :evaluation report must be installed to seal all ZIP System' Wall Sheathing flashing joints. Penetration 'items must be sealed to the panels. The adhesive -backed flashing tape must comply with the ICC-ES Acceptance Criteria for Flexible Flashing. Materials (AC148) and must be installed. in accordance with the manufacturer's published, installation instructions. See Figures 1 through 7 of this report for typical flashing, water -resistive barrier and air barrier assembly installation details. 4.2.3 Air Barrier Assembly: ZIP System® Wall Sheathing fastened to maximum 24-inch-on-center 610 mm), wood, wall framing,_ using minimum 6d nails spaced at, 6 inches (152 mm) around panel edges and at 12 inches (305 mm) in the field, leaving a. 1/8-inch 3.18 mm) gap between panels, forms an air barrier assembly when the gaps between panels and the perimeter of penetrations are sealed with ZIP SystemTM seam tape as required by Section 4.2.1. The assembly has demonstrated a maximum air leakage of 0.0072 cfm/ft2 O037 U(s•m2)] infiltration and 0.0023 cfm/ft2 0.012 U(s-m2)] exfiltration at a pressure differentialof 1. 57 psf (75 Pa) when tested in accordance with ASTM E2357. 5. 0 CONDITIONS OF USE The ZIP System Wall Sheathing panel and tape system described in this report complies with, or is a suitable alternative to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5. 1 This evaluation report and the manufacturer's published installation instructions, when required .by the code official, must be submitted at the time of permit application. 5. 2 The ZIP' System® Wall Sheathing panels must. be manufactured, identified and installed in accordance with this report and the manufacturer's published installation instructions. In the event of a conflict between the instructions and this report, this report must govern. 5. 3 The ZIP System® Wall Sheathing panels must be covered with a code -complying exterior wall covering, or one that is recognized in a current ICC-ES evaluation report. 5. 4 The OSB sheathing must comply with US DOC PS-2. 5. 5 Fire -resistance -rated construction is outside the scope of this report. 6. 0 EVIDENCE SUBMITTED 6. 1 Data in accordance with the ICC-ES Acceptance Criteria for Water -resistive Membranes Factory - bonded to Wood -based Structural Sheathing,'Used as Water - resistive Barriers (AC310), dated May 2008 editorially revised August 2015). 6. 2 Air leakage data in accordance with ASTM E2357. 7. 0 IDENTIFICATION Each ZIP System® Wall Sheathing panel described in this report must bear a label that includes the manufacturer's name ( Huber Engineered Woods LLC), the product name, nominal panel thickness, the evaluation report number ESR- 1474), and the words "Mill 229, Crystal Hill, Virginia"; Mill 228, Easton, Maine"; ".Mill 227, Commerce, Georgia'; or " Mill 290, Broken Bow, Oklahoma." The OSB sheathing must also bear a label demonstrating compliance with US DOC PS 2 from an approved inspection agency. The ZIP SystemTm seam tape roll must be labeled with the ZIP System logo and the evaluation report number ESR- 1474 (see Figure 8). ESR-1474 I Most Widely Accepted and Trusted Page 3 of 6 SILL SECTION JAMB SECTION HEADER SECTION FIGURE 1—TYPICAL GROSS SECTIONS OF FLANGED WINDOW ESR-1474 I Most Widely Accepted and Trusted Page 4 of 6 P"-mTAKE LY1d . FF.i3tY D KQ SILL SECTION HEADER SECTION Ytl. a+D4wzip 57'sTEA.` WALL St(EATHING WTSIDE r CAUJStlIG r / flt1GH OPENING: f a_ i' P- CLY FUNARE FOAM JAMB SECTION FIGURE 2-TYPICAL CROSS SECTIONS OF INSTALLED BRICK MOLD WINDOW ESR-1474 I Most Widely Accepted and Trusted Page.5 of 6 ZIP SYSTEMTM WALL SHEATHING WALL FRAUNG FLASHING FASTENER ADHESIVE-BACKEDTLASHING TAPE' ROOF UNDERLAYMENT (FELT] p— ROOF SHEATHING FIGURE 3-ROOF-WALL INTERSECTION (OPTION 1). FIGURE 5—TYPICAL WALL -SILL INTERSECTION AND FLASHING DETAILS FOR BRICK SIDING ZIP SySTEMT11 WALL SFEATHING WALL FRAMNG ADHESIVE -BACKED FLASHING TAPE FLASHING FASTENER COUNTER BASHING BASE FLASHNG ROOF UNDERIAYMENT (FELT) ROOF SHEATHING ROOF,JOIST FIGURE 4—ROOF-WALL INTERSECTION (OPTION2) FIGURE 6—TYPICAL WALL -SILL INTERSECTION AND FLASHING DETAILS FOR LAPPED SIDING. ESR-1474 I Most Widely Accepted and Trusted Page 6 of 6 FIGURE 7—INSTALLATION AT PENETRATION OPENING (NON -FIRE -RESISTANCE RATED) FIGURE 8—LABELING FOR THE ZIP SYSTEM SEAM TAPE ROLL IMES Evaluation Report ESR-1474 FBC `Supplement' Reissued October 2014 This report is subject to renewal October 2016. www.icc-es.org ( (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council®" DIVISION: 06 00:00'—WOOD, PLASTICS AND COMPOSITES' Section': 06,16 00—Sheathing DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION Section: 0725.00—Water-Resistive Barriers/Weather Barriers Sectiont. Z 27 00—Air Barriers REPORT HOLDER: HUBER ENGINEERED WOODS, LLC ONE RESOURCE SQUARE 10925'DAVID TAYLOR DRIVE, SUITE 300. CHARLOTTE, NORTH CAROLINA'28262. 800) 933-9220 www.huberwood.com EVALUATION SUBJECT: ZIP SYSTEM® WALL SHEATHING 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that ZIP System® Wall Sheathing panels., recognized in ICC-ES master evaluation report ESR-1474, have also been evaluated for compliance with the codes, noted below. Applicable code editions 2014 Florida Building Code —Building 2014 Florida Building Code —Residential 2.0 CONCLUSIONS The ZIP System° Wall Sheathing panels, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1474, comply with the 2014 Florida Building Code -Building and the. 2014 Florida Building Code —Residential, provided the design and installation are :in accordance with the International Building Codee provisions noted in the master report. Use of the ZIPSystem®` Wall Sheathing panels for compliance With the High -Velocity Hurricane 'Zone provisions of the 2014 Florida Building Code —Building and the 2014 Florida Building Code —Residential has not been evaluated, and is outside the scope of this evaluation report. For products failing under Florida Rule 9N-3, verification that the .report holder's quality -assurance program is -audited by a quality - assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official,: when the report holder does not ,possess an approval by the Commission). This supplement expires concurrently With the master report, reissued October 2014 and revised August 2015. Revised September 2015 ICC- ESLvahration Ilcports,uiv. not to be construed its representing aesthetics or ony other unribures not specir1rakv urtdreued. nor are they to.be construed Cam• as anendorsementofthe .subject gf'the report)or a recommendation fnr as .use There: is na.>7,arranty by 7CG Evaluation Service, LLG; express or implied, as Via= to arrn finding or other matter in th s report, or as to arry product covered by the report. , Copyright`©'2015 Page 1 of IMES Environmental Report VAR-1012 Reissued September 2015 This report is subject to renewal September 2017. www.icc-es.org/ep 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of.the International Code Council° DIVISION: 06 00 00—WOOD; PLASTICS AND COMPOSITES Section: 0612 00—Structural Panels Section: 0616 00—Sheathing DIVISION: 07 00 00—THERMAL,AND MOISTURE PROTECTION Section: 07 21 00—Thermal Insulation Section: 07 25 00—Water-Resistive Barriers/Weather Barriers Section: 07 27 00—Air Barriers U42013109111174-31 HUBER ENGINEERED WOODS, LLC 10925 DAVID TAYLOR DRIVE CHARLOTTE, NORTH CAROLINA 28262 800)933-9220 www.huberwood.com EVALUATION SUBJECT: ADVANTECH° (AT -SERIES) SHEATHING SPAN; ADVANTECH® (AT -SERIES) FLOOR SPAN; ZIP SYSTENf ROOF SHEATHING; ZIP SYSTEM® WALL SHEATHING; ZIP SYSTEM' R-SHEATHING (INSULATING SHEATHING) 1.0 EVALUATION SCOPE Compliance with the following evaluation criteria: ICC-ES Environmental Criteria for Determination of Bio based Material Content (EC102), dated March 2012. ICC-ES Evaluation Guideline for Determination of Source of Recovery, Extraction, Harvest and Manufacture for Materials or Products (EC114), dated March 2012 ICC-ES Environmental Criteria for Determination of Formaldehyde Emissions of Composite Wood and Engineered Wood Products (EC108), dated March 2012. ICC-ES Environmental Criteria for Determination of Certified Wood and Certified Wood Content in Products EC109), dated March 2012. Compliance eligibility with the applicable sections of the following green building rating systems, standards and codes: 2012 International Green Construction Code (IgCG) see Table 2 for details) 2013 California Green Building Standards Code CALGreen), Title 24, Part 11 (see Table 3 for details) National Green Building Standard (ICC 700-2008) see. Table 4 for details) National Green Building' Standard (ICC 700-2012) see Table 5 for details) LEED for Homes 2008 (see Table 6 for details) LEED v4 for Homes Design and Construction (see Table 7 for details) LEED 2009 for New Construction and Major Renovations (see Table .8 for ;details) LEED 2009 for Schools New Construction and Major Renovations (see Table 9 for details) LEED v4 for Building Design and Construction (BD+C) See Table 10 for details) ANSI/GBI 01-2010 — Green Building Assessment Protocol for Commercial Buildings (see Table 11 for details) 2.0 USES AdvanTech® (AT -Series) Sheathing Span; AdvanTech' AT -Series) Floor Span, ZIP System RoofSheathing and ZIP System Wall Sheathing are used fora variety of interior and exterior framing and sheathing applications. ZIP System® R-Sheathing panels are used as combination wall sheathing and continuous insulation in conventional wood -framed wall construction. 3. 0 DESCRIPTION AdvanTech° ( AT -Series) Sheathing Span and AdvanTech° AT - Series) Floor Span wood structural panels are Exposure 1 oriented strand board (OSB) panels manufactured with strands from a single wood species or a combination of wood species blended with an exterior -type adhesivesystem to comply with .U.S, DOC PS-2 and the applicable ICC- ES report as indicated in Table 1. ZIP System® Roof Sheathing and ZIP System Wall Sheathing wood structural panels are OSB panels with laminated, resin - impregnated, polymer -modified sheet material manufactured to comply with U.S. DOC PS-2 and the applicable ICC-ES reports as indicated in Table 1. The panels are installed with ZIP System self -adhering membrane tape. The tape is outside the scope of this. evaluation report. ZIP 'System° R-Sheathing is an insulated sheathing made by combining 7/46- inch- thick ZIP System® Wall ICC-ES Verification OfAlnibuics Reports are issued under the ICC-ES VAR Em-h onmental Program. These- reports are not to be construed as representing aesthetics-oc an, other '• atiribnhrs nor specifcalh, attdressed nor are thev.to be construed as an endorsement of the subject of the report or a recommendation,lor its use: There is no. xarrant , br ICC gi Evaluation Service, LLC, erpress ar implied, as to an} finding or other matter in this report. or as to-anvproduci covered by the report.. Copyright C 2015 Page 1 of 6 VAR-1012 I Most Widely Accepted and Trusted Page 2 of 6 Sheathing as described in ESR-1474 with a layer of 52: ICC--ES EC114. [Evaluation applies to IgCC Section maximum 1-inch-thick (25.4 mm) rigid foam plastic 505.2.5; CALGreen Section A5.405.1;' ICC 700-2008: insulation laminated to the interior face with PVA adhesive. Section 608.1; ICC 700-2012 Sections 609.1, Refer to ESR-3373 for additional product description. 11-609.1 & 12.1(A).609.1; LEED Homes MR 2.2(c); 4.0 CONDITIONS LEED v4 Homes. MRc3; LEED NC MR 5; LEED Schools MR 5; LEED v4 BD+C MRc3; ANSI/GBI 01- 4.1 Code Compliance: 2010 Section 10.1.4.1]. AdvanTech® (AT -Series) Sheathing Span, AdvanTech° AT -Series) Floor Span, ZIP Systemo Roof Sheathing, ZIP Systemo Wall Sheathing and ZIP' Systerne R-Sheathing have been evaluated for compliance with the requirements of the International Codes as listed in Table 1 of this report. 4.2 Green Rating' Systems, Standards and Code Eligibility: The information presented in Tables 2 through 11 of this report provides a matrix of areas of evaluation and corresponding limitations and/or additional project -specific requirements, and offer benefit to individuals who are assessing eligibility for credits or points. The final interpretation of the specific requirements of the respective green building rating system, standard and/or code rests with. the; developer of that specific rating system or standard or the Authority Having Jurisdiction, as applicable. Compliance with items noted as "Verified Attribute" is subject to any conditions noted in the tables. Decisions on compliance with, those items noted as "Eligible for Points" in Tables; 2 through 11 rests with the user of this report, and those items are subject to the conditions noted. The. user is advised of the project -specific provisions that may be contingent upon meeting specific conditions, and the verification of those conditions is outside the scope of this report. Rating systems or standards often provide supplemental information as guidance. 5.0 ,BASIS OF EVALUATION The information in this report, including the "Verified Attribute," is based upon the following supporting documentation: 5.1 ICC-ES EC102 [Evaluation applies to IgCC Section 505.2.4; CALGreen Sections A4.4.05 4 & A5;405.2 ICC 700-2008 Section 606.1(2); ICC 700-2012 Sections 606.1, 11.606.1 & 12.1(A).606.1; ANSI/GBI 01-2010 Section 10.1.2.2]. 5.3 ICC-ES EC108 [Evaluation applies to IgCC Section 806.1; ICC 700-2008 Section 901.4(6); ICC 700-2012 Sections 901.4(6) & 11.901.4(6);, LEED NC EQ 4.4 LEED Schools EQ 4.4; LEED v4 BD+C EQc2]. 5.4 ICC-ES EC109'[Evaluation applies to ICC 700-2008 Section 606.2; ICC 700-2012 Sections 606.2(2) 11.606.2(2) & 12.1(A).606.2; ANSI/GBI 01-2010 Section 10.3.2.1]. 5.5. Documentation' establishing and documenting all major sources of primary manufacturing energy Evaluation applies to '[CC 700-2008 Section 606.3; 1CC`700-2012 Sections 606.3 & 11.606.3]. 5.6 ICC-ES'ESR-1474 documenting that ZIP System Wall' Sheathing is equivalent to a code -prescribed water - resistive barrier [Evaluation applies to CALGreen Section 5.407.1; ICC' 700-2008 Section 602.9; ICC 700-2012 Section 602.18]. 5.7 Refer to ICC-ES ESR-1474 for evaluation of the ZIP System Wall' Sheathing as an air barrier assembly Evaluation applies to IgCC Section 605.1.2.1.1; ICC 700-2008 Section 703.2.1; ,ICC 700 2012 Sections 701.4 3.2, 11.701.43.2 & 12.1.701:4.3.1; LEED Homes EA 3 LEED v4 Homes EAc7]. 6.0 IDENTIFICATION AdvanTech° (AT -Series) Sheathing Span, AdvanTecho AT -Series) Floor Span, ZIP System Roof Sheathing, ZIP System® Wall Sheathing and ZIP System® R-Sheathing products: are identified with a stamp noting the manufacturer's name (Huber Engineered Woods, LLC) and address, the product name the manufacturing location, the ICC-ES evaluation report number (if applicable), and the name or logo of the inspection. or grading agency. The report subjects are also identified on the product and/or packaging with the VAR Environmental Report number VAR-1012) and the ICC-ES SAVE Mark, as applicable. TABLE 1-REFERENCE STANDARD OR EVALUATION REPORT NUMBER FOR HUBER ENGINEERED WOODS LLC PRODUCTS PRODUCT REPORT NUMBER! REFERENCE STANDARD AdvanTech® AT=Series) Sheathing Span ESR-1785. AdvanTech AT -Series) Floor Span ZIP System® Roof Sheathing ESR-1473 & ESR-2227 ZIP System@'Wall Sheathing ESR-1474 & ESR-2227 ZIP System®.R-Sheathing ESR-3373' VAR-1012 I Most Widely Accepted and Trusted Page 3 of 6 TABLES 2 THROUGH 11 Section Section,intent Possible Conditions of Use to Qualify Fd.nT..h AdvanTech ZIP System Roof ZIP System Wall ZIP System Number Points hing Flooring R-SheathingSheathingSheathing TABLE 2—SUMMARY OF AREAS OF ELEGIBILITY WITH 2O12 INTERNATIONAL GREEN CONSTRUCTION CODE 505.2.4 Bio-based products NIA All Huber wood products are qualified as bio-based: 05 Products shall be recovered; Harvested, extracted & manufactured within a 500 mile Xis a 800 km) radius of the building site. Where only a portion of a material or product is recovered, harvested, extracted & manufactured within 500 miles (800 km), only 505.2.5 Indigenous materials N/A that portion shall be included. Where resources are transported by water or rail, the O O O O E distance to the building site shall be determined by multiplying the distance that the f resources are transported by water or rail by 0.25, & adding that number to the sus distance transported by means other than water or raiP. r 605:1.2.1,1 Air barrier installation NIA Ins tall the system in accordance with the manufacturer's installation instructions an i G ICC-ES evaluation report ESR-1474. 806.1 Formaldehyde emissions N/A Huber wood structural panels comply with US DOC PS 2 (See Table 1 of this report 05andareexemptfromformaldehydeemissionstesting. TABLE 3—SUMMARY OF AREAS OF ELEGIBILITY WITH 2O13 CALIFORNIA GREEN BUILDING STANDARDS CODE A5.405.1 Regional materials Verify local products that are extracted, processed and manufactured within. Elective California or 500 miles 805 km of the job site e O O O O A4,405. A5.405.22 Bio-based materials All Huber wood products are qualified as bio-based... 05 A4.405.4(3). A4.405.4(5). Renewable sources Materials from renewalble sources (such as engineered wood), 6 05 A5.405,2.1 Certified Wood Under review by California Building Standards Commision3 N/A NIA N/A N/A NIA 5,407.1 Water-resistant exterior wall assembly Mandatory Huber products provide awater-resistant exterior wall envelope. y6 w O O 4.504.5 Composite wood product emissions EWP products do not apply do the composite wood. product definition. Nq r t z r u t 5.504A.5 i tE r , xYrW, TABLE 4—SUMMARY OF AREAS OF ELEGIBILITY WITH THE NATIONAL GREEN BUILDING STANDARD (ICC 700-2008) 602.9 Water -resistive barrier Mandatory Install water-resisiive barrier and/or drainage plan system behind exterior veneer 0 a and/or siding. t, i j t, Two types of.biobased materials are used, each for To earn 6 points products must be at least 1 % of the construction material cost AN 606a(2) more than 1 % of the projects projected building 6 another bio-based product at I % of material cost must be used. 1 or 3 points are Os material cost available for greater than 0.5%. Two certified wood -based products are used for To earn 3 points a second certified wood product must also be used as a minor6062(1) minor elements of the building, such as all wells, 3 element 0@ floors or, roof Two certified wood -based products are used for To earn 4 points: a second certified wood. product must also be used. as a major606.2(2) major elements of the building, such as all walls, 4 element.. 05 floors or roof Materials are used for major components of the building that are manufactured using a minimum of 606:3 33 /, of primary manufacturing: process energy 2 each To earn 6 points the products must be used for at least 3.major components of the Os derived from renewable sources, combustible waste 6 max building. 2 points may be earned when used for each major component, sources, or renewable energy credits tugioie ror points Verified attribute This provision does not apply to this product Note: Footnotes are located after Table 11. VAR-1012 I Most Widely Accepted and Trusted Page 4 of 6 TABLES 2 THROUGH 11 (Continued) Section Section Intent Possible Conditions of Use to Qualify AdvanTech AdvanTech ZIPSystemRoof ZIP System Wall ZIP System Number Points Sheathing Flooring. Sheathing Sheathing R-Sheathing TABLE 4—SUMMARY OF AREAS OF ELEGIBILITY WITH THE NATIONAL GREEN BUILDING STANDARD (ICC 700-2008) (Continued) 608A Indigenous materials 2 each To earn 2 points verify local products are originated, produced, grow naturally of O O O 10 max occur natural) within 500 miles 805 km of'ob site O 1" Insulation and air, sealing is installed in. accordance With all the following, as 703.2.1 Insulation and air sealin g 3 15 max applicable:?, 1) third party verification performed 15 pts,, O O 2) no third -party verification performed 3 p[s r Structural plywood used for floor, wall, and/or roof sheathing complies with DOC PS 1 and/or DOC PS 2. OSB used for Floor, wall, and/orroof sheathing To meet this a minimum of85% of OSB or plywood in the building mustconsist of901.4(1) complies with DOC PS 2. Panels are made with Mandatory Huber products: moisture -resistant adhesives and the trademark indicates the adhesives are Exposure 1. or Exterior plywood) and Exposure 1 (OSB) 901.4(6) Non -emitting products, which can include structural 4 A minimum of 85% of product in the building are the identified Huber products. 0 05woodframin TABLE 5—SUMMARY OF AREAS OF ELEGIBILITY WITH THE NATIONAL GREEN BUILDING STANDARD ([CC 700-2012) 602.148 Water -resistive barrier Mandatory Install a water-resisttve barrier and/or drainage Ian system behind exterior veneergpy g F 0 and/or siding. fig`- 3, 6061(2) Two types of biobased materials are used, each for To earn 6 points products must beat least 1 % of the construction material cost AN 1 i,606A(b) more than 1 I of the project's projected building 6 another biobased product at 1% of material cost must be used. 1 or. 3 points are 05 12.1 A .606.1 material cost available for greater tlian 0.5%. 606.2(1) Two certified wood -based products are used for To earn 3 points a. second: certified wood. product must also be.used.as a.minor11.606.2(l) minor elements of the building, such asall trim, 3 y Os 12:1 A .606.1 cabinet ; or millwork element 606.2(2) Two certified wood -based products are used for To earn 4 points a second certified wood product must also be used as a major11,.606.2(2) major elements of the building, such as all walls, 4 ps 12.1 A .606.2 floors or roof element. Materials are used for major components of the 606:3 buildingaremanufactured using a minimum of33°!o 2 each To earn 6 points the products must be used for at least 3 major components of the 11. 606.3 of primary manufacturing process energy dewed 6 max building. 2 points may be earned when used for each major component, OS from renewable sources, combustible waste sources, or renewable energy credits To earn 2 points verify material is produced,_ grows naturally, or occurs. naturally within 500 miles (805 km) of the fob site if transported by truck or 1500 miles (2414 2 each km) if transported for at least 80% of the total distance by rail or water. Products the'O 60$.1 Regional materials 10 max are assembled,or produced from multiple raw materials qualify if the weighted. O O O average ( by weight or volume) of the distance the raw materials have: been. transported meet the distance criteriasa. 701. 4.3.2 Insulation and air sealing is installed in accordance with all the following, as 11. 701.4.3.2 Insulation and air sealing 3 applicable 3 O O 12. 1.701.4.3.1 15 max: 1) third -party verification performed 1.5 pts, t f 2) no thud -parry verification performed 3 pts g i f „ Structural plywood used for floor, wall, and/or roof sheathing complies with DOC PS 1 and/or DOC PS 901. 4(1) 2. OSB used for floor; wall, and/or roof sheathing To meet this a minimum of 85%of.OSB or plywoodin the building must consist of 11.901.4(1) complies with DOC PS 2. Panels are made With Mandatory Huber products. O O ra O 12.1. 901.4(1) moisture -resistant adhesives & the trademark<. Indicates the adhesives are Exposure 1' or Exterior plywood) & Exposure 1.(OSB) 901.4( 6) Non -emitting products, which can include sbuch. 1 framing 4 A minimum of 85% of product in the building are the identified Huber products. O 05 11.901.4(6) wood U = Eligible for points Verified attribute This provision does not apply to this product Note: Footnotes are located after Table 11. VAR-1012 I Most Widely Accepted and Trusted Page 5 of 6 TABLES 2 THROUGH 11 (Continued) Section Possible AdvanTech AdvanTech I ZIP stem ZIP System 21P System Number Section Intent Points Conditions of Use to Qualify for Points Sheathing Flooring RoSyof Wall R-Sheathing Sheathing Sheathing TABLE6—SUMMARY OF AREAS OF ELEGIBILITY WITH USGBC'S LEED FOR HOMES 2008 EA 3 Air 1nf ltration 3 max. To earn 2 or 3 points meet the air leakage requirements shown as O O inTable17ofthecredit, as applicable. MR 2.1 FSC certified tropical wood 0.5 each To earn 0.5 point per component use FSC-certified tropical wood2 2 2 2 2 2 8 max To earn points use products that are extracted, processed and manufactured within MR 2.2(c) Environmentally preferable products for roof, wall & 0.5 each 500 miles (805 km) of the site fora minimum of 90% (by weight or volume of the> O O 6 O floors: interior & exterior framing & sheathing 8 max e coinorient. TABLE 7—SUMMARY OF AREAS OF ELEGIBILITY WITH USGBC'S LEED v4 HOMES Ebc7 Air Infiltration 2 max: To earn 1 or 2 points based on air leakage rates determined b testing and p9y9I 4 O O verification. MR FSC certified tropical wood Prerequesite All wood must be nontropical or certified by FSC or USGBC-approved equivalent? 2 2 2 2 2 pbon o earn points use framing that Is extracted, processed and manu acturec within 100 miles (160 km) of,the site fora minimum of 5O% (by weightor volume) of O O O O MRc3 Environmentally preferable products for roof, wall & 0.5 each the component s floors; interior & exterior framing & sheathing 8 max Option 2: Use wood products certified by FSC or USGBC-approved equivalent? 2 2 2 2 02 EQc2 Low emitting materials 1 To earn 1 point use wood composite products contaning no -added urea- 05 formaldehyde resins. TABLE 8—SUMMARY OF AREAS OF ELEGIBILITY WITH USGBC'S LEED 2009 FOR NEW CONSTRUCTION AND MAJOR RENOVATION MR 5`.1 Regional materials (10% of content) 1 To earn 1 point use products that are extracted, processed and manufactured within O O O O 500 miles (805 km) of the site for a minimum of 10% (by cost) of total materials MR 5.2 Regional materials (20% of content) 2 value. To earn_2 points use a minimum of 20 % 6 O O 0 O MR 7 Certified wood 1 To earn 1 point use a minimum 50% (based on cost) of wood -based 2 2 2 2 2 materials/ products certified to FSC re uirements2 EQ 4.4 Low emitting materials i To earn i point use wood composite wood products containing no -added urea- 5 0Formaldehyde resins. TABLE 9—SUMMARY OF AREAS OF ELEGIBILITY WITH USGBC'S LEED 2009 FOR SCHOOLS NEW CONSTRUCTION AND MAJOR RENOVATION MR 5A Regional materials (10% of content) 1 To earn 1 point use products that are extracted, processed and manufactured within O O 0 O 500 miles (805 km) of the site for a minimum of 10% (by cost) of total materials MR 5.2 Regional materials (20 % of content) 2 value. To earn 2 points use :a minimum of 206/be O O O O To . earn 1 point use a minimum 50% (based on cost) of wood -based 2 2 2 2 2 MR7Certifiedwood1materials/ oroducts certified to FSC re uireme t 2 EQ4. 4 Low emitting materials 1 To earn 1 point use wood composite wood products containing no -added urea- 0 05 formaldenderesins. TABLE 10—SUMMARY OF AREAS OF ELEGIBILITY WITH USGBC'S LEED v4 BUILDING DESIGN AND CONSTRUCTION (BD+C) Sourcing of raw materials- certification of new wood 1 Option 2: Use wood -based materials/products certified by FSC or USGBC-approved 2 2 2 2 MRc3products a uivalentz 02 Products meeting the requirements of MRc3 :Option 2 may beeligible for additional MRc3 Sourcing of raw materials - source location N/A. credit basedon source location (extraction, manufacture and purchase point) based 6 6 6 6;= on location relative to prolectsitE2B. IEOc2.2 Low emitting materials NIA. defimtiorti i C EWP and lumber products do: not apply to :the composite wood product I a. O = Eligible for points- Verified attribute- This provision does not apply to this product Note: footnotes are located after Table 11. VAR-1012 I Most Widely Accepted and TrustedPage 6 of 6 TABLES 2 THROUGH 11 (Continued) Section Section Intent Possible Conditions of Use to Qualify for Points AdvanTech Advao h ZIP System Roof ZIP System Wall Zip System Number Points Sheathing Flooring Sheathing Sheathing RSheathing TABLE 11—SUMMARY OF AREA&OF ELEGIBILITY WITH ANSI/GBI 01-2010 — GREEN BUILDING ASSESSMENT PROTOCOL FOR COMMERCIAL BUILDINGS 10. 1:2.2 Biobased Products -building assemblies 7 max. All Huber wood products are qualified asbiobased b To earn credits use products that,are extracted, processed and manutacturetlwifhin x 10. 1.4.1 Regional Materials - building assemblies 5 max 500 miles (805 km) of the site for minimum of 90 % (by weight or volume of t e O 0 O O components w %/ 3 10. 3.2.1 Certified wood 6 max: Between 10% and 60 % or more of wood -based products used in the building are 05 thirdpartycertified. 0 Etigiblefor points Verified attribute This provision does not apply to, this product Footnotes:. Certification is required of the manufacturer only. Vendor Chain of Custody is riot required to qualify for This point, 2Forest certification credit for LEED 2009. resources FSC exclusively and for LEED v4 resources either FSC or USGBC-approved equivalent. Contact USGBGfor a list of approved • equivalent programs. 3CGBSC recognizes importance of use of certified forest products however the specific requirements are currently under development. This area is not be confused with the provisions of.EQ 4.4.in LEED (Table 4) because the California Air Resources Board (CARE) does not regulate engineered wood product emissions: sEfigibilily applies only to the wood -based sheathingportionof the panel. Regional material cafculations.based on. project location. provided by Huber upon request. N/A = Not applicable IMES Evaluation Report ESR-1474* www.icc-es.orq 1 (800) 423-6587 1 (562) 699-0543 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 16 00—Sheathing DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION Section: 07 25 00—Water-resistive BarrierslWeather Barriers Section: 07 27 00—Air Barriers REPORT HOLDER: HUBER ENGINEERED WOODS, LLC ONE RESOURCE SQUARE 10925 DAVID TAYLOR DRIVE, SUITE 300 CHARLOTTE, NORTH CAROLINA 28262 800) 933-9220 www.h uberwood, corn EVALUATION SUBJECT: ZIP SYSTEM° WALL SHEATHING 1.0 EVALUATION SCOPE Compliance with the following codes: 2012 and 2009 International Building Code° (IBC) m 2012 and 2009 International Residential Code (IRC) 2012 and 2009 International Energy Conservation Code° (IECC) Properties evaluated: e Weather resistance Air leakage 2.0 USES ZIP System° Wall Sheathing panels are used as combination wall sheathing, air barrier, and water -resistive barrier. This report recognizes the use of ZIP System° Sheathing, when installed with ZIP SystemM flexible flashing seam tape, in walls of Type V construction (IBC) and dwellings under the IRC, and as an alternate to the water -resistive barrier required in Chapter 14 of the IBC and Chapter 7 of the IRC, and to the air barrier required by Sections R402.4 and C402.4.1 of the 2012 IECC, or Sections 402.4.1 and 502.4.3 of the 2009 IECC. 3.0 DESCRIPTION 3.1 Sheathing Panel: The ZIP System° Wall Sheathing panel is an OSB wood structural panel having a laminated exterior facer. The Reissued September 1, 2012 This report is subject to renewal October 1, 2014. A Subsidiary of the International Code Council° Exposure 1 OSB complies with US DOC PS 2 for wood structural panels. The exterior facer is a medium -density, phenolic -impregnated, polymer -modified sheet material qualifying as a Grade D water -resistive barrier in accordance with the ICC-ES Acceptance Criteria for Water -resistive Barriers (AC38). The panels are nominally 4 feel wide by 8, 9, 10, 11 or 12 feet long and have a square -finished -edge or machined -edge profile. When tested in accordance with ASTM E96 (water method), the polymer -modified sheet overlay has a minimum vapor permeance of 12 perms (68.6 X 10"' kg/(Pa-S-mZ). Equivalent Water Vapor Transmission rate (WVT) of the polymer -modified sheet overlay is 83.4 gl(24h-m2) when tested at 73.4°F (23°C). The water -resistive barrier, and air barrier properties of the ZIP System° Wall Sheathing Panels are not affected when the panels are manufactured to comply as facing materials for SIPs In accordance with Section R613.3.2 and Table R613.3.2 of the 2009 IRC. 3.2 Seam Tape: The ZIP System TM seam tape is a self -adhering membrane tape consisting of acrylic adhesive laminated to a polyolefin backing. The tape is 0.012 inch (0.30 mm) thick with a minimum width of 3 14 inches (95.2 mm), and comes in rolls of various lengths. 4.0 INSTALLATION 4.1 General: Installation of ZIP System? Wall Sheathing panels must comply with the applicable code, this report and the manufacturer's published installation instructions. The manufacturer's published installation instructions must be available at the jobsite during installation. 4.2 Application: 4.2.1 General: The ZIP System? Wall Sheathing panels must be attached to wall framing in accordance with the applicable code for wood structural panels, and in compliance with their panel span rating. The panels must be installed with the polymer -modified sheet overlay facing the exterior. In accordance with the manufacturer's published installation instructions, it is recommended that the square edges of the panels be installed with a gap between adjacent panels and separating the panels from dissimilar materials. All ZIP System' Wall Sheathing panel seams must be sufficiently sealed with ZIP System seam tape. All overlay surfaces must be dry and free of sawdust and dirt prior to application of the ZIP System' seam tape. The ZIP System"' seam tape must extend a minimum of Revised October 2013 IMES Esyduntlon Reports are not to he constneed as representing aesthetics or arg, olher noribules flat spec yttcally addressed, nor nre they to be constnted 1:;L , as an endorscinrut oJd+e subject oJthe report or a reconnnendaion jar its use. There is no srarrnnq by rCC Evaluation Service, LLC, ecprrss or tnrplierl, ns gG's to onp ffndirfg or other matter in this report, or as to any product covered by the report. Copyright © 2013 Page 1 of 6 ESR-1474 I Most Widely Accepted and Trusted Page 2 of 6 1 inch (25.4 mm) past the panel edge T-joint intersections and must be centered within 1/2 inch (12.7 mm) over the middle of panel seams. The tape must be pressed firmly to adhere to the surfaces and seal the seams. Wrinkles in the ZIP SystemTl-' seam tape are acceptable unless they create a leak path to the panel seam. 4.2.2 Flashing: Flashing complying with the applicable code must be installed at the perimeter of door and window assemblies, penetrations and terminations of exterior wall assemblies, exterior wall intersections with roofs, chimneys, porches, decks, balconies, and similar projections, and at built-in gutters and similar locations where moisture could enter the wall. An adhesive -backed flashing tape recognized In a current ICC-ES evaluation report must be installed to seal all ZIP System® Wall Sheathing flashing joints. Penetration items must be sealed to the panels. The adhesive -backed flashing tape must comply with the ICC-ES Acceptance Criteria for Flashing Materials (AC148) and must be installed in accordance with the manufacturer's published installation instructions. See Figures 1 through 7 of this report for typical flashing, water -resistive barrier and air barrier assembly installation details. 4.2.3 Air Barrier Assembly: ZIP System® Wall Sheathing fastened to maximum 24-inch-on-center 610 mm), wood wall framing, using 6d nails spaced at 6 inches (152 mm) around panel edges and at 12 inches 305 mm) in the field, leaving a '/a -inch (3.18 mm) gap between panels, forms an air barrier assembly when the gaps between panels and the perimeter of penetrations are sealed with ZIP SystemTm seam tape as required by Section 4,2.1. The assembly has demonstrated a maximum air leakage of 0.0072 cfm/ft2 T.037 U(s-m2)] infiltration and 0.0023 cfrn/ft2 [0.012 U(s•m )] exfiltration at a pressure differential of 1.57 psf (75 Pa). 5.0 CONDITIONS OF USE The ZIP System° Wall Sheathing panel described in this report complies with, or is a suitable alternative to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturers published installation instructions, when required by the code official, must be submitted at the time of permit application. 5.2 The ZIP System° Wall Sheathing panels must be manufactured, identified and installed in accordance with this report and the manufacturer's published installation instructions. In the event of a conflict between the instructions and this report, this report must govern. 5.3 The ZIP System® Wall Sheathing panels must be covered with a code -complying exterior wall covering, or one that is recognized in a current ICC-ES evaluation report. 5.4 The OSB sheathing must comply with US DOC PS-2. 5.5 Fire -resistance -rated construction is, outside the scope of this report. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Water -resistive Membranes Factory - bonded to Wood -based Structural Sheathing, Used as Water -resistive Barriers (AC310), dated May 2008 editorially revised June 2013). 6.2 Air leakage data in accordance with ASTM E2357. 7.0 IDENTIFICATION Each ZIP System® Wall Sheathing panel described in this report must bear a label that includes the manufacturer's name (Huber Engineered Woods LLC), the product name, nominal panel thickness, the evaluation report number ESR-1474), and the words "Mill 229, Crystal Hill, Virginia"; Mill 228, Easton, Maine"; "Mill 227, Commerce, Georgia"; or "Mill 290, Broken Bow, Oklahoma." The OSB sheathing must also bear a label demonstrating compliance with US DOC PS 2 from an approved inspection agency. The ZIP System'"" seam tape roll must be labeled with the ZIP System Wall logo and the evaluation report number ESR-1474 (see Figure 8). ESR-1474 I Most Widely Accepted and Trusted IPage 3 of 6 Enr)x VISOE Eax-PRESSLK EOAV OR WWax E,EE-\ CAUuwc KcaecErroro MWAVVER x ® ADI*S "E Rk (W EU'?!RIO 7AFE RCYK+1 EAAVi!JC zee ssnu` x, R'PlE Sl Al141C SILL SECTION JAMB SECTION HEADER SECTION FIGURE 1—TYPICAL CROSS SECTIONS OF FLANGED WINDOW ESR-1474 I Most Widely Accepted and Trusted Page 4 of 6 SILL SECTION HEADER SECTION 1NNDOW JAMO ZIP SISTEM, eACKEO WALL SHEATHING ADtiE51ti£ FLASHMC TAPE OUTSIDE CAUUCIIIG ROUGH OPEHJIG I I H SIOE LON-PRESSURE FOLWRETHANE FOAM JAMB SECTION FIGURE 2-TYPICAL CROSS SECTIONS OF INSTALLED BRICK MOLD WINDOW ESR-1474 I Most Widely Accepted and Trusted Page 5 of 6 ZIP SYSTEMTM WALL SHEATHING WALL FRAMING ADHESIVE -BACKED FLASHING TAPE METAL FLASHING FLASHING FASTENER ADHESIVE -BACKED FLASHING TAPE ROOF UNDERLAYMENT (FELT) r- ROOF SHEATHING ROOF JOIST FIGURE 3—ROOF-WALL INTERSECTION (OPTION 1) i vrcy MVIO R! FIGURE 5-TYPICAL WALL -SILL INTERSECTION AND FLASHING DETAILS FOR BRICK SIDING ZIP SYSTEM Thi WALL SHEATHING WALL FRAMING ADHESIVE -BACKED FLASHING TAPE FLASHING FASTENER COUNTER FLASHING BASE FLASHING FLASHING FASTENER ADHESIVE -BACKED FLASHING TAPE ROOF UNDERLAYIvENT (FELT) ROOF SHEATHING ROOF JOIST FIGURE 4-ROOF-WALL INTERSECTION (OPTION 2) FIGURE: 6-TYPICAL WALL -SILL INTERSECTION AND FLASHING DETAILS FOR LAPPED SIDING ESR-1474 ( Most WidelyAccepted and Trusted Page 6 of 6 FIGURE 7—INSTALLATION AT PENETRATION OPENING (NON -FIRE -RESISTANCE RATED) FIGURE 8—LABELING FOR THE ZIP SYSTEM SEAM TAPE ROLL 137 ICC-ES Evaluation Report ESR-1474 FBC Supplement* Reissued September 1, 2012 This report is subject to renewal October 1, 2014. www.lee-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 16 00—Sheathing DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION Section: 07 25 00—Water-Resistive BarriersiWeather Barriers Section: 07 27 00—Air Barriers REPORT HOLDER: HUBER ENGINEERED WOODS, LLC ONE RESOURCE SQUARE 10925 DAVID TAYLOR DRIVE, SUITE 300 CHARLOTTE, NORTH CAROLINA 28262 800) 933-9220 www.huberwood.com EVALUATION SUBJECT: ZIP SYSTEM® WALL SHEATHING 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that ZIP System® Wall Sheathing panels, recognized in ICC-ES master evaluation report ESR-1474, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2010 Florida Building Code —Building 2010 Florida Building Code --Residential 2.0 CONCLUSIONS The ZIP System® Wail Sheathing panels, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1474, comply with the 2010 Florida Building Code —Building and the 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the International Building Coda° provisions noted in the master report. Use of the ZIP System° Wall Sheathing panels for compliance with the High -Velocity Hurricane Zone provisions of the 2010 Florida Building Code —Building and the 2010 Florida Building Code —Residential has not been evaluated, and is outside the scope of this evaluation report. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report reissued September 1, 2012, revised October 2013. Revised October 2013 1C'C-F.S Frahmdon Reports are not to be constnted as representing nesthelks or otty other attributes not specifically addressed, nor are they to be consented r: as an endorsement ofthe subject of the report or a recommendation for Its use. There is no warranty by 1CC Evalitalion Senke, LLC, express or imprled, as Cm ztoanyfurlingorolhermatterinthisreport, or as eo any product covered by the report. Copyright © 2013 Page 1 or 1 ZIP System° Roof & Wall Sheathing INSTALLATION A Contents 02 ZIP SystemO Sheathing Installation On Roofs 03 ZIP System" Tape Installation - Roof Panel Seams 04 ZIP System" Tape Installation - Roof Panel Seams (continued) 05 Roof Covering Installation Instructions 06 ZIP SystemO Roof & Wall Sheathing Installation 07 ZIP System— Tape Installation - Panel Seams ATTENTION: This installation guide is intended to provide general information for the designer and end user. The following guidelines will help you safely and properly install the ZIP SystemO Roof & Wall wall sheathing. We urge you, and anyone installing this product, to read these guidelines in order to minimize any risk of safety hazards and to prevent voiding any applicable warranties. This manual is a general installation guide and does not cover every installation condition. Proper installation shall be deemed to mean the most restrictive requirement specified by Huber Engineered Woods (HEW), local building code, engineer or architect of record or other authority having jurisdiction. You are fully and solely responsible for all safety requirements and code compliance. For additional information contact Huber Engineered Woods LLC. ZIP System® Roof & Wall Sheathing Safety Guidelines Follow all OSHA regulations and any other safety guidelines and safety practices during installation and construction. Use approved safety belts and/or harnesses or other fall protection equipment. Install ZIP System panels and tape only in dry conditions and on dry surfaces. Do not install in rain, snow, frost or other slippery conditions. Wear rubber -soled or other high -traction footwear while installing ZIP System sheathing in a roof application. Do not wear footwear with worn soles or heels. Ensure the roofing surface is free from oil, chemicals, sawdust, dirt, tools, electric cords, air hoses, clothing and anything else that might create a tripping hazard. Install temporary toe boards along the ZIP System sheathing roof surface. What Is ZIP System* Roof & Wall Sheathing? ZIP System Roof & Wall sheathing is code -recognized as a wood structural panel, roofing underlayment (]CC -ES ESR-1473), water -resistive barrier and air barrier (ICC-ES ESR-1474). ZIP System Roof & Wall sheathing has a built-in moisture barrier that lets you say good-bye to building paper or housewrap on the walls and felt paper on the roof.' Simply install the panels, tape the seams, and you have a structural wall sheathing, water - resistive barrier and air barrier or a structural roof sheathing and roofing underlayment all from one product. X1JJ's' yste/ / / TM ROOF & WALL SHEATHING FASTER. TIGHTER. ENERGY EFFICIENT. 08 ZIP System" Roof & Wall Sheathing - Window Installation Flanged Windows & Brick Mould Windows 09 ZIP SystemO Roof & Wall Sheathing - Window Installation. Brick Mould Windows (continued) 10 ZIP System® Roof & Wall Sheathing - Penetration Openings 11 ZIP SystemO Roof & Wall Sheathing Installation Details 12 ZIP Systeme Roof & Wall Sheathing Installation Details (continued) ZIP System Roof & Wall sheathing can be used with a range of exterior claddings and roof coverings. Approved wall coverings include brick, vinyl, stone, wood fiber cement, wood and cedar shakes, traditional hard coat stucco and specified drainable EIFS applications, however it is not recommended for use with adhesively attached EIFS. Approved roof coverings include asphalt -fiberglass shingles, metal tiles and panels, clay and concrete tiles, slate and slate -type shingles and wood shakes and shingles. Follow all cladding and roof covering manufacturer's installation instructions. ZIP System Roof & Wall sheathing can be used on buildings of Type III (Roof Applications ONLY) and Type V construction and construction permitted under the IRC. ZIP System* Roof & Wall Sheathing Includes: ZIP System sheathing panels with built-in moisture barrier with preprinted fastening and tape guides ZIP System tape Storage and Handling Set panel stack on three supports (stickers) to keep off the ground. Outdoors, cover panels loosely with waterproof protective material. Anchor covers on top of the stack, but keep away from sides and bottom to assure good air circulation. In high moisture environments, cut banding on the panel stack to prevent edge damage. ZIP System* Roof & Wall Sheathing Notes and Limitations: Do not use on roofs with slopes less than 2/12. Do not use abutted against general stone or masonry without providing a minimum of a 1 /2" gap. Do not install ZIP System tape in temperatures less than 20' F ZIP System products are not recommended for manufactured housing applications that are built under a federal building code administered by the U.S. Department of Housing and Urban Development (HUD). Do not use panel edge clips (H-Clips) with ZIP System Roof & Wall sheathing without expressed written approval from Huber Engineered Woods." Do not use ZIP System tape to permanently seal around circular roof projections (plumbing vents, pipes, curved walls, etc.) Contents (continued) Wall Coverings ZIP System Roof & Wall sheathing should be covered with the finished roof covering or exterior cladding within 180 days of installation. Finished roof and exterior cladding products should be installed per the manufacturer's installation instructions. Per the recommendation of the Western Red Cedar Lumber Association and the U.S. Forest Products Laboratory, wood siding should be primed before installation. When original roofing or claddings are removed and replaced on existing ZIP System sheathing, the roof or wall should be covered with an additional roofing undedayment or water resistive barrier prior to installation of the new finished roofing or cladding. Note: In cladding systems requiring multiple layers of water -resistive barriers, like traditional hard -coat stucco, ZIP System sheathing is intended only to replace the first layer. Wet Blown Cellulose Insulation In addition to following manufacturer installation instructions, we recommend a maximum moisture content of the cellulose of less than 25% measured at the inside surface of the ZIP System panel before closing the wall cavity. Secondary Coatings Do not apply secondary coatings or treatments to ZIP System Roof & Wall sheathing panels with the exception of the following: HEW approved fire resistant coatings. Fire resistant coatings must be tested and approved by HEW for use with ZIP System panels. Field applied water-soluble borate insecticide or fungicide treatments applied to the non overlay side of the panel. See technical tip, "Termite Treatments on ZIP System Roof & Wall Sheathing," on zipsystem.com for more information. Permeable laminated radiant barrier foil or paint. For a radiant barrier foil or coating to be considered permeable, it must have an applied permeance of five perms or greater as tested by the ASTM E 96 wet cup standard. For a radiant foil, the permeance evaluation would include any adhesive and/or backer used to laminate a foil. For a radiant paint/coating, the permeance evaluation should be conducted at the applied thickness of the paint/coating. ZIP Svstem Roof and Wall sheathing replaces oniv the first layer in multi-underlayment systems. Edge support is not required by code with 112 (32/16 span rated) and 5,8 l40/20 span rated) performance category sheathing if the framing does not exceed 24" o.c. and the total load does not exceed 93 psf for 112 and 156 psf for 5/8 performance categories. This is based on 1_1180 deflection criteria for total load. ZIP System" Roof & Wall Sheathing Installation Manual i ILA ZIP System® Sheathing Installation on Roofs Overview: ZIP System Roof & Wall sheathing is composed of ZIP System panels and ZIP System seam sealing tape. ZIP Systemo Roof & Wall Sheathing panels should be fully installed before the seam sealing tape is applied. In general, the ZIP System roof sheathing panels should be installed from the lowest point on the roof to the highest. It is at the discretion of the installer whether to apply tape from the top down or from the bottom up. However, working from the highest sections of the roof and working down will minimize foot traffic on the tape. The following installation steps are presented as guidelines and a general outline of the installation process. These are manufacturer installation recommendations —please visit zipsystem.com for a library of flashing and installation details. You are fully and solely responsible for all safety requirements. Good construction and safety practices should be followed at all times. Step 1. Ensure that the panel surface is dry and clean of any nails, sawdust, or other debris or protrusions prior to installing or walking on the panels. After ensuring compliance with all OSHA and local code safety guidelines, install ZIP System sheathing panels with the moisture barrier surface facing outside. The long edge (8') should be oriented perpendicular to the framing members, and panels should be installed with the 4' edge seams staggered a minimum of 24". 1 /8" spacing between square edges of all adjacent panels is recommended, in accordance with industry standards for wood sheathing. (Tongue & Groove panels are designed to self -space and do not require manual spacing on the 8' edges.) Step 2. Ensure that ZIP System panels span at least three framing members and a framing member supports the entire 4' edge of the panels. Fasten the ZIP System Roof & Wall sheathing panel to the framing members with code approved fasteners spaced at the appropriate edge and intermediate spacing. It is the responsibility of the general contractor to verify proper fastener type and spacing prior to installation. Apply the fasteners 3/8" from the panel ends and corners. An ideal installation would be where fastener heads are flush with the panel surface. However, due to variations in materials and limitations on equipment, this may be difficult to achieve in some situations. It is not required to tape over overdriven fasteners unless the fastener head creates a hole through the entire panel thickness. Please see the technical tip, "Overdriven Fasteners in ZIP System Roof and Wall Sheathing," for more information. Step 3. Install temporary toe boards as necessary when applying the ZIP System sheathing panels up the slope of the roof planes. ZIP System'" Tape Installation - Roof Panel Seams Apply ZIP System tape after all ZIP System Roof & Wall sheathing panels are fully fastened to roof -framing members. Only ZIP System tape should be used to seal the seams of ZIP System panels. Ensure that the panel surfaces are dry and free of any nails, sawdust and other debris, or protrusions. Avoid stepping on tape in high temperature environments. ZIP System tape is a contact tape that requires pressure for an adequate seal. Step 1. Apply ZIP System tape to every vertical and horizontal panel seam. It is at the discretion of the installer whether to apply tape from the top down or from the bottom up. However, working from the highest sections of the roof and working down will minimize foot traffic on the tape. Ensure that the tape is centered over the seam within +/- 1/2" to provide adequate coverage and to ensure that wrinkles in the tape are minimized. Ensure that tape lengths are continuous across the 8' horizontal edge of the panels. If splices are unavoidable, create an overlapping splice of at least 3". Apply moderate pressure onto the surface of the tape to ensure a secure bond between the panel and the tape. Use ZIP System tape gun or tape roller to apply pressure to the tape and smooth out any wrinkles. Take special care to remove any voids and/or trapped air at splice areas and T-joints. Step 2. For valley areas of framing, we recommend you use 6" wide ZIP System tape. This tape is wider than panel seam tape and is designed to give you optimal protection in valley areas. Starting from the bottom and working your way up, apply one continuous piece of 6" tape so that the center of the tape is over the valley seam. Use the tape gun or tape roller to apply pressure to the tape to ensure proper contact with the panel and to eliminate any wrinkles that might have occurred in the tape. Take special care to seat tape completely into the valley. Note: It is important to pay extra attention to valley taping as water is directed toward the valleys during rain events. Self -adhering ice and water barriers may be required by code. ZIP System tape is not considered a replacement for self -adhering ice and water barriers. Therefore, when self -adhering ice and water barriers are required, they should be installed in addition to ZIP System tape. ZIP System' Roof & Wall Sheathing Installation Manual MA ZIP System" Tape Installation - Roof Panel Seams (continued) Step 3. If 6" ZIP System tape is not available, use two continuous pieces of 3.75" ZIP System panel seam tape over the entire length of the valley seam, overlapping the pieces on the valley seam by at least 1 ". Starting from the bottom, install the first piece of tape overlapping the valley seam by at least 1 ". Use the tape gun or tape roller to apply pressure to the tape to ensure proper contact with the panel and to eliminate any wrinkles that might have occurred in the tape. Apply the second piece of tape, overlapping the first piece in the valley seam by 1 ". Repeat use of the tape gun or roller to make sure the tape is adequately adhered and tightly pressed into the valley seam. Note: It is important to pay extra attention to valley taping as water is directed toward the valleys during rain events. Self -adhering ice and water barriers may be required by code. ZIP System tape is not considered a replacement for self -adhering ice and water barriers. Therefore, when self -adhering ice and water barriers are required, they should be installed in addition to ZIP System tape. Step 4. To provide temporary weather protection to roof/wall intersections of dormers or other wood -sheathed projections, apply 2" of the tape width up the vertical projection from where it intersects with the roof. The remaining tape width can be adhered to the ZIP System roof sheathing panels. Use the tape gun or tape roller to apply pressure to the tape and smooth out any wrinkles. Step 5. Install ZIP System tape over hips and ridges by centering the tape over the peak seam. Apply tape in sufficient length to completely extend the length of the hip or ridge. Starting from the lowest point of the hip and working up, press tape into place keeping tape centered over the hip. Apply moderate pressure onto the surface of the tape to ensure a secure bond between the panel and the tape. Cut ridge tape as required for ventilation prior to installing ridge vent. Step 6. Tape over toe board nail holes once the toe boards are removed, working from the highest toe boards to the lowest. First piece of tape 1" overlap Second piece of tape Roof Covering Installation Instructions ZIP System Roof & Wall sheathing is a code recognized sheathing and underlayment and is approved for use with the following roof coverings: Asphalt -fiberglass Shingles Metal Roofs (shingles and panels) Clay Tile Concrete Tile Slate and Slate -type Shingles Wood Shingles Wood Shakes When installing roof coverings, follow applicable codes and manufacturer's suggested instructions. Some roof coverings require a slip -sheet in addition to conventional underlayment. Where slip -sheets are required, they should be installed over ZIP System sheathing panels. Note: Visit zipsystem.com for updates and installation details. Asphalt -fiberglass Shingles Apply asphalt shingles directly to ZIP System sheathing. For roofs with a slope of 2/12 or greater but less than 4/12, additional underlayment may be required. Install asphalt -fiberglass shingles according to applicable codes and manufacturer's installation instructions. Metal Roof Coverings Metal roof coverings may be applied to ZIP System sheathing provided that the roof covering manufacturer's installation instructions and applicable codes are followed. Fasteners used to secure the ZIP System Roof & Wall sheathing panels to supporting framing must be compatible with the specific metal roof covering used. Galvanized fasteners shall be used with galvanized roof coverings, aluminum -zinc coated fasteners shall be used with aluminum -zinc coated roof coverings and 300 series stainless steel fasteners shall be used with copper roofs. Stainless steel fasteners are acceptable with all metal roof types. In addition, metal roof flashing shall also be made of a material compatible with the specific metal roof covering used. Apply metal shingles on roofs with slopes of 3/12 or greater. Clay and Concrete Tile Roof Coverings ZIP System Roof & Wall sheathing is intended to replace the first layer in a two -layer or multi -layer underlayment system. When installing clay or concrete tile roof coverings, follow the installation recommendations of FRSA(fRI 07320. Install tile roofs according to applicable codes and manufacturer's installation instructions. Slate and Slate -type Shingles Apply slate and slate -type shingles on roofs with slopes of 4/12 or greater. Install slate and slate -type shingles according to applicable codes and manufacturer's installation instructions. Wood Shingles ZIP System Roof & Wall sheathing is intended to replace the first layer of underlayment required by the IBC and/or the IRC. Additional layers of underlayment may be required by code depending on the local climate. Apply wood shingles on roofs with slopes of 3/12 or greater. Install wood shingles according to applicable codes and manufacturer's installation instructions. Wood Shakes ZIP System Roof & Wall sheathing is intended to replace the first layer of underlayment required by the IBC and/or the IRC. Additional layers of underlayment may be required by code depending on the local climate. ZIP System roof sheathing is not to be construed as a replacement for interlayment. Apply wood shakes on roofs with slopes of 4/12 or greater. Install wood shakes according to applicable codes and manufacturer's installation instructions. ZIP Systems Roof & Wall Sheathing Installation Manual W ZIP System® Sheathing Installation on Walls Overview: ZIP System Roof & Wall sheathing is composed of ZIP System panels and ZIP System seam sealing tape. ZIP System Roof & Wall Sheathing panels should be fully installed before the seam sealing tape is applied. The following installation steps are presented as a general outline of the installation process. These are manufacturer installation recommendations —please visit zipsystem.com for a library of flashing and installation details. You are fully and solely responsible for all safety requirements. Good construction and safety practices should be followed at all times. Step 1. Install ZIP System Roof & Wall sheathing panels positioned with the water -resistive barrier facing outside. The panels may be installed with the long side of the panel oriented either horizontally or vertically to the framing members. Walls that are designed to resist lateral shear forces and sheathed with wood structural panels typically require solid framing or blocking behind all panel edges. If oriented horizontally, block horizontal joints if wall is designed for bracing or as a shear wall. 1/8" spacing between square edges of all adjacent panels is recommended in accordance with industry standards for wood sheathing installation. 8' Panel Edges Panel Edges 4' Panel Edges The unique edge profile is designed to accommodate incremental panel expansion and does not require manual gapping along the 8' edges.' Step 2. Fasten the panels to the framing members with code approved fasteners. Space fasteners 6" o.c. along supported edges and 12" o.c. at intermediate supports, unless otherwise specified by local code or the designer of record. It is the responsibility of the general contractor to verify proper fastener type and spacing prior to installation. Apply the fasteners 3/8" from the ends and corners. An ideal installation would be where fastener heads are flush with the panel surface. However, due to variations in materials and limitations on equipment, this may be difficult to achieve in some situations. It is not required to tape over overdriven fasteners unless the fastener head creates a hole through the entire panel thickness. Please see the technical tip "Overdriven Fasteners in Zip System Roof and Wall Sheathing," on zipsystem.com for more information. Maintain 1/8" space where 8' panel edges meet 4' panel edges. Unique edge profile does not provide the full 1/8" recommended space in this situation.` Maintain 1/8" space where 4' edges meet. Unique edge profile is on 8' edges only.' LM ZIP System'" Tape Installation - Wall Panel Seams Apply ZIP System tape after all ZIP System Roof & Wall sheathing panels are fully fastened to wall -framing members. Only ZIP System tape should be used to seal the seams of ZIP System panels. Ensure that the panel surface is dry and free of sawdust and dirt prior to taping. ZIP System tape is a contact tape that requires pressure for an adequate seal. Step 1. Tape all seams using ZIP System tape. Ensure that the tape is centered over the seam within +/- 1/2" to provide adequate coverage and that wrinkles in tape are minimal. Use the ZIP System tape gun or roller to apply pressure to the tape and smooth out any wrinkles. Step 2. Wherever tape splices occur at a horizontal or vertical seam, create an overlapping splice of at least 3". At T-joints, the tape pieces should overlap by at least 1 ". Apply moderate pressure onto the surface of the tape to ensure a secure bond between the panel and the tape. Use the ZIP System tape gun or roller to apply pressure to the tape and smooth out any wrinkles. Take special care to remove any voids and/or trapped air at splice areas and T-joints. Step 3. Tape inside and outside corner seams. eam Note: Tape over any areas of the panel or tape that are damaged during construction. ZIP System" Roof & Wall Sheathing Installation Manual W ZIP System - Window Installation 111c"IMER: The following steps represent a general overvew for the proper installation of window flashing. Please defer to/consult the 'installation instructions of your window manufacturer as well as code requirements in your jurisdiction for full installation details. Flanged Windows 2. ZIP System tape may be used as pan flashing if installed in accordance with flanged window installation details posted on zipsystem.com. Other adhesive -based flashing tapes (must meet ICC-ES Acceptance Criteria for Flashing Materials AC148)) may be used as pan flashing if installed per ASTM 2112-07. Apply the flashing to cover the bottom of the opening, overhanging onto the sheathing by at least 2" and extending a minimum of 6" up each jamb. 3. Apply sealant around inside face of mounting flange. Sealant must be gapped at the sill to permit drainage. Install and level window per s manufacturer's installation instructions. Verify sealant compatibility with window manufacturer. When using ZIP System tape as pan flashing, butyl, 100% silicone or polyurethane sealants are acceptable. Do not use latex or other water - based sealants. 4. Cut two pieces of ZIP System tape or another adhesive -backed flashing tape (must meet ICC- ES Acceptance Criteria for Flashing Materials AC148)) and apply to each of the window jamb flanges, ensuring the jamb flashings overlap the sill flashing. Once the tape is in place, use the tape gun or roller to seal the flashing to the sheathing. 5. Cut a length of ZIP System tape or another adhesive -backed flashing tape (must meet ICC- ES Acceptance Criteria for Flashing Materials AC148)) and apply to the header, ensuring that the flashing overlaps the jamb flashings.` Once the tape is in place, use the tape gun or roller to seal the flashing to the sheathing. DO NOT tape bottom flange 6. From the interior, apply low-pressure polyurethane foam (for windows) between the rough opening and the window frame. (Caulk sealant compatible with the sill flashing may be used at the sill if the opening between the sill flashing and window is too narrow to allow the use of low-pressure polyurethane foam.) When using ZIP System tape, butyl, 100% silicone or polyurethane sealants are acceptable Do not use latex sealants with ZIP System tape. If using another flashing tape, follow the flashing manufacturer's recommendation in selecting a sealant compatible with that flashing. Brick Mould Windows A .o ZIPS stem -Window Installation DISCLAIMER: The following steps represent a general overview for the proper installation of window flashing. Pleasedeferto/consultYtheInstallationinstructionsofyourwindowmanufactureraswellascoderequirementsinyourjurisdictionforfullinstallationdetails. Brick Mould Windows (continued) 3. ZIP System tape may be used as pan flashing if installed in accordance with brick mould window installation details posted on zipsystem.com. Other adhesive -based flashing tapes (must meet ICC-ES Acceptance Criteria for Flashing Materials AC148)) may be used as pan flashing if installed per ASTM 2112-07. Apply the flashing to cover the bottom of the opening, overhanging onto the sheathing by at least 2" and extending a minimum of 6" up each jamb. 0 4. For vertical jambs, cut ZIP System tape or another adhesive -backed flashing tape (must meet ICC- ES Acceptance Criteria for Flashing Materials AC148)) and apply to each of the window jambs. Ensure that they cover the entire inside of the rough opening as well as overlap onto the sheathing by at least 2". Flashing shall also extend above the rough opening, such that it will project 1" beyond the exterior trim of the window. Once the tape is in place, use the tape gun or roller to seal the flashing to the sheathing. 5. Apply sealant to jambs and header allowing for drainage at the sill in accordance with window manufacturer's installation instructions. When using ZIP System tape, use a butyl, polyurethane or 100% silicone sealant. Do not use latex or other water -based sealants with ZIP System tape. When using another flashing tape, follow the flashing manufac-turer's recommendations in selecting a sealant compatible with that flashing. 6. Install and level window per manufacturer's installation instructions. 7. Cut a piece of rigid head flashing so that when installed, it is flush with the edges of the exterior moulding of the window. Apply a bead of sealant to the back and bottom surface of the rigid head flashing. Use sealant recommended by the flashing manufacturer. 9. Cut a length of ZIP System tape or another adhesive -backed flashing tape (must meet ICC-ES Acceptance Criteria for Flashing Materials (AC148)) and apply to the rigid head flashing, ensuring that the adhesive -backed flashing overlaps the jamb flashings. Once the tape is in place, use the tape gun or roller to seal the flashing to the sheathing. 0 10. From the interior, apply low-pressure polyurethane foam (for windows) between the rough opening and the window frame. (Caulk sealant compatible with the sill flashing may be used at the sill if the opening between the sill flashing and window is too narrow:` to allow the use of low-pressure polyurethane foam.) When using ZIP System tape, butyl, 100%silicone or polyurethane sealants are acceptable. Do not use latex or other water -based sealants with ZIP System tape. If using another flashing tape, follow the flashing manufacturer's recommendation in selecting a sealant compatible with that flashing. ZIP System® Roof & Wall Sheathing Installation Manual CI ZIP System -Penetration Open ingS DISCLAIMER: The following steps represent a general overview for the proper installation of penetration flashing. Please defer to%onsult your code requirements in your jurisdiction for full installation details. WALL ASSEVfF1. ZIP SYS IE LLSHEATHING WJJO OR 11. Ga. ML GA. 1,1&INCH GAP RECO PANEL EDGES UNL OTHER'IIISE PROVI MACHINED PROFILE ZIP SYSTEM& TAPE- TS 11 WILL SICAT11IG;. OVERLAP TAPE A MINIMUM OF 1-INCH AT ALL T-JOINTS INSTALL ZIP SYSTE W TAPE AT ALL INTERIOR CORNERS FASTEN ZIP SYET.EMt WALL SHEATHING AS RID, RED BY DESIGNER-0E-RECDRD OR LOCAL BUILDING CODE WALL ASSEMBLY ZIP SYSTENI' WALL SHEATHING WOOD OR LT. GA. METAL STUDS ti&INCH GAP RECOMMENDED AT PAN LEDGES UNLESS OTHERWISE PROVIDED BY MACHINED PROFILED EDGES — INSTALL ZIP SYSTEMO TAPE OR AGHESIVE BACKED FLASHING (MUST MEET AC148) IN SEQUENCE FROM BOTTOM, SIDES, THEN TOP TO ENSURE SHINGLE LAP OF ADHESIVE BACKED FLASHING ZIP SYSTEM&TAPE (INSTALLED OVER ALL JOINTS IN ZIP SYSTEM`. WALL SHEATHING). OVERLAP TAPE A MINIMUM OF 1-INCH AT ALL T-JOINTS — USE FLANGED ELECTRICAL BOXES OR MEMBRANE FLASHING TO PROVIDE FLANGES FOR ELECTRICAL BOXES W4LL ASSEMBLY IIP SYSTEM WA'k 1. SHEATHING WOOD OR LT. GA METAL STUDS I INCH GAP RECOMMENDED AT PANEL EDGES UNLESS OTHERWISE PROVIDED EY MACHINED PROFILED EDGES — ZIP SYSTE1,I0 TAPE ;INSTALLED ER AI.1. JOINTS IN ZIP SYSTEl- µALL SHEATHINGj. O`JERLAP TAPE A MINIMUM OF INSTALL ZIP SYSTEM TAPE AT EXTERI- R CORNERS FASTEN ZIP SYSTE!" WALL SHEATHING AS REQUIRED BY DESIGNER-0E-RECORC OR KCAL BUILDING CODE WALL ASSEMBLY ZIP SYSTEM@) WALL SHEATHING WOOD OR LT. GA. METAL STUDS 1!e-INCH GAP RECOMMENDED AT PANEL EDGES UNLESS OTHERWISE PROVIDED BY MACHINED PROFILED EDGES — INSTALL ZIP SYSTEMP, TAPE OR ADHESIVE BACKED FLASHING (MUST MEET AC i48) IN SEQUENCE FROM BOTTOM, SIDES, THEN TOP TO ENSURE SHINGLE LAP OF ADHESIVE BACKED FLASHING ZIP SYSTEMOO TAPE (INSTALLED OVER ALL JOINTS IN ZIP SYSTEMS WALL SHEATHING). OVERLAP TAPE MINIMUM OF 1-INCH AT ALL T-JOINTS — USE FLANGED VENT HOODS j It ZIP System Sheathing Installation Details on Walls — visit zipsystem.com for more details. WALL ASSEMBLY VINYLIWOOD/FIBER CEMENT SIDING INSTALLED IN ACCORDANCE WITH CLADDING MANUFACTURER'S INSTALLATION RECOMMENDATIONS) ZIP SYSTEMGa WALL SHEATHING WOOD OR LT. GA. METAL STUDS TOP EDGE OF FLASHING TAPED TO WALL SHEATHING WITH ZIP SYSTEM6 TAPE OR ADHESIVE BACKED FLASHING. (MUST MEETAC148) CODE APPROVED FLASHING FOUNDATION WALL ASSEMBLY VINY'_ WOODiFIBER CEMENT SIDING lINSI:ALLED IN. AD ORUA.NCE WI IH CLADDING MANUFACTURER'S INSTALLATION RECOAUdENDATIONS) ZIP OD OR LT. WALL EEA51 LO - W000 OR LT. GA. MEI AL S UL'S 1.. rt vCH GAF RECOM14FNDED AT PAN LEDGES UNLESS OTHERWISE PROVIDED BY MACHINED PROFILED EDGES — ZIP SYST EMD TAPE ONSTALLED OVER ALL JOINTS IN ZIP SYSTEMP WALL SHEATHING`. OVERLAP TAPE MINIMUM OF INCH AT A: L T-JOINTS INCH GAP RECOMMENDED AT PANEL EDGES UNLESS OTHERWISE PROVIDED BY MACHINED PROFILED EDGES — FASTEN ZIP SYSTEMG WALL SHEATHING AS REQUIRED BY DESIGNER-0E-RECORD OR LOCAL BUILDING CODE WALL ASSEMBLY BRICK VENEER AIR SPACE (AS PRESCRIBED BY LOCAL BUILDING CODE) ZIP SYSTEMOD WALL SHEATHING WOOD OR LT. GA. METAL STUDS TOP EDGE OF FLASHING TAPED WITH ZIP SYSTEM:' TAPE OR ADHESIVE BACKED FLASHING. MUST MEET AC148) CODE APPROVED BASE FLASHING WEEP HOLES (AS PRESCRIBED BY LOCAL BUILDING CODEI— WALL ASSEMBLY BRICK VENEER AIR SPACE (AS PRESCRIBED BY LOCAL BUILDING CODE) ZIP SYSTEM l W'AL. SHEATHING WOOD OR LT. GA. METAL STUDS s. TT INCH GAP RECOMMENDED AT PANEL EDGES UNLESS OTHERWISE PROVIDED BY MACHINED PROFILED EDGES ZIP SYSTFMt APt (INSTALLED, OVER ALL JOINTS IN ZIP SYSTEM; WALL SHEATHING). OVERLAP TAPE A MINIMUM OF 1-I14CH AT ALL T JOINTS 124NCH GAP RECOMMENDED AT PANEL EDGES UNLESS OTHERWISE PROVIDED BY MACHINED PROFILED EDGES — a , FASTEN ZIP SYSTEMS, WALL SHEATHING AS REQUIRED BY DESIGNER.OF-RECORD OR LOCAL BUILDING DOGE Note: For optimal air leakage reduction, all untaped edges of the panels can be caulked, gasketed.or sealed with a weather stripping material. ZIP SystemO Hoof & Wall Sheathing Installation Manual i ZIP System Sheathing Installation Details on Walls (continued) WALL ASSEMBLY BRICK VENEER AIR SPACE (AS PRESCRIBED BY LOCAL BUILDING CODE) ZIP SYSTEM® WALL SHEATHING WOOD OR LT. GA. METAL STUDS TOP EDGE OF FLASHING TAPED WITH ZIP SYSTEM® TAPE OR ADHESIVE BACKED FLASHING. MUST MEET AC148) CODE APPROVED FLASHING WEEPS (AS PRESCRIBED BY LOCAL BUILDING CODE) — STEEL LINTEL INSTALL WINDOW IN ACCORDANCE WITH DETAILS 24A-24D OR 25A-25D WALL BEYOND WAI I ARSFMRI Y CODE APPROVED CLADDING _ INSTALLED IN ACCORDANCE WITH CLADDING MANUFACTURER'S INSTALLATION RECOMMENDATIONS) EXTERIOR RIGID INSULATION DRAINAGE PLANE (MIN. Ya") ZIP SYSTEM WALL SHEATHING WOOD OR LT. GA. METAL STUDS — TOP EDGE OF FLASHING TAPED TO WALL SHEATHING WITH ZIP SYSTEMO TAPE OR ADHESIVE BACKED FLASHING. (MUST MEET AC148) CODE APPROVED FLASHING FOUNDATION WALL BEYOND BACKDAM PER WINDOW MANUFACTURER'S INSTALLATION RECOMMENDATIONS INSTALL CODE -RECOGNIZED SILL/PAN FLASHING IN ROUGH OPENING PRIOR TO WINDOW INSTALLATION. TOP EDGE OF FLASHING TAPED WITH ZIP SYSTEM® TAPE OR ADHESIVE BACKED FLASHING. MUST MEET AC148) WEEPS (AS PRESCRIBED BY LOCAL BUILDING CODE) — CODE APPROVED FLASHING WALL ASSEMBLY BRICK VENEER AIR SPACE (AS PRESCRIBED BY LOCAL BUILDING CODE) ZIP SYSTEM® WALL SHEATHING WOOD OR LT. GA. METAL STUDS Note: For optimal air leakage reduction, all untaped edges of the panels can be caulked, gasketed or sealed with a weather stripping material. Florida Building Code Online Pagel of 3 FBC aSearchDe.rowtim flC3 BCIS Home j Log In j User Registration Hot Topics Submit Surcharge 1 Stats & Facts Publications; Staff { scls Site Map Links ':. Busines `? jar fp[C` Product Approval tIrolesm r USER: Publcuser egulation ProOuct Approval Menu > Product or Apolicatmn Search > Appl?Cation us t > Application Detail FL # FL7006-R9 Application Type Revision Code Version 2014 Application Status Validated Comments Archived Product Manufacturer IKO Industries, Ltd Address/Phone/Email 40 Hansen Road South Brampton, NON -US L6W 3H4 708) 496-2800 Ext200 rm etz001 Caltampa ba y. rr. com Authorized Signature Robert Metz rmetzOO1@tampabay.rr.com Technical Representative Bob Metz Address/Phone/Email REMCO of Pinellas 456 Avila Cirde NE Saint Petersburg, FL 33703 727) 776-5261 rmetzOOI@tampabay.rr.com Quality Assurance Representative Don Shaw Address/Phone/Email IKO Industries LTD 120 Hay Rd. Wilmington, DE 19808 717) 579-6706 don.shaw@iko.com Category Roofing Subcategory Asphalt Shingles Compliance Method Certification Mark or Listing Certification Agency FM Approvals - CER Validated By Locke Bowden Ri Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ASTM D3161 modified to 110 mph 2009 ASTM D3462 2009 ASTM D7158 Class H 2O08 ASTM E108 2007 Equivalence of Product Standards Certified By https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3K... 7/2/2015 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 Summary of Products FL # Model, Number or Name 7006.1 Cambridge, Cambridge HD and CRC Biltmore AR Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Description Laminated architectural fiberglass asphalt shingle manufactured at IKO's Kankakee, IL; Hawkesbury, Ont.; Wilmington, DE; Sylacauga,AL and Toronto, Ont. plants Certification Agency Certificate FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .odf FL7006 , R9_ C CAG FM_Letler_ASTM d346? letter - 5 6 i5.odf FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15__pdf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions Ft70 r;LR9 II IK4=1 Q2 a L- iilxk l tl40 Instructions for FBC FL7006.odf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.2 Hip and Ridge 12 Cap fiberglass This is a 12" x 12" fiberglass asphalt shingle used to cover shingles the hip and/or ridge of an asphalt shingle roof system manufactured in Toronto, Ont. and Brampton, Ontario Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Litt r=ASTa d3462 letter - 5 6 15.odfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 11 Hip and Ridge Cap Shingle Installation Instrructions.vdf FL7006 R9 II 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 106 letter - 5 3 15 .odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.odf FL70M R9II Roofino-Products-Leading Edge=Plus- Appl icication-EN{ Q. pdf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.4 EM25AR on 25 AR, CRC Superglass 3 tab fiberglass asphalt shingle manufactured at IKO's Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.; Sylacauga, AL and Kanakakee, IL plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 .R9._CCAC FM Letter_AS!M d3161_letter 4-15- Approved for use outside HVHZ: Yes 2015 .odf Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3K... 7/2/2015 Florida Building Code Online Page 3 of 3 Design Pressure: N/A Other: 15.odf 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 FL7006.0df Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: Back Nex[ Contact Vs :: 1940 North Monroe Street. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Coovriaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public mmrds. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S„ please click here . Product Approval Accepts: go go RR M e A` https://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=uGEVXQwtDgse7mYBd2b3 K... 7/2/2015 aFMA1pprovals' FM Approvals MF¢prredwA, GI halC2xp 1151 Boston -Providence Turnpike P.O. Box 9102 Norwood, MA 02062 USA T: 781 762 4300 F: 781 762 9375 www.ftnapprovals.com May 3, 2015 Mr. Donald Shaw IKO Industries, Ltd. 40 Hansen Road South Brampton, Ontario L6W 3H4 Canada Customer ID: 1000000686 Subject: IKO Industries Ltd.'s FM Approved asphalt roof shingles Dear Mr. Shaw, This letter is being written following in regards to your recent inquire regarding verification of the ASTM D3161 testing of IKO Industries Ltd's asphalt roof shingles. IKO's shingles that are FM Approved have been tested in accordance with ASTM D3161 (reports 3040947 and 3038510). FM Annroved nrndurk! 3I 01ndustnes Ltd z Crowne Slate, Cambridge, Hip & Ridge 12, Marathon 25 AR Marathon Ultra AR, Cambridge 1R, Leading Edge Plus, Cambridge HD, Marathon 25, Hip & Ridge Plus, Dynasty with ArmourZone Can rooTCor raiion Inc, Biltmore, Hip &Ridge 12 (CRC), Superglass 25 M AR, Superglass Ultra AR CRC I &Rid e Plus Please be advised that shingles noted above tested to previous versions of ASTM D3161 continue to meet the test criteria of the current version of ASTM D3161. If you have any questions please do not hesitate to contact me. Very truly yours, David L. Alves Phillip J. Smith Senior Engineer - Materials Group Principal Engineer - AVP FM Approvals FM Approvals 151 Boston -Providence Turnpike Norwood, MA 02062 T: 781 255 4856 E: da,,id.alves fmapprovals.com X C <::q> <<F> us APPROVED APPROVED FM Apjprovals FM Approvals 1151 Boston -Providence Turnpike P.O. Box 9102 Norwood, MA 02062 USA T: 781 762 4300 F: 781 762 9375 www.fmapprovals.com May 6, 2015 Mr. Donald Shaw IKO Industries, Ltd. 40 Hansen Road South Brampton, Ontario L6W 3H4 Canada Customer ID: 1000000686 Subject: IKO Industries Ltd.'s glass reinforced asphalt roof shingles Dear Mr. Shaw, This letter is being written following in regards to your recent inquire regarding verification of the ASTM D3462 monitoring IKO Industries Ltd's glass reinforced asphalt roof shingles. IKO's shingles that are FM Approved and/or Specification Tested Listed are monitored by FM Approvals for compliance with ASTM D3462. They continue to meet this standard. If you have any questions please do not hesitate to contact me. Very truly yours, David L. Alves Phillip J. Smith Senior Engineer - Materials Group Principal Engineer - AVP FM Approvals FM Approvals 1151 Boston -Providence Turnpike Norwood, MA 02062 T: 781 255 4856 E: david.alves a.finaoDrovals.com C E FM< c::]@>L1 (9, APPROVED APPROVED 0 FM Approvals m nbrr tv fref:Groba C& P 1151 Boston -Providence Turnpike F.Q. Box 9102 Norwood, MA 02062 USA T: 781762 4300 F: 781 762 9375 www.finapprovals.com April 15, 2015 Mr. Donald Shaw IKO Industries, Ltd. 40 Hansen Road South Brampton, Ontario L6W 3H4 Canada Customer ID: 1000000686 Subject: HCO Industries Ltd.'s FM Approved and Specification Tested asphalt roof shingles Dear Mr. Shaw, This letter is being written following in regards to your recent inquire regarding verification of the ASTM E108 testing of IKO Industries Ltd's asphalt roof shingles. IKO's glass and organic shingles that are FM Approved and Specification Tested have been tested in accordance with ASTM E108. I have arranged the shingles by category. I M AnnrnvAA nrnrinrfc- 11{U 1€ndust ies Ltd - Cambridge, Cambridge HD, Marathon 25, Marathon 25 AR, Marathon Ultra AR, Superglass Ultra AR, Crowne Slate, (IKO) Hip & Ridge 12, Hip & Ridge Plus, Dynasty with ArmourZone, Cambridge IR, Leading Edge Plus CanroofCorpoxatxon,.lnc Biltmore, Biltmore AR, Superglass 25 M AR, Superglass Ultra AR, CRC) Hip & Ride 12, CRC Hip & Ridge Plus CnPrlfiraflnn TPQtPd nrndnrfs- KC3 Tndustrxes.L Cambridge AR Dual Black, Royal Estate, Marathon 20, Armour Starter, Armourshake, Roofshake HW Canroof::Cor oratEon, Inc Biltmore AR Dual Black, Superglass 20, Biltmore AR Please be advised that shingles noted above tested to previous versions of ASTM E108 continue to meet the test criteria of the current version of ASTM El 08. If you have any questions please do not hesitate to contact me. Very truly yours, David L. Alves Phillip J. Smith Senior Engineer - Materials Group TTM - AVP FM Approvals FM Approvals X CE fM FM:> z () APPRM APPROVED ___ FCAoRrovalr 7`,cx.irrry:Ie rk i.;ir.'vt Gnt:rp 1151 Boston -Providence Turnpike Norwood, MA 02062 T: 781 255 4856 E: david.alves(a tinapprovals.eom K3 CONSTRUCTION MATERIALS T E C H N 0 L 0 G I E S March 30, 2015 IKO Industries, Ltd 120 Hay Rd. Wilmington, DE 19809 Re: FBC FL7006 Sir(s), PRI Construction Materials Technologies has completed a technical review and attached sealed shingle instructions in compliance the 2014 Florida Building Code. This review was completed based on the receipt of following evidence from IKO Industries, Ltd: 1) IKO Shingle Application Instructions — 3-Tab Shingles EN-3Tab_Appins_BAGXEFS-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-Flo(da) 3) IKO Hip and Ridge 12 Application Instructions EN-HipandRidgel2_3HRTri-2013-08_reformatted 2013-08) 4) IKO Leading Edge Plus Shingle Application Instructions EN-3LEP-Tri-2012-06—reformatted 2013-03) 5) ASTM D3161 Test Report (FM Approvals Project No. 3040947) The attached instructions should be used in conjunction with the published 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. i Signed: f ! /'• V` ; Brad Grzybo ski Managing D rector Signed Due T. u on Florida Ruts%red Professional Engineer P.E. Number. 65034 Date: April 30, 2015 Date: April 30, 2015 Attachments: A) IKO Shingle Application Instructions - 3-Tab B) IKO Laminated Shingles Application Instructions C) IKO Hip and Ridge 12 Application Instructions D) IKO Leading Edge Plus Application Instructions IKO-133-02-01 PRI Construction Materials Technobgies, LLC. 6412 Badger Drive Tampa, FL 33610 TeL 813-621-5-M Fax: 813-621-5840 e-maik: ma1eria1stes6ng@pricanl.com WebSite: http:]Mwei.pricmt.com IKO Installation instructions for Asphalt Shingles Page 2 of 5 11<0 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" perfoot (600) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-5/8". STEEP SLOPES SEALING STRIP -- I r611W t. NAILS NAILS DO NOT NAIL INTO OR ABOVETHE SEALING STRIP PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621.5M Fax: 813-621-5840 e-mail: materialstesling@p6cmLoom WehSile: htiplhvww.0cmt.com IKO Installation Instructions for Asphalt Shingles Page 3 of 5 I1<0 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 underiayment 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 7-318" 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". 4 7 3re' i_ NAIL LINE NAILS NAILING - STEEP SLOPES APPLICATION Use six nails as shown. r CEMENT PROPER APPLICATION REOUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OFTHE SHINGLE PRI Censhucfion Materials TechnoWes, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-SM Fax: 813-621.5RG a -mail: ffi&dalstesling@pdcmLcom WebSite: hNp:Ilwww.pric mLcom 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 5 118" (130 mm) exposure. (For a neater appearance, the top of each side of each piece has been factory trimmed on a 1" (25 mm) taper (see drawing). Bend each piece over the hip or ridge, and nail 5 5/8" (143 mm) above the butt edge 1" (25 mm) in from each edge, exposing each piece 5 1/8" (130 mm). Apply hip pieces starting at the lower end of the hip, working up toward the ridge. On hip roofs, apply ridge pieces starting at each end, meeting in the middle. On gable roofs, apply ridge pieces starting at the end opposite to the prevailing wind direction and continue to the other end. Note: To obtain a three-dimensional effect, (which is recommended, but not required), apply hip and ridge shingles double thickness by stacking 2 pieces on top of one another, the lower piece extending about 3/4" (19 mm) further than the top piece (see diagram). The final shingle should be set in cement, and the exposed nail heads of the final shingle should be covered with cement. Prior to application in cold weather, storing the shingles in a heated area will allow for easier bending. NOTE: SHINGLES MUST BE APPLIED PROPERLY. THEYARE DESIGNED FOR USE AS HIP AND RIDGE SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE. ASSUME NO RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POOR APPLICATION OR FAILURE TO PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW ALLAPPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS. 111 TAPER WT PR Construction Materials Technologies, LLC. 6412 Badger Drive Tampa FL 33610 Tel: 813-621-5M Fax: 813-621-5B40 e-mail: matedalstesfing@pdcmt.com WebSite: httpJMww.plcrnt.c om 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 comer of the roof deck, granule side up, with the factory installed sealant adjacent to the eaves. The shingle should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge and 1" (25 mm) in from each end. 4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge with the factory installed sealant adjacent to the outer edge of the roof. The shingle should overhang the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners located 3" to 4" (75 mm to 100 mm) from the rake edge and 1" (25 mm) in from each end. 5. Repeat Steps 3 — 4 for the right lower corner of the roof deck. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4" (20 mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm) from the eave edge and approximately 1" and 13" (25 mm and 330 mm) in from each end. 6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingles to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge, 4 nails per shingle. 7. Apply roof shingles as per the instructions printed on each product's package. Make certain the first course of field shingle lies flush with the edges of the fastened IKO Leading Edge Plus. In this way, the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and help keep them from lifting in high winds. PR Construclion Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621.5777 Fax: 813-621-5840 e-mail: materialstesling@pricmLcom WeZle: htlpJAYww.pricmLcom A Florida Building Code Online Page 1 of 2 WE r i*.t s :ri k r c psiRc .. ad BCIS Home Log In i User Registration ! Hot Topics ; submit surcharge Stats & Facts Publications FBC Staff SCIS Site Map i Links search Busines. 2 V I Q;455j VJJroduct Approval WSER: Public User Regulation Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL2346-R5 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email 10 Warrior Roofing Manufacturing 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 115 Steven @ Wa rri orRoofing . net Steven Crew Steven@WartiorRoofing. net Steven Crew 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext1024 Steven @ W arri orRoofing. net Steven Crew 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext1024 Steven@WarriorRoonng. net Category Roofing Subcategory Underlayments Compliance Method Test Report Testing Lab PRI Construction Materials Technologies, LLC Quality Assurance Entity Keystone Certifications, Inc, Quality Assurance Contract Expiration Date 10/05/2019 Validated By Jesus Gonzalez, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL2346 R5 COI PRI CMT Cert of Indeoendence.odf Referenced Standard and Year (of Standard) Standard Year ASTM D226 2006 ASTM D4869 2005 Equivalence of Product Standards Certified By RI 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. https:// www.floridabuilding.org/pr/car app_dtl.aspx?param=wGEVXQwtDgtOc8bnSknRps... 7/2/2015 A Florida Building Code Online Page 2 of 2 Documentation from approved Evaluation or Validation Entity %Yes '--'No C'N/A Product Approval Method Method 1 Option B Date Submitted 02/13/2015 Date Validated 02/131201S Date Pending FBC Approval Date Approved 02/19/ 2015 Summary of PmAucYc 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 II InstallationInstructions_pdf Approved for use outside HVHZ: Yes Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A Ft2346 R5 TR 15A Test Reoort.odf Other: Primary roof covering should be installed FL2346 R5 TR 30A Test Reoort.odf immediately after felt. Roofing felt is not Intended to be an unprotected weathering surface. 2346. 2 15w and 30w roofing felt ASTM D 4869 Tested Limits of Use Installation Instructions Approved for use in HVHZ; No FL4 _ R_II I(Lstall ionInstruc ion p f 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 Report.odf Other: Primary roof covering should be installed T_R_ 30w Test Report.pdf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. Badr Next Contact Us :: 1940 North Monroe Street. Tallahassee FL 32399 Phone' 850850-4 The State of Florida is an AAIEEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this en[tty. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487,1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the, Department with an emal address if they have one. The emails provided may be used for official comrnuntutim 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: iLFir= 5['Cllrlt :UiTiift' S https://www.floridabuilding. org/ pr/pr_app_dtl.aspx?param=wGEVXQwtDgtOc8bnSknRps... 7/2/2015 TECH NOLOGII ES CERTIFICATION OF INDEPENDENCE PRI Construction Materials Technologies LLC does not have, nor does it intend to acquire a financial interest in any company manufacturing or distributing products for which test reports are issued. PRI Construction Materials Technologies LLC, is not owned, operated or controlled by any company manufacturing or distributing products it tests. PRI Construction Materials Technologies LLC does not have, nor does it intend to acquire a financial interest in any company manufacturing or distributing products tested by this laboratory. PRI Construction Materials Technologies LLC does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Signed: Donald C. ortfolio President Date: January 10, 2008 PRI Asphalt Technologies, Inc. 6408 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail dportfolio@priashalt.com WebSite: www.priesphak.com a WARRIORe ROOFING MANUFACTURING P. 0. BOX 40185 • TUSCALOOSA, AL 35404 • PHONE (205) 553-1734 • FAX (205) 5534755 t 193 LEROY ANDERSON ROAD • MONROE, GA 30655 • PHONE (770) 207-0695 • FAX (770) 207.0775 323 DEVELOPMENT AVENUE + OHAMBEMUK PA 17201 + PHONE (717) 709.0323 • FAX (717) 709.0027 Roofing Felt Installation Recommendations Be aware that roofing felt should not be walked upon prior to fastening into position. Proper safety equipment is recommended for all installations. Also, the roof decking should be clear of debris and moisture prior to installation of the roofing felt. Roofing felt should be installed from the bottom of the roof in horizontal layers to increase the water shedding ability of the felt. The initial layer of felt should be installed to cover the bottom edge of the decking, from edge to edge. Overhang is not required. Anchor the top corner of the felt after it has been properly positioned and roll the felt out across the roof. Pay careful attention to roll the felt out smoothly, avoiding wrinkles as you move across the roof. The top edge of the felt should be fastened no less than every eight inches. The middle and bottom edge should also be fastened no less than every eight inches. Fasteners should be applied no less than every eight inches along the eaves. The next course of felt should also be aligned with the roof edge and should overlap the previous course two inches (sometimes referred to as head lap). In the event you get to the end of a roll prior to getting to the opposite edge of the roof, begin a new roll with a four inch overlap over the end of the prior roll (sometimes referred to as end lap). The same fastening pattern used on the middle and bottom of the initial course should be used for each subsequent course. For the top of each subsequent course, fasten intermittently to hold the top edge in place until the next course is applied. The fasteners in the bottom of the next course will hold the top of the previous course securely. Continue up the roof in this manner. Be sure to firmly fasten the top of the final course if it terminates at the top edge of the roof. Otherwise, overlap the felt over the ridge and secure then begin at the bottom of the other side of the ridge and repeat the process. In valleys, lay a vertical section of roofing felt the length of the valley prior to the installation of the horizontal runs of roofing felt. If you use more than one section of roofing felt in a valley, be certain to start at the bottom and overlap each, subsequent . length a minimum of two inches as you move up the valley to.trksure Iaropcater shedding. 6. 0 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. A ok u CONSTRUCTION MATERIALS, Report for: Warrior Roofing Manufacturing 3050 Warrior Road Tuscaloosa, AL 35405 Attention: Steven Crew Product ID(s): #15 Manufacturer: Warrior Roofing Manufacturing Tuscaloosa, AL) PRI-CMT Project No.: WRMI-007-02-02 Source: Warrior Roofing Manufacturing Date Received: Jul. 24, 2008 Date(s) Tested: Jul. 29, 2008 — Aug. 8, 2008 Purpose: Evaluate Warrior Roofing Manufacturing's (Tuscaloosa, AL) #15 for compliance with ASTM D 226: Standard Specification for Asphalt -Saturated Organic Felt Used in Roofing and Waterproofing. Test Methods: Testing was completed as described in ' ASTM D 226-06, -05, and -97a: Standard Specification forAsphalf Saturated Organic Felt Used in Roofing and Waterproofing. Test methods assigned or referenced include ASTM D 70: Standard Test Method for Density of Semi -Solid Bituminous Materials Pycnometer Method); ASTM D 146: Standard Test Methods for Sampling and Testing Bitumen -Saturated Felts and Woven Fabrics for Roofing and Waterproofing; and ASTM D 6136: Standard Test Method for Kerosine Number of Unsaturated (Dry) Felt by Vacuum Method. Sampling: The sample received from Warrior Manufacturing on July 24, 2008 was a full factory labeled roll of felt- WRMI-007-02-02 PRI-CMT Accreditations- IAS TL-189: Miami -Dade 11-0429.05; Florida TST5878; Los Angeles TA24819: CRRC The test resutts, opinions, or interpretations are based on the material supplied by the client. This report is for the exclusive use of stated client. No reproduction or facsimile in any form can be made without the client's permission. This report shall not be reproduced except in full without the written approval of this laboratory. PRI Construction Materials Technologies LLC assumes no responsibility nor makes a performance or warranty statement for this material or products and processes containing this material in connection with this report. PRI Construction Maier als Tedmol*es LLC 6408 Badger Chive Tampa,1733610 Tet: 813-621-5777 Fax: 813-621-5840 e-mail: materialsteiing@preacom . WebSde: httpJlwxae.prkc md.mni A Warrior Roofing Manufacturing ASTM D 226 for 15 Page 2 of 3 Results of Testina: Breaking Strength (Ibf/in-width) 20 specimens; 1" x 6" x thickness; ASTM D 146 Test 73.4±3.6°F• Rate=2inlmin f Longitudinal (with fiber grain) 61. Transverse (across fiber grain) 19 Pliability (Pass/Faill 10 specimens; 1" x 8" x thickness; ASTM D 146 1/" radius radius Cond. 10-15min in water @ 77±1.8°F; Test 900 around radius in 2s Longitudinal (with fiber grain) Pass No Fa lur No Fadules Transverse (across fiber grain) Pass T fo Falidres Noadures Loss on Heating (weight %) 2 specimens; 12' x 6" x thickness; ASTM D 146 2 Test Cond. 221±5°F for 5h±3min DtmensibnstldMasses m Width of.Roll (in) AST" D 146 36... 36 36 Variation, % 0.3 p 7 0 7 Area, min (fe) ASTM D 146 434 32 L16 Moisture at Point of Manufacture (%) ASTM D 146 NT 4 3 41 As Received' 2.2 Ev Net Mass of Saturated Felt (lb/100ft) ASTM D 146 14.1;1 5 y 26 Mass of Saturant (lb1100ft2) ASTM D 146 7.7 6 2 ii __.....:__ i5 0 Percent Saturation (%) ASTM D 226 121 : 12it 10 Saturation Efficiency (%) ASTM D 226 70 702. Mass of Desaturated Felt (Ib1100ft2) ASTM D 146 6.4 Ash (%) ASTM D 146 5.3 Continued on Following Page WRMI-007-M-02 PRI-CMT Accreditations• AS TL-189- Miami -Dade 11-0429 05- Florida TST5878: Los Angeles TA24819; CRRC The test results, opinions, or interpretations are based on the material supplied by the client This report is for the exclusive use of stated client. No reproduction or facsimile in any form can be made without the client's permission. This report shall not be reproduced except in full without the written approval of this laboratory. PRI Construction Materials Technologies LLC assumes no responsibility nor makes a performance or warranty statement for this material or products and processes containing this material in connection with this report. PRI ConslacUai Materials TechnaNles LLC 64OB Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813.621-5840 e-mail: materialslesting@pricmLc°m WebSite: htlp:llwww.priorW.com f Warrior Roofing Manufacturing ASTM D 226 for 15 Page 3 of 3 Perforated Felt (in2) I ASTM D 226 I NA._ Average venting Area (%) I ASTM D 226 NA . Unrolling @ 50°F and 140°F [Pass/Faitj I ASTM D 226 I Pass I No Damage I No Damage l Note(s): 1- Moisture (As Received) was utilized in lieu of Moisture at Point of Manufacture; NT- Not Tested; NA- Not Applicable Statement of Compliance: The product tested is compliant with ASTM D 226: Standard Specification for Asphalt -Saturated Organic Felt Used in Roofing and Watewm rali Type I (No. 15). '(N Al°NO . 0•,3.; .'c S•% • damq • o Q. G G 3 L7rL P Signed: . Signed: Brad Grzybqi4ski Duc T.'rolgbyen Managing Director Florida Registerec[P'gfkssiogat) eu,, :: P.E. Nur;r Q- 850A4 ,~ Date: j (j j f Date: rS ' o Report Issue History: Issue # Date Pages ( Revision Description (if applicable) Original 07/24/2008 3 NA Revisionl 11/09/2011 3 Revised to exclude reference to Florida. Building Code 2007. Reissued. END OF REPORT WRM! 007 02-02 PRI-CMT Accreditations: IAS TL-189 Miami -Dade 11-0429 05: Florida TST5878: Los Angeles TA24819; CRRC The test results, opinions, or interpretations are based on the material supplied by the client. This report is for the exclusive use of stated client. No reproduction orfacsimile in any form can be made without the client's permission. This report shall not be reproduced except in full without the written approval of this laboratory. PRI Construction Materials Technologies LLC assumes no responsibility nor makes a performance or warranty statement for this material or products and processes containing this material in connection with this report. PRI Construction Materials Technologies LC 6408 Badger Drive Tampa, FL 33610 TeC B13-621-57T7 Fax 813-621.5840 a -mail: maiedalstesting@pricmtecom WebS4e: http:Uwww.pricmf.can 4 8 c...,.w MA S CCCcR Rpp C BOPAiYRT Report for: LABORATORY TEST RESULTS Warrior Roofing Manufacturing Attention: Steven Crew 3050 Warrior Road Tuscaloosa, AL 35405 Product ID(s): #30 Manufacturer: Warrior Roofing Manufacturing Tuscaloosa, AL) PRI-CMT Project No.: WRMI-008-02-02 Source: Warrior Roofing Manufacturing Date Received: . Jul. 24, 2008 Date(s) Tested: Jul. 29, 2008 — Aug. 8,, 2008 Purpose: Evaluate Warrior Roofing Manufacturing's (Tuscaloosa, AL).#30 for compliance with ASTM D 226: Standard Specification for Asphalt -Saturated Organic Felt Used in Roofing and Waterproofing. Test Methods: Testing was completed as. described in ASTM D 226-06, -05, and -97a: Standard Specification for Asphatt-Saturated Organic Felt Used in Roofing and Waterproofing. Test methods assigned or referenced include ASTM D 70: Standard Test Method for Density of Semi -Solid Bituminous Materials Pycnometer Method); ASTM D 146: Standard Test Methods for Sampling and Testing Bitumen -Saturated Felts and Woven Fabrics for Roofing and Waterproofing, and ASTM D 6136: Standard Test Method for Kerosine Number of Unsaturated (Dry) Felt by Vacuum Method. Sampling: The sample received from Warrior Manufacturing on July 24, 2008 was a full factory labeled roll of felt. WRMI-008-02-02 PRI-CMT Accreditations: IAS TL-189; Miami -Dade 11-0429.05• Florida TST5878; Los Angeles TA24819; CRRC The test results, opinions, or interpretations are based on the material supplied by the client. This report is for the exclusive use of stated client No reproduction or facsimile in any form can be made without the client's permission. This report shall not be reproduced except in full without the written approval of this laboratory. PRI Construction Materials Technologies LLC assumes no responsibility nor makes a performance or warranty statement for this material or products and processes containing this material in connection with this report. PRI Corxstmcbon Matedais Techookrgies LLC 6406 Badger Drive Tampa FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-maiC materialstesting@pricml.corn WebSiteAtlp:I/ww.pdcmt.com r Warrior Roofing Manufacturing ASTM D 226 for 30 Page 2 of 3 Results of Testina: t - to -h. '' » ' 2.. '° `' ^.. rn""r x -,,. r (r- x--.'.. -,1-r,.'. - - . Req#reI nenfs * wPhstcai _ , . __-", Y ._ „- Breaking Strength (Ibf/in-width) 20 specimens; 1" x 6" x thickness; ASTM D 146 Cond. 2h @ 73.4±3.6°F & 50±5%RH; Test a 73.4±3.6°F; Rate=2in/min Longitudinal (with fiber grain) 66 3q 4 Transverse (across fiber grain) 30. a- Pliability (Pass/Fail] 10 specimens; 1" x 8" x thickness; ASTM D 146 2" radius 3/4" radius Cond. 10-15min in water @ 77±1.8°F; Test 90° around radius in 2s Longitudinal (with fiber grain) Pass No FatlUres No Failures Transverse (across fiber grain) Pass No Failures N?3 Eallur s Loss on Heating (weight %) n 2 specimens; 12" x 6" x thickness; ASTM D 146 2 4 4 Test Cond. 221±5°F for 5h±3min 1 S Width of Roll (in) ASTM D 146 36 Variation, % 0.3 0 7 _ 0 7 Area, min (ft2) ASTM D 146 216:. 4S2 21 Moisture at Point of Manufacture (%) ASTM D 146 NT As Received' 3.0 Net Mass of Saturated Felt (Ib/100ft2) ASTM D 146 27.3° Mass of Saturant (lb/100ft2) ASTM D 146 15 9.. 2 15 Percent Saturation (%} ASTM D 226 150 2fl 15q . Saturation Efficiency (%) ASTM D 226 NA 7D Mass of Desaturated Felt (lb/100ft2) ASTM D 146 10.6 5 5 2 10 0 Ash (%} ASTM D 146 4.0 Continued on Following Page WRMI-008-02-02 PRI-CMT Accreditations: IAS TL-189 Miami -Dade 11-0429.05: Florida TST5878 Los Angeles TA24819: CRRC The test results, opinions, or interpretations are based on the material supplied by the client. This report is for the exclusive use of stated client. No reproduction or facsimile in any form can be made without the client's permission. This report shall not be reproduced except in full without the written approval of this laboratory. PRI Construction Materials Technologies LLC assumes no responsibility nor makes a performance or warranty statement for this material or products and processes containing this material in connection with this report. PRI Construction Materials Technobgies LLC 6408 Badger Drive Tampa, FL 33610 Tel: BS6215777 Fax: 813.621-5M a=mall: mate6alslesUng@pricmLcom WebSite: htlpJMww.pdcmt.=n Warrior Roofing Manufacturing ASTM D 226 for 30 Page 3 of 3 Perforated Felt (in 2) ASTM D 226 NA < 0 05 Average Venting Area (%) ASTM D 226 NA > 1 Unrolling @ 50OF and 140°F (Pass/Fadj I ASTM D 226 I Pass I No patnage f No Darr age Note(s): 1- .Moisture (As Received) was utilized in lieu of Moisture at Point of Manufacture; NT- Not Tested; NA- Not Applicable Statement of Compliance: The product tested is compliant with ASTM D 226: Standard Specification for Asphalt -Saturated Organic Felt Used in Roofing and Waterproofing as Type II (No. 30). 00%%! vklkN F6 pA e`,, P, . Signed: Signed: ` ' : Brad brZiybowsW Duce %p yen Managing Director Florida RegisterePro*!ssionai Enjiijneer P. E. Ntjhk&i 65034 of - Date: Date: OR1©••. 0`<`' oOesst© N , Report Issue History: Issue # ( Date Pages 1 Revision Description (if applicable) Original 07/24/2008 3 NA Revisionl 11/09/2011 3 Revised to exclude reference to Florida Building Code 2007. Reissued. END OF REPORT WRMI- OOB-02-02 PRI-CMT Accreditations: IAS TL-189; Miami -Dade 11-0429,05• Florida TST5878; Los Angeles TA24819; CRRC The test results, opinions, or interpretations are based on the material supplied by the client. This report is for the exclusive use of stated client. No reproduction or facsimile in any form can be made without the client's permission. This report shall not be reproduced except in full without the written approval of this laboratory. PRI Construction Materials Technologies LLC assumes no responsibility nor makes a performance or warranty statement for this material or products and processes containing this material in connection with this report. PRI Construction Materials Technologies LLC 6408 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: B13-621-5640 e-mail: materiaistesl'rng@picmLcom WebS1te: httpJlwww.pricmLcom DESCRIPTION AS FURNISHED: Lot 112, WYNDHAM. PRESERVE, as recorded in Plot Book 81, Pages tea._ through 102 of the Public Records of Seminole County, Florida. BOUNDARY FUR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LOT 113 a 5.50' REMAINDER OF LOT 13 PALMERS SUBDIVISION (PLAT BOOK 2, PAGE 41) I S 89043' 10" W I 57.20' i 44.40' 0 U' It 5.50' --1 1 1.3' LOT 112 40.0 FORMBOARD FOUNDATION TOF=TOP OF FORM FORM AVERAGE=30.03' I I I 44.40' I I 116.90' 1 0 i o. G In \ G-, C) D=32'55'42" R-175.00' C ` L=100.57' C, `in C=99.20' p CB=N 16'44'48" W d NO 37.94' \ OF FORMS 00 \ FORM 1000' ^o / 18_7' k 0 \ ENDS — — FORM ENDS L - 40. 612' -" 2 t 88' , 26.45' 10 U714. £ S17r7D=-10'03'46" 150.00' L=26.34' C=26.31 ' CB=S 80'56'26" E c p l- PROPOSED = FINSHED SPOT GRADE ELEVATIONS PER DRAINAGE PLANS G PROPOSED DRAINAGE FLOW 5\p5F0LOTGRADINGTYPEBrcFOQ PROPOSED F.F. PER PLANS = 30.0' Q Sp' p,yj ; 00R ATE G SETBACKS AS FURNISHED FRONT = 25'(*) REAR = 20' SIDE = 5' (40' LOT) 7.5' (60' LOT) 10' (75' LOT) SIDE STREET = 25' (60' & 75' LOT) 15' (40' LOT) D=137' 18'06" R=25.00' L=59.91 " C=46.57' CB=S 35'26'24" W 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' CR[_ S' jVWYER-,S'COTT D=137' 18'06" R=25.00' L=59.91 " C=46.57' CB=S 35'26'24" W 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' CR[_ S' jVWYER-,S'COTT ASSOC., INC. - LAND SURV'.YOR,5' LEGEND - LEGEND - P PLAT PAL POINT 5400 E. COLONIAL DR. ORLANDO, FL. 328 7 407-277-3232 FAX 407 --658- 1436 F FIELD 7YP. DK LIIIE TYPICAL NOTES., Q LP. IRON PIPRODIRONROD PR.C. P.C.C. POINT OF REVERSE CURVATUREPOINTOFCOMPOUNDCURVATURE I. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE F'LORIOA BOARD Of CMC.M. CONCRETE MONUMENT RAD. RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472027, FLORIDA STAiL1:S SET I.R. 1/2' I.R. r/NLB 4596 NA. NON -RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SFAL, THIS SURVEY MAP OR COPIES ARE NOT VALID. REC. RECOVERED W.P. WITNESS POINT 3. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS PO.B. PONT OF BEGINNING CALC. CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. EN P.(LC. IPONT OF COMMENCEMENT P,RK PERMANENT REFERENCE MONUMENT 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. C. Nt.D ECENTERLIN NAIL s F.F. B.S.L. FINISHED FLOOR ELEVATION BUILDING SETBACK LINE 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. R/W RIGHT-OF-WAY BN. BENCHMARK 6. DIMENSIONS SHOWN FOR THE LOCADON OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINE'S. ESMT. EASEMENT B.B. BASE BEARING 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) DRAIN. VTIL. DRAINAGEUTILITY 8. ELEVATIONS, 'IF SHOWN, ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED, CLFC, CHAIN LINK FENCE 9. CERTIFICATE OF AUTHORI7A710N No. 4596. WD.FC. I'D WOOD FENCE CONCRETE BLOCK SCALE 1 m 2O' -- DRAWN BY: P.C. F.T. UESC, POINT OF CURVATURE PODJT OF TANGENCY DESCRIPTION CERTIFIED B`i: DATE ORDfR Nn. RL RADIUSARCLENGTH FORMBOARD FOUNDATION/ELEVS. 07-26-17 3U44—_17 U DELTA C CHORD C.R. CHORD BEARING NORTH THIS BtIILDINC\PROPERTY DOES NOT LIE WITHIN .-......"........ ................ THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM' TOk} X. GRUS['NAyYER;'R.L,S I48 I 4, 71` 7, 2.L S ZONE " X' MAP / 12117C0090 F (09-28-07) DAMES V:: SCO'1 UES IPWOO Il M 0110.1700817-0000 Wwko er No.- 9314583-1 Repwt Dame: 71192017 7--- In-Place Density Test Report Client UES Tedmiciam Todd Boyd 5M VffmbW Road, Sam 200OrliandonFL =11 DaftTestect 07/192017 Area Tested: Lot 112 (2613 Flicker Cove) Type of Test: Material: Native Field: ASTM D-2937 Drive Cylinder Method Reference Datum: 0 = Bottom of Footing Laboratory: ASTM D1557 Modified Proctor The tees bebw mad the mInEwn 95% Mhtw sA of Labwafty Rockv rraa wturn dry densely. Test otTest Rol ige Ipol Maishus n U Fib ReW nU sod M tlafte DepIh WO Pace or Fal 1 NOM fboler 0-1 tjt 106.8 10.6 105.5 6.0 99 WA Pas; 2 South fooW 12 8 106-8 10-6 104E..9 7-1 98 WA Pas! 3 East fecter 1 2 8 106`8 10-6 105-4 72 99 WA Pas! 4 Souhwest cmw of pad (T.O.F.) 1 2 8 106.8 10.6 106.2 7.0 99 WA Pas: 5 Northeast axner of pad (T-O-F-) 2-3 8 106-8 10-6 106-6 7-4 100 WA Pas! Remarkm T.O.F. = Top of Fill TA ea.{.ih/:n4. o m.4..01 ..m{nn{:nn {n I /nh—V^ n1;—#n 44.n O..hlin ..A^" —I,— .11 n —#n — n..4.miNn`I .ten nnn£..4nn4iol —nrh, of n... nl:nn4n end c r CITY OF SANFORD 8. BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 17-1716 Documented Construction Value: S 4570 Job Address: 2613 Flicker Cove Historic District: Yes No Parcel ID: Residential Commercial Type of Work: New[] Addition Alteration Repair Demo Change of Use Move Description of Work: Plumbing new residential construction Plan Review Contact Person:. arty H,a I I Title: Comptroller 407-323-7515 407-323-8954 advantageplumbing@cfl.rr.comPhone: Fax: Email: Property Owner Information Name Park Square Phone: Street: Resident of property? : City, State Zip: Contractor Information Phone: Name Advantage Plumbing, Inc. 407-323-7515 Street: PO Box 1117 Fax: 407-323-8954 an or. , _ City, State Zip: State License No.: CF-0057881 Architect/Engineer Information Name: Phon Street: Fax: City, St, Zip: E-mi Bonding Company: Mortgage L Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51' Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies: Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current 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. 20-17 Signature of Owner/Agent Date Signature of Contractor/Agent Date A Thomas Smith, President Print Owner/Agent's Name Print Contractor/Agent's Nair Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID 7-20-17 Signature of Notary -State of Florida Date MAR7HA Y. HALL, Commission # FF 725 2020ExpiresFebruary FF{\.`' I.—Th.,TroyFinIrWrWfl8Cd.98STD79 Contractor/Agent is X Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: COMMENTS: FIRE: BUILDING: Revised: June 30, 2015 Permit Application Plumbing,Advantage Page No. 1 Proposal of 1 Page(s) Submitted To: Phone: Date: 5-25-17 Name: Park Square Homes Job Name: Sebring; Wyndham Preserve; REVISED 5200 Vineland Road, #200 Orlando, FL 32811 We hereby submit specifications and estimates for. 3 Water Closets, Sterling per spec, elongated. 5 Lavatories; 1 Sterling Pedestal; 4 owner provided. 1 Kitchen Sink, owner provided. 1 Tub, Sterling PerForma. 1 Hot Water Heater, Bradford White electric, 50 gallon, with stand, 1 Shower with vinyl pan. 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 valves per spec. Bid less costs of all sinks and faucets. Option: Bedroom 5; Add tub bath per spec (1 tub,1 water closet,1 lavatory); credit 1 lavatory from existing bath: + $550 Option: Sterling Lawson soaking tub in master bath with Roman tub valve and thermostatic mixing valve: + $880 We. hereby propose to furnish labor and materials — complete in accordance with the above specifications, for the sum of: Four thousand five hundred seventy, dollars $4,570.00 with payment to be made as follows: 30% upon completion of rough in; 30% upon completion of tub set: 40% upon completion of trim All material is guaranteed to be as specified. All work to be completed in a workmanlike manner according to standard practices. This proposal subject to acceptance within 30 days and is void thereafter at the option of the undersigned. Authorized Signature ACCEPTANCE OF PROPOSAL The above prices, specifications and conditions are hereby accepted. You are authorized to do the work as specified. Payment will be made as outlined above. ACCEPTED: Signature Date PO BOX 1117 • SANFORD, FL 32772 • P (407) 323-7515 • F (407) 323-8954 ADVANTAGEPLUMBING@CFL.RR.COM Revision Response to Comments Permit 9 \ Z • \ \ lP City of Sanford Building & Fire Prevention Division Ph: 407.638.5150 Fax: 407.688.5152 Email: bui@ding@santordfii.gov Submittal Date \\- ac\ • \, Project Address: a (,qJ3 Contact: Ph: Fax: Email: ` M Grc4zN'aA \ Trades encompassed in revision: Q Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention 13 Building General description of revision: ROUTING INFORMATION Approvals e? r i\ o-0 Hu (c " ' ''2 ! /% RECORD COPY L 0 T 1! v w Y*j o/4vy U ePe 0- 7979 2 17- 1716 IN 100, ING 0 4r N 3ry ev w c 2 h l.v k fa.:. DESCRIPTION AS FURNISHED: Lot 112, WYNDHAM PRESERVE; as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Co Winderweedle, Haines, Ward & Woodman, PA; Insurance Fund; Bank of America REMAINDER OF LOT 13 PALMERS SUBDIVISION (PLAT BOOK 2, PAGE 41) REC. 112" I.R. S 89043' 10» W I REC. 112" I.R. NO I.D. 57. 2 0 NO I. D. 37.40' 37.40' LOT 112 5.50' 25.0' PATIO o 5.50' 40.0' W t\ LOT 113 O k O ^ L 66 TWO STORY O RESIDENCE F.F.=30.01' co I OFF y I 5' CONC. 44.401I WALK 1 1 3.5'x3.5' 1 AC PAD 1 116.90' 1 $. 5.50' 11.3' M COV'D. CONC. N 5.50' 10.0' 6 18.7' RICK' WALK a r o ro 37.94' 2188' 2 0, 0.,3' — 26.45' o, ON 0./ SET N&D ON 10' L , 4596 L ESMT. 5' CONC. `- WALK D=10'03'46" 0.2' R=150.00' L=26.34' C=26.31' CB=S 80'5626" E X.0eti SET N&D / 4596 33„ 33 20' SET N&D f 4596 so pRER co v TE R/J o SETBACKS AS FURNISHED FRONT = 25'(4) REAR = 20' 2 . C G D=32'55'42" R= 175.00' C> L=100.57' C=99.20' G CB=N 16'44'48" W 5.5 OFF CONC. WALK REC. 112" I.R. NO 1.0. D=137' 18'06" R=25.00' L=59.91' C=46.57' CB=S 35'26'24" PROPOSED = FINSHED SPOT GRADE ELEVATIONS SIDE = 5' (40' LOT) PER DRAINAGE PLANS G 7.5' (60' LOT) 25' FRONT SETBACK CAN BE REDUCED PROPOSED DRAINAGE FLOW 10' (75' LOT) NOTO0' ON CERTAIN THAN LOT GRADING TYPE B F\ Q DMOR INIMUMSIDESTREET = 25' (60' & 75" LOT) (2) ?N SUCCESSION A0120 PROPOSED F.F. PER PLANS = 30.0' Q 15' (40' LOT) OF (2) IN SUCCESSION AT 25' CRUSEYVHEYETR—,S'COTT ASSOC, INC. — LA IV SURVEYORS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P = PLAT P.O.L. • POINT ON LINE NOTES.' F = FIELD TYP, • TYPICAL P. = IRON PIPE PR.C. • POINT OF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF I.R. • IRON ROD P.L.C. POINT OF COMPOUND CURVATURE C.M. CONCRETE MONUMENT RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER SJ-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472,027, FLORIDA STATUES MR.RADSETI.R. = 1/2' IR. M/BLB 1596 NON -RADIAL 2. UNLESS EMBOSSED WITH SURVEYORS SIGNATURE AND ORIGINAL R41SED SEAL. THIS SURVEY MAP OR COPIES ARE NOT VALID. WpREC. •RECOVERED VP. WITNESS POINT J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS P.O.B. = POINT OF BEGINNING CALC. CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. P.O.C. POINT OF COMMENCEMENT PAX PERMANENT REFERENCE MONUMENT 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. 2 = CENTERLINE F.F. FINISHED FLOOR ELEVATION BSL. BUILDING SETBACK LINE 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. N&D = NAIL l DISK R/W • RIGHT-OF-WAY B.M. •BENCHMARK 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. ESMT. = EASEMENT B.H. BASE BEARING 7. BEARINGS, ARE FUSED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) DRAIN. DRAINAGE B. ELEVATIONS, iF SHOWN, ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED. UTIL, = UTILITY CLFC. = CHAIN LINK FENCE 9. CERTIFICATE OF AUTHORIZATION No. 4596. WOFC. = WOOD FENCE C/ B CONCRETE BLOCK SCALE 1 1 z 2O' — DRAWN BY.- P. C. POINT OF CURVATURE P. T. = POINT OF TANGENCY CERTIFIED BY. DATE ORDER_No. _ PTION DRESC. DESCRI= RADIUS FORMBOARD FOUNDATION/ELEVS. 07-26-17 3044-17 L = AR L LENGTH D = DELTA FINAL/ ELEVS. 02-28-18 1 188-18 C = CHORD C. B. = CHORD BEARING NORTH ``.. THIS BUILDING\PROPERTY DOES NOT LIE WITHIN - ---- --- --vV`- THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM' TO X. USENM ZONE Ix" MAP j 12117CO090 F (09-28-07) JAM SCOTT, .LS P Revision AUG 16 2017 City of Sanford Response to Comments IM r, UBuilding & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # 17-1716 Submittal Date 08/16/17 Project address: 2316 Flicker Cove (Lot 112) Contact: Michelle Parkison Ph: 407-529-3135 Fax: Email: mparkisone-parksquarehomes.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water General description of revision: Response to comments - Bath #3 sgft correction ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention Building t"J; OF Sj ORD FARE DEPARTIACNT' PLAN REVIEW COMMENTS Building & Fire Prevention Division Application Number: 17-171.6 Date: 08/03/2017 Project Description: Revision Contact Name: Michelle Parkison Job Address: 2316 Flicker Cove (Lot 112) Contact Email: mparkison(i ,parksguarehomes.com This is a general overview for code compliance in accordance with the minimum plan review required by the Florida Building Code. It is not a complete detailed review. The comments noted in this review must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal — changes in letter form are not permitted. All references to FBC Chapter 1 are as amended by City of Sanford ordinance viewable on our website at www.sanfordfl.zov. Provide two copies of affected plan sheets and/or supplemental information as requested Permit submittals will not be accepted without two copies. COMMENTS: 1. The revision reduces the size of bath #3, which reduces the square footage of the home. Please provide two copies of the plan page Floor Plan Page 02.2) showing the revised square footage calculations. FBC 107 2. Since the square footage of the home has been reduced, the Energy Calculations need to be revised to show the new square footage. Please submit two copies of revised Energy Calculations reflecting the new square footage. FBC 107 3. The trusses on the 2"d floor have been modified due to reducing the size of bath #3. Please submit two copies of a revised truss layout from the Truss Manufacturer. FBC 107 4. In addition to comment #3, any trusses that have been modified require a new truss engineering profile page to be submitted for review. Please submit two copies of a revised truss profile page for Truss HI and any other trusses that have been modified. FBC 107 5. The revision to bath #3 includes an extra truss — Truss H2. Please submit two copies of a truss engineering profile page for the new Truss H2. FBC 107 Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Office meetings with the plans examiner to discuss comments will require an appointment, arranged by phone or email prior to arrival. Respectfully, Steve Fiorey, CBO Residential Plans Examiner 1- N. Revision Response to Comments 2 2011 City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # 17-1716 Submittal -Date 08/02/17 Project Address: 2613 FLICKER COVE, SANFORD FL 32771 (Wyndham Preserve lot 112) Contact: Michelle Parkison Ph: 407-529-3135 Email: mparkison@parksquarehomes.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention Fax: General description of revision: Revised structural plans to revised bath #3 in bedroom #4 ROUTING INFORMATION Approvals 13 Building ?-3.17 479vHMviz1E Monta Consulting & Design of WMR and Associates, LLC Mayflower Center Phone (407) 681-1917 222 S. Westmonte Drive, Suite 100 Certificate of Authorization # 9177 Altamonte Springs, FL 32714 montaconsulting.com Residential Design & Structural Engineering, Site work, Commercial / Industrial Building Design, Truss Engineering, Third Party Inspection, Project Management, and BIM Modeling for Romebuilders Park Square Homes Wyndham Preserve— WP-8 112 (2410 Sebring II, Elevation C) July 27, 2017 Plan Revision: Revised Bath 3 in Bedroom #4 R PC PCINNP- Revised Structural Plans, the following Sheets have been updated accordingly: 1. SC Structural Notes, S 1. 2. Foundation Plan, S I C. 3. Dowel Plan, S2C. 4. Lintel Plan, S4C 5. First Floor Framing Plan S5C. 6. Roof Framing Plan S7C.2 y• .mow . J a A 8 7 a ) 5.6 rf 0 - i >i6 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 112 2410 Sebring C RHG - N Builder Name: One Stop Cooling and Heating Street: /(p /%:/ 1/e State, Zip: SANFORD FL Permit Office: t N E_ Permit Number. ) City, , , nSANFORDOwner: Park Square Homes - Florida Series Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2 1. New construction or existing New (From Plans) 9. Wall Types (2740.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1241.30 ft2 b. Frame - Wood, Exterior R=11.0 1179.00 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 319.67 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (2055.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 2055.00 ft2 6. Conditioned floor area above grade (ft2) 2477 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. R= ft2 11. Ducts R ft2 7. Windows(257.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 496.2 a. U-Factor: Dbl, U=0.55 181.00 ft2 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 28.00 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: 3.682 ft. Area Weighted Average SHGC: 0.229 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2477.0 sqft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 1588.00 ft2 b. Conservation features b. Floor over Garage R=11.0 458.00 ft2 None c. other (see details) R= 431.00 ft2 15. Credits Pstat Total Proposed Modified Loads: 69.37 Glass/ Floor Area: 0.104 L+ S PASSTotal Baseline Loads: 72.71 f 1 7 7 1 hereby certify that the plans and specifications covered by Review of the plans and Skt6 ST.qthis calculation are in compliance with the Florida Energy specifications covered by this,O Code. Digitally signed by Luis Morales Luis Morales Date.2o».o$.ob,:z3:5, calculation indicates compliance oaoa with the Florida Energy Code. PREPARED BY: Before construction is completed DATE: this building will be inspected for compliance with Section 553.908 1 t P, hereby certify that this building, a esa ned, is in compliance Florida Statutes. flD withtheFloridaEnergyCode. 4 INT C f OWNER/ AGENT: BUILDING OFFICIAL: DATE: DATE: Compliance requires c rtificatio y the it handier unit manufacturer that the air handier enclosure qualifies as certified factory -sealed rdance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 Qn for whole house. h 10i 8/6/2017 5:20 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Co I nSoVa 14ge 1 of 5 FORM R405-2014 PROJECT Title: Lot 112 2410 Sebring C RHG Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 2477 Lot # 112 Owner: Park Square Homes - Florida Total Stories: 2 Block/SubDivision: WYNDHAM PRESERV of Units: 1 Worst Case: No PlatBook: Builder Name: One Stop Cooling and Heatin Rotate Angle: 225 Street: , Permit Office: SEMINOLE Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: SANFORD , Family Type: Single-family FL , New/Existing: New (From Plans) Comment: CLIMATE IECC Design TempV 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 2477 22769.4 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1588 14768.4 Yes 2 1 1 Yes Yes Yes 2 2nd Floor 889 8001 No 3 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Raised Floor 2nd Floor ___ ___ 9 ft2 11 0.29 0 0.71 2 Floor over Garage 2nd Floor ___ ___ 458 ft2 11 0.29 0 0.71 3 Slab -On -Grade Edge Insulatio 1st Floor 132.8 ft 1588 ft2 0.29 0 0.71 4 Floor Over Other Space 2nd Floor ____ ___ 422 ft2 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 Gable or shed Composition shingles 2298 ft2 514 ft2 Dark 0.9 N 0.9 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 2055 ft2 N N 8/6/2017 0 PM"—` P `` ' EnergyGauge®µUSA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 I01:11TiIII:Lii -MMEI CEILING Ceiling Type Space R-Value Ins Type . Area Framing Frac Truss Type 1 Under Attic (Vented) 1 st Floor 30 Blown 2055 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space 1 NE=>W Exterior Frame - Wood 2nd Floor 11 31 6 9 0 283.5 ft2 0 0.25 0.8 0 2 NE=>W Exterior Concrete Block - Int Insul 1st Floor 4.1 37 0 9 4 345.3 ft2 0 0 0.8 0 3 SE=>N Exterior Frame - Wood 2nd Floor 11 34 0 9 0 306.0 ft2 0 0.25 0.8 0 4 SE=>N Exterior Concrete Block - Int Insul 1st Floor 4.1 11 6 9 4 107.3 ft2 0 0 0.8 0 5 SW=>E Exterior Frame - Wood 2nd Floor 11 31 6 9 0 283.5 ft2 0 0.25 0.8 0 6 SW=>E Exterior Concrete Block - Int Insul 1 st Floor 4.1 44 6 9 4 415.3 ft2 0 0 0.8 0 7 NW=>S Exterior Frame - Wood 2nd Floor 11 34 0 9 0 306.0 ft2 0 0.25 0.8 0 8 NW=>S Exterior Concrete Block - Int Insul 1st Floor 4.1 40 0 9 4 373.3 ft2 0 0 0.8 0 9 S Garage Frame - Wood 1st Floor 11 34 3 9 4 319.7 ft2 0 0.25 0.8 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 SE=>N Insulated 1 st Floor None 39 3 8 24 ft2 2 -=>S Wood 1st Floor None 39 2 7 6 7 17 ft2 WINDOWS Orientation shown is the entered orientation (=>) changed to As Built (rotated 225 degrees). Wall OverhangVOmtIDFramePanesNFRCU-Factor SHGC Area Depth Separation Int Shade Screening 1 NE=>W 1 Metal Low-E Double Yes 0.54 0.25 4.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 NE=>W 2 Metal Low-E Double Yes 0.54 0.25 4.0 ft2 11 ft 0 in 1 ft 0 in Drapes/blinds None 3 NE=>W 2 Metal Low-E Double Yes 0.54 0.25 8.0 ft2 11 ft 0 in 1 ft 0 in Drapes/blinds None 4 SE=>N 3 Metal Low-E Double Yes 0.54 0.25 8.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 5 SE=>N 3 Metal Low-E Double Yes 0.55 0.22 45.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 6 SE=>N 4 Metal Low-E Double Yes 0.55 0.22 16.0 ft2 7 ft 4 in 1 ft 0 in Drapes/blinds None 7 SW=>E 5 Metal Low-E Double Yes 0.54 0.25 4.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 8 SW=>E 6 Metal Low-E Double Yes 0.55 0.22 45.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 9 NW=>S 7 Metal Low-E Double Yes 0.55 0.22 15.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 10 NW=>S 8 Metal Low-E Double Yes 0.55 0.22 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 11 NW=>S 8 Metal Low-E Double Yes 0.55 0.22 30.0 ft2 7 ft 0 in 1 It 0 in Drapes/blinds None 12 NW=>S 8 Metal Low-E Double Yes 0.58 0.25 48.0 ft2 7 ft 0 in 1 ft 0 in Drapes/blinds None 8/6/2017 5:20 PM 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 1 578 ft' 578 ft' 53 ft 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) : 000409 2656.4 145.83 274.26 .3675 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 None 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 70 gal 120 deg` None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft' DUCTS V # Supply -- Location R-Value Area Return -- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT QN RLF HVAC # Heat Cool 1 Attic 6 496.2 ft Attic 124.05 Prop. Leak Free 2nd Floor — cfm 74.3 cfm 0.03 0.50 1 1 8/6/2017 5:20 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 POPRA PAnr,_,)nlA TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling[[ ]] Jan Feb Mar A r f May Xj Junf Jul Au Se f Oct NovDecfHeatin[X] Jan X] Feb X Mar Apr I May Jun Jul Aurj jXj Sep Oct Xj Nov Dec Ventin [[ ]] Jan Feb X Mar X A r [ Ma Jun Jul Aug Se X Oct X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78• 80 80 80 80 PM 80 80" 78 ` 78 78 78 78 `,' 78 78, Z8 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 8/6/2017 5:20 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 95 The lower the EnergyPerformance Index, the more efficient the home. 4v,' SANFORD, FL, 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U-Factor: Dbl, U=0.55 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.25 c. U-Factor: Dbl, U=0.54 SHGC: SHGC=0.25 d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth Area Weighted Average SHGC: New (From Plans) 9. Wall Types Insulation Area Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1241.30 ft2 b. Frame - Wood, Exterior R=11.0 1179.00 ft2 1 c. Frame - Wood, Adjacent R=11.0 319.67 ft2 4 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 2055.00 ft2 2477 b. N/A R= ft2 Area c. N/A R= ft2 181.00 ft2 11. Ducts R ft2 a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 496.2 48.00 ft2 12. Cooling systems kBtu/hr Efficiency 28.00 ft2 a. Central Unit 47.0 SEER:16.00 ft2 3.682 ft. 0.229 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1588.00 ft2 b. Floor over Garage R=11.0 458.00 ft2 c. other (see details) R= 431.00 ft2 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code co plia features. 4 Builder Signature: ate: dr0 Address of New Ho e: l/( ' /e City/FL Zip: kBtu/hr Efficiency 45.5 HSPF:9.00 Cap: 50 gallons EF: 0.9 Pstat 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. 8/6/2017 5:21 PM EnergyGauge& USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number: SANFORD,FL, MANDATORY REQUIREMENTS See individual code sections for full details. 0 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall 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 verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be tumed off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 L/s/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/m2), when tested according to NFRC 400 or AAMAM/DMA/CSA 101 /I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 L/s) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 13 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 (MandatoryAll 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 L/min) 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. 8/6/2017 5:21 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105GF (41°C) or below 55°F (13°C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 % inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). 0 R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 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 tumed off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. 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 a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 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. 8/6/2017 5:21 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. 0 R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. 0 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. 0 R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. 0 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. 8/6/2017 5:21 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 Project Summary Job: Lot 112 2410 Sebring C RR.. Wrightsof t7 1 ry Date: 07-02-2017 House %r XF/LM One Stop Cooling and Heating Plan: RHG 7225 Sandscove Court, VNnter Park, FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web: wwwOneStopCooling.com License: CAC032444 x r x 5 ti Pro ectlnformation , tMI For. Paris Square Homes - Florida Series SANFORD, FL Notes: r = Design lnfcirmation: '-'` Weather: Orlando ExecutiveAP, FL, US Winter Design Conditions Summer Design Conditions Outside db 44 °F Outside db 93 °F Inside db 68 °F Inside db 74 °F Design TD 24 °F Design TD 19 °F Daily range L Relative humidity 50 % Moisture difference 46 grflb Heating Summary Structure 19713 Btuh Ducts 6051 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 25764 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 1 (Average) Heatingg Colingg Area (ftz) 2516 2516 Volume (ft') 23113 23113 Airchanges/hour 0.37 0.16 Equiv. AVF (cam) 143 62 Heating Equipment Summary Make Trane Trade TRANE Model 4TWR6048H1 AHRI ref 7563627 Efficiency 9 HSPF Heating input Heating output 45500 Btuh @ 47-F Temperature rise 27 F Actual airflow 1567 cfm Airflowfactor 0.061 cfm/Btuh Static pressure 0.50 in H2O Space thermostat Capacity balance point= 30 °F Backup: Input = 0 kW, Output = 0 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 22960 Btuh Ducts 11220 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data n Rate/swing multiplier 0.98 Equipment sensible load 33359 Btuh Latent Cooling Equipment Load Sizing Structure 2914 Btuh Ducts 2298 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 5212 Btuh Equipment Total Load (Sen+Lat) 38572 Btuh Req. total capacity at 0.75 SHR 3.7 ton Cooling Equipment Summary Make Trane Trade TRANE Cond 4TWR6048H1 Coil TEM6AOD48H41++TDR AHRI ref 7563627 Efficiency 13.0 EER, 16 SEER Sensible cooling 35250 Btuh Latentcooling 11750 Btuh Total cooling 47000 Btuh Actual airflow 1567 cfm Airflowfactor 0.046 dmBtuh Static pressure 0.50 in H2O Load sensible heat ratio 0.87 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. w.rightsoft" Right -Suite® Universal 201717.0.23RSU23249 2017-Jul-031Page Page 1 ACAZ; k ... C RHG MODELLLot 112 2410 Sebring C RHG - N.rup Calc= MJ8 Front Door faces: N wrig 1tsoftt Rig ht-J® Worksheet House One Stop Cooling and Heating Job: Date: Pan: Lot 112 2410 Sebring C RHG - N 07-02-2017 XF/LM RHG 7225 Sandscove Court, W nter Park, FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web: wmu0neStopCooling.00m License: CAC032444 1 Room name House MT 2 Exposed wall 263.8 ft 36.5 ft 3 Room height 9.2 ft d 9.3 It heatbDol 4 Room dimensions 1.0 x 271.0 ft 5 Room area 2515.8 ft' 271.0 ft' Ty Construction U-value Or HTM Area (ft2) Load Area (ft Load number Btuh/W-"F) Btuh/t2) or perimeter (ft) Btuh) or perimeter ft) Btuh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Uy 12B 05w 0 097 ne 2.31 2 284 280 a, 645 AN 0 Q fl 0', C 4AS2om--.e..,. s.0540 ne 1283 2369 4 0 51 95 W 13A-4ocs 0.143 ne 3.40 3.00 344 332 1130 995 0 0 0 0 4A5-2om 0.540 ne 12.85 23.69 4 0 51 95 0 0 0 0 11 4A5.2om 0.540 ne 12.85 23.69 8 0 103 189 0 0 0 0 12&bsN 0 097 se' 231 2 89 306 253 584 730 0 0 0 0 4AS2om : 0 540 se . 1285 20 93 8 3 103 167 0 0 0 0, 4A&2om 3 0.550 se 13 09 21.56 30 4 393 646 0 0 0 0 4A&tom ,".., 0.770 se 13.40 e' 77 221 A. _ afi .00 0 u 0, w se 3: 107 259 4 A-4oc0. 143 51 0 se 9280128-0sn U971 2.89 284 280 645 807 0 0 0 0 tLG 4A5. 2ov. .... Z. 0.540-swJ 1285 20.93 4 ., , 1 51 84 0 0 0 01 v l 13A-0ocs 0.143 9N 3.40 3.00 414 369 1255 1105 242 227 772 679 4AS2om 0. 550 9N 13.09 21.55 45 6 589 970 15 2 196 323 12B-0sw ^ i. 3 0 097 nw, 2.3] 2.59 306 291 672 840 N" 0 0 3 0 0 13.09 M. 2229 0 0,. 0 0: 13A-4ocs 0.143 rw 3.40 3.00 372 264 898 791 98 50 169 149 G 4A5- 2om 0.550 nw 13.09 2224 30 0 393 667 0 0 0 0 4A5-2om 0.550 nw 13.09 22.24 30 0 393 667 0 0 0 0 4A5-2omd 0.580 nw 13.80 24.43 48 0 663 1173 48 0 663 1173 11D0.-': ...»3.. 0.390 r.n 928 12.54 a ... 317 a3107. 1S8 214,. 0 o D 0. C 16B 30ad 0.032 0.76 1.78 2009 2009 1530 3578 271 271 206 483 F 19A Obscp 0.295 2.64 2.06 8 ,,. 8 22 17 F l qr.-I gran n rldq n do n 39 430 430 174 136 0 0 0 0 6 c) AEDexarsion 1 764 393 Envelope loss/ gain 15978 17494 3031 3200 12 a) Infiltration 3736 1256 525 176 b) Room ventilation 0 0 0 0 13 Intemalgains: Occupants@ 230 5 1150 0 0 Appliancesbher 3060 1200 Subtotal (lines 6 to 13) 19713 22960 3556 4576 Less eMemalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 19713 22960 3556 4576 15 Dud loads 31% 49% 6051 11220 31% 49% 1092 2236 Total room load 25764 34180 4648 6813 Air required ( dm) 1 1567 1567 283 1 312 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 2017-Jul- 0311:47:38 wr htsoft 9 Right-Suite®Universal 2017 17.0.23 RSU23249 page 1 C RHG MODEBLot 112 2410 Sebring C RHG - N.rup Calc= MJ8 Front Door faces: N wrightsof Right-JO Worksheet Job: Lot 112 2410 Sebring C RHG - N House Date: 07-02-2017 XF/LM One Stop Cooling and Heating Pan: RHG 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wAwOneStopCooling.com License: CAC032444 1 Room name GRT MW1C 2 Exposed wall 15.0 ft 8.0 ft 3 Room height 9.3 it heat/bool 9.3 ft heat/cool 4 Room dimensions 1.0 x 354.8 ft 8.5 x 8.0 ft 5 Room area 354.8 It' 68.0 ft' Ty Construction U-value Or HTM Area Load Area (ft2) Load number Btuh&2--'F) BtuhAn or perimeter ft) Btuh) or perimeter (ft) Btuh) Heat Cod j Gross NAPS Heat Cool Gross N/P/S Heat Cool 4AS2om..-:=. .. 0.540 ne', 1285 23.69.„.. m.0 0.. 0 0 0 0 0: w 13A-4ocs 0.143 ne 3.40 3.00 0 0 0 0 74 74 0...._ 253 223 4A5-2om 0.540 ne 12.85 23.69 0 0 0 0 0 0 0 0 11 4A5-29m 0.540 ne 12.85, 23.69 0 0 0 0 0 0 0 0 12B-09w ,- 0097 se 231 289 0 0 0 0 0 0 0 0.` 4A5 tom 0 540 se 12 85 20 93 0 0 0 0 0 0 0 0' 4A52om :' 0 1833 3 . 33-35 0 0 0 p, wI 13A-4ocs 0.143 se 3.40 3.00 0 0 0 0 0 0 0 0 I--c 4B5-21m 0.550 se 13.09 13.51 0 0 0 0 0 0 0 0 t-p 11 DO 0.390 se 9.28 12.54 0 0 0 0 0 0 0 0 j 126 Osv 0.097 9N 2.3;1 289 0 D 0 0 G 4A5 2ov . - _.. 0.540 9N 1285 20.93 ._. 0 0 0 0 0 Val 13A4ocs 0.143 9N 3.40 3.00 0 0 0 0 0 0 0 0 L-G 4A5-2om 0.550 Sw 13.09 21.55 0 0 0 0 0 0 0 0 12B Osw " 0.097 nw2.31 2.89 0 0 0 0' 4A5.2om '' ._,..,.. 0.550 nw_ 13.09 2224 m o o o 0 o 0 VjJ 13A-4o s 0.143 nw 3.40 3.00 140 110 373 328 0 0 0 0 G 4AS-2om 0.550 nw 13.09 2224 0 0 0 0 0 0 0 0 4A5.2om 0.550 nw 13.09 22.24 30 0 393 667 0 0 0 0 r CG 4A5.2omd„ 0.580 nw 13.80 24.43 0 0 0 0 0 0 0 0 P 12C-09ni 0.091 217 1.57 011D0 ,,, _ 0.390 n 9.28 1254 0 D 0 0 0.0 0. C 16B-30ad 0.032 0.76 1.78 316 316 240 562 4 43 32 76 F ... 19A-0bscp `,. 0.295 2.64 2 06 .. 0 00.... 0 F 19C-1 n n nd9 n an n R9 n n n n n n n n 12 a) Infiltration 216 73 115 39 b) Room ventilation 0 0 0 0 13 Internal gains. Occupants @ 230 0 0 0 0 Applianoes/other 900 0 Subtotal (lines 6 to 13) 1643 2687 625 319 Less extemal load 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 248 163 0 0 14 Subtotal 1891 2849 625 319 15 Dud loads 131 49%1 580 1392 31% 49%1 192 156 Total room load 2471 4242 817 475 Air required (dm) 1501 194 50 22 Calculations approved bvACCA to meet all requirements of Manual J 8th Ed. 4" wrightsaft 2017-Jul-0311:47:38 k Right-Suite®Universal 2017 17.0.23 RSU23249 C RHG MODEL%Lot 112 2410 Sebring C RHG - N.rup Calc= MJ8 Front Door faces: N Page 2 WHghtsoft" Rig ht-J® Worksheet Job: Lot 112 2410 Sebring C RHG - N House Date: 07-02-2017 XF/LM One Stop Cooling and Heating Pan: RHG 7225 Sandscove Court, Writer Park, FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web: vmw,cOneStopCooling.com License: CAC032444 1 Room name MBTH LNDY 2 3 Exposed wall Room height 9.3 ft 9.0 ft heat/000l 9.3 ft 0 ft heat/000l 4 5 Room dimensions Room area 139.0 ft' 1.0 x 139.0 ft 51.0 ft 6.0 x 8.5 ft TY Construction number U-value Btuh/W-'F) Or HTM BWh/ft') Area (ft') or perimeter (ft) Load Btuh) Area (ft or perimeter (ft) Load Btuh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool 613A4A5 tom 4as 0.05 re.' 130 23.00 ._ 84 m 258 20 ...' 0 11 T=4AS2om 4A5-2om 12B-0sw 4AS2om 4AS2om 4AS2om `.. 13A4ocs 0.540 0 540 0 097 0 540 0 550 0770 0.143 ne ne se ' se se se.s.-A-,1833 se 12.85 12.85 2.31 12 85 131 9 3. 40 23. 69 23. 69 2 89 20 93 21 55 33. 35 3. 00 0 8 0 0 0 0 0 0 0 0 0 0 0 0 0 103 6 0 0 0.,,,,,.., 0 0 189 0 0 0 0 »,, 0 0 0 0 0 0 0 0 0 0 0 0 0 v, ._ 0,' 0 0 0 0 0 0 0 0 0 0' 0 0: 0 G w i12B- 0sv W 4B5- 2fm 11DO 4AS2ov...-,. 13A- 4ocs 0. 550 0. 390 0. 097 0. 540 0. 143 se se sw' 9 sw 13. 09 9. 28 2. 31- z • 1285' 3. 40 13. 51 1254 269' 20. 93 3. 00 0 0 0 0 . 0 0 0 0 0....., 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.., 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I___ G 4A5-2om 12B- 0sw 0. 550 0 097 0 550 sv nw a, nw 13. 09 231 13. 09` 21. 55 2. 89 2224 0 0 0 0 6 0 6 g 3 ', 0 0 0 0., 0'„ 0 0 0 0 0 0 0 0 0 G Gc 4AS2om'* 13A- 4ocs 4A5- 2om 4A5- 2om 0. 143 0. 550 0. 550 nw nw nw 3. 40 13. 09 13. 09 3. 00 2224 22. 24 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r P fi. C F ...-... F F .:" a 4AS2omd i12C- 06w AIM,,.._' ._ _ 16B- 30ad... 19A- 0bsc i 19C- 19csco 2? Aq in 0. 580 0091 0. 390 0. 032 0. 295 0. 049 1. 180 nw n 13. 80 217 9. 28 0. 76 264' 0. 40 28. 080.00 24 43 i 1.57 12. 54 1. 78 m.. 2.06 -_.=0 0. 32 0 112 0 0 0 139 0 112 8... 0 0 A 0 9 253a,; 0 242 0 0 0 0 0 175 0 0 0 0 0 0 56 a ._._ 0 ' .i 0 En. . h 0 . 0 51 .: 0 56 0 0. v : ' 0 0 0; 0 121 0 0 a n ..0 0 0 88 0. 0_ flj3j 33 3 6 c)AED excursion 34 31 Envelope loss/gain 855 5581 121 56 12 a) Infiltration 129 44 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Applianoes/ other 0 1 500 Subtotal ( lines 6 to 13) 984 601 121 556 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 174 114 14 Subtotal 984 601 295 670 15 Dudloads 31% 49% 3021 294 31% 49%1 90 328 Total room load 1286 895 385 998 Air required (dm) 78 41 23 46 Calculations approved bVACCA to meet all requirements of Manual J 8th Ed. wri htso'ft 2017- Jul-0311:47:38 Right- Suite®Universal 2017 17.0.23 RSU23249 Page 3 C RHG MODEL1Lot 112 2410 Sebring C RHG - N.rup Calc= MJ8 Front Door faces: N wriightsoft= Right-JO Worksheet Job: Lot 112 2410 Sebring C RHG - N House Date: 07-02-2017 By XF/LM One Stop Cooling and Heating Plan: RHG 7225 Sandsoove Court, vvinter Park, FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web: wwcOneStopCooling.com License: CAC032444 1 Room name PWDR STC1 2 Exposed wall O ft O ft 3 Room height 9.3 ft heat/mol 9.3 ft heaVbool 4 Room dimensions 5.5 x 5.5 ft 1.0 x 41.8 ft 5 Room area 30.3 ft 41.8 ft2 Ty Construction U-value Or HTM Area (ft0 Load Area Load number BtuhAF--F) BtuhtM or perimeter ft) BWh) or perimeter ft) Btuh) Heat Cod Gross NiP/S Heat Cool Gross NAPS Heat Cool 6 bpl 12B Osv 0067 ne; 2.31 289 0 0. 0 0 0 0 0 0 IW C AS2om .. ,.. 0540 ne 1285 2369 0 0 0 0 m. 0 0 0' 3A-4ocs 0.143 ne 3.40 3.00 0 0 0 0 0 0 0 0 E2 4A5.2om 0.540 ne 12.85 23.69 0 0 0 0 0 0 0 0 11 4A5.2om 0.540 ne 12.85 23.69 0 0 0 0 0 0 0 0 12B-09N 0 097 se 2.31: 2.89 0 0 0 0 0 b 0 4A5 tom0 540 se 1285 20.93 0 0 0", 0 0 O, 00: 4AS-2om -2, 0.550 , se 13.09 21.55 0 0 0 0 0 0 0 0: 4AS2om 0 770 se_; 18.33 33.35 0 0 O' w 13A.4ocs 0.143 se 3.40 3.00 0 0 0 0 0 0 0 0 4135-2fm 0.550 se 13.09 13.51 0 0 0 0 0 0 0 0 11 DO 0.390 se 9.28 12.54 0 0 0 0 0 0 0 0 j - 128-0snr'0.097 sw 231 2.89 0 0 0 0`- 0 0 p 0. G 4A5-2ov M ..... 0.540 a v 1285 20.93 m 0 0 0 0 0 a a_ o A j 13A 4acs 0.143 sni 3.40 3A0 0 0 0 0 0 0 0 0 G 4A5 tom 0.550 sw 13.09 21.55 0 0 0 0 0 0 0 0 a2BOsw 0.097 nw', 231' 2.89 0 0 0 0 0 0 0 0 4AS2om "' m„ .. e, 0.550 nw.; 1309 2224 0 0 0 0 _ m._., 0. Q qi V J 13A4ocs 0.143 nw 3.40 3.00 0 0 0 0 0 Q. 0 0 0 G 4A5-2om 0.550 nw 13.09 2224 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.09 2224 0 0 0 0 0 0 0 0 L-GG 4A5-2omd 0.580 nw 13.80 24.43 0 0 0 0 0 0 0 0 P' 72C-Osw 0091 217 1.57 n,,,...._ 0 0 0 0 0 0 0 0' 11DOR. 0.390 928 12.54 0 0 0 0 0 0: C _ ,.,...166-30ad 0032 076 1.78 0 0 0 0 0 0 0 0 F 19A-0bsq 0295 2.64' 2.06 0 0 0 0 0 0 0 F 19C-190500 0.049 040 0.32 0 0 0 0 0 0 0 0 F 22Acpmti,. 1180 28.08' 0.00 30 0 0 0 42 0 0 0' 6 c)AED exaugon 1 0 Envelope loss/gain 0 1 0 0 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Ocwpants@ 230 0 0 0 0 Appliancesbther 10 0 Subtotal (lines 6to 13) 0 9 0 0 Less eAemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 546 358 0 0 14 Subtotal 546 367 0 0 15 Dud loads 31% 49% 168 179 31% 49%1 0 0 Total room load 714 547 0 0 Air required (dm) 43 25 0 0 Calculations approved bVACCA to meet all requirements of Manual J 8th Ed wri htft` 2017-Jul-0311:47:38soRight-Suite®Universal 2017 17.0.23 RSU23249 Page 4 C RHG MODELtLot 112 2410 Sebdng C RHG - N.rup Calc= MJ8 Front Doorfaces: N wrightso€t* Right-M) Worksheet Job: Lot 112 2410 Sebring CRHG - N Date:HouseDate: 07-02-2017 XF/LM One Stop Cooling and Heating Pan: RHG 7225 Sandsoove Court, VMnter Park, FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web: wwwOneStopCooling.com License: CAC032444 1 Room name WIC MTOI 2 3 Exposed wall Room height 9.3 ft 0 ft heaUmol 9.3 ft 3.5 ft heaU000l 4 Room dimensions 1.0 x 24.9 ft 6.0 x 3.5 ft 5 Room area 24.9 ft' 21.0 ft? Ty Construction number B eF) Or HTM ( BrithAB) o peri( ft') er ft) Load Btuh) orsperimeter ft) Load B h) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 128 Osw 4AS2om" -_ 13A- 4o s 0. 097 w . - 0.540 0. 143 ne , ne ne 2. 31- 1285 3. 40 289 23. 69 3. 00 0 m0 0 0 0 0 0 0 .-... 0 0 0 -.. 0 0 0 33 0' 0 - 29 0 0 97 0' 0. 86 W11 4A5- 2om 4AS2om 0. 540 0. 540 ne ne 12. 85 12. 85 23. 69 23. 69 0 0 0 0 0 0 0 0 4 0 0 0 51 0 95 0 12B- 0sw4AS2om - 4AS2om, 4A5- 2om 13A- 4ocs 0 097 0 540 O 550 0 550 0. 143 a se se se se 231 12 85 13. 09 1, 8 33 3. 40 2. 89 20. 93 21. 55 21.55 3. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 , 0 0 0 0 F 0 0 0 0 D m. ,., 0 0 0 0 0 0, 0 0 0 0 0 0- 0 0. 0 00 W 4BS2fm 11 DO 12B- 0sn 4A5. 2ov .. 13A4ocs 0. 550 0. 390 0097 0. 540 0. 143 se se sw' sw 9N 13. 09 9. 28 2. 3t 1285 3. 40 13. 51 12. 54 289 20. 93 3. 00 0 0 0 0 0 0 0 0 0: 0 0 0 0 0 .. 0 0 0 0 0 0 0 0 0 s ~ r 0, 0 0 0 0 00 0 0 0 0 0 0 0, 0. 0'. 0 r G U J G 4A5- 2om 4AS2om ..., 0. 550 0. 550 sw nw 13. 09 13. 09 2155 2224 0 0.... 0 0 0 0 0 r 00 0 0 0 0 0 a 0. 0 13AAos 4A5- 2om 4AS2om 0. 143 0. 550 0. 550 rrw nw nw 3. 40 13. 09 13. 09 3. 00 2224 22. 24 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C F 4AS2omd t) sv '- 1100... ... 16B- 30ad 19A Obsq'°: 0. 580 0091 0. 390 0 032 0. 295 nw n ; 13. 80 2. 17 9. 28 0 76 264 24. 43 1. 57 a 12.54 1. 78 2. 06 0 0 0 25 0 0 0 0 25 0 0 0 MO ..,... 19 33......:...... 0 0 0 0 44 A 0 0 0 0 0 wM i 0 0 0'. 0 0' 0 0 0 0 0 0 0 0: 0 0'. F 19( _19 rn 0 (149 040 0.32 0 0 0 0 01 01 0 0 6 c)AED exousion 1 2 10 Envelope loss/gain 19 42 247 170 12 a) Infiltration 0 0 50 17 b) Room ventilation 0 0 0 0 13 Internal gains: Ocaipants@ 230 0 0 0 0 Appliances/ other 01 0 Subtotal ( lines 6 to 13) 19 42 297 187 Less extemalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 19 42 297 187 15 Dud loads 31% 49% 6 20 31% 49% 91 91 Total room load 25 62 388 278 Air required (clm) 1 1 2 3 24 13 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 1! 2017-Jul-0311:47:38 f+ 4 rightsRight-Suite®Universal 2017 17.0.23 RSU23249 Page 5 C RHG MODEL\Lot 112 2410 Sebring C RHG - N.rup Calc= MA Front Door faces: N wrightsoft Right-J® Worksheet House One Stop Cooling and Heating Job: Date: P an: Lot 112 2410 Sebring C RHG - N , 07-02-2017 XF/LM RHG 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wmu0neStopCooling.com License: CAC032444 1 Room name DINE FOY 2 Exposed wall 12.5 It 17.4 ft 3 Room height 9.3 ft heat/cool 9.3 ft heat/cool 4 5 Room dimensions Room area 127.5 IF 1.0 x 127.5 ft 1.0 162.0 ft' x 162.0 ft TY Constnxrion U-value Or HTM Area (ft0 Load Area (W) Load number BtuhA `---F) I or perimeter ft) Btuh) I or perimeter ft) Btuh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12B-osw 0.097 '" ne 2.31; 2.89 0 0 0 0 0- 0 C4A5 tom . .............. Q.540 ..ne 12.135 . 23.69 0 p 0 0 w 13A4ccs 0.143 ne 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.540 ne 12.85 23.69 0 0 0 0 0 0 0 0 11 4A5.2om 12B-0sw .'" 0.540 WN7 ne se 12.85 231 23.69 2.89 0 0 0 0 0 0 0 0: 0 0 0 A_ 0 0 0 0 4A5-2om , 0 540 se 1285' 20.93 0 0 0 0 0 0 0 0 4A52om 0550 se 13.09 21.55 0 0 0 0 0 0 0 0' 4A5; tom ' .'. , ... 0 770 se - ..... 18 33 33 35 0 0 0 . ,._.,.. 0 0. 0 0 0- 13A-4ocs 0.143 se 3.40 3.00 0 0 0 0 107 74 252 221 4B&2rm 0.550 se 13.09 13.51 0 0 0 0 16 16 209 216 11 DO 1 0.390 0.097 se sv' 9.28 231 12.54 289 0 0 0 0 0 0 0 0 17 0 17 0 158 0 214 0428-0sw A5-2ov -- 0.540 : sw ;..... 1285 >_,-:20.93 0 0.. 0 Val 13A-4ocs 0.143 sw 3.40 3.00 116 86 294 258 56 56 190 167 G 4A5-2om 0 550 sw 13 09 21 55 30 4 393 646 0 0 0 0 nw- 2224 U/J 4AS2om ' ...,, ; , s 0:55 0. 550 13 nw 09' 3. 09 3. 24 0 0 0 0 0 0 A..,O 0 0 0 0 0 q 0 0 A5-2c4A5-tom 0.550 nw 13.09 22.24 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.09 22.24 0 0 0 0 0 0 0 0III.-CCG 4A5-2omd 0.580 nw 13.80 24 43 0 0 0 0 0 0 0 0 P 217 117 134 298 210 11 D> 0.3901 .. n ` 9.28 12.54 0 J 0 u... 0 : 0 ._. 214 C F" ..... 168-30ad 19A 0bscp 1 ... 0:032 0.295 a -.. 0:76 264`, 1.78 2.06 109 i0 109 0 83 0 11 0 44 0 44 O M... 33 0 77 0 F .........19C-19(=. I• 77Ar m- ,,,.: ':. 0 049 Aft 0.40 G.fIG 062 0 0 0 0 6 c)AEDexcursion 153 -75 Envelope lossigain 1120 12521 17801 1246 12 a) Infiltration 180 60 252 85 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Applianoes/olher 0 0 Subtotal (lines 6to 13) 1300 1312 2032 1330 Less extemal load 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 1063 696 2032 1330 14 Subtotal 2363 2008 0 0 15 Dud loads 31% 49% 725 981 31% 49% 0 0 Total room load 3088 2989 0 100Airrequired(dm) 188 137 0 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wri Fltsraft 2017-Jul-0311:47:38 Right-Suite®Universal 2017 17.0.23 RSU23249 Page 6 C RHG MODEL\Lot 112 2410 Sebring C RHG - N.rup Calc= MJ8 Front Doorfaces: N AI wrightsoftfi Right-JO Worksheet Job: Lot 112 2410 Sebring C RHG - N House Date: 07-02-2017 By XF/LM One Stop Cooling and Heating Plan: RHG 7225 Sandscove Court, Wnter Park, FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web: wmwOneStopCooling.com License: CAC032444 1 Room name BRM2 BTH3 2 3 4 5 Exposed wall Room height Room dimensions Room area 27.0 ft 9.0 It 14.5 x 181.3 if heat/cool 12.5 ft 9.0 It 60.5 ft' 5.5 ft heaUcool 11.0 x 5.5 It Ty Construction number U-value Btuivft'--°F) Or HTM Btuhlft2 Area (M or perimeter ft) Load Btuh) Area (W) or perimeter (ft) Load Btuh) Heat Cod Gross NiP/S Heat Cool Gross N/P/S Heat Cool 6 11 12B-Osw 4AS2om __s 13A4ocs 4A5.2om 4A5-2om _ m 4A5 tom 4A5 tom AM .2om . .,..,.., 13A4ccs 4B5-2tm 11D0 12B-0sn 4A5 2ov_ , .. ', 13A-4ocs 4A5-2om 13A-0as 4AS2om 4A5-2om 4A5-2omd 2C- 1613-30ad i19A-Obsg9:, ..,,, 1 or`_10- 0 097 0540p 0.143 0.540 0 540 0 097 0 540 3 0 550 0770 0.143 0.550 0390 0097 0.540 0.143 0.550 0.550 0.143 0.550 0.550 0.580 0 091 0.390 0.032 0.295 0nAQI ne ne :. ne ne ne se se se ' se se se se sv sv sv sv rnv nw nw nw nw n 2 31 1285', 3.40 12.85 12.85 231; 12 85 13.09 18.33 3.40 13.09 928 231 1285 3.40 13.09 13 09 3.40 13.09 13.09 13.80 217 928 0.76 2.64 n An 2,8Q 23.69 3.00 23.69 23.69 2 89 20 93 21 55 33.35 3.00 13.51 12.54 289 20.93 3.00 2155 33 2.89 2224 3.00 2224 22.24 24 43 1 5'7 12.54 178 2.06 n 32 113 0'0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 131 a II, 15 0 0 0 0 0 0 181 3 0 0 113 0 0 0 0 0 0 0 0 0 0 0 0 0 116 0 0 0 0 0 0 0 181 i.,,.0 0 260 0 0 0 0 0 0 0 0 0 0 m -' .,0 0 0 267 196 0 0 0 0 0 0 138 0 0 325 0 0 0 0 0 0 0 0 0 0 0 0 0 333 334 0 0 0 0 0 A 323 0 0 50 0 0 0 0 0 0 0 0 0 0 0 3 _0 0 0 0 0 0 0 0 0 0 0 61 0 281 46 0 0 0 0 0 0 0 0 0 0 0'- 0 0 0 0 0 0 0 0 0 0 ; 0 . 61 0 28 105 51 0 0 0 0 0 0 0 0 0 0.,. 0 0 0 0 0-OI 0 0 0 0 0 0 46 3 i). 11 131; 95' 0 0 0 0 0 3 3 0` 0'. 0 0 0. 0. 0'. 0 0 0: 0 0 0 0 0' 0, 108 0. 9 W I F-G UV r C G PI - C F..,...,., r 6 c)AED exalrsion 1 29 1 1 _20 Envelopelossk3ain 861 1343 214 323 12 a) Infiltration 376 126 77 26 b) Room ventilation 0 0 0 0 13 Intemal gains: Omupants @ 230 1 230 0 0 Applianoes%ther 0 0 Subtotal(lines 6to13) 1236 1700 1290 349 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 333 331 0 0 14 Subtotal 1569 2030 290 349 15 Ductloads 31% 49% 482 992 31% 49% 89 170 Total room load 2051 3022 379 519 Air required (c1m) 125 139 23 24 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. F 1 = wri F7tsoft" 2017-Jul-03 11:47:38 Right -Suite® Universal 2017 17.0.23 RSU23249 Page 7 C RHG MODELiLot 112 2410 Sebring C RHG - N.rup Calc= MJ8 Front Door faces: N wrightsoft- Right-J® Worksheet Job: Lot 112 2410 Sebring C RHG - N House Date: 07-02-2017 XF/LM One Stop Cooling and Heating Pan: RHG 7225 Sandscove Court, IAAnter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: v vwOneStopCooling.com License: CAC032444 1 Room name BRM3 BRM4 2 Exposed.wall 29.0 ft 20.0 It 3 Room height 9.0 It heat/cool 9.0 ft heat/mol 4 Room dimensions 1.0 x 188.3 ft 14.0 x 12.5 ft 5 Room area 188.3 ft' 175.0 ft' Ty Construction U-value Or HTM Area (ft) Load Area (ft) Load number Btuhiit'-°F) Btuh/ft2) or perimeter ft) Btuh) or perimeter (ft) Btuh) Heat Cod Gross N)P/S Heat Cool Gross N/P/S Heat Cool 6 v(J 1 289 122 122 280 351 0 0 0 0: t--C 4AS2om ......... 0.540 ne 12.85 23&9. D 0 0' 0.- 0 0 0 W 13A o s 0.143 ne 3.40 3.00 0 0 0 0 0 0 0 s.._0; 0 4AS2om 0.540 ne 12.85 23.69 0 0 0 0 0 0 0 0 11 4AS2om 0.540 ne 12.85 23.69 0 0 0 0 0 0 0 0 128-09N 0.097 se 231 2.89 131 112 257 322 126 96 222 277 0.540, se 12.85 o 4AS2om 0.550 se 33.35 30 3930 646014AS2om„ 0.770 se 18.303 15 2 x_ 275 500 p W 13A4ocs 0.143 se 0 LIGD 46S2frn 0.550 se 13.09 13.51 0 0 0 0 0 0 0 0 11 DO 0 390 se sus 9.28 12.54 0 0 0 0 0 0 0 0 0.097 2. 28 2. 54 9 9 21 26 54 54 125 156i 4AS2ov ` . „w. 0.540 sN 1285 20,93 0 0 0 0 0 0 0'. IW L--G 13A-4ocs 4AS2om 0.143 sw 3.40 3.00 0 0 0 0 0 0 0 0 128 osn 0.550 0.097 9N rnro' 13 09 231 21.55 2.89 0 0 0 0 0 0 0 0 0 0 0 0" 0 0 0 0 4AS2om .._.. 0.550 nw,- 13:09 22.24 0 0 0 0 0, 13A-4ocs 0. nw 3.40 0 0 0 0 0 0 0 0 0,, 0 4AS2om 0.550550 nw 13.09 2224224 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.09 22.24 0 0 0 0 0 0 0 0 4AS2omd 0.580 rrw 13.80 24.43 0 0 0 0 0 0 0 0 P . 12C-0sw ' ' 0 091 217 1.57 0 0 0 p p 0 0 0 11DO . .:" 0390 n 9.28 92.54 n, 0 0 0 0 0 0 C 1RR-Rnm rLr149 A 7st 1AQ 1aa 1ev z o0 0, 61 c)AED emersion 103 98 Envelope loss/gain 1104 1780 943 1544 12 a) Infiltration 404 136 278 94 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 1 230 1 230 Applianoesbther 01 0 Subtotal (lines6 to 13) 1508 2145 1221 1868 Less extemalload 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1508 2145 1221 1868 15 Dudloads 31% 49% 463 1048 31% 49% 375 913 Total room load 1971 3194 1596 2780 Air required (dm) 120 146 97 127 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. W rightsoft° 2017-Jul-0311:47:38 Right -Suite® Universal 2017 17.023 RSU23249 Page 8 C RHG MODEDLot 112 2410 Sebring C RHG - N.rup Calc= MJ8 Front Door faces: N A,- wrightsoft- Rig ht-JO Worksheet Job: Lot 112 2410 Sebring C RHG - N House Date: 07-02-2017 By XF/LM One Stop Cooling and Heating Plan: RHG 7225 Sandscove Court, lMnter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Vveb: wAwOneStopCooling.com License: CAC032444 1 Room name STC2 4.OT 2 Exposed wall 0 ft 8.5 ft 3 Room height 9.0 ft heatI000l 9.0 ft heat/aool 4 Room dimensions 1.0 x 56.8 ft 8.5 x 3.5 ft 5 Room area 56.8 fl= 29.8 ft Ty Construction U-value Or HTM Area (ft) Load Area (W) Load number Btuh/W--°F) Btuhlft') or perimeter ft) Btuh) or perimeter (ft) Btuh) Heat Cod Gross N/P/S Heat Cool Gross N/P/5 Heat Cool 6 VjJ 12B-0sw 0097 ne 2.31- 2:89 0 0 0 0 0 0 r 0 0 G 4AS tom ' 0540 ..., ne,_ 12.85L 23.89 D m'.0 0 _.. 0 .. i.. -.., - 0 0 m Q UV 13A-flocs 0.143 ne 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.540 ne 12.85 23.69 0 0 0 0 0 0 0 0 11 4A5-2om 0.540 ne 12.85 23.69 0 0 0 0 0 0 0 0 M. _ , 128 O9N ''. 0 097 se 2 31 2.89 0 0 0 0 0 0 0 0 4 G 4A5.2om 0 540 12 85 20.93 0 0 0 0 0 0 0 0 5 2om 0 550 sp` 13.09 21.55< 0 0 0 0 0 0 0 4ArrA-0: se 13.40 3.35 00 ,.....' A' UJk-..-{ G 0 43 se 3.00 4B5.2fm 0.550 se 13.09 13.51 0 0 0 0 0 0 0 0 11 DO 0 390 se 9.28 12 54 0 0 0 0 0 0 0 12B Osw, 0 097 snr 2.31) 2.89 0 0 0 0 0 0 p p 0. 00540 20. 003S2o6 ocs 143 qjv 3.40 0 0 4A5-2om 0550 sw 13.09 21,55 0 0 0 0 0 0 0 0 1JjJ 12B-Osw O'.097 nw 2.31 2.89 0 0 0 0 77 77 i - 177; 221.. G f 13.40 3,, L.. .-- 13A 0.143 nw pp G 4A5-2om 0.550 nw 13.09 2224 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.09 22.24 0 0 0 0 0 0 0 0 14- CGI 4A5-2omd 1 0.580 nw 13.80 24.43 0 0 0 0 0 0 0 0 P 12C 0sn O'091 2-17 0' D 11D0 0:390 , n . 928 12.54 D 0 0 0 ... 0 J, ....,.. 0' 0' 0. C 166.30ad 0.032 0.76 1.78 57 57 43 101 30 30 23 53 F, -,.. 19A=01 scp < ,-.. 0295 2.64!! 2.06 0 0 a,-... 0 r or_1cr„ nn44 non n39 n 0 0 0 01 01 0 0 6 c) AED excursion 5 1 -17 Envelope lossrgain 43 96 199 257 12 a) Infiltration 0 0 118 40 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliancesrother 0 0 Subtotal (lines 6 to 13) 43 96 318 297 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 43 96 318 297 14 Subtotal 0 0 0 0 15 Dud loads 31 % 49% 0 0 31 % 49% 0 0 Total room load 0 0 0 0 Air required (dm) 0 0 0 0 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 2017-Jul-03 11:47:38 wrightsaf . Right -Suite® Universal 2017 17.0.23 RSU23249 Page 9 C RHG MODEL\Lot 112 2410 Sebring C RHG - Krup Calc= MJ8 Front Door faces: N AL wrigitSO Right-JO Worksheet Job: Lot 112 2410 Sebring C RHG - N , House Cate: 07-02-2017 XF/LM One Stop Cooling and Heating Pan: RHG 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web: vwwuOneStopCooling.com License: CAC032444 1 Room name STIR LOFT 2 E)posed wall 13.0 ft 4.5 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 5.5 x 7.5 ft 1.0 x 143.5 ft 5 Room area 41.3 ft' 143.5 ft' Ty Construcbon U-value Or HTM Area (ft2) Load Area (M Load number BtuhfiP--°F) Btuh/M or perimeter ft) Btuh) or perimeter ft) Btuh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 128-Osw r 0.097 ne 2.31' 289 0 D 0 0 0 0 0 0 4AS2om,": 0.540 ne :! 1285 23.69 0._ 0 0 0...'m. 13A-4ocs 0.143 ne 3.40 3.00 0 0 0 0 0 0 0 0 0 4A5-2om 0.540 ne 12.85 23.69 0 0 0 0 0 0 0 0 11 4A5-2om 0.540 ne 12.85 23.69 0 0 0 0 0 0 0 0 12B-0sw 0097 se.; 231 2.89 0 0 0.0 00 0 0 4AS2om 0 540 se 12.85 20.93 0 0 0 0 0 0 0 0, 4A5-2om 0.550 se, ' 13 09 21.55 0 0 4A5-2om : ` 0 770 se 18 33 33.35 0 0 0 A 0 q,. w 13A-4ocs 0.143 se 3.40 3.00 0 0 0 0 0 0 0 0 4135-21im 0.550 se 13.09 13.51 0 0 0 0 0 0 0 0 11 DO 0.390 se 9.28 12.54 0 0 0 0 0 0 0 0 126-0sw 0.097 . s v 2.31' 2.89 68 88 156 195 41 37 84 105 4A5-2ov ! 0.540 ; sx 1285 i ,. 20.93 0 0 0 0 4 d 84 Uhl 13A-4ocs. 0.143 9N 3.40 3.00 0 0 0 0 0 0 0 0 l_{ 4A5-2om 0.550 sw 13.09 2155 0 0 0 0 0 0 0 0 1 Osro 0.097 rivi,, 2.31 2.89 50 114 143 O 0 0 042BA5-2om q„ y 0.550 rnv 13.09 2224 50 0 0 A 0 0 Q 0 0''. 13A-4ocs 0.143 nw 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.09 2224 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.09 22.24 0 0 0 0 0 0 0 0 4A5-2omd 0.580 nw 13.80 24.43 0 0 0 0 0 0 0 0 P 390091 217. 1.57 A 0 0 0., 0 0 0 0' 1D0 s ...,n.J 928 12.54 0 0 0 0 0 0 0 C 161330ad 0.032 0.76 178 41 41 31 73 144 144 109 256 F 19A-0bscp `.....,._ 0.295 264 F 19C-19c9cp 0.049 0.40 0.32 0 0 0 0 39 39 16 12 F_. 22A{pm 1.180 .. 28.08 000 0 O 0 0 _..:._..._._0 0: 6 c) AED excursion 25 18 Envelope lossigain 302 386 261 439 12 a) Infiltration 181 61 63 21 b) Room ventilation 0 0 0 0 13 Intemal gains. Occupants@ 230 0 0 0 0 Appliances/ other 0 450 Subtotal ( lines 6 to 13) 482 447 324 910 Less extemalload 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 482 4471 510 509 14 Subtotal 0 0 834 1419 15 Dud loads 31 % 49% 0 0 31 % 49%1 256 693 Total room load 0 0 1090 2112 Air required (clm) 0 0 66 97 Calculations approved bvACCA to meet all requirements of Manual J 8th Ed fk W rtghtSCyit« 2017-Jul-0311:47:38 Right- Suite®Universal 2017 17.0.23 RSU23249 C. P., ... C RHG MODEL\Lot 112 2410 Sebring C RHG - N.rup Calc = MJ8 Front Door faces: N Page 10 A,- wr ghtsoftz Right-J® Worksheet Job: Lot 112 2410 Sebring C RHG - N House Date: 07-02-2017 XF/LM One Stop Cooling and Heating Pan: RHG 7225 Sandsoove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web: vnwaOneStopCooling.00m License: CPC032444 1 Room name MBRM BATH 3 2 Exposed wall 30.9 ft 12.0 ft 3 Room height 9.3 ft heat/mol 9.0 ft heatAcool 4 Room dimensions 1.0 x 279.6 ft 5.5 x 6.5 It 5 Room area 279.6 fF 35.8 it' Ty Construction U-value Or HTM Area (M Load Area Load number Btuh)W-°F) BtuhAt or perimeter ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V 128 Os v Q 097 ne 2 31 2 89 D 0 0 0 0 0 0 0 r G_4A52om- 0590;:ne 12.85:,„-„2369 0 0...._. 0 ..;_...u,.. 0 0 0.-.0,. 0= 13A-4ocs 0.143 ne 3.40 3.00 153 153 522 460 0 0 0 0 4AS2om 0.540 ne 12.85 23.69 0 0 0 0 0 0 0 0 11 4AS2om 0.540 ne 12.85 23.69 0 0 0 0 0 0 0 0 128-0su - 0 097 se 2.31" 2 89 0 0 0 0 0 3 0 0 0 4AS2om 0 0 0 0 0 0 0 0 4AS2om 0 550 se . 13.09 20 0 0.' 0 0 0 0 9 0; 4AS2om • 0.776 se ; 18.33. 33- A M 0 0 0 0 wII-- 13A-4ocs 0.143 se 3.40 3.00 0 0 0 0 0 0 0 0 4B5-2fm 0.550 se 13.09 13.51 0 0 0 0 0 0 0 0 D. D DO 0.390 se 928 12.54 0 0 0 0 0 0 0 011 12B-0eNr 0 097 Sw 2.31 2 89 0 0 0 0 59 59 135 169' C 4AS26v o. '..... 0.540 74svN za5 20.93.u. 0 0 0 a. 0 0 0 0 a.u„ 0' W 13A-4ocs 0.143 sN 3.40 3.00 0 0 0 0 0 0 0 0 i C 4A5-2om 0.550 sw 13.09 21.55 0 0 0 0 0 0 0 0 12B-d 0 097 iiw ' 2.311 2 89 0 0 0 0 50 50 143 4AS2om.,,'=, . , . 0.550 rrw' 13 0 0 - 0 0 0 13A-4ocs 0.143 nw 3.40 3.00 135 105 357 314 0 0 0 0 4AS2om 0.550 nw 13.09 22.24 30 0 393 667 0 0 0 01:-G 4AS2om 0.550 nw 13.09 2224 0 0 0 0 0 0 0 0 dGL9nm i n 'An rnu 13 RO 94 43 0 0 0 0 0 0 0 0 6 c)AED excursion 1 102 23 Envelope loss/gain 2336 2002 277 352 12 a) Infiltration 446 150 167 56 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 2 460 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 2782 2612 444 409 Less extemalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2782 2612 444 409 15 Dud loads 31% 49% 854 1277 31% 49% 136 200 Total room load 3636 3889 580 608 Air required (clm) 221 178 35 28 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. W 1"t htsoft" - 2017-Jul-0311:47:38 Right -Suite® Universal 201717.0.23 RSU23249 Page 11 C RHG MODEL\Lot 112 2410 Sebring C RHG - N.rup Calc= MJ8 Front Door faces: N wrightsoft- Right-JO Worksheet + House Job: Lot 112 2410 Sebring C RHG - N , 07.02-2017 XF/LM One Stop Cooling and Heating P an: RHG 7225 Sandsoove Court, NAnter Park, FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web: vmw0neStopCooling.com License: CAC032444 1 Room name BATH 3A 2 Exposed wall 11.5 ft 3 Room height 9.0 ft heat/cool 4 5 Room dimensions Room area 15.5 x 6.0 ft 33.0 ft' Ty Construcbon U-value Or HTM Area (W) Load Area Load number Btuh/W--°F) Btuh/ft') or perimeter (ft) Btuh) or perimeter Heat I Cod I Gross I N/P/S Heat I Cool 1 Gross I N/P/S Heat I Cool 6 12B-09N G 4A5-20m 13A-flocs 4A5-2om 11 4A5-2om VV 13A-40cs L_{p4135- 2fm 11 DO 12B- 09N 4A5- 2ov. w13A- 4acs L--G 4A5 tom j 12B- 09N L-G , 44A&2om Val 13A- 4ocs m 4A5- 25-tom 4A5-2om 0.143 ne 3.40 3.00 0.540 ne 12.85 23.69 0.540 ne 12.85 23.69 U.143 se J.4U 3.UU U U U 0.550 se 13.09 13.51 0 0 0 0 390 se 9.28 12.54 0 0 0 0.540 sw' 1285 20.93 0 0 120 0.143 sv 3.40 3.00 0 0 0 0.550 sN 13.09 21.55 0 0 0 0.097 nw 2.31 2.89 0 0 0 0 550 nw, 13.09 2224 Q r 0 6.143 nw 3.40 3.00 0 0 0 0.550 nw 13.09 22.24 0 0 0 0.550 nw 13.09 22.24 0 0 0 0 61 c) AED e)mrsion 8 Ernelopeloss/gain 328 454 12 a) Infiltration 160 54 b) Room ventilation 0 0 13 Internal gains: Ooaupants@ 230 0 0 Applianossbther o Subtotal (lines 6 to 13) 488 508 Less external load 0 0 Lesstransfer 0 0 Redistribution 0 0 14 Subtotal 488 508 15 1 Ductloads 31% 49% 150 248 Total room load I 638 756 Air required ( dm) 39 35 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wv rfg htsCoft" R ght- 2017-Jul-03 11:47:38 AZ Suite® Universal 2017 17.0.23 RSU23249 Page 12 C RHG MODELtLot 112 2410 Sebring C RHG - N.rup Calc= MJ8 Front Doorfaces: N External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest fiction rate Actual airflow Total effective length (TEL) Heating 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.257 / 0.083 in H2O 0.134 i n/100ft 1567 chn 253 ft Cooling 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.257 / 0.083 in H2O 0.134 in/100ft 1567 cfm B i s rSupplyararichDecable e K _ 0. Name Design Btuh) Htg clm) Clg dm) Design FIR Diam in) H x W in) Duct Mat Actual Ln ( ft) Ftg. Egv Ln ( ft) Trunk BATH3- A h 580 35 28 0.162 4.0 Ox0 VIFx 33.3 125.0 st1 BATH3AA h 638 39 35 0.166 4.0 Ox0 VIFx 34.4 120.0 st1 BRM2 c 3022 125 139 0.181 7.0 Ox 0 VIFx 26.8 115.0 st1 BRM3 c 3194 120 146 0.189 7.0 Ox 0 VIFx 25.6 110.0 st1 BRM4 c 2780 97 127 0.175 7.0 Ox 0 VIFx 26.8 120.0 st1 BTH3 c 519 23 24 0.196 4.0 Ox 0 VIFx 21.2 110.0 st1 DINE h 3088 188 137 0.146 8.0 Ox 0 VIFx 31.0 145.0 st3 GIRT c 4242 150 194 0.137 7.0 Ox 0 VIFx 37.9 150.0 st3 KIT c 3406 141 156 0.150 7.0 Ox 0 VIFx 31.5 140.0 st3 KIT - A c 3406 141 156 0.136 7.0 Ox 0 VIFx 39.1 150.0 st3 LNDY c 998 23 46 0.164 4.0 Ox 0 VIFx 27.0 130.0 st2 LOFT c 2112 66 97 0.192 6.0 Ox0 VIFx 24.1 110.0 st1 MBRM h 3636 221 178 0.160 8.0 Ox0 VIFx 31.0 130.0 st2 MBTH h 1286 78 41 0.164 5.0 Ox 0 VIFx 22.0 135.0 st2 MTOI h 388 24 13 0.159 4.0 Ox 0 VIFx 27.0 135.0 st2 MwC h 817 50 22 0.168 4.0 Ox 0 VIFx 23.0 130.0 st2 PVvDR- A h 714 43 25 0.134 4.0 Ox 0 VIFx 41.5 150.0 st3 vuC c 62 2 3 0.170 4.0 Ox 0 VIFx 20.9 130.0 st2 2017- Jul-03 11:47:39 wrtghtsoft& Right -Suite® Universal 2017 17.0.23 RSU23249 Page 1 A ... C RHG MODEL\.ot 112 2410 Sebring C RHG - N.rup Calc = MJ8 Front Door faces: N Trunk Htg Clg Design Veloc Diam H x W Duct Name Type 0M) Cim) FR fpm) in) in) Material Trunk st3 PeakAVF 664 669 0.134 626 14.0 0 x 0 VinlFlx st2 st1 PeakAVF 505 596 0.162 758 12.0 0 x 0 VinlFlx st2 PeakAVF 1062 971 0.134 761 16.0 0 x 0 VinlFlx Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) Cfm) Cfm) ft) FR fpm) in) in) Opening (in) Matl Trunk rsb9 Ox 0 97 127 62.0 0.134 365 8.0 Ox 0 VIFx rt1 rsb8 Ox 0 120 146 55.3 0.150 419 8.0 Ox 0 VIFx rt1 rsb6 Ox 0 125 139 52.8 0.158 518 7.0 Ox 0 VIFx rt1 rb1 Ox 0 1225 1155 49.8 0.167 693 18.0 Ox 0 VIFx rt1 Name Trunk Type Htg Cfm) Clg Cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk rt1 PeakAVF 1567 1567 0.134 718 20.0 0 x 0 VinlFlx 2017-Jul-03 11:47:39 wright°soft, Right -Suite® Universal 2017 17.0.23 RSU23249 Page2 C RHG MODEDLot 112 2410 Sebring C RHG - N.rup Calc = MJ8 Front Door faces: N 6..., _. .. .7,"`s,;;li°.x..' n '¢&3'., ,..:. ,. •-wx',A s,it", .3r... .'...., •. ,.,:. a a..,'.'a,i..' ._;"J...aa.., aA.. .,".. _c'C&.,- iTa': :aaAwi&es9'aaw.:'. ems.# ate*?* AvaitableStatic Pressure.NOR-, Q ram._. :, CoolingHeating Pressure losses Coil 0 0 Heatexchanger 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 length 192 62 Total effective length 253 CIO3 5, z w ` .srlt >ti site Coolingham W Heating 11' 11' Supply« 0.134 OK 0.134 • DuctsReturn0.134 OK 0.134 • etn;EuivaI0h Len thIRWINr Supply1 1 1 . _ Return 6M=20,11G=5, 5E1=10, 11G=5: TotalEL=40 2017- Jul-0311:47:39 wrghtsoftr Right -Suite® Universal 2017 17.0.23 RSU23249 Pagel C RHG MODELL.ot 112 2410 Sebring C RHG - N.rup Calc= MJ8 Front Door faces: N FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 112 2410 Sebring C RHG - N Builder Name: One Stop Cooling and Heating Street: Permit Office: SEMINOLE City, State, Zip: SANFORD , FL , Permit Number: Owner: Park Square Homes - Florida Series Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/doorjambs 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 of and cantilevered floors) subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace ir barier shall be installed on fireplace walls. Fireplaces shall haveTgasketedrdcors 8/6/2017 5:21 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 Level 1 w. UP i""<KrXuU !R$ fJ:F -f.N:'.R'r.- _ x GRT r,. 16 x 16 16 x 16 MBRM i !'GE154.,i4'S wT 14 v-.wuu- 10x8 158ifm EF1 = 50 CFM Fan EF2=80CFM Fan 10x8 i 10x10 EF3 = 110 CFM Fan 197 cfm ,_ 222 cfm EFL1 = 50 CFM Fan 7 ? 1 8m 7 8 „ \ .. EFL2 = 80 CFM Fan c i EFL3 = 110 CFM Fan WIC _..., VTR = Vent to Roof VTW = Vent to Wall 7- / r; 4" , 3 cfm DV =Dryer Vent RV = Range Vent Sup Poser 50 cfm — — = Lineset Chase Condensate cnso , N _q O = Thermostat 18/8 MWICFBB 2 14 STC1 MT01 SRB =Small Reduction Box LRB = Large Reduction Box 1 FBB14 ,y 79 cfm' { FBB = Reld Built Box 8 V r 104,'24 cfm. .._. 8x410x10, Q ` EF1- VTW DINE 1. 189 cf 4 y PNIDR 8x4 r f6 cfml: r cLNDYx i MBTH uri FOYDV - VTW Level 2 12"BYPASS r 4.OT F - .. Sup Riser S r. w16.1 - Zone Danpa 1- 16' Ar BRM2 a0 .; Zwe Danpa 2-12' c ST C2 Bypms DarnM - 12' l 12 nX10 140 cfm 24X18 , 10x8 16" DAMPER REYR 1230 cf 140 cfm406VT7 35 I L " 9LOFT8cfm8x4EF1 •VTR cfm a BATH 4 ". SRB 1 g „ T EF1 = 50 CFM Fan ff?I 8z424cfm BTH3 EF2 = 80 CFM Fan 4 „_ — T EF3 = 110 CFM Fan 8x4 _ s 39 cfm 7 7 " ` EFL1 = 50 CFM Fan y, 129 cfm 131 cfm EFL2 = 80 CFM Fan EFt VTR 10x8 129..c$m 1134p1 tOxB EFL3 = 110 CFM Fan BATH 3A -- 1DX1.0, OX]01 VTR = Vent to RoofwVTW = Vent to Wall x DV = Dryer Vent ac r-un RV =Range Vent Lineset Chase BRM4 1, BRM3 Condensate t J = Thermostat 18/8 SRB = Small Reduction Box i_....... LRB = Large Reduction Box FBB = Field Built Box Job #: Lot 112 2410 Sebring C RHG - N One Stop Cooling and Heating Scale: 1 :76 Performed by XF/LM for: Page 2 Park Sq.{are Fbrnes - R.xida Sees 7225 Sa,&woe C L t Rgrn-SuteO Unwemal 2017 W rter Pak, FL 32792 17.023 RSLZM49 SANORD, R- R13M: (407) 629- Fax: (407) 629- 9397 2017-M0211:09:38 w . 0leStpCdirgcan ...t 1122410 Sebrng C FF-G -KRp 21,6- to w J w U CD z J Q Lu z w F- 0 O z z Q w U) U) z Z' O cr- 1-- w z O z cn O (n U o w Q H Z O U z = d w o U) to of Q Ow w (D C/) = Z_ J O LL w O U) m J q a Z Q O :D O U wwwOQ w ZzN > O (D O Z z = w U cn w Q U) LLI IL U) U) J w O OO LL Q 0 N I 1, 15'- 10" ,1, T- 0" _ I - 5'- 10" co 0 CM 12" SECOND FLOOR APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 BOTTOM = 2 x 4 12TOP= 2x4 6.0 PP' moo 12 12" TRUSS END DETAIL J L 9 - HUS26 1-PLY HGR MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA 2410 - C LECR AOORESS Bath # 3 / Tray Clg. Sebring"IIAC PS241 OC-SM EVISE' E ° 17 N/A '5-31-17 Bmax 17-17/6 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: PS2410C-SM -Park Sq/Sebring II-2410-C 313TH MiTek USA, Inc. Site Information: 66TW 99a04 Parke East Blvd. Customer Info: PARK SQUARE HMS Project Name: PS241OC-SM Model: SEBRINE'T ' j4115 Lot/Block: 112 Subdivision: WYNDHAM PRESERVE 4 ll.• Address: 2613 FLICKER COVE 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: 40.0 psf Floor Load: 55.0 psf This package includes 77 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name Date No. Seal# Truss Name Date 11 T11672128 14CJ1 7/25/17 112 1 T11672139 1 A7T 7/25/17 12 1T11672129 14CJ3 17/25/17 113 I T11672140 I B1 17/25/17 13 I T11672130 14H 1 17/25/17 114 I T11672141 I B2 17/25/17 14 IT11672131 14J5 17/25/17 115 I T11672142 I B3 17/25/17 15 1T11672132 14KJ5 17/25/17 116 I T11672143 I B3A 17/25/17 16 I T11672133 I Al 17/25/17 117 I T11672144 I B4 17/25/17 17 I T11672134 I A2 17/25/17 118 I T11672145 I B4A 17/25/17 18 I T11672135 I A3 17/25/17 119 I T11672146 I B5 17/25/17 19 IT116721361A4T 17/25/17 120 1T116721471B5A 17/25/17 110 1T116721371A5T 17/25/17 121 1T11672148IC1 17/25/17 I11 IT11672138 1A6T 17/25/17 122 1T11672149IC2 17/25/17 This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies R'E7 V SAGN The truss drawing(s) referenced above have been prepared by ` MV11 MiTek USA, Inc. under my direct supervision based on the parameters' provided by Mid -Florida Lumber Acquisitions, Inc.. -••` ,, 0 ` Lt STATE OF MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: vo NG 0 SPNF00 FPAR ro 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 ANSIIrPI 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. July 25, 2017 Albani, Thomas 1 of 2 RE: PS2410C-SM - Park Sq/Sebring II-2410-C 3BTH Site Information: Customer Info: PARK SQUARE HMS Project Name: PS241OC-SM Model: SEBRING II - 2410 - C Lot/Block: 112 Subdivision: WYNDHAM PRESERVE Address: 2613 FLICKER COVE City: SANFORD State: FLORIDA No. Seal# Truss Name Date No. Seal# Truss Name Date 23 IT11672150 1 C3 7/25/17 166 1 T11672193 JJ7 7/25/17 124 IT 11672151 I C4 17/25/17 167 I T11672194 I J7A 17/25/17 I 125 1T11672152 I CA 17/25/17 168 I T11672195 I PT 17/25/17 i 126 I T11672153 I CJ3 17/25/17 169 I T11672196 I KJ5 17/25/17 127 IT 11672154 I CJ3T 17/25/17 I70 I T11672197 I KJ7 17/25/17 I 128 1T11672155 I CJ5 17/25/17 171 1T11672198 I KJ7T 17/25/17 I 129 IT116721561CJ5T 17/25/17 172 1T11672199IMG1 17/25/17 I30 1T11672157ID1 17/25/17 173 IT11672200IN1 17/25/17 131 IT11672158 I D2 17/25/17 174 I T11672201 I N2 17/25/17 132 IT 11672159 I D3 17/25/17 175 I T11672202 I V1 17/25/17 133 I T11672160 I D4 17/25/17 176 I T11672203 I V2 17/25/17 134 1T11672161 I D5 17/25/17 177 I T11672204 I V3 17/25/17 135 IT11672162 I D5A 17/25/17 I I I I y' * 136 IT11672163 I D5B 17/25/17 137 IT11672164 I D6 17/25/17 138 1T11672165 I D7 17/25/17 139 IT11672166 I E2 17/25/17 I40 1T11672167 I E3 17/25/17 141 I T11672168 I E4 17/25/17 142 1T11672169 I F1 17/25/17 143 1T11672170 I F2 17/25/17 144 1T11672171 I F3 17/25/17 145 1T11672172 I F4 17/25/17 146 1T11672173 I F4A 17/25/17 147 IT11672174 I F4B 17/25/17 148 1T11672175 I F5 17/25/17 149 1T11672176 I F6 17/25/17 I50 I T11672177 I F7 ' 1-7/25/17 151 IT11672178 I F10 'I'7/25/17 152 IT11672179 I F11 ;' I7/25/17 ; 153 IT11672180 I FT1 I7/25/17 I 154 IT11672181 I FT2 17/25/17 155 IT11672182 I FT3 17/25/17 156 IT11672183 I FT4 17/25/17 157 1T11672184 I FT5 17/25/17 158 1T11672185 I FT6 17/25/17 159 1T11672186 I FT7 17/25/17 I60 1T11672187 I G1 17/25/17 161 1T11672188 I G2 17/25/17 162 1T11672189 I G3 17/25/17 163 1T11672190 I H1 17/25/17 164 1T11672191 I H2 17/25/17 165 1T11672192 I J5 17/25/17 I 2 of 2 Job Truss Truss Type Oty Ply Park Sc/Sebring II-2410-C 38TH T11672128 PS241OC-SM 4CJ1 JACK 2 1 ob Reference o ti nal r pi reye I D: rFfnwM3Wq?GrfrcOMh4ZDxyq_6K-MoLIN Ic0 Hsg13w9KBtAe4ScDRbo2e367VmwoMyunsE 1-0-0 1-0-0 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 TCDL 10.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 * Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=10/Mechanical, 2=124/0-7-8, 4=4/Mechanical Max Horz 2=23(LC 12) Max Uplift3=-1(LC 9), 2=-52(LC 12) Max Grav 3=11(LC 3), 2=124(LC 1), 4=10(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale = 1:6.2 2x4 = 1-0-0 1-0-0 DEFL. in loc) I/dell L/d PLATES GRIP Vert(LL) 0.00 5 999 240 MT20 244/190 Vert(TL) 0.00 5 999 180 Horz(TL) 0.00 2 n/a n/a Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=15ft, B=45ft; L=24ft; eave=4ft; Cat. 11, Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 lb uplift at joint 3 and 52 Ito uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - -- - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 313TH TI 1672129 PS2410C-SM 4CJ3 JACK 2 1 ob Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:03 2017 Page 1 ID: rFfnwM3Wq?GifrcQMh4ZDxyq_6K-MOLIN IcOHsgl3w9KBtAe4ScCHboGe367VmwoVV6yunsE 1-0-0 3-0-0 2x4 = Scale = 1:9.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.07 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 11 lb FT = 20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=64/Mechanical, 2=199/0-7-8, 4=32/Mechanical Max Horz 2=41(LC 12) Max Uplift 3=-21 (LC 12), 2=-55(LC 12) Max Grav 3=64(LC 1), 2=199(LC 1), 4=45(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft, L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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 21 lb uplift at joint 3 and 55 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ps fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672130 PS2410C-SM 4H1 MONO HIP 1 1 ob Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:04 2017 Page 1 ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-q?v7b5dO29yc94kWlahtdf8Fj?1 WNN4HkQfM3ZyunsD 1-0-0 5-0-0 10-7-8 1 -0-0 5-0-0 5-7-8 J 4x8 = 10 Scale = 1:19.9 3x4 = 12 4 5 3x4 = 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 TCDL 10.0 Lumber DOL 1.25 BC 0.50 BCLL 0.0 Rep Stress Incr NO WB 0.59 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.04 5-6 >999 240 MT20 244/190 Vert(TL) -0.11 5-6 >999 180 Horz(TL) 0.02 5 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=616/0-7-8, 2=635/0-7-8 Max Horz 2=61(LC 8) Max Uplift5=-121(LC 8), 2=-140(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1157/212 BOT CHORD 2-6=-216/1061, 6-13=-211/1078, 13-14=-211/1078, 5-14=-211/1078 WEBS 3-6=0/337, 3-5=-1016/197 Weight: 46 lb FT = 20% Structural wood sheathing directly applied or 5-4-3 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft, L=24ft; eave=4ft, Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 5 and 140 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 169 lb down and 168 lb up at 5-0-0, and 50 lb down and 67 lb up at 7-0-12, and 50 lb down and 67 lb up at 9-0-12 on top chord, and 87 lb down at 5-0-0, and 36 lb down at 7-0-12, and 36 lb down at 9-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (Ib) Vert: 3=-122(F) 6=-74(F) 11=-50(F) 12=-50(F) 13=-28(F) 14=-28(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. - Bracing indicated istoprevent buckling of individual truss web and/or chordmembersonly. Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672131 PS241OC-SM 4J5 JACK 3 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul Z4 18:13:04 ZU1 / Page 1 ID: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-q?v7b5dO29ycg4kWlahtdf8LS?6fN WMHkQfM3ZyunsD 1-0-0 5-0-0 Scale = 1:12.9 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 17 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=110/Mechanical, 2=296/0-7-8, 4=48/Mechanical Max Horz 2=60(LC 12) Max Uplift3=-38(LC 12), 2=-68(LC 12) Max Grav 3=11 O(LC 1), 2=296(LC 1), 4=76(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 Ito uplift at joint 3 and 68 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672132 PS241OC-SM 4KJ5 JACK 1 1 ob Reference o tional Mid -Fonda Lumber, canoes, FL. 7,640 s Apr rn 2016 Mi i ek industries, inc. Mon des 24 i c:13:05 20 i r rage i I D: rFfnwM3Wq?GifrcQMh4ZDxyq-6K-IBTVoReepT4TIEJjJ IC6AthQtPOG6zcQz4Pvb?yunsC 1-5-0 3-11-0 7-0-2 i 1-5-0 3-11-0 3-1-2 Scale: 3/4"=1' 2 3x4 = 8 10 2.83 12 LOADING (pst) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 TCDL 10.0 Lumber DOL 1.25 BC 0.41 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=157/Mechanical, 2=424/0-10-10, 4=74/Mechanical Max Horz 2=60(LC 8) Max Uplift3=-50(LC 8), 2=104(LC 8) Max Grav 3=157(LC 1), 2=424(LC 1), 4=107(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown 9 3 4 DEFL. in loc) I/deft L/d PLATES GRIP Vert(LL) 0.06 4-7 999 240 MT20 2441190 Vert(TL) 0.18 4-7 476 180 Horz(TL) 0.01 2 n/a n/a Weight: 23 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, 13=45ft, L=24ft, eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 3 and 104 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4 lb down and 10 lb up at 1-6-1, 4 lb down and 10 Ito up at 1-6-1, and 4 lb down and 38 lb up at 4-4-0, and 4 lb down and 38 lb up at 4-4-0 on top chord, and 2 lb up at 1-6-1, 2 lb up at 1-6-1, and 7 lb down at 4-4-0, and 7 lb down at 4-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 10=1(F=1, 13=1) 11=-15(F=-7, B=-7) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to preventbucklingof individual truss web and/or chord members only. AddHional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672133 PS241OC-SM Al HIP 1 1 ob Reference o tional Mid -Florida Lumber, Barlow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc_ Mon Jul 24 18:13:06 2017 Page 1 ID: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-m N 1 u?nfGanCJwOuvs?kLi4EdwpbErL2ZBk8S7RyunsB 1-0. 6-&5 12-10-3 19-0-0 21-0-0 27-1-13 33-3-11 40-0-0 1-0- 0-0 6-8-5 6-1-13 6-1-13 2-0.0 6-1-13 6-1-13 6-8-5 Scale = 1:71.4 1 0 3x6 5x5 = 5x5 = 25 lt) L/ lJ Zd 14 13 Z9 lZ 3U ll 3x4 = 5x6 WB = 3x4 = 3x4 = 5x6 WB = 3x4 = 3x6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.39 14-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 1.00 Vert(TL) 0.84 14-16 >573 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.18 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 219 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-14, 7-13 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1660/0-7-8, 9=1660/0-7-8 Max Horz 2=-213(LC 10) Max Uplift2=-302(LC 12), 9=-302(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-2930/893, 3-23=-2847/907, 3-4=-2690/872, 4-24=-1927/714, 5-24=-1914/737, 5-6=-1647/701, 6-25=-1914/737, 7-25=-1927/714, 7-8=-2691/872, 8-26=-2848/907, 9-26=-2930/893 BOT CHORD 2-16=-705/2687, 16-27=-541/2222, 15-27=-541/2222, 15-28=-541/2222, 14-28=-541/2222, 13-14=-312/1700, 13-29=-547/2119, 12-29=-547/2119, 12-30=-547/2119, 11-30=-547/2119,9-11=-711/2544 WEBS 3-16=-326/204, 4-16=-93/564, 4-14=-763/340, 5-14=-211/626, 6-13=-211/626, 7-13=-763/340, 7-11=-93/564, 8-11=-326/204 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. ll; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 19-0-0, Exterior(2) 19-0-0 to 21-0-0, Interior(1) 26-7-14 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DO L=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 302 lb uplift at joint 2 and 302 lb uplift at joint 9. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/Sebring II-2410.0 3BTH T11672134 PS241OC-SM A2 HIP 1 1 ob Reference o tional r.pi u?nfGanraye ID: rFfnwM3Wq?Gifrc8Mh4ZDxyU-mN1CJwOuvs?kLi4Eb( pdErECZBk8S7RyunsB 1-0- p 6-45 11-6-3 17-0-0 23-0-0 28-5-13 + 33311-11 40-0-0 41-0-p 1-0. 0 6-0.5 5-513 5-513 6-0.0 5-513 5-513 6-0-5 1-0-0 a nn 5x5 = 5x7 = 524 6 25 Scale = 1: 71.4 10 14 a 13 1[ su si _i-i 3x4 — 4x6 — 3x8 — 3x4 — 4x6 = 3x4 = 3x6 = 3x6 = — — 8- 9- 4 17-0-0 23-0-0 31-2-12 40.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20. 0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.25 14-16 999 240 TCDL 10. 0 Lumber DOL 1.25 BC 0.87 Vert(TL) 0.64 11-13 750 180 BCLL 0. 0 ' Rep Stress Incr YES WB 0.81 Horz(TL) 0.18 9 n/a n/a BCDL 10. 0 Code FBC20141TP12007 Matrix-M) PLATES GRIP MT20 244/ 190 Weight: 221 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. (lb/ size) 2=1660/0-7-8, 9=1660/0-7-8 Max Horz 2=-192(LC 10) Max Uplift2=- 302(LC 12), 9=-302(LC 12) Max Grav2= 1660(LC 1), 9=1661(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-2986/936, 3-23=-2920/954, 3-4=-2784/929, 4-5=-2092/804, 5-24=-1829/776, 24-25=- 1829/776, 6-25=-1829/776, 6-7=-2105/804, 7-8=-2798/929, 8-26=-2933/954, 9-26=- 3000/936 BOT CHORD 2-16=-763/2737, 16-27=-621/2340, 27-28=-621/2340, 15-28=-621/2340, 14-15=-621/2340, 14-29=- 423/1860, 13-29=-423/1860, 12-13=-628/2218, 12-30=-628/2218, 30-31 =- 628/2218, 11-31 =-628/2218, 9-11 =-770/2606 WEBS 3- 16=-289/181, 4-16=-86/474, 4-14=-650/298, 5-14=-176/634, 6-13=-174/706, 7-13=- 651/298, 7-11=-86/473, 8-11 =-289/1 81 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 17-0-0, Exterior(2) 17-0-0 to 28-5- 13, Interior(1) 28-5-13 to 41-0-0 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1. 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint 2 and 302 lb uplift at joint 9. 7) "Semi - rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated -is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing _ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the re fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672135 PS241OC-SM A3 HIP 1 1 Job Reference (optional) miu nonua a_umue, oan . p tl ID: rFfnwM3 Wq?GifrcQM h4ZDxyq_6K-EZbGD7fuL4KAXYS5Qj FaF Im iHC_WaoZjQOuOftyunsA 1-0- 7-9-4 15-0-0 20.0-0 25-0-0 32-2-12 40-0-0 1-0- 0.0 7-14 7-2-12 5-40 5-0-0 7-2-12 7-9-4 1-40 Scale = 1:72.0 dI1 d 5x7 = 6.00 12 1.5x4 11 5x7 = 4 255 26 6 16 10 14 2a 13 3u 12 10 3x6 1.5x4 11 3x6 = 3x8 = 3x4 = 1.5x4 II 3x6 3x4 = 3x6 = 9 I6 Plate Offsets (X Y)-- r3:0-3-8 0-3-01 r4:0-5-4 0-2-81 r6:0-5-4 0-2-81 r7:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.17 13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.49 14-16 >986 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 Horz(TL) 0.19 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 221 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-14, 7-12 REACTIONS. (lb/size) 2=1660/0-7-8, 8=1660/0-7-8 Max Horz 2=170(LC 11) Max Uplift2=-302(LC 12), 8=-302(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-2917/935, 3-23=-2819/954, 3-24=-2283/807, 4-24=-2177/831, 4-25=-2078/842, 5-25=-2078/842, 5-26=-2078/842, 6-26=-2078/842, 6-27=-2177/831, 7-27=-2283/807, 7-28=-2819/954,8-28=-2917/935 BOT CHORD 2-16=-751/2540, 15-16=-753/2535, 14-15=-753/2535, 14-29=-488/1968, 13-29=-488/1968, 13-30=-493/1954, 12-30=-493/1954, 11-12=-758/2516, 10-11=-758/2516, 8-10=-757/2521 WEBS 3-16=01293, 3-14=-659/305, 4-14=-111/507, 4-13=-117/371, 5-13=-321/168, 6-13=-117/371, 6-12=-111/507, 7-12=-660/305, 7-10=0/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 15-0-0, Exterior(2) 15-0-0 to 30-7-14, Interior(1) 30-7-14 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pond ing. 4) 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 302 lb uplift at joint 2 and 302 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebnng II-2410-C 3BTH T11672136 PS241OC-SM A4T SPECIAL 1 1 Job Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:08 2017 Page 1 ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-jm9eQTgX6OS19h1 H_QmpnVJvicGIJ7asf2dZCKyuns9 2-7-4 7-5-o 12-2-12 1 0- 20.7-6 27-0-0 332-12 40-0-0 1-0- 2-7-4 4-9-12 4-9-12 -9-4 7-7-6 6-4-10 6-2-12 6-14 Scale = 1:71.6 6.00 12 5x6 2x4 11 3x4 = 5x7 = 4 5 32 33 6 34 35 7 5x6 > 3X431 3 8 29 2x4 30 37 2 1 17 QJ 9 i y d182x4 6x8 = TES 2x4 II 6x10 = 4x4 = 16 15 14 13 12 11 1.5x4 1.5x4 11 2x4 7xB = 3x6 3x4 = 1.5x4 3x6 2-7-4 7-SO 12-2-12 1 0 20.7-6 27-0-0 332-12 40-0-0 2-7-4 4-9-12 4-&12 -9- 7-7-6 6-410 12 12 5-9-4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 TCDL 10.0 Lumber DOL 1.25 BC 0.96 BCLL 0.0 Rep Stress Incr YES WB 0.88 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 'Except` 1-3: 2x6 SP DSS BOT CHORD 2x4 SP No.2 'Except` 2-17: 2x6 SP No.1 D, 16-20,5-15,21-22: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x6 SP DSS LBR SCAB 1-3 2x6 SP DSS one side REACTIONS. (lb/size) 1=1625/0-7-8, 9=1673/0-7-8 Max Horz 1=-152(LC 10) Max Uplift 1 =-361 (LC 12), 9=-419(LC 12) DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) -0.31 16 >999 240 MT20 244/190 Vert(TL) -0.82 16 >584 180 Horz(TL) 0.40 9 n/a n/a Weight: 266 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 10-0-0 oc bracing: 15-17 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-718/259, 2-30=-4007/1179, 29-30=-3978/1182, 3-29=-3920/1193, 3-31=-4174/1333, 4-31=-4088/1352, 4-5=-2689/919, 5-32=-2684/920, 32-33=-2684/920, 6-33=-2684/920, 6-34=-2451/893, 34-35=-2451/893, 7-35=-2451/893, 7-36=-2380/837, 8-36=-2469/822, 8-37=-2898/931, 9-37=-2985/910 BOT CHORD 2-18=-990/3690, 17-18=-602/2544, 13-14=-537/2135, 12-13=-537/2135, 11-12=-746/2592, 9-11=-746/2592, 5-17=-269/146 WEBS 7-12=-81/463, 8-12=-536/239, 6-14=-660/250, 3-18=-681/338, 4-17=-175/722, 14-17=-583/2313, 6-17=-43/356, 7-14=-157/581, 4-18=-518/1551 NOTES- 1) Attached 8-3-7 scab 1 to 3, front face(s) 2x6 SP DSS with 2 row(s) of 1 Od (0.131 "x3") nails spaced 9" o.c.except : starting at 2-3-9 from end at joint 3, nail 2 row(s) at 2" o.c. for 3-11-1; starting at 0-0-8 from end at joint 3, nail 2 row(s) at 7" o.c. for 2-0-0. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-12 to 4-3-12, Interior(1) 4-3-12 to 13-0-0, Exterior(2) 13-0-0 to 31-0-0, Interior(1) 31-0-0 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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, with BCDL = 10.Opsf. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSIlrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 361 lb uplift at joint 1 and 419 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies MNEEMEMEMIZEM WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated..is to prevent buckling-ofindividual truss web and/or.chord members only. Additional temporary and. permanent bracing ' r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904.Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-241 aC 3BTH T11672137 PS241OC-SM A5T SPECIAL 1 1 ob Reference o tional Mid -Florida Lumber, Bartow, FL. 7,640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:09 2017 Page 1 ID rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-ByiOeoh9tiaunrcUY8H2Kjr5?OcV2YyOu iN7kmyuns8 2-7-4 7-SO 11-0-0 1 -2-1 17-10.7 23-4-6 29-0-0 342-12 40.0-0 1-0- 2-7-4 4-9-12 -2-12 5-7-11 5-5-15 5-7-10 5-2-12 5-9-4 0 Scale = 1:71.6 6.00 F12 5x5 = 2x4 13x8 = 4 531 32 33 6 1.5x4 II 5x7 = 34 835 2x4 11 6x10 = 4x4 = 17 16 15 14 13 12 3x6 1.5x4 i 2x4 I 6x6 = 3x6 = 3x4 = 1.5x4 I LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 " Rep Stress Incr YES BCDL 10.0 Code FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP No.2 `Except* 1-3: 2x6 SP DSS BOT CHORD 2x4 SP No.2 `Except` 2-18: 2x6 SP No.1 D, 5-17,21-22: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x6 SP DSS LBR SCAB 1-3 2x6 SP DSS one side REACTIONS. (lb/size) 1=1597/0-7-8.10=1658/0-7-8 Max Horz 1=-130(LC 10) Max Uplift 1=-370(LC 12), 10=-423(LC 12) 3x8 = CSI. DEFL. in loc) I/deft L/d PLATES GRIP TC 0.63 Vert(LL) -0.30 5 >999 240 MT20 244/190 BC 0.96 Vert(TL) -0.77 16-17 >622 180 WB 1.00 Horz(TL) 0.40 10 n/a n/a Matrix-M) Weight: 262 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-706/265, 2-30=-3924/1219, 29-30=-3895/1222, 3-29=-3837/1233, 3-4=-4057/1366, 4-5=-2944/1030, 5-31=-2939/1031, 31-32=-2939/1031, 32-33=-2939/1031, 6-33=-2939/1031, 6-7=-2758/1001, 7-34=-2758/1001, 34-35=-2758/1001, 8-35=-2758/1001, 8-36=-2512/892, 9-36=2583/874, 9-37=-2900/963, 10-37=-2979/946 BOT CHORD 2-19=-1016/3602, 18-19=-723/2738, 15-16=-775/2805, 14-15=-614/2252, 13-14=-614/2252, 12-13=-784/2594, 10-12=-784/2594 WEBS 8-13=-67/373, 9-13=415/196, 3-19=-597/291, 6-16=-401/180, 7-15=-354/189, 8-15=-243/802, 16-18=-733/2630, 4-19=-452/1327, 4-18=237/786 NOTES- 1) Attached 8-3-7 scab 1 to 3, front face(s) 2x6 SP DSS with 2 row(s) of 10d (0.131 "x3") nails spaced 9" o.c.except : starting at 2-4-0 from end at joint 3, nail 2 row(s) at 2 o.c. for 3-10-10; starting at 0-0-8 from end at joint 3, nail 2 row(s) at 7" o.c. for 2-0-0. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft, Cat. 11, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-12 to 4-3-6, Interior(1) 4-3-6 to 11-0-0, Exterior(2) 11-0-0 to 32-11-10, Interior(1) 32-11-10 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; 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) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity Printed copies of this document are of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 370 lb uplift at joint 1 and 423 lb uplift at not considered signed and sealed and joint 10. the signature must be verified on 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. any electronic Copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the @ fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 313TH T11672138 PS241OC-SM AST SPECIAL 1 1 ob Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:10 2017 Page 1 ID: rFfnwM3Wq?GifrcQMh4ZDxyq_6K-f8GOr8ine?ilO?Bg5roHtwO DbQz4n3g96M6gGCyuns7 2-7-4 6-1-0 9- -0 12-2-12 18-6-7 24-8-6 31-0-0 352-12 40.0-0 1-0- 2-7-4 3-512 2-11-0 3-2-12 6-3-11 6-1-15 6-3-10 4-2-12 4-9-4 -0.0 Scale = 170.3 5x8 = 600 12 28 4 2x4 11 5x8 = 1.5x4 11 5x7 — 5 31 32 6 7 33 34 35 8 2x4 g30 9 36 3x4 29 2 1.5x4 37 1 17 18 0 bo 6x9 = 2x4 11 1.5x4 4x4 — 16 15 14 13 12 5x10 MT18HS = 3x4 11 5x7 = US MT20HS = 3x4 = 3x10 = 4x5 = 2-7-4 6-1-0 9-0.0 1- 18-6-7 248-5 31-0-0 40-0-012 2-7-4 3-512 2-11-0 3-2-12 6-3-11 641-15 6-3-10 9-0-0 Plate Offsets (X Y)-- f2 0-6-10 0-0-101 14 0-6-0 0-2-81 16:0-4-0 0-3-01 18:0-5-4 0-2-81 110 0-1-0 Ed gel,[ 14:0-3-60-1-81 117:0-3-0 0-4-01 120:0-1-6 0-1-41 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.35 15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(TL) 0.90 15-16 >527 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(TL) 0.41 10 n/a n/a MT18HS 244/190 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 255 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 1- 4: 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 'Except' 2- 17: 2x6 SP No.1, 20-21: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except' 15- 17: 2x4 SP No.2 OTHERS 2x6 SP DSS LBR SCAB 1-4 2x6 SP DSS one side REACTIONS. ( lb/size) 1=1596/0-7-8, 10=1659/0-7-8 Max Horz 1=-108(LC 10) Max Uplift 1 =-371 (LC 12), 10=-422(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-705/268, 2-29=-4358/1415, 29-30=-4330/1418, 3-30=-4311/1423, 3-28=-3610/1174, 4- 28=-3529/1184,4-5=-3758/1286,5-31=-3751/1286,31-32=-3751/1286, 6- 32=-3751/1286, 6-7=-3277/1158, 7-33=-3277/1158, 33-34=-3277/1158, 34- 35=-3277/1158, 8-35=-3277/1158, 8-36=-2711/933, 9-36=-2723/916, 9-37=-2891/1029, 10- 37=-2964/1015 BOT CHORD 2-18=-1247/4168, 17-18=-871/3164, 5-17=-303/171, 15-16=-96/371, 14-15=-1001/3448, 13- 14=-1001/3448, 12-13=-680/2393, 10-12=849/2586 WEBS 4-18=-262/935, 4-17=-305/925, 8-12=-37/329, 6-15=-421/204, 7-13=-397/211, 15- 17=-919/3125, 6-17=-97/376, 6-13=-277/60, 8-13=-367/1161, 3-18=-11821449 NOTES- 1) Attached 10-2-10 scab 1 to 4, front face(s) 2x6 SP DSS with 2 row(s) of 1 Od (0.131 "x3") nails spaced 9" o.c.except : starting at 1-10-15 from end at joint 1, nail 2 row(s) at 2" o.c. for 5-7-3. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft, B=45ft; L=40ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-12 to 4-3-12, Interior(1) 4-3-12 to 9-0-0, Exterior(2) 9-0-0 to 35- 0-0, Interior(1) 35-0-0 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 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. Printed COpleS Of this document are 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will not Considered signed and sealed and fitbetweenthebottomchordandanyothermembers. 8) Bearing atjoint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity the signature must be verified on of bearing surface. any electronic Copies 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 Ito uplift at joint 1 and 422 Ito uplift at C01680n Da e 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is toprevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - _.. .. .. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring 11-2410-C 3BTH T11672138 PS241OC-SM A6T SPECIAL 1 1 ob Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:10 2017 Page 2 ID: rFfnwM3 Wq?GifrcOMh4ZDxyq_6K-f8GOr8ine?ilO?Bg5roHtwODbQz4n3g96M6gGCyuns7 NOTES- 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MR fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply SebnngII-2410-C 38TH T1PS241OC- SMA7TSPECIAL12Joar"Referen ce o tional V1 iu riui iud Dui 11—1, odiww, rL. iaPi rage I D: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-7Lgn3U iPPJgcO9msfZ.1 WPBxUKgSzWcrJLOsDpfyuns6 0. 12 2-7-4 5-0-0 7-0 12-2-143-12 18L -1 237-0 28-2-10 330.0 36-2-12 40.0-0 4i1-0-Q 2-7- 4 - 2-412 2-0.0 5-2-12 2-1-0 4-7-106 4-7-10 4-7-10 4-9-6 3-2-12 3-9-4 1-0.0 Scale = 1: 70.0 d 5x8 = 6. Do 12 2x4 11 3x8 = 3 27 28 4 29 5 30 5x5 = 3x8 = 1.5x4 5x7 — 6 7 31 8 9 22- 2x4 II 19 18 35 17 16 15 14 13 4x5 = 2x4 11 2x4 11 6X6 = 4x8 = 7x6 = 4x8 = 4x4 = 2x4 4x5 2- 7- 4 5-0 7-0.0 12-2-12 143-12 18-11-6 237-0 28-2-10 330-0 36-2-12 i 40.0-0 i 2-7- 4 2-412 2-0.0 5-2-12 2-1-0 4-7-10 4-7-10 4-7-10 4-9-6 3-2-12 3-91 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 20. 0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.05 2-21 999 240 TCDL 10. 0 Lumber DOL 1.25 BC 0.32 Vert(TL) 0.11 2-21 999 180 BCLL 0. 0 Rep Stress Incr NO WB 0.34 Horz(TL) 0.06 11 n/a n/a BCDL 10. 0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 `Except` 1-3: 2x6 SP No.2 BOT CHORD 2x6 SP No.2 `Except' 1-22, 2-22: 2x4 SP No.2, 4-19: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/ size) 1=444/0-7-8, 18=5036/0-3-8, 11=800/0-7-8 Max Horz 1=-86(LC 6) Max Uplift1=- 137(LC 8), 18=-1336(LC 8), 11=-213(LC 8) Max Grav 1=455(LC 17), 18=5036(LC 1), 11=892(LC 14) PLATES GRIP MT20 244/ 190 Weight: 495 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0- 0 oc bracing: 18-19,17-18. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-251/118, 2-3=-697/492, 3-27=-285/1353, 27-28=-285/1353, 4-28=-285/1353, 4-29=- 302/1409, 5-29=-302/1409, 5-30=-464/627, 6-30=-464/627, 6-7=-465/623, 7-31=- 1339/258, 8-31=-1339/258, 8-9=-1339/258, 9-10=-1326/271, 10-11=-1583/310 BOT CHORD 2-21=-447/605, 21-32=-458/657, 32-33=-458/657, 20-33=-458/657, 4-20=-306/151, 17-18=- 1988/598, 16-17=0/1030, 15-16=0/1030, 14-15=-122/1138, 13-14=-210/1387, 11-13=- 210/1387 WEBS 3- 21=-225/854, 3-20=-2176/600, 9-14=-31/286, 10-14=-297/102, 6-17=-283/118, 5-18=- 1994/541, 18-20=-2068/630, 5-20=-363/954, 8-15=-305/126, 7-15=158/638, 7-17=- 1299/321, 5-17=-410/1714 NOTES- 1) 2- ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft; L=40ft; eave=5ft; Cat. 11; Exp B, Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Printed copies of this document are fit betweenthebottomchordandanyothermembers. 8) Bearing at joint(s) 1 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity not considered signed and sealed and of bearing surface. the signature must be verified on 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 1, 1336 lb uplift at joint any electronic copies 18 and 213 lb uplift at joint 11. d6tiAlMi-Mg c breaks including heels" Member end fixity model was used in the analysis and design of this truss WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.. Bracing indicated is.to prevent buckling. of. individual truss web and/or chord. members only.. Additional. temporary and permanent bracing _... _. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672139 PS241OC-SM ATT SPECIAL 1 nL ob Reference o tional Mid -Florida Lumber. Bartow. FL. tiau s Apr is 2uib mi i eK maumnes, inc. mon uw en i o: i a i i 2u i ( rage2 I D: rFfnwM3Wq7GifrcQMh4ZDxyq_6K-7Lgn3U iPPJgcO9msfZJ WP8xU KgSzWcrJ LOsDpfyuns6 NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 lb down and 87 lb up at 7-0-0, 31 lb up at 9-0-12, and 31 lb up at 11-0-12, and 97 lb down and 106 lb up at 13-0-0 on top chord, and 469 lb down and 202 lb up at 7-0-0, 172 lb down and 71 lb up at 9-0-12, 172 lb down and 71 lb up at 11-0-12, and 66 lb down at 13-0-0, and 2095 lb down and 571 lb up at 13-11-4 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=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-9=-60, 9-12=-60, 1-22=-20, 2-20=-20, 11-19=-20 Concentrated Loads (lb) Vert: 21 =-469(F) 29=-97(F) 32=-172(F) 33=-172(F) 34=-41(F) 35=-2095(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672140 PS241OC-SM 61 COMMON 2 1 ob Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 M7ek Industries, Inc. Mon Jul 24 18:13:12 2017 Page 1 ID: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-bXO9Ggi 1 AdyTeJL3DGglyLTcyDhl F3GSagbnL5yuns5 7-5-4 14-4-0 21-2-12 28-8-0 9-8-0 7-5-4 6-10-12 6-10-12 7-5-4 1- Scale = 1:51.5 44 = 4x4 = 3x4 = 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 TCDL 10.0 Lumber DOL 1.25 BC 0.83 BCLL 0.0 Rep Stress Incr YES WB 0.26 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) 3x4 = 4x4 = DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.31 7-9 >999 240 MT20 244/190 Vert(TL) -0.56 7-9 >612 180 Horz(TL) 0.08 5 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1146/Mechanical, 5=1207/0-3-8 Max Horz 1=-153(LC 10) Max Uplift 1 =-273(LC 12), 5=-315(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-16=-1923/567, 2-16=-1759/584, 2-17=-1698/573, 3-17=-1591/585, 3-18=-1590/578, 4-18=-1697/566, 4-19=-1757/577, 5-19=-1922/553 BOT CHORD 1-9=410/1697, 9-20=-186/1107, 8-20=-186/1107, 8-21=-186/1107, 7-21=-186/1107, 5-7=-420/1641 WEBS 3-7=-184/702, 4-7=-411/250, 3-9=-185/704, 2-9=-412/250 Weight: 129 lb FT = 20% Structural wood sheathing directly applied or 3-5-4 oc purlins. Rigid ceiling directly applied or 9-0-15 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=29ft, eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 14-4-0, Exterior(2) 14-4-0 to 17-4-0 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 1 and 315 lb uplift at joint 5. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. I" e Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek®. connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebnng II-2410-C 313TH T71672141 PS241OC-SM B2 HIP 2 1 Job Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:13 2017 Page 1 I D: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-3jyXTAkfxw4KGTwFnzM_UZOgzd57_RTboKLKtXyuns4 6-9-4 13-0-0 15-8-0 21-10-12 28-8-0 29-8-0, 6-9-4 6-2-12 2-11-0 6-2-12 6-9-4 T. Scale = 1:52.3 4x8 = 4x4 = 12 10 9 8 3x4 — 1x4 II 3x4 = 3x8 = 1x4 l 3x5 = 3x4 = 13-0-0 158-0 21-10-12 28-8-0 - 6-9-4 6-2-12 2-8-0 6-2-12. 6-0-4 Plate Offsets (X,Y)-- 11:0-1-0,Edgel. 13:0-5-4,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.09 10-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(TL) 0.26 10-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 150 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-6-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1146/Mechanical, 6=1207/0-3-8 Max Horz 1=-140(LC 10) Max Uplift 1 =-273(LC 12), 6=-315(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-2003/614, 2-19=-1853/628, 2-20=-1444/510, 3-20=-1351/532, 3-4=-1216/530, 4-21=-1352/528, 5-21=-1445/510, 5-22=-1849/629, 6-22=-2000/608 BOT CHORD 1-12=-468/1720, 11-12=-468/1720, 10-11=-468/1720, 9-10=-245/1215, 8-9=-478/1716, 6-8=-478/1716 WEBS 2-12=0/261, 2-10=-587/256, 3-10=-96/370, 4-9=-120/372, 5-9=-583/254, 5-8=0/258 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=29ft, eave=4ft, Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 13-0-0, Exterior(2) 13-0-0 to 15-8-0, Interior(1) 19-10-15 to 29-8-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 1 and 315 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDEDWTEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not I - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - - - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672142 PS241OC-SM B3 HIP 1 1 job Reference o tional mid-rlonaa Lumber, barrow, I-L. t.b4u s Apr 19 2u% nm eK Industries, Inc. mon,IUI24 lbl i 13 201 t rage 1 ID: rFfnwM3 Wq?GifrcOMh4ZDxyq_6K-3jyXTAkfxw4KGTwFnzM_UZ01fd5M_WgboKLKtXyuns4 5-9-4 11-0-0 17-8-0 22-10-12 28-8-0 29-8-Oi 5-9-4 5-2-12 6-8-0 5-2-12 5-9-4 1-0.0 Scale = 1,51.0 4x8 = 4x4 = 3 21 22 23 24 4 1 12 11 9 8 3x4 = 1x4 3x4 = 3x4 3x8 = 1x4 l 3x4 = 5-9-4 11-0-0 17-8-0 22-10-12__— LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.08 11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.25 9-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 1=1146/Mechanical, 6=1207/0-3-8 Max Horz 1=-120(LC 10) Max Uplift 1 =-273(LC 12), 6=-315(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-19=-2041/664, 2-19=-1968/675, 2-20=-1610/572, 3-20=-1540/590, 3-21=-1385/585, 21-22=-1385/585, 22-23=-1385/585, 23-24=-1385/585, 4-24=-1385/585, 4-25=-1540/593, 5-25=-1610/575, 5-26=-1964/677, 6-26=-2037/659 BOT CHORD 1-12=-519/1761, 11-12=-519/1761, 10-11=-335/1385, 9-10=-335/1385, 8-9=-529/1757, 6-8=-529/1757 WEBS 2-11=-443/212, 3-11=-67/399, 4-9=-69/399, 5-9=-439/210 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 6=45ft, L=29ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-0-0, Exterior(2) 11-0-0 to 21-10-15, Interior(1) 21-10-15 to 29-8-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pond ing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 1 and 315 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Weiaht: 144 lb FT = 20 Structural wood sheathing directly applied or 3-2-6 oc purlins. Rigid ceiling directly applied or 8-1-10 oc bracing. 1 Row at micipt 3-9 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.. Bracing indicated is to prevent buckling. of individual truss web and/or chord members only. Additional temporary and. permanent bracing is always required for stability and to preventcollapse with possible personal injury and property damage. For general guidance regarding the pre! fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 313TH T11672143 PS241OC-SM 133A HIP 1 1 ob Reference o tional mic-nonoa Lumoer, aan—, ay' ID:rFfnwM3Wq?GrfrcQMh4ZDxyq_6K-XwWvhWIHhECBtcVRKhtD1 mZwP1 Qcjzyll_4tPzyuns3 r1-0-0 5-9-4 11-0-0 17-8-0 22-10.12 28-8-0 29-8-0 r1-0.0 5-9-4 5-2-12 6-8-0 5-2-12 5-9-4 Scale = 1:51.2 61 4x8 = 4x4 = 4 22 23 24 25 5 13 12 10 9 3x4 = 1x4 3x4 = 3x4 = 3x8 = 1x4 11 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.08 12 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.52 Vert(TL) 0.25 10-12 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) PLATES GRIP MT20 244/190 Weight: 146 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-1-14 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-10 REACTIONS. (lb/size) 2=1207/0-3-8, 7=1207/0-3-8 Max Horz2=121(LC 11) Max Uplift2=-315(LC 12), 7=-315(LC 12) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-2036/656, 3-20=-1963/673, 3-21=-1609/572, 4-21=-1539/589, 4-22=-1384/581, 22- 23=-1384/581, 23-24=-1384/581, 24-25=-1384/581, 5-25=-1384/581, 5-26=-1539/589, 6- 26=-1609/571, 6-27=-1963/673, 7-27=-2036/656 BOT CHORD 2-13=-518/1756, 12-13=-518/1756, 11-12=-334/1383, 10-11=-334/1383, 9-10=-526/1756, 7- 9=-526/ 1756 WEBS 3-12=-439/210, 4-12=-66/399, 5-10=-68/399, 6-1 0=-439/21 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuK=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, 1nterior(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 21- 10-15, Interior(1) 21-10-15 to 29-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 315 lb uplift at joint 2 and 315 lb uplift at joint 7. 7) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Ics Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10IV312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - - - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring 11-2410-C 3BTH T11672144 PS241OC-SM B4 HIP 1 1 Job Refere ce o tional mio-rionoa wmoer, oanow, rL. --tor ie eu io mi ex inausmes, mc. mon du- --to-it rage i ID:rFfnwM3Wq?GifrcOMh4ZDxyq BK-?64HusmwSYK2Vm4euOOSa_5BsRixSSZuGegRyQyuns2 4-9-4 9-0.0 14-4-0 19-8-0 23-10-12 2&8-0 4-9-4 4-2-12 5-40 5-4-0 4-2-12 4-9-4 Scale = 1:49.9 d 48 = 1x4 11 4x8 = 20 421 2223 5 12 10 9 3x5 = 3x4 = 3x4 = 3x8 = 3x4 = 3x5 = LOADING (psf) - SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.12 12-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.34 12-15 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 143 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-6-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1146/Mechanical, 7=1207/0-3-8 Max Horz 1=-97(LC 10) Max Upliftl=-192(LC 12), 7=-226(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-19=-2033/737, 2-19=-19671751, 2-3=-1759/639, 3-20=-1780/708, 4-20=-1780/708, 4-21 =-1 780/708, 21-22=-17801708, 22-23=-1780/708, 5-23=-17801708, 5-6=-1757/642, 6-24=- 1972/753,7-24=-2030/739 BOT CHORD 1-12=-598/1768, 11-12=-405/1526, 10-11=-405/1526, 9-10=-416/1525, 7-9=-607/1764 WEBS 2- 12=-286/218, 3-12=-52/349, 3-10=-150/424, 4-10=-363/192, 5-10=-153/425, 5-9=- 52/347, 6-9=-284/217 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft; L=29ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-0-0, Exterior(2) 9-0-0 to 24-0-11, Interior(1) 24-0-11 to 29-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 lb uplift at joint 1 and 226 lb uplift at joint 7. 8) "Semi - rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. d Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design,- Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing. STOW is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672145 PS241OC-SM B4A HIP 1 1 Job Reference o (tonal - Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:16 2017 Page 1 I D: rFfnwM3Wq?GifrcQMh4ZDxyq_6K-U Ieg6CmYDrSv7wegS6vh6BeMc2ABvp2VIZ_Usyuns 1 r1-0.0 4-9-4 9-0.0 14-4-0 19-8-0 23-10.12 28-8-0 2 8-0, 1-0.0 4-1 4-2-12 5-4-0 5-4-0 4-2-12 4-8-4 1-0.0 Scale = 1:51.2 4 0 3x5 = 4x8 = tx4 11 4x8 = 4 21 22 5 23 24 6 3x4 = 3x4 = 3x8 = 3x4 = 3x5 = jmd Plate Offsets (X,Y)-- f2:0-2-81Edgel, 14:0-5-4,0-2-01 16:0-5-4,0-2-01, 18:0-2-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.12 13-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.34 13-16 >999 180 BCLL 0.0 Rep Stress Incr YES WE 0.16 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 145 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-6-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1207/0-3-8, 8=1207/0-3-8 Max Horz 2=101(LC 11) Max Uplift2=-315(LC 12), 8=-315(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-2029/736, 3-20=-1971/750, 3-4=-1756/638, 4-21=-1779/703, 21-22=-1779/703, 5-22=-1779/703, 5-23=-1779/703, 23-24=-1779/703, 6-24=-1779/703, 6-7=-1756/638, 7-25=-1971/750, 8-25=-2029/736 BOT CHORD 2-13=-597/1763, 12-13=-405/1524, 11-12=-405/1524, 10-11=-413/1524, 8-10=-604/1763 WEBS 3-13=-283/218, 4-13=-52/347, 4-11=-152/424, 5-11=-363/192, 6-11=-152/424, 6-10=-52/347, 7-10=-283/217 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=29ft, eave=4ft, Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 24-0-11 Interior(1) 24-0-11 to 29-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 315 lb uplift at joint 2 and 315 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672146 PS241OC-SM B5 HIP 1 1 Job Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13*17 2017 Page 1 ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-yVB2JYnA 9amk4D00pQwfPBQwENXwGwBjyJYOlyunsO i 3-9-4 7-0-0 11-11-4 16-8-12 21-8-0 2LI 1, 2 23M-0 ,29-80-0, 3-9-4 3-2-12 4-11-4 4-9-8 4-11-4 3-2-2 3-9-4 Scale = 149.9 d 4x10 = 3x4 = 1x4 it 4x10 = 6.00 12 3 20 21 22 4 23 24 25 26 27 28 29 tx4 1x4 i 2 EB 7 13 30 31 12 32 33 34 11 35 36 10 3x7 — 3x4 = 5x8 MT20HS = 4x8 = 3x4 = US = 7-0.0 11-11-4 1s-6-12 i zb8-o + 28-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.24 11-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(TL) 0.63 11-12 >542 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.55 Horz(TL) 0.19 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 145 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins. 3-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-1-12 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=2125/Mechanical, 8=2209/0-3-8 Max Horz 1=-77(LC 6) Max Uplift 1 =-485(LC 8), 8=-543(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-4119/990, 2-3=-3986/971, 3-20=-4694/1172, 20-21=-4694/1172, 21-22=-4694/1172, 4-22=-4694/1172, 4-23=-4757/1216, 23-24=-4757/1216, 24-25=-4757/1216, 25-26=-4757/1216, 26-27=-4757/1216, 5-27=-4757/1216, 5-28=-4757/1216, 28-29=-4757/1216, 6-29=-4757/1216, 6-7=-4036/1022, 7-8=-4163/1036 BOT CHORD 1-13=-820/3607, 13-30=-773/3563, 30-31=-773/3563, 12-31=-773/3563, 12-32=-1064/4719, 32-33=-1064/4719, 33-34=-1064/4719, 11-34=-1064/4719, 11-35=-819/3610, 35-36=-819/3610, 10-36=-819/3610, 8-10=-860/3645 WEBS 3-13=-33/539, 3-12=349/1447, 4-12=-642/264, 5-11=-611/290, 6-11=-343/1454, 6-10=-26/555 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=29ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 485 Ito uplift at joint 1 and 543 lb uplift at joint 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 180 lb up at 7-0-0, 104 lb down and 88 Ib up at 9-0-12, 104 lb down and 88 lb up at 11-0-12, 104 lb down and 88 lb up at 13-0-12, 104 Ito down printed copies of this document areand88lbupat14-4-0, 106 lb down and 109 Ib up at 15-7-4, 106 lb down and 109 lb up at 17-7-4, and 106 lb down and 109 lb up at 19-7-4, and 198 lb down and 202 lb up at 21-8-0 on top chord, and 327 lb down and 87 Ito up at 7-0-0, 66 lb down at 9-0-12, 66 lb not considered signed and sealed and down at 11-0-12, 66 lb down at 13-0-12, 66 lb down at 14-4-0, 74 lb down at 15-7-4, 74 lb down at 17-7-4, and 74 Ito down at 19-7-4he signature must be verified on and 337 lb down and 87 Ib up at 21-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of any electronic copies others. dddtlAt3f3® 6R gQSE(S) section, loads applied to the face of the truss are noted as front (F)or bacK (b). WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only: Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672146 PS241OC-SM B5 HIP 1 1 Job Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:17 2017 Page 2 I D: rFfnwM3Wq?GifrcQMh4ZDxyq_6K-yVB2JYnA_9am k4D00pQwfPBQwENXwGwBjyJY0lyuns0 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-60, 3-6=-60, 6-9=-60, 14-17=-20 Concentrated Loads (lb) Vert: 3=-142(F) 6=-151(F) 13=-327(F) 10=-337(F) 21=-97(F) 22=-97(F) 23=-97(F) 24=-97(F) 27=-106(F) 28=-106(F) 29=-106(F) 30=-41(F) 31=-41(F) 32=-41(F) 33=-41(F) 34=-51(F) 35=-51(F) 36=-51(F) WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ,. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type - Qty Ply Park Sq/Sebring II-2410-C 36TH T11672147 PS241OC-SM 85A HIP 1 1 Job Reference o tional nmc-rionca Witmer, eanow, I-L. w pi rn rey< , ID rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-QhIQXtoolTjcM EoCZXx9Bcjb6ej?F N Kyc25Ylyuns? 1-0-0 3-9-4 7-0-0 11-11-4 16-8-12 21-8-0 24-10-12 28-8-0 29-8-0 1-0.0 3-9-4 3-2-12 4-11-4 4-9-8 4-11-4 3-2-12 3-9-4 Scale = 1:51.2 4x8 = 3x4 = tx4 11 4 21 22 235 24 25 26 6 2728 4x10 = 29 7 3x8 3x4 = 5x8 MT20HS = 4x8 = 3x4 = 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.24 12-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(TL) 0.62 12-13 >554 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.54 Horz(TL) 0.18 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 147 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc purlins. 4-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-3-1 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2158/0-3-8, 9=2158/0-3-8 Max Horz 2=81(LC 7) Max Uplift2=-547(LC 8), 9=-547(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4055/1007, 3-4=-3924/974, 4-21=-4603/1159, 21-22=-4603/1159, 22-23=-4603/1159, 5-23=-4603/1159,5-24=-4630/1166,24-25=-4630/1166,25-26=4630/1166, 6-26=-4630/1166, 6-27=-4630/1166, 27-28=-4630/1166, 28-29=-4630/1166, 7-29=-4630/1166, 7-8=-3925/974, 8-9=-4056/1007 BOT CHORD 2-14=-826/3550, 14-30=-756/3508, 30-31=-756/3508, 13-31=-756/3508, 13-32=-1026/4627, 32-33=-1026/4627, 33-34=-1026/4627, 12-34=-1026/4627, 12-35=-756/3509, 35-36=-756/3509, 11-36=-756/3509, 9-11=-826/3550 WEBS 4-14=-45/538, 4-13=324/1403, 5-13=-616/250, 6-12=-590/255, 7-12=-330/1422, 7-11=-44/544 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=29ft, eave=4ft; Cat. ll; 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 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 547 lb uplift at joint 2 and 547 lb uplift at joint 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 179 lb up at 7-0-0, 117 lb down and 88 lb up at 9-0-12, 113 lb down and 88 lb up at 11-0-12, 110 lb down and 88 lb up at 13-0-12, 110 lb down and 88 lb up at 14-4-0, 110 lb down and 88 lb up at 15-7-4, 113 lb down and 88 lb up at 17-7-4, and 117 lb down and 88 lb up at 19-7-4, and Printed copies of this document are189lbdownand179lbupat21-8-0 on top chord, and 327 lb down and 87 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 11-0-12 66 lb down at 13-0-12, 66 lb down at 14-4-0, 66 lb down at 15-7-4, 66 lb down at 17-7-4, and 66 lb down at 19-7-4, and 327 Ito downnot Considered Signed and Sealed and and 87 lb up at 21-7-4 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 691619u& a e*ndard WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall _ building design. -Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - - - - - - - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building. Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sc/Sebring II-2410-C 3BTH T11672147 PS241OC-SM BSA HIP 1 1 Job Reference o tional Mid -Florida Lumber, Bartow, FL. 7,640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:18 2017 Page 2 ID:rFfnwM3Wq?Gi rcQMh4ZDxyq_6K-QhIQXtoolTjcMEoCZXx9Bcjb6ej?fjNKyc25Ylyuns? LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-7=-60, 7-10=60, 15-18=-20 Concentrated Loads (lb) Vert: 4=-142(F) 7=-142(F) 14=-327(F) 11=-327(F) 21=-97(F) 22=-97(F) 24=-97(F) 25=-97(F) 26=-97(F) 28=-97(F) 29=-97(F) 30=-41(F) 31=-41(F) 32=41(F) 33=-41(F) 34=-41(F) 35=41(F) 36=41(F) WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Sebring II-2410-C 38TH T11672148 PS241OC-SM ci COMMON 1 1 ob Reference o lion I Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:19 2017 Page 1 I D: rFfnwM3Wq?GifrcOMh4ZDxyc _6K-utJokDpO Wm rT_ON P7ESOkgGr8267OFfUBGoe5Byuns_ 6-9-4 130-0 19-2-12 26-0.0 27-0-0 6-9-4 6-2-12 6-2-12 6-9-4 1-0.0 Scale = 1:46.2 4x4 = 3x4 = 3x5 = 3x4 = 3x5 = 3x5 = 8-10-3 8-3-11 8-10-3 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 TCDL 10.0 Lumber DOL 1.25 BC 0.69 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 I" a DEFL. in loc) I/deft L/d PLATES GRIP Vert(LL) 0.20 7-9 999 240 MT20 244/190 Vert(TL) 0.39 7-9 806 180 Horz(TL) 0.07 5 n/a n/a Weight: 117 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-6 oc purlins BOT CHORD Rigid ceiling directly applied or 9-6-4 oc bracing. REACTIONS. (lb/size) 1=1040/Mechanical, 5=1100/0-7-8 Max Horz 1=-134(LC 10) Max Uplift 1=-174(LC 12), 5=-208(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-1737/520, 2-16=-1659/534, 2-17=-1534/524, 3-17=1442/535, 3-18=-1441/527, 4-18=-1533/516, 4-19=-1657/526, 5-19=-1735/505 BOT CHORD 1-9=-372/1526, 9-20=-170/997, 8-20=-170/997, 8-21=170/997, 7-21=170/997, 5-7=-383/1482 WEBS 3-7=-168/627, 4-7=-370/228, 3-9=-169/629, 2-9=-371/228 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 6=45ft, L=26ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 13-0-0, Exterior(2) 13-0-0 to 16-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 1 and 208 lb uplift at joint 5. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672149 PS241OC-SM C2 HIP 1 1 o f rence o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTeK Industries, Inc. Mon Jul Z4 1 d:1:i:19 ZUl / rage l ID: rFfnwM3 Wq?GrfrcQMh4ZDxyq_6K-utJokDpQ WmrT_ON P7 ESOkgGuo2A3ODm UBGoe5Byuns_ l 5-9-4 11-0-0 15-0-0 20-2-12 2fr0.0 i27-0.0 114 5-2-12 4-0-0 5-2-12 5-9-4 Scale = 1:46.4 d 4x8 = 21 4x4 = 12 11 9 8 3x4 = 1x4 3x4 =3x4 = 3x8 = 1x4 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TP12007 CSI. DEFL. in (loc) I/defl L/d TC 0.29 Vert(LL) 0.07 11-12 >999 240 BC 0.44 Vert(TL) 0.20 11-12 >999 180 WB 0.34 Horz(TL) 0.08 6 n/a n/a Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1040/Mechanical, 6=1100/0-7-8 Max Horz 1=-115(LC 10) Max Uplift 1 =-1 74(LC 12), 6=-208(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1 9=-1 823/592, 2-19=-1753/603, 2-20=-1368/497, 3-20=1291/514, 3-21 =-1 1631514, 4-21 =-1 163/514, 4-22=-1292/517, 5-22=-1369/499, 5-23=1749/605, 6-23=-1819/588 BOT CHORD 1-12=-456/1568, 11-12=-456/1568, 10-11=-265/1162, 9-10=-265/1162, 8-9=-467/1565, 6-8=-467/1565 WEBS 2-11=-477/221, 3-11=-81/346, 4-9=-92/346, 5-9=-473/219 PLATES GRIP MT20 244/190 Weight: 133 lb FT = 20% Structural wood sheathing directly applied or 4-2-4 oc purlins. Rigid ceiling directly applied or 8-7-14 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=26ft; eave=oft; Cat. II; Exp B, Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-0-0, Exterior(2) 11-0-0 to 15-0-0, Interior(1) 19-2-15 to 27-0-0 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 1 and 208 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing la4 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the d fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebnng II-2410-C 3BTH T11672150 PS241OC-SM C3 HIP 1 1 ob Reference o tional mio-Flonaa Lumber, Bartow, FL. t.-us Apr iv zu m mi i ex mausines, inc. mon dui zv io. i o.zu zu i i rage i ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-M4tAxZp2H4zKbXybhx_dH1 p4DSQ07jbdPwXCcdyunrz 4-9-4 9-0-0 130-0 17-0-0 21-2-12 260-0 2 , 4-9-4 Z2-12 4-0.0 4-0-0 4-2-12 4-14 1 Scale = 145.4 d 4x4 = 3x4 = 19 4 4x4 = 20 5 11 9 3x8 = 3.4 3x8 = 3x5 = 3x5 = d LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014ITP12007 CSI. TC 0.25 BC 0.71 WB 0.18 Matrix-M) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/dell L/d 0.11 11-14 >999 240 0.31 11-14 >999 180 0.08 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 126 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-11-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1040/Mechanical, 7=1100/0-7-8 Max Horz 1=-95(LC 10) Max Upliftl=-174(LC 12), 7=-208(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-1812/665, 2-18=-1746/679, 2-3=-1531/564, 3-19=-1325/552, 4-19=-1325/552, 4-20=-1324/555, 5-20=-1324/555, 5-6=-1529/567, 6-21=-1754/681, 7-21=-1809/667 BOT CHORD 1-11=-534/1572, 10-11=-397/1432, 9-10=-397/1432, 7-9=-544/1569 WEBS 2-11=-297/223, 3-11=-121/423, 4-11=-253/111, 5-9=-116/422, 6-9=-294/222, 4-9=-255/114 NOTES- 1) Unbalanced roof live loads have been considered forth is design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; 13=45ft; L=26ft; eave=4ft; Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-0-0, Exterior(2) 9-0-0 to 21-4-11, Interior(1) 21-4-11 to 27-0-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pond ing. 4) This truss has been designed fora 10.0 psf bottom chord live load non concurrent 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 174 lb uplift at joint 1 and 208 Ito uplift at joint 7. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WE fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sc/Sebring II-2410-C 3BTH T11672151 PS241OC-SM C4 HIP 1 1 Job Reference o tional Mid -Florida Lumber, Bartow, FL. 7,640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:21 2017 Page 1 ID: rFfnwM3Wq?GifrcQMh4ZDxyq_6K-gGRZ9vgh205BDhXn FfV spFL4Nsgbs9AneaHl84yunry 3-9-4 7-0-0 13-0-0 19-0-0 22-2-12 26-0-0 27-0-0 3-9-4 3-2-12 6-0-0 6-0-0 3-2-12 3-9-4 1 Scale = 145.4 4x8 = 3 13 14 1x4 II 15 16 4 17 18 4x8 = 3x4 = 3x4 = 3x8 = 3x4 = 3x4 = 12 19 20 11 10 21 22 9 3x4 = Plate Offsets (X,Y)-- 13:0-5-4,0-2-01 15:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 TCDL 10.0 Lumber DOL 1.25 BC 0.50 BCLL 0.0 Rep Stress Incr NO WB 0.22 BCDL 10.0 Code FBC2014/TP12007 Matrix) DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.06 1-12 >999 240 MT20 244/190 Vert(TL) -0.15 1-12 >579 180 Horz(TL) 0.00 7 n/a n/a Weight: 127 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings Mechanical except (jt=length) 7=0-3-8, 7=0-3-8. lb) - Max Horz 1=-76(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) 1, 7 except 12=-213(LC 8), 10=-283(LC 8), 9=-203(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1 except 12=1102(LC 17), 10=1065(LC 18), 9=1080(LC 18), 7=312(LC 18), 7=307(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-12=-275/130, 3-12=-476/165, 4-10=-760/300, 5-9=-470/160, 6-9=-254/117 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft, B=45ft, L=26ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7 except Qt=lb) 12=213, 10=283, 9=203. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 179 lb up at 7-0-0, 104 lb down and 88 lb up at 9-0-12, 104 lb down and 88 lb up at 11-0-12, 104 lb down and 88 lb up at 13-0-0, 104 lb down and 88 lb up at 14-11-4, and 104 lb down and 88 lb up at 16-11-4, and 189 lb down and 179 lb up at 19-0-0 on top chord, and 327 lb down and 87 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 11-0-12, 66 lb down at 13-0-0, 66 Ib down at 14-11-4, and 66 lb down at 16-11-4, and 327 lb down and 87 lb up at 18-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25f Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 5-8=-60, 1-7=-20 c d A d Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Continued on pace 2 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing -- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672151 PS241OC-SM C4 HIP 1 1 Job Reference o tional Mid -Florida Lumber, Bartow, FL. bi4U s Apr 1y 2U16 MI I eK Industries, Inc. Mon JUR4 1d:13:z1 zu1 / rage z ID: rFfnwM3Wq?GrfrcQMh4ZDxyq_6K-qGRZ9vgh2O5BDhXnFfVspFL4Nsgbs9AneaH I84yunry LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-142(B) 5=-142(F) 12=-327(B) 10=41(F) 4=-97(F) 9=-327(F) 14=-97(F) 15=-97(F) 17=-97(F) 18=-97(F) 19=-41(F) 20=41(F) 21=-41(F) 22=-41(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not _ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individualtrussweb and/or chord members only. Additional temporary and permanent bracing .. -_[g•' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - • * fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Ale.ndna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672152 PS241OC-SM CJ1 JACK 18 1 Job Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:21 2017 Page 1 ID: rFfnwM3Wq?GifrCQMh4ZDxyq_6K-gGRZ9vgh205BDhXnFfVspFLHosxEsCZneaH I84yunry 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 10.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014f7PI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=12/Mechanical, 2=124/0-3-8, 4=3/Mechanical Max Horz 2=35(LC 12) Max Uplift3=-4(LC 9), 2=-51(LC 12) Max Grav 3=13(LC 17), 2=124(LC 1), 4=12(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 17.1 2x4 = DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.00 7 >999 240 MT20 244/190 Vert(TL) -0.00 7 >999 180 Horz(TL) -0.00 2 n/a n/a Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing - - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.. Tampa, FL 36610 Job Truss Truss Type - Qty Ply Park Sq/Sebnng II-2410-C 3BTH T11672163 PS241OC-SM CJ3 JACK 16 1 job Reference o tional MIO-I'IOnaa Lumoer, CanOW, rL. P' uyc ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-IS?xMFrJphD2rr6_oMO5MSIJ Q6 Hhb Npw OJgWyunrx 1-0-0 - 3-0-0 Scale = 1:12.3 2x4 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 4-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) 0.01 4-7 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=65/Mechanical, 2=201/0-3-8, 4=29/Mechanical Max Horz 2=62(LC 12) Max Uplift3=-26(LC 12), 2=-50(LC 12) Max Grav 3=65(LC 1), 2=201(LC 1), 4=46(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. ..Bracing indicated is.to prevent buckling of individual. truss web and/or chord members only. Additional. temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see - ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa,.FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672154 PS241OC-SM CJ3T SPECIAL 2 1 Job Reference (optional) m.o-r.onda wrn—, uanow, rL. b4U s Apr 19 2U1b MI I ek industries, Inc. Mon Jul l4 lb:13:22 2u1 / Pagel ID: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-IS?xMFrJphD2rr6_oMO5MSuS7FGQbfpwtDOJgWyunrx 1-0-0 2-7-4 1 0-4-12 2x4 = Scale = 1:12.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.01 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-7: 2x4 SP No.3 REACTIONS. (lb/size) 4=52/Mechanical, 2=203/0-7-8, 5=45/Mechanical Max Horz 2=62(LC 12) Max Uplift4=-14(LC 12), 2=-51(LC 12), 5=-7(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, 13=45ft; L=24ft; eave=4ft; Cat. 11, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - PAW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI-Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sc/Sebring II-2410-C 38TH T71672155 PS241OC-SM CJ5 JACK 12 1 Job Reference o tional miu-rwnua LUmuer, Canuw, r, npi rout , I D: rFfnwM3Wq?GifrcQMh4ZDxyc_6K-meZJabsxa?LvS?hAM4XKugRbWfb2K6346tmsDyyunrw 1-0-0 5-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.02 4-7 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(TL) 0.04 4-7 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=1 11 /Mechanical, 2=298/0-3-8, 4=46/Mechanical Max Horz 2=90(LC 12) Max Uplift3=-47(LC 12), 2=-60(LC 12) Max Grav 3=111(LC 1), 2=298(LC 1), 4=76(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:17.3 PLATES GRIP MT20 244/190 Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft, L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building. design. Bracing indicated isto prevent buckling of individual truss. web and/or.chordmembers only. Additional temporary and permanent bracing ' r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672156 PS241OC-SM CJ5T SPECIAL 2 1 Job Reference o tional wi-rionoa Lumoer, Uanow, r_. I. u s Apr IV Zulb MI I eK mou Sines, mc. Mon Ju124 IC:la:26 eul / rage 1 ID: rFfnwM3Wq?GifrcQMh4ZDxyq_6K-meZJabsxa?LvS?hAM4XKugRaGfZHK6346tmsDyyunrw 1-D-0 2-7-4 2-4-12 2x4 = od Scale = 1:17.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.04 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.06 6 >916 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 19lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-7: 2x4 SP No.3 REACTIONS. (lb/size) 4=95/Mechanical, 2=307/0-7-8, 5=59/Mechanical Max Horz 2=108(LC 12) Max Uplift4=-44(LC 12), 2=-83(LC 12), 5=-7(LC 12) Max Grav 4=95(LC 1), 2=307(LC 1), 5=71(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebdng II-2410 C 3BTH T11672157 PS241OC-SM D1 SPECIAL 1 nL ob Reference o tional Mid -Florida Lumber, Bartow, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:24 2017 Page 1 ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-Fr6hnxtZLJTm49GMwn2ZRtzdx3163K2DKXVPIOyui V 0-0 4-1-8 7-8-8 11-3-8 133-6 15-5-0 17-6-10 1L-Q10 1-0-0 4-1-8 3-7-0 3-7-0 1-11-14 2-1-10 2-1-10 2-36 Scale = 1:37.1 1.5x4 5 3x4 = 11 2x4 8x8 = 4x4 II 8x12 MT20HS = 2x4 7x10 = 4x4 I 4-t-8 7-8-8 11-3-8 133-6 15-5-0 17-6-10 t9-10.0 LOADING (psf) SPACING- 2-0-0 cSl. TCLL 20.0 Plate Grip DOL 1.00 TC 0.78 TCDL 10.0 Lumber DOL 1.00 BC 0.96 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 BCDL 10.0 Code FBC2014ITP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP DSS 'Except` 11-14: 2x6 SP No.1 WEBS 2x4 SP No.3 *Except` 6-14,8-14,8-12,10-12: 2x4 SP No.2 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.24 15 >981 360 MT20 244/190 Vert(TL) -0.63 14-15 >377 240 MT20HS 187/143 Horz(TL) 0.06 11 n/a n/a Weight: 253 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=2610/0-6-0, 2=1498/0-7-8 Max Horz 2=327(LC 8) Max Uplift 11 =-422(LC 5), 2=-208(LC 8) Max Grav 11=2887(LC 13), 2=1534(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2949/331, 3-4=-2861/337, 6-15=-543/114, 6-20=-10932/1700, 7-20=-10932/1700, 7-21 =-1 0932/1700, 8-21 =-1 0932/1700, 8-9=-5093/752, 9-10=-5093/752, 10-11=-2534/378 BOT CHORD 2-17=-563/2750, 16-17=-563/2750, 15-16=-1735/10873, 14-15=-1892/11515, 13-14=-1395/9316, 12-13=-1395/9316, 11-12=-51/348 WEBS 4-16=-436/3012, 4-6=-3110/525, 6-16=-8636/1275, 7-14=578/103, 8-13=-43/394, 9-12=-611/102, 6-14=-658/210, 8-14=-343/1771, 8-12=-4629/716, 10-12=-768/5201 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft, L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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 20.0psf 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=422, Printed copies of this document are 2=208. 10) Girder carries tie-in span(s): 7-0-0 from 11-3-8 to 19-10-0 not considered signed and sealed and 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. the Signature must be verified On 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such any electronic copies connection device(s) is the responsibility of others. Continued on oaae Z WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individualtruss webantl/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 theI'M fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T71672157 PS241OC-SM D1 SPECIAL 1 2 ob Reference o tional Mid-Flonda Lumber, Bartow, FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plo Vert: 1-5=60, 6-10=-289, 2-11=-20 Concentrated Loads (lb) Vert: 6=-520 7,640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:24 2017 Page 2 ID: rFfnwM3Wq?GrfrcQMh4ZDxyq_6K-Fr6hnxtZLJTm49GMwn2ZRtzdx3163K2DKXVPIOyunry WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. -Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sc/Sebring II-2410-C 3BTH TI 1672158 PS2410C-SM D2 SPECIAL 1 2 ob Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:25 2017 Page 1 ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-j1 g3?HtB6cbdiJgZUVZo_5WmmT6EooGMZBFzHryunru 1-0-0 4-1-8 7-&8 11-3-8 13-1-13 15-1-14 17-2-0 19-10.0 1 -0-0 4-1-8 3-T0 3-7-0 1-10-5 2-0.1 2-0-2 2-8-0 1.5x4 II 3x4 = 2x4 8x8 = 3.5 11 6x12 MT20HS = 2.4 7x10 = r 4-b8 7-8-8 11-3-8 13-113 15-1-14 i 17-2-0 19-10.0 4-1-11 3-7-0 3-7-0 1-10-5 2-41 2-0.2 ' 2-8-0 Plate Offsets (X,Y)— (2:0-_1-4,Ednei f6 0-3-4 0-3-41 [1 1Edge 0-3-81 f 14 0-6-0 0-4-81 116 0-2-0 0-4-41 LOADING ( psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 Except* 6- 16,10-12: 2x4 SP No.2 REACTIONS. ( lb/size) 11=2837/0-6-0, 2=1656/0-7-8 Max Horz 2=327(LC 8) Max Uplift 11 =-359(LC 5). 2=-211(LC 8) Max Grav 11=2994(LC 2), 2=1656(LC 1) CSI. DEFL. in (loc) I/defl L/d TC 0.84 Vert(LL) -0.27 14-15 >865 360 BC 0.84 Vert(TL) -0.70 14-15 >336 240 WB 0.92 Horz(TL) 0.06 11 n/a n/a Matrix- M) Scale = 1:39.8 11 4x4 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 253 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (D) or less except when shown. TOP CHORD 2-3=-3191/338, 3-4=-3096/344, 6-15=-660/131, 6-20=10906/1575, 7-20=-10906/1575, 7- 21=-10906/1575, 8-21=-10906/1575, 8-9=-6628/858, 9-10=-6644/851, 10-11=-2457/301 BOT CHORD 2-17=-569/2826, 16-17=-569/2826, 15-16=-1762/11502, 14-15=-1898/12003, 13- 14=-1324/9915, 12-13=-1324/9915, 11-12=-62/518 WEBS 4-16=-444/3189, 4-6=-3277/532, 6-16=-9212/1316, 8-13=-101/819, 6-14=-1888/358, 8- 14=-278/2106, 8-12=-3940/529, 10-12=-837/6488 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=24ft; eave=4ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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 2-0-0 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 Ot=lb) 11=359, 2= 211. 10) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1282 lb down and 215 lb up at 17- 2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Continued on i0laoe 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web,and/or chordmembers only. Additional temporary and permanent. bracing _ .. r .,. .... is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410.0 3BTH T11672158 PS241OC-SM D2 SPECIAL 1 nL Job Reference o tional Mid -Florida Lumber, Bartow, FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=-60, 6-10=-90, 2-1 1=-20 Concentrated Loads (lb) Vert: 6=-1320 12=-128 2 (F ) 7,640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:25 2017 Page 2 ID: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K j 1 g3?HtB6cbdiJgZUVZo_5WmmT6EooGMZBFzHryunru WARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -- - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job TNss Truss Type Qty Ply Park Sq/Sebring II-2410-C 38TH T11672159 Job PS241OC-SM D3 SPECIAL 1 Reference o tional Mid -Florida Lumber, Bartow, FL. 7,640 s Apr 22 2016 MiTek Industries, Inc. Tue Jul 25 08:33:36 2017 Page 1 I D:rFfnwM3 Wg7GifrcQMh4ZDxyq_6K-abal SyU6fWbjd5mepwD7rpamUAuPrpL2VLuVFuyubFT 1-0-0 4-8-6 9-0-0 11-3-8 13-3-6 15-5-0 17-6-10 19-10-0 1-0-0 ' 4-8-6 4-3-10 2-3-8 1-11-14 2-1-10 2-1-10 2-3-6 Scale = 1:36.4 1.5x4 II 5 11 3x4 = 1x4 I 6x10 MT18HS = 3x4 I 4x8 = tx4 I 4x12 = 2x4 II LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014rrPI2007 CSI. TC 0.68 BC 0.73 WB 0.96 Matrix-M) DEFL. in Vert(ILL) -0.22 Vert(TL) -0.57 Horz(TL) 0.07 Wind(LL) 0.23 loc) I/defl L/d 15 >999 360 15 >413 240 11 n/a n/a 15 >999 240 PLATES MT20 MT18HS Weight: 225 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-4 oc purlins, except BOT CHORD 2x4 SP No.2 'Except` end verticals. 11-16: 2x4 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 7-9-3 oc bracing: 15-16 7-7-10 oc bracing: 14-15. REACTIONS. (lb/size) 11 =1 71 1/Mechanical, 2=1500/0-7-8 Max Horz 2=303(LC 12) Max Uplift 11=179(1_C 9), 2=-189(LC 12) Max Grav 11=2068(LC 17), 2=1589(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-2771/687, 3-21=-2703/701, 3-22=-2587/691, 4-22=-2510/700, 6-15=-292/126, 6-23=-9516/2956, 7-23=-9516/2956, 7-24=-9516/2956, 8-24=-9516/2956, 8-25=-3783/1017, 9-25=-3783/1017; 9-10=-3783/1017, 10-11=-19571513 BOT CHORD 2-17=-962/ 2531, 16-17=-962/2531, 15-16=-3665/10964, 14-15=-3821/11316, 13-14=-2029/7078, 12- 13=-2029/7078 WEBS 4-16=-1457/4596, 6-16=-9530/3078, 4-6=4339/1475, 7-14=-251/25, 6-14=-2003/962, 8-14=-1031/2712,8- 12=-3666/1126,10-12=-1089/4032 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp B, Encl., GCpi= 0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 19-8-4 zone;C-C for members and forces & MWFRS for reactions shown; 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 2-0-0 wide will fit between the bottom chord and any other members. Printed copies of this document are 9) Refer to girder(s) for truss to truss connections. not considered signed and sealed and 10) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 179 lb uplift at joint 11 and 189 lb uplift at joint2. the signature must be verified on 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. any electronic copies 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. LO iY sj 1TaiW)AgTA parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.. Additional.temporary and permanent bracing . . . is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672159 PS2410GSM D3 SPECIAL 1 ob Reference o tional Mid -Florida Lumber, Bartow, FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=-60, 6-10=-90, 11-18=-20 Concentrated Loads (lb) Vert: 6=-1320 7.640 s Apr 22 2016 Mi I ek Industnes, Inc. I ue Jul Zb Ud:33:3b ZU1 / Fage 2 I D:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-abal SyU6fWbjd5mepwD?rpamUAu PrpL2VLuVFuyubFT WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individuaLbuilding component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sc/Sebring II-2410-C 36TH T11672160 PS241OC-SM D4 SPECIAL 1 nL Job Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:26 2017 Page 1 ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-BDERCduptwjUJTP11 C41 WI3_HtUkXE9Wor_WpHyunrt 4-10-6 9-0-0 11-3-8 13-0-12 14-11-12 17-0-8 _ 1-0.0 4-10-6 4-1-10 2-3-8 1-9-4 1-11-0 2-0-12 Scale = 1:35.2 3x4 = 10 2.4 11 6x9 = 3x4 11 4x14 = 5x9 = 3x4 i i 4-10-6 9-0-0 11-3-8 13-0-12 i 14-11-12 _ -- 4-10-6 4-1-10 238 1-9-4 1 170.0128 Plate Offsets (X Y)-- I2 0-1-8 Edge], 16 0-2-8 0-3-41 I8:0-3-8 0-2-01 111:0-3-8 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) -0.14 13 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.69 Vert(TL) -0.37 13-14 >551 240 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(TL) 0.04 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 223 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-13 oc purlins, except BOT CHORD 2x6 SP DSS end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=2222/Mechanical, 2=1470/0-7-8 Max Horz 2=327(LC 8) Max Uplift10=-332(LC 5), 2=-194(LC 8) Max Grav 10=2585(LC 13), 2=1531(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2972/305, 3-4=-2624/298, 6-7=-8396/1230, 7-18=-8396/1230, 8-18=8396/1230, 8-9=-4545/622, 9-10=-2323/307 BOT CHORD 2-15=-533/2756, 14-15=-533/2756, 13-14=-1651/10859, 13-19=-1752/11280, 12-19=-1752/11280, 11-12=-622/4545, 10-11=-35/276 WEBS 8-11=-2157/307, 6-12=-3225/585, 8-12=-680/4305, 9-11=-656/4773, 4-14=-662/4694, 6-14=-9235/1350, 4-6=-4393/673, 3-14=-392/99 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=332, 2=194. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 876 lb down and 157 lb up at 11-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Continued on oaqe 2 MIMEMMEM WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is. for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to. prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ' r is always required for stability and to prevent collapse with possible personal injury and. property damage. For general guidance regarding the PAW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T71672160 PS241OC-SM D4 SPECIAL 1 L JobReference o tional Lumber, Cartow, I-L. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=-60, 6-9=-90, 2-10=-20 Concentrated Loads (lb) Vert, 6=-1320 19=-788(F) 7. 640 s Apr 19 2016 MiT eK Industnes, Inc. Mon Jul 24 18:13:26 2017 Page 2 ID: rFfnwM3Wq?GifrCQMh4ZDxyq_6K-BDERCduptwjUJTPI1C41 WI3_HtUkXE9Wor_WpHyunrt WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M- fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Pant Sq/Sebnng II-241 D-c 3BTH T11672161 PS2410C-SM D5 SPECIAL 3 1 ob Reference o tional Mid -Florida Lumber, Barlow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:27 2017 Page 1 I D: rFfnwM3 Wq?GifrcQMh4ZDxyc_6K-fQogPyvReErLxc_xbwcG3WbBaGISGkVfOVk4Mjyunrs 5-11-0 11-3-8 12-10-0 1 _ 14-6-8 _ 16-4-8 0.10 5-11-0 5-4-8 1-68 1-8-8 1-10-0 3x6 6x9 = 3x4 I 5x12 = 4x8 = 4x8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.00 TC 0.75 TCDL 10.0 Lumber DOL 1.00 BC 0.98 BCLL 0.0 ' Rep Stress Incr NO WB 0.80 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.2 Except' 8-9,3-13,3-5,6-11,7-10: 2x4 SP No.3 DEFL. in (loc) I/defl L/d Vert(LL) 0.2212-13 >888 360 Vert(TL) -0.51 12-13 >381 240 Horz(TL) 0.06 9 n/a n/a Scale = 134.6 PLATES GRIP MT20 244/190 Weight: 103 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-11-11 oc bracing. WEBS 1 Row at midpt 3-5, 5-13 REACTIONS. (lb/size) 9=1682/Mechanical, 2=1148/0-7-8 Max Horz 2=327(LC 12) Max Uplift9=-239(LC 12), 2=-142(LC 12) Max Grav 9=1970(LC 17), 2=1170(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-2251/579, 3-16=-2150/594, 5-12=-413/209, 5-6=-5529/2007, 6-18=-5529/2007, 18-19=-5529/2007, 7-19=-5529/2007, 7-8=-3029/1043, 8-9=-1775/596 BOT CHORD 2-13=-900/2102, 12-13=-2640/7099, 11-12=-2849/7456, 10-11 =-1 043/3029 WEBS 3-13=-418/1384, 3-5=-2104/794, 5-13=-5080/1769, 7-1 0=-1 601/564, 5-11=-2216/968, 8-10=-1131/3274, 7-11 =-1 106/2866 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=24ft; eave=4ft; Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 16-2-12 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pond ing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=239, 2=142. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . 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: 1-4=-60, 5-8=-90, 2-9=-20 Concentrated Loads (lb) Vert,5=-1320 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building. design. Bracing indicated is to prevent buckling of individual truss web and/or chord members.only. Additional temporary and permanent bracing _ r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672162 PS241OC-SM D5A SPECIAL 1 nL ob Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:27 2017 Page 1 I D: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-fQogPyvReErLxc_xbwcG3Wb9FGonGhsfOVk4Mjyunrs 5-11-0 11-3-8 12-10-D 14-6-8 1 1-0.0 5-11-0 5-4-8 1-68 1-8-8 1-10-0 Scale = 1:34.6 3x4 = 3x4 = 4x8 = 3x5 5x10 = 3x10 = 9 3x4 II LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.65 BC 0.83 WB 0.97 Matrix-M) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/dell L/d 0.17 12-13 >999 360 0.44 12-13 >448 240 0.05 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 205 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins, except BOT CHORD 2x6 SP DSS end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-12,5-11,8-10,7-11: 2x4 SP No.2 WEBS 1 Row at midpt 5-13 REACTIONS. (lb/size) 9=2713/Mechanical, 2=1578/0-7-8 Max Horz 2=327(LC 8) Max Uplift 9=-441 (LC 5), 2=-214(LC 8) Max Grav 9=3117(LC 13), 2=1647(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3406/394, 5-12=-74/533, 5-6=-9284/1445, 6-16=-9284/1445, 7-16=-9284/1445, 7-8=-4907/727, 8-9=-2818/407 BOTCHORD 2-13=-591/3134, 12-13=-1851/11731, 12-17=1996/12368, 11-17=1996/12368, 10-11=-727/4907, 9-10=-40/283 WEBS 3-13=-297/2256, 3-5=-3158/516, 5-13=-8741/1332, 7-10=-2653/404, 5-11=-3547/634, 8-10=-791/5317. 7-11=-824/5019 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 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 (6), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=24ft, eave=4ft; Cat. ll; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=441, 2=214. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document arep 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1624 Ito down and 290 lb up at not considered signed and sealed and 11-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. the signature must be Verified On any electronic copiesLOADCASE(S) Standard Continued on pacle 2 7 7gnva RNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. lid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of intlivitlual truss web and/or chord members only. Additional temporary and permanent bracing - - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 313TH T11672162 PS241OC-SM D5A SPECIAL 1 Job Reference o tional Mid -Florida Lumber. Bartow. FL. LOAD CASE(S) Standard I 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1 Uniform Loads (plf) Vert: 1-4=-60, 5-8=-90, 2-9=-20 Concentrated Loads (lb) Vert:5=-1320 17=-1460(B) f.o u s Apr 1y N-lo MI I eK Inauslnes, Inc. Man J W — 1 o.. —, Lu I ! raye L I D: rFfnwM3Wq?GifrcQMh4ZDxyq_6K-fQogPyvReErLxc_xbwcG3VW gFGonGhsfOVk4Mjyunrs WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. -Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent. bracing is always required for stabildy and to prevent collapse with possible personal injury and property damage. For general guidanceregarding the - L# fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672163 PS241OC-SM D5B SPECIAL 1 3 ob Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:28 2017 Page 1 I D: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-7cMCdlw4OYzCZmZ79d7Vbj8Fwg7v?BFpF9TduAyur 1-0-0 3-1-0 5-7-8 7-411 93-10 11-2-8 12-10-9 14-6-10 16-4-B 1-40 3-1-0 2-6-8 1-9-3 1-10-15 1-10-14 1-8-1 1-6-1 1-9-14 Scale = 1:30.9 1.5x4 II 4 3x5 = 6x6 = 4.4 3x10 = 2x4 4x12 = 2x4 11 5x12 = 4x4 I 3-1-0 5-7-8 7-411 9-3 W 1 b2-8 12-10.9 146-10 16-4-8 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.97 BC 0.84 WB 0.77 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 'Except` 5-11: 2x4 SP No.1 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 *Except* 9-15,9-13,11-13: 2x4 SP No.2 REACTIONS. (lb/size) 12=4903/Mechanical, 2=3126/0-7-8 Max Horz 2=208(LC 8) Max Uplift 12=-815(LC 5), 2=-468(LC 5) Max Grav 12=5522(LC 29), 2=3429(LC 29) DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.23 16-17 >838 360 MT20 244/190 Vert(TL) -0.61 16-17 >321 240 Horz(TL) 0.08 12 n/a n/a Weight: 290 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7468/1049, 3-4=-409/31, 5-22=20549/3124, 6-22=-20549/3124, 6-23=-20549/3124, 7-23=-20549/3124, 7-24=-23865/3787, 8-24=-23865/3787, 8-25=-23865/3787, 9-25=-23865/3787, 9-26=-8493/1286, 10-26=-8493/1286, 10-11=-8493/1286, 11-12=-4868/726 BOT CHORD 2-19=-1069/6741, 18-19=-2480/16239, 17-18=-2637/17288, 16-17=-3830/24674, 15-16=-3830/24674, 14-15=-2772/17836, 13-14=-2772/17836, 12-13=-74/506 WEBS 3-19=-648/4483, 8-15=-5064/926, 6-17=-350/63, 7-16=-199/1317, 9-14=-216/1357, 5-17=-556/3648, 7-17=-4614/791, 7-15=-906/78, 9-15=-117016949, 9-13=-10769/1713, 11-13=-1396/9200, 5-19=-10230/1520, 3-5=-6460/967 NOTES- 1) 3-ply truss to be connected together with 10d (0.131 "xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft, Cat. 11, Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Printed Copies Of this document arefitbetweenthebottomchordandanyothermembers. 8) Refer to girder(s) for truss to truss connections. not considered signed and sealed and 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=815,the Signature must be Verified on 2=468. any electronic copies10) Girder carries tie-in span(s): 5-0-0 from 5-7-8 to 11-7-8 d8k'4 8i-619ga,W breaks including heels" Member end fixity model was used in the analysis and design of this truss WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672163 PS241OC-SM D58 SPECIAL 1 3 ob Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTe.K Industries, Inc. Mon Jul 24 16:13:26 2011 Page 2 I D: rFfnwM3 Wq?GifrCQMh4ZDxyq_6K-7cMCd Iw40XzCZmZ79d7Vbj8Fwg7v?BFpF9TduAyui NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 602 lb down and 182 lb up at 10-8-12 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=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-60, 5-25=-266, 11-25=-90, 2-12=-20 Concentrated Loads (Ib) Vert: 8=4278 5=425 24=-562 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracingindicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672164 PS241OC-SM D6 SPECIAL 1 1 Job Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:29 2017 Page 1 ID: rFfnwM3Wq?GifrcQMh4ZDxyq_6K-bowagewi9r53Aw8Kj KekBxhVVD4VokhEyU pDAQcyunrq i -1-0-0 2-10-0 5-7-8 8-0-9 10-7-6 1?-3-15 1-10 2-10-0 2-9-8 2-5-1 2-6-13 2-8-9 Scale = 1,26.1 i 1.5x4 II 4 3x4 — 7x6 = 2x6 11 4x4 = 6x8 = 9 3x4 11 2-10-0 8-0-9 10-7-13-3-15 9-1(L0 9-4R 9-r.1 7-" 6 9-f1Q LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.00 TC 0.62 TCDL 10.0 Lumber DOL 1.00 BC 0.73 BCLL 0.0 Rep Stress Incr NO WB 0.60 BCDL 10.0 Code FBC2014fTPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.3 Except` 5-11,8-10,6-10: 2x4 SP No.2 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.11 11-12 >999 360 MT20 244/190 Vert(TL) -0.25 11-12 >629 240 Horz(TL) 0.04 9 n/a n/a Weight: 79 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-4-7 oc bracing. REACTIONS. (lb/size) 9=840/0-4-15, 2=870/0-7-8 Max Horz 2=155(LC 12) Max Uplift9=-37(LC 9), 2=103(LC 12) Max Grav 9=1077(LC 17), 2=956(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-1851/474, 16-17=-1831/478, 3-17=-1816/479, 5-18=-3524/846, 6-18=-3524/846, 6-19=-2176/454, 7-19=-2176/454, 7-8=-2176/454, 8-9=-934/194 BOT CHORD 2-13=-605/1698, 12-13=-1066/3560, 11-12=-1129/3788, 10-11=-846/3524 WEBS 7-10=-341/51, 3-13=-202/892, 5-13=-1981/491, 3-5=-1595/527, 5-11=-413/302, 8-10=-450/2149, 6-1 0=- 1439/418 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-2-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except (jt=lb) 2=103. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . 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: 1-4=-60, 5-8=-90, 2-9=-20 Concentrated Loads (lb) Vert: 5=-365 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing _ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -, fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410.0 38TH T11672165 PS241OC-SM D7 SPECIAL 1 1 o Reference tin I Mid -Florida Lumber, Barlow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:30 2017 Page 1 ID: rFfnwM3Wq?GifrcQMh4ZDxyq_6K-3?Uy2_xKw9Dvo4j WG29zh8DeiUnMT6g6jTyk22yunrp 2-10-0 5-7-8 8-2-0 10-10-4 13-6-8 16-4-8 1-0.0 2-10-0 2-9-8 2tS 2-8-4 2-11-4 2-1. 1IN Scale = 1:31.0 2x4 II 3x4 =3x4 = 7x6 = 3x4 4x8 = 2x4 6.9 = 3x4 2-10-0 5-7-8 8-2-0 10-10-4 13-6-8 1 16-4-8 2-10-0 2-9-8 2-6-8 2-8-4 2-8-4 2-10-0 LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0.23 13 >854 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(TL) -0.50 13 >393 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.71 Horz(TL) 0.06 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 96 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-13 oc purlins, BOT CHORD 2x6 SP No.1 D except end verticals. WEBS 2x4 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 8-1-12 oc bracing. 5-13,7-13,7-11,9-11: 2x4 SP No.2 REACTIONS. (lb/size) 10=878/Mechanical, 2=941/0-7-8 Max Horz 2=129(LC 12) Max Uplift2=-86(LC 12) Max Grav 10=1216(LC 2), 2=1092(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-2218/439, 18-19=-2201/442, 3-19=-2192/443, 5-20=-4856/815, 6-20=-4856/815, 6-21=-4856/815, 7-21=-4856/815, 7-22=-2574/302, 8-22=-2574/302, 8-23=-2574/302, 9-23=-2574/302, 9-10=-1044/122 BOT CHORD 2-15=-537/2018, 14-15=-992/4496, 13-14=-1052/4810, 12-13=-607/4492, 11-12=-607/4492 WEBS 6-13=-318/17, 8-11=-322/28, 3-15=-198/1123, 5-13=-230/262, 7-13=-220/399, 7-11=-2064/324, 9-11=-297/2525, 5-15=-2635/483, 3-5=-1905/472 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 16-2-12 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 100 lb uplift at joint(s) 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . 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: 1-4=-50, 5-9=-80, 2-10=-17 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of tlesign parameters and property incorporate this tlesign into the overall building design. Bracing. indicated is to prevent buckling of individual truss web and/or chord membersonly. Additional temporary and permanent bracingisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryantlpropertydamage. For general guidance regarding the ME fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 313TH T71672165 PS241OC-SM D7 SPECIAL 1 1 ob Refe ence o tional Mid -Florida Lumber, Bartow, FL. LOAD CASE(S) Standard Concentrated Loads (Ib) Vert,5=-365 ti4u s Apr le ZUlb MI I eK mausines, inc.il o: c. Mon JUi z4 o:ou Lul / rage G ID: rFfnwM3Wq?GrfrcQMh4ZDxyq_6K-3?Uy2_xKw9Dvo4jWG29zh6DeiUnMT6g6jTykz2yur p WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -- fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss - Truss Type Qty Ply Park Sq/Sebring 11-2414C 3BTH T11672166 PS241OC-SM E2 COMMON 3 1 ob Reference o bona mio-nonua wrncer, aan—. IL. I'll 11 1111 1111111 HIL, 111 11 11 11 1 1 rage ID rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-3?Uy2_xKw9Dvo4j WG29zh8DkJ UyJTGN6jTykz2yui 1-0-12 5-11-4 11-3-4 1-112 5-11-4 5-4-0 4x4 = 3 7 5 1.5x4 3x8 = 1.5x4 I Scale = 1:38.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.03 6-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(TL) 0.06 6-7 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 71 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=517/0-6-12, 5=432/Mechanical Max Horz 7=-127(LC 6) Max Uplift7=-102(LC 8), 5=-88(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=338/88, 3-4=-324/88, 4-5=-388/99, 2-7=465/117 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft, Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 7=102. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - Lr fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672167 PS241OC-SM E3 COMMON 3 1 ob Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:31 2017 Page 1 ID: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-XB2KFKyyhS LmQE IiglgC DMmuwu IYCiUFx7iHVUyunro 1-0-0 - 6-0-0 - 4-4-0 1-0-0 4x4 = 4x8 = 2x4 I 1.5x4 II Scale = 1:28.1 6-0-0 10-4-0 6-0-0 4-4-0 Plate Offsets (X,Y)-- 12:0-3-15,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.03 7-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.08 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 60 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=472/0-7-8, 6=467/Mechanical Max Horz 8=-110(LC 10) Max Uplift8=-157(LC 12), 6=-165(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-9=374/200, 9-10=303/204, 3-10=295/215, 3-11=-303/238, 11-12=-305/229, 4-12=-347/227, 4-6=438/339, 2-8=-415/333 WEBS 4-7=-90/287 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=15ft, B=45ft, L=24ft; eave=4ft; Cat. II; Exp B; Part. Encl., GCpi=0.55, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-0-0, Exterior(2) 6-0-0 to 9-0-0 zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 8=157, 6=165. 7) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web 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 Fret fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebnng II-2410-C 3BTH T71672168 PS241OC-SM E4 GABLE 1 1 ob Reference o tional Mi0-rron0a Lumoer, eanow, rL. 11-0-0 6-0-0 4x4 = 5 r.oau 5Npr 1a to io- i eK mousmes, inc. Mon uw- io. is:ai zu it rage i I D: rFfnwM3Wq?GifrcQMh4ZOxyq_6K-XB2KFKyyhS Lm QE IiglgC DMmzFuM?Cj7 Fx7iH V Uyunro 6-0-0 1-0-0 Scale = 1:28.8 16 15 14 13 12 11 10 1.5x4 1 1 x4 11 1 x4 11 1 x4 11 1 x4 11 1 x4 11 1.5 x4 I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.00 9 n/r 120 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(TL) 0.01 9 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) 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. All bearings 12-0-0. lb) - Max Horz 16=-105(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 16, 10, 14, 15, 12, 11 Max Grav All reactions 250 lb or less at joint(s) 16, 10, 13, 14, 15, 12, 11 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-136/252 PLATES GRIP MT20 244/190 Weight: 64 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=2ft, Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 6-0-0, Comer(3) 6-0-0 to 9-0-0 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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) 16, 10, 14, 15, 12, 11. 10) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional. temporary and permanent bracing ¢ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sc/Sebring II-2410-C 3BTH T11672169 PS241OC-SM F1 ROOFTRUSS 2 1 ob R ference o tional Mio-rlonda Lumber, Bartow, r. 1-3-0 1-6-12 3x6 = 3x6 FP = 1x3 1 2 3 4 5 6 rNzv I.- s Apr le LU I b MI I ex Inuumnes, Inc. MVO Jul - to, ial -Ii rdyC ID: rFfnwM3 Wq7GifrcQMh4ZDxyq_6K-ONbjTgzaSmTdl OtvOTBRmZI t kHV5x3gOAnRq 1 xyunrn 1 a4 i 0-F{8 Scale = 138.5 4x8 = 1x3 II 1x3 7 8 9 10 11 12 27 26 25 24 23 22 21 20 19 18 17 16 15 14 3x4 = 1x3 I 4x4 = 3x6 FP= 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.12 24-25 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(TL) -0.19 24-25 >857 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.02 14 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 120 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 27=648/Mechanical, 14=365/0-3-8, 20=1437/0-3-8 Max Grav 27=664(LC 3), 14=433(LC 4), 20=1437(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-27=-656/0, 14-28=432/0, 13-28=-431/0, 1-2=-626/0, 2-3=-1438/0, 3-4=-1438/0, 4-5=1574/0, 5-6=-1574/0, 6-7=-1114/0, 8-9=80/506, 9-10=-700/121, 10-11=-700/121, 11-12=-700/121, 12-13=-378/0 BOT CHORD 25-26=0/1184, 24-25=0/1635, 23-24=0/1574, 22-23=0/1574, 21-22=-1/709, 20-21=-870/0, 19-20=-870/0, 18-19=-870/0, 17-18=-325/497, 16-17=-121/700, 15-16=-4/683 WEBS 8-20=-1404/0, 1-26=0/834, 8-21=0/1006, 2-26=-776/0, 7-21=-925/0, 2-25=0/353, 7-22=0/596, 4-25=-274/0, 6-22=-670/0, 13-15=01483, 8-18=0/689, 12-15=-425/33, 9-18=-666/0, 9-17=0/502 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not r. a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iY is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - if fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI TPII Quality Criteria, DSB-89 and BCSI Building Component Blvd. e East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, 6904 ParkrkEast Job Truss Truss Type Qty Ply Park Sq/Sebdng II-2410-C 3BTH T11672170 PS241OC-SM F2 ROOFTRUSS 8 1 ference o bona mia-rlonaa Lumoer, eanow, 1-L. i 1i1 0i10-0 r.ti4u 5 Apr 19 ZU1b mi I ek mausines, mc. mon Jul 24 18:13:34 ZU1 / Page 1 ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-ymjTtM_q_NkLHhl HVuEvr_OP75AZPyxhd5wx6pyunrl Scale = 1:27.9 3x4 = 3x4 = 4x6 = 14X6 2 3 4 5 6 7 8 0v 18 17 16 15 14 13 12 11 10 4x6 = 3x4 = 1.3 1x3 II 3x4 = 4x6 = 4-0-2 6-6-0 10-1-D 12-7-0 15-1-0 16-7-0 r 1-6-0 2-6-0 2-6-0 3-7-0 2-6-0 2-6-0 1-6-0 Plate Offsets (X,Y)— 11:Edoe,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI- DEFL. in (loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) 0.18 14 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(TL) 0.28 13-14 691 240 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.06 9 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 88 lb FT = 20 %F, 11 %E TOP CHORD 2x4 SP No-2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=898/Mechanical, 9=898/0-3-8 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-892/0, 8-9=-892/0, 1-2=-894/0, 2-3=-2179/0, 3-4=-2852/0, 4-5=-3045/0, 5-6=-2852/0, 6-7=-2179/0, 7-8=894/0 BOT CHORD 16-17=0/1686, 15-16=0/2646, 14-15=0/3045, 13-14=0/3045, 12-13=0/3045, 11-12=0/2646, 10-11=0/1686 WEBS 8-10=0/1190, 1-17=0/1190, 7-10=-1101/0, 2-17=1101/0, 7-11=0/687, 2-16=0/687, 6-11=-649/0, 3-16=-649/0, 6-12=01369, 3-15=0/369, 5-12=-426/43, 4-15=-426/43 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) "Semi - rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Sebring 11-2410-C 3BTH T11672171 PS241OC-SM F3 GABLE 1 1 ob R ference o lion 3x3 1 2 0v rN ay ID: rFfnwM3 Wq?GifrcOMh4ZDxyc _6K-ymjTlM_q_NkLHh 1 HVuEvr_OV_5N9P 1 ohd5wx6pyunrl Scale = 1:27.7 3x3 = 3x3 = 3x3 3 4 5 6 7 8 9 10 11 12 13 26 25 24 23 22 21 20 19 18 17 16 15 14 3x3 II 3x3 = 3x3 = 3x3 II 8-4-0 1-5-8-5-8-10-8 1 9-SA 10-9-8 12-1E8 13-SA 14-9 16-3-0 1-4-0 1-4-0 1-1-0 0-3- 1-0-0 1<-0 1-0 1-0 1-5 0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 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 lncr NO WB 0.26 Horz(TL) 0.00 14 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 76 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 16-3-0. lb) - Max Grav All reactions 250 lb or less at joint(s) 26, 14, 20, 22, 23, 24, 25, 19, 18, 17, 16, 15 except 21=2278(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 6-21=-2264/0 NOTES- 1) All plates are 1x3 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 1-4-0 oc. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) 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: 14-26=-10,1-13=-100 Concentrated Loads (lb) Vert:6=-2141 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MI. - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672172 PS241OC-SM F4 ROOFTRUSS 7 1 Job Reference (ootionall 1 04 0-1-8 H r 1-3-0 3x4 = 1x3 = 1 2 D sZ Ie—Io- I eK mausines, Inc. mon JUI L4 IC: Is:so zuI/ rage ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-QyHr5h?TlhsCurbU3b18NCwatVXh8Q1 rslgVeGyunrk i 1-7-0 tx3 I 3 4 5 6 Scale = 1:22.9 US = 7 14 13 12 11 10 9 8 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) 0.12 10-11 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(TL) 0.18 10-11 885 240 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING- 4x4 = PLATES GRIP MT20 244/190 Weight: 72 lb FT = 20e/ F, 11 % E TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=727/0-3-8, 8=733/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 15-16=-724/0, 1-16=-723/0, 7-8=726/0, 1-2=-710/0, 2-3=-1646/0, 3-4=-1987/0, 4-5=-1987/0, 5-6=-1652/0, 6-7=-707/0 BOT CHORD 13-14=0/1325, 12-13=0/1987, 11-12=0/1987, 10-11=0/1930, 9-10=0/1333 WEBS 7-9=0/941, 1-14=0/914, 6-9=-871/0, 2-14=-855/0, 6-10=0/443, 2-13=0/455, 5-10=-386/0, 3-13=-541/0, 5-11 =- 120/326 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MX7474 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall builtling design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary.andpermanent bracing . - .. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 38TH T11672173 PS241OC-SM F4A GABLE 1 1 Reference o tiona 3.1 I 1 2 3 4 5 ov r ID: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-QyHr5h?TlhsCurbU3bl8NCwgeVjP8VMrslgVeGyunrk Scale = 1:23.1 3x6 = 3x3 I 6 7 8 9 10 11 0h 22 21 20 19 18 17 16 15 14 13 12 3x3 11 3x6 = 3x3 I 11-4-0 2-8-2 4-0-2 5-4-0 8-3-0 9-7-0 10-11-0 -37-01401-4-0 1-4-0 1-4-0 1-4-0 2-11-0 b4-0 1-40 1- 12-30 1-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.11 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.00 12 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 65 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 13-7-0. lb) - Max Grav All reactions 250 lb or less at joint(s) 22, 12, 13, 14, 15, 1.6, 21, 20, 19, 18 except 17=2300(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-17=-2285/0 NOTES- 1) All plates are 1x3 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 1-4-0 oc. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) 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: 12-22=-10, 1-11=-100 Concentrated Loads (Ib) Vert: 6=-2141 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web, and/or chord members only. Additional temporary and permanent bracing Y - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the _ Lr fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebnng 11-2410-C 38TH T11672174 PS241OC-SM F4B ROOFTRUSS 2 1 o nce i n I mia rwnua wmu , oanuw, FL. 7.640 s Apr iv 20io mi i ex mausn-, in, mon am w to:ras0 zu 17 rage 1 ID: rFfnwM3Wq?GifroOMh4ZDxyq_6K-u9rD I105 W?_3W?AgdJGNwPTIZvxZtvb_5PP2Aiyunrj 0- 1-8 H 1-3.0 i 0-7-4 0 7-4 Scale = 1:22.9 1x3 = 3x8 = 3x6 = 1 2 3 4 53x6 — 6 7 1 0 v17 16 14 13 12 11 10 9 3x4 = 3x4 = 2- 2-12 7-10-2 -2-8 13-7-0 2- 2-12 5-7-6 -4-6 5-4-8 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) -0.04 12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.53 Vert(TL) -0.07 11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 78 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. ( lb/size) 8=583/0-3-0, 15=952/0-3-8 Max Grav 8=608(LC 4), 15=952(LC 1) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 7-8=-603/0, 2-3=-512/106, 3-4=-1213/0, 4-5=-1407/0, 5-6=-1241/0, 6-7=-569/0 BOT CHORD 15-16=-290/0, 14-15=-285/0, 13-14=0/1008, 12-13=011407, 11-12=0/1407, 10-11=0/1407, 9-10=0/1065 WEBS 2-15=-924/0, 7-9=0/758, 2-14=0/765, 6-9=-690/0, 3-14=-710/0, 6-10=0/262, 3-13=0/341, 5-10=-287/27, 4-13=-377/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) 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. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-17=-10, 1-7=-100 Concentrated Loads (lb) Vert: 1=-75 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.- Bracing indicated is to prevent buckling of individual truss web -and/or chord members.only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I _ fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T71672175 PS241OC-SM F5 ROOF TRUSS 1 1 Reference o tional mia-rionaa LamDef, eanow, rL. i 1-3-0 0i_ 10-0 —i r,pi reyc i I D: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-u9rD I105 W?_3 W?AgdJGNwPTmfvy?tvU_5PP2Aiyund Scale = 1:19.3 3x6 = 1 3x6 — 2 3 4 5 6 04 14 13 12 11 10 9 8 LOADING (psf) SPACING- 2-0-0 CSf. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) 0.05 11 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.50 Vert(TL) 0.07 11 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014rrP12007 Matrix) Weight: 64 to FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=623/Mechanical, 7=623/0-4-15 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-618/0, 6-7=-618/0, 1-2=-586/0, 2-3=-1291/0, 3-4=-1471/0, 4-5=-1291/0, 5-6=-586/0 BOT CHORD 12-13=0/1096, 11-12=0/1471, 10-11=0/1471, 9-10=0/1471, 8-9=0/1096 WEBS 6-8=0/780, 1-13=0/780, 5-8=-710/0, 2-13=-710/0, 5-9=0/290, 2-12=0/290, 4-9=-319/0, 3-12=319/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strong backs to be attached to walls at their outer ends or restrained by other means. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -- fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH 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. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/Sebnng II-2410-C 3BTH T11672176 PS241OC-SM F6 ROOFTRUSS 1 1 ob a ence o lion mio-rionaa --el. canoes, .onus Apr 19 zvlo ml I ek inaustnes, Inc. Mon Jul z4 1d:13:6b zu1 / rage 1 ID:rFfnwM3Wq?G'IfrcOMh4ZDxyq_6K-u9rDII05W? 3W?AgdJGNwPTr4v2Vtzi_5PP2Aiyunrj 0-1-8 3x6 u 3xn = 1-3-0 2 nx3 ill 0-9-0 3 nx3 II 4 9 3x3 = 3x3 II Scale = 1:9.5 3-11-8 0- 8 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) 0.00 6 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.09 Vert(TL) 0.00 6 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 26 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=200/0-3-8, 5=206/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (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 AOL WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer mustverifythe applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent. buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebnng II-2410-C 3BTH T11672177 PS241OC-SM F7 ROOFTRUSS 1 1 b Reference o tional 9 npi rayc ID: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-MLPcWN 1 jH I6w891sA0ncTd00tlOwcQ67K39bi8yunri 0-1-8 3x6 = w 313 = 130 2 nx3 ii 1 x3 II 4 Scale = 1:9.5 3x3 = 3x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Ven(LL) 0.00 6 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) 0.00 6 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 25 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=186/0-3-8, 5=192/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) 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. 5) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ply Park Sq/Sebring II-2410-C 3BTHT71672178rtyPS241OC-SM F10 ROOF TRUSS 1 e er nce o do a Mid-Flonda Lumber, Barlow, FL. 0" 0 f.540 s Apr 19 2016 MI I elk Industnes, Inc. Mon Jul 24 113:13:33 2011 Page 1 ID: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-Ua95gOzC D4bUfXS5xAjglnrGrhl IgdoYPRBOZNyunrrn Scale = 1:17.5 1x3 II 1x3 2 3 4 5 3x6 = 6 12 11 10 9 8 7 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 52 lb FT = 20%F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 9-3-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. REACTIONS. All bearings 9-3-8 lb) - Max Grav All reactions 250 lb or less at joint(s) 12, 7, 8, 11, 9, 10 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) All plates are 3x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strong backs to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672179 PS241OC-SM F11 GABLE 1 1 ob Reference o tional 1 3x3 11 2 1x3 II 3 1x3 II ID:rFfnwM3Wq?GifrcQMh4ZDnN,xyq_6K-Ua95gOzCD4bU0CS5xAjglnrKZh1 ugd2YPRB0ZNyunrm 4 1x3 11 53x3 II Scale = 1:11.1 10 9 8 7 6 3x3 = 1x3 I 1x3 II 1x3 I 3x3 = 1-6-0 7- 2-2-8 2-9-8 2- -0 4-2-0 5-8-0 1-6-0 1- 0-7-0 0-7-0 0- 8 1-4-0 1-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 28 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 5-8-0 lb) - Max Grav All reactions 250 lb or less at joint(s) 10, 6, 8, 9, 7 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Gable requires continuous bottom chord bearing. 2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 3) Gable studs spaced at 1-4-0 oc. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114I1.7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. - - Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 36TH T11672180 PS2410C-SM FT1 SPECIAL 1 3 Refe rice O ticna miu-r wnoa wmoer, oanow, r. r.oau s npr ro - io mi ex-usuies, inc. mon uw - io. io:oo zu it rage i ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-qXzJj1 L2cEnIJK2kjlr?qY?3iX4UNHYju9Fayunrh 2-7-10 5-1-8 7- 14 143-0 12-3-2 143-4 16-3-6 18-3-8 2410.4 2350 251414 26-6-8 2-7-10 2-514 2-6-12 2-6-12 2-0.2 2-0.2 2-0.2 2-0.2 2-512 2-&12 2-514 2-7-10 THIS TRUSS IS NOT SYMMETRIC. Scale = 1:49.7 PROPER ORIENTATION IS ESSENTIAL. 4x4 = 1x4 4x10 = 1x4 II 5x12 = 1x4 I 5x12 = 1x4 II 4x8 = 1x4 I 4x10 = 1x4 II 7x6 = 1 2 3 4 5 6 27 7 28 298 9 10 30 11 12 13 ILi E l 26 31 25 32 24 33 23 34 22 35 21 36 20 37 .19 38 18 39 17 40 16 41 t5 42 14 2x4 I1 4x8 = 2x4 II Bx10 = 7x12 = 4x12 = 2x4 11 6x10 = 7x6 = 4x8 = 2x4 I1 , 8x10 = 4x4 I1 i 2-7-10 5-1-8 7-8-4 10.3-0 12-3-2 14-3-4 16-3-6 18-3-8 20. 0- 23-5-0 2510-14 28-6-8 2-7-10 2-514 2-6-12 2-6-12 2-0-2 2-0-2 2-0.2 2-0.2 2-6-12 2-6-12 2-514 2-7-10 Plate Offsets (X Y)-- 15:0-3-0 0-2-01 17:0-6-0 0-3-01 114:Edge 0-3-81 118:0-3-0 0-4-121 121:0-5-8 0-1-81 122:0-6-0 0-5-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.86 Vert(LL) -0.37 17-18 >585 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(TL) -0.58 17-18 >375 240 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.03 14 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-M) Weight: 475 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc purlins, except BOT CHORD 2x6 SP DSS `Except` end verticals. 18-22: 2x6 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-10-1 oc bracing. WEBS 2x4 SP No.2 `Except` 1-26,3-24,11-16,9-18,5-22,6-21,7-20,8-19,2-25,4-23,12-15,10-17: 2x4 SP No.3 REACTIONS. (lb/size) 26=1533/0-6-12, 14=4825/0-6-12, 22=12556/0-7-8 Max Uplift26=221(LC 4), 14=-615(LC 5), 22=-1562(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-26=-988/156, 1-2=-1696/272, 2-3=-1696/272, 3-4=-1045/7973, 4-5=1045/7973, 5-6=774/6270, 6-27=-774/6270, 7-27=-774/6270, 7-28=-11146/1421, 28-29=-11146/1421, 8-29=-11146/1421, 8-9=-11146/1421, 9-1 0=-1 7280/2194, 10-30=-17280/2194, 11-30=-17280/2194, 11-12=-9892/1259, 12-13=-9892/1259, 13-14=-4042/523 BOT CHORD 26-31=-38/259, 25-31=-38/259, 25-32=-808/184, 24-32=-808/184, 24-33=-808/184, 23-33=-808/184, 23-34=-17780/2208, 22-34=17780/2208, 22-35=-15506/1930, 21-35=-15506/1930, 21-36=-561/4326, 20-36=-561/4326, 20-37=-561/4326, 19-37=-561/4326, 19-38=-1979/15559, 18-38=-1979/15559, 18-39=-2024/15948, 17-39=-2024/15948, 17-40=-2161/16992, 16-40=-2161/16992, 16-41=-2161/16992, 15-41=-2161/16992, 15-42=-94/729, 14-42=-94/729 WEBS 3-24=-96/867, 11-16=-160/1401, 9-18=-198/1687, 5-22=-9869/1245, 6-21=-359/60, 7-20=-97/892, 8-19=-763/110, 2-25=-845/131, 1-25=-251/1540, 3-25=-360/2683, 4-23=-794/125, 3-23=-7650/952, 5-23=-1294/10370, 12-15=-482/83, 10-17=-377/67, 13-15=-1249/9818, 11-15=-7608/966, 11-17=-35/308, 9-17=-179/1409, 5-21 =-1 312110485, 7-21=-11739/1479, 7-19=-952/7555, 9-19=-5010/634 NOTES- 1) 3-ply truss to be connected together with 1 Od (0.131"0") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 5-22 2x4 - 1 row at 0-7-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft, 6=45ft, L=29ft, eave=4ft; Cat. 11; Printed copies of this document are 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. not considered Signed and sealed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. the Signature must be Verified On 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 any electronic copies fit between the bottom chord and any other members. Continued on Rage 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling ofindividualtruss web and/or.chord members only. Additional temporary and permanent. bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sc/Sebring II-2410-C 38TH T71672180 PS241OC-SM FT1 SPECIAL 1 3 ob Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 M11 ek Industries, Inc. Mon Jul 24 15 1:3:36 !Ml I Fage 2 I D: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-gXz_jj 1 L2cEnIJK2kjlr?qY?3iX4LfN HYju9Fayunrh NOTES- 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 221 lb uplift at joint 26, 615 lb uplift at joint 14 and 1562 lb uplift at joint 22. 8) Girder carries tie-in span(s): 7-0-0 from 0-0-0 to 16-0-12; 5-0-0 from 22-5-12 to 28-6-8 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 564 Ito down and 71 Ito up at 15-10-0, and 610 Ito down and 77 lb up at 22-8-8 on top chord, and 506 lb down and 64 lb up at 5-1-4, 630 lb down and 80 lb up at 1-1-0, 740 lb down and 94 lb up at 3-1-0, 650 lb down and 82 lb up at 6-10-0, 650 lb down and 82 lb up at 8-10-0, 591 lb down and 75 lb up at 10-10-0, 591 lb down and 75 lb up at 12-10-0, 740 lb down and 94 lb up at 14-10-0, 740 lb down and 94 lb up at 16-10-0, 740 lb down and 94 lb up at 18-10-0, 740 lb down and 94 lb up at 20-10-0, 740 lb down and 94 lb up at 22-10-0, and 740 lb down and 94 lb up at 24-10-0, and 740 lb down and 94 Ib up at 26-10-0 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 (plf) Vert: 1-8=-346, 8-30=-100, 13-30=-291, 14-26=-10 Concentrated Loads (lb) Vert: 24=-506(B) 17=740(B) 29=564 30=-610 31=-630(B) 32=-740(B) 33=-650(B) 34=-650(B) 35=-591(B) 36=-591(13) 37=-740(B) 38=-740(B) 39=-740(B) 40=-740(B) 41=-740(B) 42— 740(13) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. -Additional temporary and permanent bracing - - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Raw fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty, Ply Park Sq/Sebring II-2410-C 313TH T11672181 PS241OC-SM FT2 ROOF TRUSS 1 ob Reference o tional mia-rionaa wmoer, canoes, r, 8R,,. .,, , oe. , I D:rFfnwM3 Wq?Gifrco Mh4ZDxyq_6K-NTV8DitIjYt_D79SDjFfBsBb020S IGtvjJ4fyubB5 2-4-12 4-7-12 6-10-12 9-1-12 11 13-6-12 15-9-t2 18-0-12 20-3-12 22-8-8 2-4-12 2-3-0 2-3-0 2-3-0 2-2-8 2-2-8 2-3-0 2-3-0 2-3-0 2-4-12 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 3x4 = 3x4 = 1x4 I 3x8 = 3x4 = 5x8 = 6x8 = 5x9 = 1 2 3 4 25 5 6 7 26 8 tx4 11 3x4 = 9 10 Scale = 1:38.1 2x4 I 3x4 = 3x8 = 2x4 7x6 = 2x4 4x5 -_ 4x10 3x10 = 7x8 - 4x5 - 3x4 = 6xl2 MT18HS 11 4-1 -- - --1 -' 1 18-- -- 2-4-12 2-3-0 1-7-0 0-8-0 2-2-8 2-2-8 -8-0 t-7-0 2-3-0 2-3-0 2-12 Plate Offsets KY- f7 0-2-4 Edgel I8:0-3-12 0-3-41 112 Edge 0-2-01 113 0-2-12 0-4-41 115 0-5-0 0-0-01 116 0-5-8 Edgel 119 0-1-12 0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) -0.08 14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1DO BC 0.85 Vert(TL) -0.19 14 >562 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) -0.02 17 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-M) Weight: 255 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied or 3-7-7 oc purlins, except 7-11: 2x4 SP No.2 end verticals. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 12-19: 2x6 SP No.1 WEBS 2x4 SP No.3 *Except* 7-16,8-16,4-20,5-20,1-23,2-22,10-14,11-13,8-14,4-22: 2x4 SP No.2 REACTIONS. (lb/size) 24=240/Mechanical, 12=3326/0-3-8, 17=8078/0-4-0 (req. 0-4-12) Max Uplift 24=-344(LC 17), 12=-912(LC 5), 17=-850(LC 8) Max Grav 24=518(LC 13), 12=5640(LC 2), 17=8078(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-24=-463/323, 1-2=-929/722, 2-3=-1383/1352, 3-4=-1383/1352, 4-25=-1120/2257, 5-25=-1120/2257, 5-6=-944/2419, 6-7=-727/5411, 7-26=-314/1768, 8-26=-314/1768, 8-9=-8273/1214, 9-10=-8273/1214, 10-11=-6417/915, 11-12=-2780/403 BOT CHORD 22-23=-722/929, 21-22=-1942/1452, 20-21=-1942/1452, 19-20=-2419/944, 18-19=-4318/582, 17-18=-4318/582, 16-17=-5411/727, 15-16=-1130/6608, 14-15=-1130/6608, 14-27=-915/6417, 13-27=915/6417, 13-28=-59/414, 12-28=-59/414 WEBS 7-17=-5694/676, 5-19=-897/130, 6-18=-567/80, 2-23=-375/313, 10-13=-910/164, 8-15=-642/4231, 6-19=-285/2219, 6-17=-1191/330, 7-16=-733/6422, 8-16=-9640/1465, 4-20=-1140/159, 5-20=-112/849, 1-23=-741/937, 2-22=-684/493, 10-14=-382/2119, 11-13=-930/6525, 8-14=-251/1950, 4-22=-132/870 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 1 row at 0-7-0 oc, Except member 5-19 2x4 - 1 row at 0-9-0 oc, member 6-18 2x4 - 1 row at 0-9-0 oc, member 23-2 2x4 - 1 row at 0-9-0 oc, member 3-22 2x4 - 1 row at 0-9-0 oc, member 4-21 2x4 - 1 row at 0-9-0 oc, member 10-13 2x4 - 1 row at 0-9-0 oc, member 9-14 2x4 - 1 row at 0-9-0 oc, member 8-15 2x4 - 1 row at 0-9-0 oc, member 19-6 2x4 - 1 row at 0-9-0 oc, member 6-17 2x4 - 1 row at 0-9-0 oc, member 7-16 2x4 - 1 row at 0-9-0 oc, member 4-20 2x4 - 1 row at 0-9-0 oc, member 20-5 2x4 - 1 row at 0-9-0 oc, member 1-23 2x4 - 1 row at 0-9-0 oc, member 2-22 2x4 - 1 row at 0-9-0 oc, member 10-14 2x4 - 1 row at 0-9-0 oc, member 13-11 2x4 - 1 row at 0-9-0 oc, member 8-14 2x4 - 1 row at 0-9-0 oc, member 22-4 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Printed copies of this .document are 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=15ft, 6=45ft; L=24ft, eave=4ft; Cat. not considered signed and sealed and II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 the Signature must be verified on4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. any electronic Copies 6) The Fabrication Tolerance at joint 7 = 12%, joint 8 = 8%, joint 16 = 12% 7) This truss has been designed for a 10.0 psf bottom chord live loan nonconcurrem wltn any omer live loaas. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 16II-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individuattruss web and/or chord members. only. Additional temporary and permanent bracing. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH TI 1672181 P5241OC-SM FT2 ROOF TRUSS 1 2 Job Reference o tional mia-rwnaa LumDer, oanow, rL. 7.640 s Apr 22 2076 MiTek Industries, Inc. Tue Jul 25 08:38:16 2017 Page 2 I D:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-NTVBDitljYt_D79SDj FfBsBb02Q8RSl GtvjJ4fyubB5 NOTES- 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) WARNING: Required bearing size at joint(s) 17 greater than input bearing size. 10) Refer to girder(s) for truss to truss connections. 11) Provide metal plate or equivalent at bearing(s) 17 to support reaction shown. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 344 lb uplift at joint 24, 912 lb uplift at joint 12 and 850 lb uplift at joint 17. 13) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1134 lb down at 14-2-12, 4992 lb down and 819 lb up at 15-9-4, 1138 lb down and 157 lb up at 17-9-4, 1138 lb down and 157 lb up at 19-9-4, and 1138 lb down and 157 lb up at 20-11-0, and 2592 lb down and 442 lb up at 22-6-12 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: 1-11=-100, 12-24=-10 Concentrated Loads (lb) Vert: 14=-1138 15=-4893(B) 16=-870(B) 27=-1138 28=-1138 WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE 14II-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Sq/Sebring II-2410-C 33TH TPark T11672182 PS241OC-SM FT3 SPECIAL 1 nLReference o tional I D:rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-zzwjswg WP W3mW6dxXtvvKZNk2FbmArbgq WzGsOyubA4 1-10-12 3-7-12 5-0-12 7-1-12 8-10-12 10-7-12 12 12 14-1-12 15-10-12 17-9-8 1-10-12 1-9-0 1-9-0 1-9-0 1-9-0 1-9-0 1-9-0 1-9-0 1-9-0 1-10-12 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 1x4 II 3x10 = 1x4 II 3x12 = 1x4 6x12 = 1x4 II 1 3x10 = 2 23 3 4 5 24 6 25 7 8 Scale = 1:29.8 5x9 = 1x4 II 3x4 = 9 26 10 11 22 7x10 = 2x4 11 <<., 6x10 = < J 2x4 11 30 J 2x4 11 V< 12 4x4 II 3x8 = 7x6 = 5x9 = 5x9 = 2x4 II 1-10-12 1-9-0 1-9-0 1-9-0 1-9-0 1-9-0 1F> 0- - 2 1-9-0 1-9-0 1-10-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) 0.15 19 962 360 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(TL) 0.27 18-19 555 240 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.03 15 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP DSS 'Except' TOP CHORD 1-7: 2x4 SP No.2 BOT CHORD 2x6 SP No.1 BOT CHORD WEBS 2x4 SP No.3 *Except* 1-21,3-21,11-13,9-13,9-15,3-19,5-19,7-15,5-17,7-17: 2x4 SP No.2 REACTIONS. (lb/size) 22=2966/0-6-12, 12=-112/0-6-0, 15=7505/0-6-0 Max Uplift 22=351(LC 4), 12=-586(LC 12), 15=-828(LC 5) Max Grav 22=3614(LC 2), 12=46(LC 13), 15=9685(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-3081/304, 1-2=-5298/477, 2-23=-5298/477, 3-23=-5298/477, 3-4=-9262/838, PLATES GRIP MT20 2441190 Weight: 202 lb FT = 20% Structural wood sheathing directly applied or 3-4-7 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 4-5=-9262/838, 5-24=-4306/383, 6-24=-4306/383, 6-25=-4306/383, 7-25=-4306/383, 7-8=-748/8262, 8-9=-748/8262, 9-26=-105/1358, 10-26=-105/1358, 10-11=-105/1358, 11-12=-20/594 BOT CHORD 21-22=-36/349, 20-21=-806/8887, 19-20=-806/8887, 19-27=-749/8267, 18-27=-749/8267, 18-28=-749/8267, 17-28=-749/8267, 17-29=-1755/156, 16-29=-1755/156, 16-30=-1755/156, 15-30=-1755/156, 15-31=-4538/413, 14-31=-4538/413, 13-14=-4538/413 WEBS 2-21=-509/99, 3-20=-46/1165, 4-19=-498/95, 5-18=-37/1043, 6-17=-559/98, 8-15=-1015/153, 9-14=-293/355, 10-13=-659/114, 1-21=-503/5643, 3-21=4092/375, 11-13=-1517/121, 9-13=-353/3626, 9-15=-4245/394, 3-19=-43/427, 5-19=-101/1135, 7-15=-7419/674, 5-17=-4516/418, 7-17=-615/6909 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft, B=45ft, L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water 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 Printed copies of this document are will fit between the bottom chord and any other members. not considered signed and sealed and7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 22, 586 lb uplift at joint 12 and 828 lb uplift at joint 15. the signature must be verified on 8) Girder carries tie-in span(s): 7-0-0 from 0-0-0 to 17-9-8; 7-0-0 from 0-0-0 to 17-9-8; 7-0-0 from 0-0-0 to 17-9-8 any electronic copies 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/orchord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and.BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 38TH T11672182 PS241OC-SM FT3 SPECIAL 1 2 Job Reference o do al Mid -Florida Lumber, Bartow, FL. 540 s Apr 2Z ZU115 MI I eK Industnes, Inc. I ue Jul 2t, Ud:3U:21 LU1 ( rage 2 ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-zzv jswgWPW3mW6dxXtvvKZNk2FbmArbggWzGsOyubA4 NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 15 lb down and 2 lb up at 0-1-12 on top chord, and 888 lb down at 1-8-8, 888 lb down at 3-8-8, 888 lb down at 5-8-8, 888 lb down at 7-8-8, 888 lb down at 9-8-8, 888 lb down at 11-8-8, 888 lb down at 13-0-0, and 888 lb down at 14-3-8, and 182 lb down at 16-3-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-11=-347, 12-22=-134(F=-124) Concentrated Loads (Ib) Vert: 1=-15 21 =-235(B) 20=-235(B) 14=-235(B) 27=-235(B) 28=-235(B) 29=-235(B) 30=-235(B) 31 =-235(B) 32=-42(B) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing — is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672183 PS241OC-SM FT4 SPECIAL 1 2 ob Reference o lion Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:40 2017 Page 1 ID: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-nw4k8P3baDUV?cURs8LJ4FeRB WMupiZa01 NGJTyunrf 3-10-4 6-8-4 10-6-8 3-10-4 2-10-0 3-10-4 Scale = 1:18.6 4x4 = 2x4 II 4x4 = 4x4 = 1 9 10 2 11 3 12 4 2x4 II 4x8 = 44 = 2x4 ll 8 7 13 6 14 5 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.50 BC 0.31 WB 0.43 Matrix) DEFL. in Vert(LL) -0.01 Vert(TL) -0.01 Horz(TL) 0.00 loc) I/defl Ud 5-6 >999 360 5-6 >999 240 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 143 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 10-6-8. Ib) - Max Uplift All uplift 100 lb or less at joint(s) except 8=-142(LC 4), 5=-322(LC 5), 7=-309(LC 4), 6=-751(LC 5) Max Grav All reactions 250 Ito or less atjoint(s) except 8=989(LC 1), 5=2142(LC 1), 5=2142(LC 1), 7=2125(LC 1), 6=5083(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-8=959/149, 4-5=-1131/187 WEBS 1-7=351/54, 2-7=-1754/278, 3-7=-512/79, 3-6=-3792/590 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-8-0 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 ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft, eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water 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 142 lb uplift at joint 8, 322 lb uplift at joint 5, 309 lb uplift at joint 7 and 751 lb uplift at joint 6. 8) Girder carries tie-in span(s): 28-8-0 from 6-8-0 to 10-6-8 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 453 lb down and 65 lb up at 0-1-12, 453 Ito down and 65 lb up at 4-4-4, and 2141 Ito down and 309 lb up at 6-8-4, and 453 lb down and 65 Ito up at 2-4-4 on top chord, and 737 Ito down and 107 lb up at 6-4-3, and 737 lb down and 107 lb up at 8-4-3, and 737 lb down and 107 lb up at 10-4-12 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: 1-3=-314, 3-4=-667, 5-8=-10 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated.. is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing . .. _ . .. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672183 PS241OC-SM FT4 SPECIAL 1 2 o eference o Tonal Mid -Florida Lumber, Bartow, FL. LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 1 =-453(F) 5=-737(B) 3=2141 9=-453(F) 11=-453(F) 13=-737(B) 14=-737(B) b4U s Apf 19 zuib MI I ek Industries, Inc. Mon JUI 24 121:1.5AU 2U1 / rage 2 I D: rFfnwM3Wq?GifrcQMh4ZDxyq_6K-nw4k8P3baDUV?cU Rs8LJ4FeRB WMupiZa01 NGJTyunrf WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary andpermanentbracing - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Seb.ring II-2410-C 3BTH T11672184 PS241OC-SM FT5 SPECIAL 1 2 ob Referent o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 21D16 MiTek Industries, Inc. Mon Jul 24 18:13:41 2017 Page 1 I D: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-F6e6M14DLXcMcm3dPssYdTAh9wjhY9AjFh7prvyunre 2-0-0 2-0-0 3x4 = 2 1x4 II 2x4 11 2x4 11 Scale = 1:9.5 2-0-0 3-11-8 4 0 2-0-0 1-11-8 - 0- 8 Plate Offsets (X,Y)-- 15:0-4-0.0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.11 Vert(LL) -0.01 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.21 Vert(TL) -0.01 5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.41 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix-M) Weight: 46 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 6=1055/0-3-8, 4=1055/0-3-8 Max Uplift6=-122(LC 4), 4=-122(LC 4) Max Grav 6=1084(LC 2), 4=1084(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=886/106, 1-2=-1517/165, 2-3=-1517/165, 3-4=-886/106 WEBS 1-5=-185/1708, 3-5=-185/1708 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water 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 122 lb uplift at joint 6 and 122 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1834 lb down and 189 Ito up at 2-2-0 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 (plf) Vert: 1-3-100, 4-6=-10 Concentrated Loads (Ib) Vert:5=-1701(B) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies MEMEOMMMUSIMMM WARNING • verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicatedis to preventbuckling 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 pre! fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee. Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672185 PS241OC-SM FT6 SPECIAL 1 nG job Reference tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:41 2017 Page 1 I D: rFfnwM3Wq?GifrcQMh4ZDxyq_6K-F6e6M14DLXcMcm3dPssYdTAhswj5Y89j Fh7prvyunre 1-11-2 1-11-2 3x4 = 2 1x4 11 2x4 11 2x4 II Scale = 1:9.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) -0.01 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TL) -0.02 5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2014rrP12007 Matrix-M) Weight: 44 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=1302/0-3-8, 4=1302/Mechanical Max Uplift6=-195(LC 4), 4=-195(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=1062/164, 1-2=1745/262, 2-3=-1745/262, 3-4=-1062/164 WEBS 1-5=-297/1982, 3-5=-297/1982 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=15ft; B=45ft, L=24ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 lb uplift at joint 6 and 195 lb uplift at joint 4. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2212 lb down and 337 lb up at 2-0-0 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 (plf) Vert: 1-3=-100, 4-6=-10 Concentrated Loads (lb) Vert:5=-2212(B) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies MERMIZI WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -- - SW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Sebnng II-2410-C 313TH T11672186 PS241OC-SM FT7 ROOFTRUSS 1 2 ob Refer nce o tional Mid -Florida Lumber. Bartow. FL. 2.4 1 2.4 II 1-9-0 7,640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:42 2017 Page 1 ID: rFfnwM3 Wq?GifrcOMh4ZDxyq_6Kj ICVZ54s5rkDEwegzZNnAgjnVJ6vHimtTLsMOMyunrd 2x4 II 2 2x4 II Scale = 1:9.7 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) 0.00 4 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) 0.00 4 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-M) Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purlins, except BOT CHORD 2x6 SP No-2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=1460/Mechanical, 3=788/Mechanical Max Uplift4=-211(1_C 4), 3=-114(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=1458/214, 2-3=780/116 NOTES- 1) 2-ply truss to be connected together as follows: Top chords connected with 10d (0.131 "xY) nails as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected with 10d (0.131 "xY) nails as follows: 2x6 - 2 rows staggered 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; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Dpsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 211 Ito uplift at joint 4 and 114 lb uplift at joint 3. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2141 lb down and 309 lb up at 0-7-12 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=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=67, 3-4=-7 Concentrated Loads (lb) Vert: 5=-2141 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. F-M Design valid for use only with MiTek® connectors. This tlesign 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 tlesign parameters and properly incorporate this design into the overall building tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T71672187 PS241OC-SM G1 COMMON 3 1 ob R ference o tional Mid -Florida Lumber. Bartow, FL. 4-9-8 4-6-8 4x4 = 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:42 2017 Page 1 ID: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-j ICVZ54s5rkDEwegzZNnAgjgaJwsHfbtTLsMOMyunrd 4-&8 4-9-8 1-0-0 Scale = 1:34.4 Id 3x5 = 5x8 = 3x5 = 9-4-0 Plate Offsets (X Y)— 11:0-0-0 0-0-81 15:Edge 0-0-81 17:0-4-0 0-3-01 9-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.12 7-13 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.31 7-10 >724 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 84 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=745/0-7-8, 5=808/0-7-8 Max Horz 1=-97(LC 10) Max Uplift 1 =-1 24(LC 12), 5=-160(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-14=-1224/413, 2-14=-1119/422, 2-15=-915/309, 3-15=-847/325, 3-16=-847/315, 4-16=-915/304, 4-17=-1166/407, 5-17=-1220/392 BOT CHORD 1-7=-297/1049, 5-7=-298/1043 WEBS 3-7=128/533, 4-7=-340/199, 2-7=-348/202 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-4-0, Exterior(2) 9-4-0 to 12-4-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 124 lb uplift at joint 1 and 160 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Sebring II-2410-C 3BTH TI 1672188 PS241OC-SM G2 SPECIAL 1 1 Job Reference(optional Mid -Florida Lumber, Barlow, FL. 7.640 s Apr 19 2016 MiTek stries, Inc. Mon Jul 24 18:13:43 2017 Page 1 I D: rFfnwM3Wq?GifrcOMh4ZDxyc _6K-BV mtmR5U s8s3s4DOXHuOiuGgYjG_Oy3Oi?cwwoyunrc 3-44 5-9-8 8-0.4 10-7-12 12-10-8 157-12 18-8-0 19-8-0 4 2-9-4 2-2-12 2-7-8 2-2-12 2-9-4 Scale = 1:34.8 2x4 I 2.4 3 8 3x6 _ 4x8 = 44 18x12 MT20HS = 5x5 = 4x4 148 = i 3 8-0.4 10.7-12 12-10-8 15-7-12 18-8-0 3-0.4 2-9-4 2-2-12 2-7-8 2-2-12 2-9-4 3-0.4 Plate Offsets (X,Y)— 11:0-0-0.0-0-81. 14:0-2-12,Edge1. [7:0-2-12.Edge], 110:0-3-0,0-0-61. 112:0-3-8,0-2-01, 115:0-6-0,0-5-01, 117:0-3-8,0-2-01 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014fTP12007 CSI. TC 0.94 BC 0.80 WB 0.89 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 `Except` 4-7: 2x4 SP No. 1D BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 `Except' 3-16,8-13: 2x4 SP No.2 REACTIONS. (lb/size) 1=1257/0-7-8, 10=1320/0-7-8 Max Horz 1=-113(LC 10) Max Uplift 1=-154(LC 12), 10=-217(LC 12) Max Grav 1=1328(LC 17), 10=1392(LC 18) DEFL. in (loc) I/deft Lid Vert(LL) -0.28 14-15 >792 360 Vert(TL) -0,76 14-15 >296 240 Horz(TL) 0,07 10 n/a n/a 4x5 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 113 Ito FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-4-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-6-15 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-24=-2383/698, 2-24=-2337/706, 4-25=-7294/2341, 5-25=-7294/2341, 5-6=-7294/2341, 6-26=-7412/2368, 7-26=-7412/2368, 9-27=-2337/778, 27-28=-2348/777, 10-28=-2383/770 BOT CHORD 1-17=-747/2177, 16-17=-1851/5729, 15-16=-2005/6171, 14-15=-2323/7432, 13-14=-1905/6019, 12-13=-1782/5606, 10-12=-645/2091 WEBS 2-17=-412/1383, 9-12=-403/1362, 4-17=-3780/1181, 2-4=-2064/728, 7-12=-3760/1210, 7-9=-2025/716, 5-15=-538/183, 6-14=-533/198,4-15=329/1303, 7-14=-492/1533 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=15ft, B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-4, Interior(1) 3-0-4 to 13-0-4, Exterior(2) 13-0-4 to 16-0-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 Ito uplift at joint 1 and 217 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-60, 4-7=-199, 8-11=-60, 18-21=-20 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not , a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicatedis to prevent buckling of indiOdual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Sebring II-2410.0 38TH T71672189 PS241OC-SM G3 GABLE 1 1 ob Reference tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 113:14:44 201 / rage 1 ID: rFfnwM3Wq?GifrcOMh4ZDxyt_6K-fhKF_m66dS_wU EnC5_P FF5oCO7nVVIcP9xfLTSEqur 1-0-0 9-4-0 18-8-0 _ 1 19-8-0 r1-40 9-4-0 9-4-0 Scale = 1:35.6 4x4 = I Ib 3x4 = 18 17 16 15 14 13 12 3x4 = 5x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 11 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.01 11 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 93 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 18-8-0. lb) - Max Horz 2=99(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 16, 17, 18, 14, 13, 12, 10 Max Grav All reactions 250 lb or less at joint(s) 2, 15, 16, 17, 14, 13, 10 except 18=255(LC 17), 12=254(LC 22) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 9-4-0, Comer(3) 9-4-0 to 12-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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) 2, 16, 17, 18, 14, 13, 12, 10. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - - - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672190 PS241OC-SM H1 COMMON 1 ob Reference tional Mid -Florida Lumber, Bartow, FL. 7,640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:45 2017 Page 1 I D: rFfnwM3Wq?GffrcQMh4ZDxyq_6K-7tudB67kOm6n5NMPeiwUnJLFCX_uUtIJ9150_gyunra 5-2-0 10-4-0 5-2-0 5-2-0 Scale = 1:19.9 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 TCDL 10.0 Lumber DOL 1.25 BC 0.58 BCLL 0.0 Rep Stress Incr NO WB 0.78 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=4278/0-3-8, 3=4286/0-3-8 Max Horz 1=-50(LC 6) Max Upliftl=-1028(LC 8), 3=-972(LC 8) 4x4 - 1c? d 3x10 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.07 4-6 >999 240 MT20 2441190 Vert(TL) -0.16 4-6 >767 180 Horz(TL) 0.03 3 n/a n/a Weight: 90 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=5097/1191, 2-3=-5102/1193 BOT CHORD 1-9=-1017/4559, 9-10=-1017/4559, 4-10=-1017/4559, 4-11=-1017/4559, 3-11 =-101 7/4559 WEBS 2-4=-919/4106 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=1028, 3=972. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1127 lb down and 292 lb up at 0-10-12, 1126 lb down and 293 lb up at 1-3-4, 1126 lb down and 293 lb up at 3-3-4, 1126 lb down and 293 lb up at 5-3-4, and 1126 lb down and 212 lb up at 7-3-4, and 2105 lb down and 505 lb up at 9-3-4 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=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 1-3=-20 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Continued on a e 2 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design.. Bracing indicated is to prevent buckling of individuattrusscaeb and/or chord members only. Additional. temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the _ - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH TI 1672190 PS241OC-SM H1 COMMON 1 2 ob Refer n o tional Mid -Florida Lumber, Bartow, FL. LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-1126(B)6=-1127(B)8=-2105(B)9=-1126(B)10=-1126(B)11=-1126(B) 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:45 2017 Page 2 ID: rFfnwM3Wq?GifrcQMh4ZDxyq_6K-7tudB67kOm6n5NMPeiwUnJLFCX_uUtIJ9150_gyunra OR WARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual builtling component, not a truss system. Before use, the builtling designer must verify the applicability of design parameters antl properly incorporate this tlesign into the overall builtling tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingisalwaysrequiredforstabilityantltopreventcollapsewithpossiblepersonalinjuryantlpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672191 PS2410C-SM H2 HIP 1 1 Reference o ti n Mid -Florida Lumber, Bartow, FL. 1-M 5-0-0 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:45 2017 Page 1 ID: rFfnwM3Wq?GifrcQMh4ZDxyq_6K-7tudB67kOm6n5NMPeiwUnJLKkX3ZU2YJ9150_gyunra 5 4-0 4x4 = 5.0-0 1-0-0 Scale = 1:20.5 Id 3x4 = 1X4 II 5-0-0 3x4 = s-0-0 0-2- 0-2-0 s-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.01 6-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.04 6-9 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.13 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=622/0-3-8, 4=622/0-3-8 Max Horz 2=58(LC 7) Max Uplift2=-161(LC 8), 4=-161(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=821/157, 3-4=-821/157 BOT CHORD 2-6=76/679, 4-6=-76/679 WEBS 3-6=0/333 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 2=161, 4=161. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 303 lb down and 225 lb up at 5-2-0 on top chord, and 51 lb down at 5-0-0, and 36 lb down at 5-2-0, and 51 lb down at 5-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3-5=-60, 7-10=20 Concentrated Loads (Ib) Vert: 6=-102(F) 3=-195(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss weband/or chord members only. Additional temporary and permanent bracing .. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 - Job Truss Truss Type Qty Ply Park Sc/Sebring II-2410-C 3BTH T11672192 PS241OC-SM J5 JACK 1 1 ob Reference o bona Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:46 2017 Page 1 ID: rFfnwM3 Wq?GgrcOMh4ZDxyq_6K-b4S?P S8M93EejXxbC PRj KWu WixRQ DWISOygaX7yunrZ 1-0 0 5-a0 2x4 = Scale = 1:17.3 Plate Offsets (X Y)— f2:0-4-0 0-0-41 5-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 18 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No-2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=111/Mechanical, 2=298/0-3-8, 4=46/Mechanical Max Hoirz 2=90(LC 12) Max Uplift3=-47(LC 12). 2=-60(LC 12) Max Grav 3=111(LC 1), 2=298(LC 1), 4=76(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B, Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -- fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sal/Sebring II-2410-C 311TH T11672193 PS241OC-SM J7 JACK 22 1 b Reference tional mia-rlonaa LUmoer, roanow, FL. I f.b4u s Apr I 20b MI I eK Industries, Inc. Mon Ju124 16:1,iAb 2U1 f rage 1 ID: rFfnwM3 Wq?GifrcOMh4ZDxyq_6K-b4S?PS8M93EejXxbC PRjKWuRUxOS DVNSOygaX7yunrZ 1-0-0 7-0-0 3x4 = 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.06 4-7 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(TL) 0.16 4-7 510 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=157/Mechanical, 2=397/0-3-8, 4=61/Mechanical Max Horz 2=118(LC 12) Max Uplift3=-67(LC 12), 2=-72(LC 12) Max Grav 3=157(LC 1), 2=397(LC 1), 4=106(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:22.2 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to. prevent buckling of individual truss web and/or chord members.only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the pull fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672194 PS241OC-SM J7A JACK 4 1 ob Reference o tional Mid -Florida Lumber, Bartow, FL. 2x6 = 6-10-8 7.640 s Apr 192016 MI I ek Inaustres, Inc. Mon JUI 24 1b:13:46 ZUl / rage i ID:rFfnwM3Wq?Gi rCQMh4ZDxyq_6K-b4S?PS8M93EejXxbCPRjKWuQVxMuDWISOygaX7yunrZ Scale = 1:22.2 Plate Offsets (X Y)— 11 0-6-0 0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.07 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.20 3-6 >399 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=308/Mechanical, 2=166/Mechanical, 3=71/Mechanical Max Horz 1=114(LC 12) Max Uplift 1 =-47(LC 12), 2=-88(LC 12) Max Grav 1=308(LC 1), 2=166(LC 1), 3=114(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=24ft, eave=4ft; Cat. Il; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-9-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies mmmusmmmmzmzmmmmmmmm WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. HRDesignvalidforuseonlywithMiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual.truss web and/or chord members only. Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 38TH T11672195 PS241OC-SM J7T SPECIAL 3 1 o ference o tional 1 I—snpr Ia N10 MIIBR Ir1UU-e5,"" M 1JUI L9 Io I—, zvI/ rage. ID: rFfnwM3Wq?GifrcQMh4ZDxyq_6K-3G?Oco8_wNMVLh Wnm6zytkQeOKkByydcdca73ZyunrY 1-0-0 2-7-4 2-1-5 2-3-7 24 = 1.5X4 II 0d Scale = 1:22.7 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.40 BC 0.34 WB 0.09 Matrix-M) DEFL. in Vert(LL) 0.06 Vert(TL) -0.13 Horz(TL) 0.07 loc) I/defl Ud 8 >999 240 8 >658 180 7 n/a n/a PLATES MT20 Weight: 29 lb GRIP 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3-9: 2x4 SP No.3 6-0-0 oc bracing: 2-9. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=39/Mechanical, 2=392/0-7-8, 7=192/Mechanical Max Horz 2=118(LC 12) Max Uplift s=-21(LC 12), 2=-68(LC 12), 7=-36(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-14=-282/125, 4-14=-271/133 BOT CHORD 3-7=261/274 WEBS 4-7=-313/298 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft, L=24ft; eave=4ft; Cat. ll; Exp B. Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) n/a 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2, 7. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building. design. Bracing indicated is to prevent buckling of individual truss weband/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebdng II-2410-C 3BTH T71672196 PS241OC-SM KJ5 JACK 2 1 eference o lion I Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:41 201 I Page 1 I D: rFfnwM3Wq?GifrcOMh4ZDxyq_6K-3G?Oco8_wNMVLh Wnm6zytkQbBKj8yz?cdca73ZyunrY 1-5-0 7-0-14 Scale = 1,16.9 2x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/defl LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.17 4-7 >506 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=156/Mechanical, 2=429/0-5-11, 4=67/Mechanical Max Horz 2=90(LC 21) Max Uplift3=-57(LC 8), 2=97(LC 8) Max Grav 3=156(LC 1), 2=429(LC 1), 4=106(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; VuIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft; L=24ft; eave=4ft, Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 43 lb down and 11 lb up at 1-6-12, 43 lb down and 11 lb up at 1-6-12, and 64 lb down and 41 lb up at 4-4-12, and 64 lb down and 41 lb up at 4-4-12 on top chord, and 6 Ito down and 2 lb up at 1-6-12, 6 lb down and 2 lb up at 1-6-12, and 18 lb down at 4-4-12, and 18 lb down at 4-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 10=4(F=2, B=2) 11=-10(F=-5, B=-5) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. NDesignvalidforuseonlywithMiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 39TH T11672197 PS241OC-SM KJ7 JACK 6 1 o R f r rice o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:48 2017 Page 1 ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-YSZmg89chhUMyr5zKgUBPxzp1 k3shLwl$GJhb?yunrX 1-5-0 5-1-9 9-10-1 1-5-0 5-1-9 4-8-8 Scale = 122.3 2x4 = 1x4 II 5 3x4 = 5-1-9 9-10-1 5-1-9 4-8-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.09 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-M) Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=130/Mechanical, 2=517/0-4-15, 5=314/Mechanical Max Horz 2=141(LC 8) Max Uplift4=-62(LC 8), 2=-141(LC 8), 5=-58(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-743/97, 11-12=-706/106, 3-12=-664/108 BOT CHORD 2-14=-180/666, 14-15=-180/666, 7-15=-180/666, 7-16=-180/666, 6-16=-180/666 WEBS 3-7=0/258, 3-6=723/196 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=lb) 2=141. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 lb up at 1-6-1, 51 lb down and 11 lb up at 1-6-1, 72 lb down and 37 lb up at 4-4-0, 72 lb down and 37 lb up at 4-4-0, and 96 lb down and 64 lb up at 7-1-15, and 96 lb down and 64 lb up at 7-1-15 on top chord, and 6 lb down and 2 lb up at 1-6-1, 6 lb down and 2 lb up at 1-6-1, 18 lb down at 4-4-0, 18 lb down at 4-4-0, and 33 lb down at 7-1-15, and 33 lb down at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 5-8=-20 Concentrated Loads (lb) Vert: 13=53(1`=-27, B=-27) 14=4(F=2, B=2) 15=-10(F=-5, B=-5) 16=-35(F=-17, B=-17) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. FrewDesignvalidforuseonlywithMiTek® connectors. This design is based only upon parameters shown, and is for an intlivitlual building component, not a truss system. Before use, the building designer must verify the applicability of tlesign parameters and properly incorporate this design into the overall building tlesign. Bracing indicated is to prevent buckling of intlivitlual truss web and/or chord members only. Additional temporary and permanent bracingisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 313TH T11672196 PS2410C-SM KJ7T SPECIAL 1 1 ob R ferenc o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:49 2017 Page 1 ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-0f781 UAFS_dDa?gAtX?Qy9WsY8JJQp6v4w3E7SyunrW 1-5-0 3-7-7 6-7-6 i 9-10-13 1-SO 3-7-7 2-11-15 3-3-7 Scale = 1217 0d Ia 3x5 = 1.5x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 TCDL 10.0 Lumber DOL 1.25 BC 0.81 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 `Except' 3-10: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=64/Mechanical, 2=603/0-11-6, 6=325/Mechanical Max Horz 2=118(LC 21) Max Uplifts=-29(LC 8), 2=155(LC 8), 6=-91(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-15=-780/191, 4-15=-760/199 BOT CHORD 3-18=-242/739, 8-18=-241/735, 8-19=-242/741, 7-19=-242/741 WEBS 4-8=-43/250, 4-7=-814/266 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.17 9 >691 240 MT20 244/190 Vert(TL) -0.40 9 >296 180 Horz(TL) 0.16 6 n/a n/a Weight: 40 Ib FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 2-10. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except Qt=lb) 2=155. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 43 Ito down and 11 lb up at 1-6-12, 43 lb down and 11 lb up at 1-6-12, 61 lb down and 29 lb up at 4-4-12, 61 lb down and 29 lb up at 4-4-12, and 80 lb down and 65 lb up at 7-2-11, and 80 to down and 65 Ito up at 7-2-11 on top chord, and 6 lb down and 2 lb up at 1-6-12, 6 lb down and 2 lb up at 1-6-12, 24 lb down and 16 Ib up at 4-4-12, 24 lb down and 16 Ib up at 4-4-12, and 37 Ito down and 20 lb up at 7-2-11, and 37 Ito down and 20 lb up at 7-2-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 10-11=-20, 9-10=-20, 3-6=-20 Concentrated Loads (Ib) Printed copies of this document are Vert: 16=-20(F=-10, B=-10) 17=4(F=2, B=2) 18=-38(F=-19, B=-19) 19=-62(F=-31, B=-31) not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicatedisto prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672199 PS241OC-SM MG1 JACK 1 1 o Rfrnce otinl Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jul 24 18:13:49 2017 Page 1 ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-Of781 UAFS_dDa?gAtX?Qy9WzjBH4QfSv4w3E7SyunrW 4-4-0 2-8-0 1.5x4 II 5x5 = 3x10 II 4x4 =4 4-4-0 7-0-0 7- 12 4-4-0 2-8-0 0- 12 Plate Offsets (X Y)-- 11:0-3-4 0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 TCDL 10.0 Lumber DOL 1.25 BC 0.95 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.05 5-7 >999 240 MT20 2441190 Vert(TL) -0.11 5-7 >731 180 Horz(TL) 0.02 4 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.1 WEBS 2x4 SIP No.3 BOT CHORD REACTIONS. (lb/size) 1=1726/0-7-8, 4=2115/Mechanical Max Horz 1=116(LC 8) Max Uplift 1=-305(LC 8), 4=-419(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=2100/340 BOT CHORD 1-8=376/1870, 5-8=-376/1870, 5-9=-376/1870, 4-9=-376/1870 WEBS 2-5=366/2194, 2-4=-2421/486 Scale = 1:23.7 Weight: 40 lb FT = 20% Structural wood sheathing directly applied or 3-7-1 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft, eave=4ft, Cat. II; Exp B, Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (j1=1b) 1=305, 4=419. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 227 lb down and 60 lb up at 0-0-0, 1020 lb down and 194 lb up at 2-0-12, and 1020 to down and 194 lb up at 4-0-12, and 1021 lb down and 192 lb up at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 1-4=-20 Concentrated Loads (Ib) Vert: 1=-227(F) 5=-1020(F) 8=-1020(F) 9=-1021(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individualtruss web and/or chord members only. Additionaltemporary and permanent bracing ... Fraw is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36,610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T11672200 PS241OC-SM N1 COMMON 1 1 ob Reference o tion Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 20% MiTek Industries, Inc. Mon Jul 24 18:13:50 2017 Page 1 ID: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-UrhWEgBID I14C9FMRF WFUM2DgYIR9F12JaonguyunrV 3-&0 3-6-0 Scale = 1:15.4 4x4 = IMd 3x4 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.17 BC 0.43 WB 0.29 Matrix-M) DEFL. in Vert(LL) -0.02 Vert(TL) -0.04 Horz(TL) 0.01 loc) I/deft L/d 4-6 >999 240 4-6 >999 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 30 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-10 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=690/0-3-8, 3=734/0-3-8 Max Horz 1=-34(LC 23) Max Uplift 1=-143(LC 8), 3=-151(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1056/225, 2-3=1056/225 BOT CHORD 1-9=-160/923, 4-9=-160/923, 4-10=-160/923, 3-10=-160/923 WEBS 2-4=137/749 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=143, 3=151. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 288 lb down and 67 lb up at 1-9-4, and 288 lb down and 67 lb up at 3-9-4, and 288 Ito down and 67 lb up at 5-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 1-3=-20 Concentrated Loads (lb) Vert: 4=-288(B) 9=-288(B) 10=-288(B) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing '§ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ANA fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 36TH T71672201 PS241OC-SM N2 GABLE 1 1 Reference i nal dI 1 v, ay, , ID: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-Urh WEgBtD 114C9FMRF WFUM2B4YgC9Jy2JaonguyunrV 1-0-0 3-6-0 3-6-0 1-0-0 4x4 = 3 2x4 = 1x4 II 2x4 = Scale = 1:17.2 n d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.01 5 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) 0.02 5 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 28 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=20917-0-0, 4=20917-0-0, 6=26217-0-0 Max Horz 2=43(LC 11) Max Uplift2=-99(LC 12), 4=-99(LC 12), 6=-20(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. Il; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 3-6-0, Comer(3) 3-6-0 to 6-6-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consUft qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4, 6. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members_only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Pant Sq/Sebring II-2410-C 3BTH T11672202 PS241OC-SM v1 VALLEY 1 1 Reference o tional mia-rionaa Lam Der, canoes, rL. 2x4 i 1-6-0 6.00 F12 2 r pi a rayc i ID: rFfnwM3 Wq?GrfrcCiMh4ZDxyq_6K-y1 FuSABV_ctxplgY?y1 u1 abQzyBoum?BYEYLCKyunrU 3-0-0 1-6-0 3x4 = Scale = 1:6.5 3-0-0 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.02 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 8 Ito FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=71/3-0-0, 3=71/3-0-0 Max Horz 1=-8(LC 10) Max Uplift 1=-17(LC 12), 3=-17(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=25ft; 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verity design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of intlivitlual truss web and/or chord members only. Additional temporary and permanent bracing - - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Sebring II-2410-C 3BTH T71672203 PS241OC-SM V2 VALLEY 1 1 b Referen e o tional Miu Ru, iva Lumbe,, oanuw, FL. 7,640 . Ape i reye I ID: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-yl FUSABV_ctxplgY?yt u 1 abPJy67um?BYEYLCKyunrU 3-2-0 5-4-0 3-2-0 3-2-0 Scale = 1:12.7 3x4 = 2 2x4 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=204/6-4-0, 3=204/6-4-0 Max Horz 1=24(LC 11) Max Uplift 1 =-34(LC 12), 3=-34(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2x4 PLATES GRIP MT20 244/190 Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design: Bracing indicated is to prevent buckling of individual truss -web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -- - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sc/Sebring II-2410-C 3BTH T71672204 PS241OC-SM V3 VALLEY 1 1 Job Reference tional Mid-l-onda Lumber, Banow, I-L. I.bau s Apr IV Lalb W I eK inaus[nes, Inc. mon - ea ia: I,— <u i r rage i ID: rFfnwM3Wq?GifrcOMh4ZDxyq_6K-QEpHtVC71v?oRS PIZgY7an7bOLWbdD FLm uHuknyunrT 1-2-0 2-4-0 i 1-2-0 1-2-0 3x4 % Scale = 1:5.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.00 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES W0.00 BHorz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 REACTIONS. ( lb/size) 1=50/2-4-0, 3=50/2-4-0 Max Horz 1=8(LC 11) Max Uplift I =-1 6(LC 12), 3=-16(LC 12) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 4 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; 13=45ft, L=24ft, eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 -16 " For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only Industry Standards: ANSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 Of O x 0 CL O 1-- 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 BOTTOM CHORDS 8 7 6 5 0Of O 2 0 o_ O t- JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. C 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 1 s Safety . Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Revision "rGr City of Sanford Response to Comments y ` #` Building & Fire Prevention Division 3O Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.govBY4 Permit 4 % 2 j Submittal Date /2A// 7 j Project Ad ress: 2-0-0 3Z Contact: co -F u-r- °: Ph: 3Z3 Z c $ 2 ! l Fax: Email: a t t/iZ ee.Cawi Trades encompassed in revision: Building Plumbing Electrical General description of revision: S A o z/ Pe - Ile —tit— to exj' L—, j C, Ar 6, z d lo i /e t to ull'n o f Mechanical 1 Q—L-ife Safety Waste Water ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention 0-1§'uilding l, 1- / 7 1Z e_' CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: / --/ j /4p b /3 Documented :Construction Value: $ kp' 0 Job Address 2DHistoric District: Yes No Parcel ID: Residential Commercial Type of Work: New N Addition Alteration Repair Demo Change of Use Move Description of Work: \Y'S'\A ` ku^ kkvk(,, t CA.. " Vtt't-1\ , \Q ,S' CLtg Plan Review Contact Person: Title:`y Phone: '(} l `2,2` 1 gi Vi Fax: Email: ctvLL Property Owner Information Name A,p /-, Phone: Street: j2 (>`t%: t i- tta& Resident of property? City, State Zip: 0`ykct4-- C'k - Contractor Information Name U )Dkk Phone: ' 15 -1(.P Street: ` Z c G S} C Fax: City, State Zip: W>1 c-Y C" J - j2'j 2 State License No.:, M Name: Street: City, St, Zip: Bonding Company: Address: Architect/ Engineer Information Phone: Fax: E- mail: Mortgage Lender: Address: WARNING' TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENTMAY 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 or 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 10.. 3 Shall be inscribed with the date of application and the code in effect as of that date: S1° Edition (2014)Florida Building Code Revised'. June30, 2015 Permit Application 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 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 be done in compliance with all applicable laws re 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 information is accurate and that all work will histructipn and zoning. ractor/Agent Date vt Print Contractor/Agent's Name Signature 41 a atas punrrr CAM pYA& KELLYWEBSTER Notary Public - State of Florida r Commission # FF 978034 My Comm. Expires Apr 4, 2020 Contractor/A e t s Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Mitt. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler. Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application i Revision C7, ,` City of Sanford17 R&-Ponse to -Comments, Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 t'i Email: building@sanfordfl.gov Permit # F 7 -1 7/( a -Pr Submittal Date 11— l5 — l 7 Project Address: v4(-q 65C l/ }-LQlL K&/(, l 01//-- Contact:. Ph: o % - 6.) % - 313S Fax: o - Email: fJl ,Da/ 5,rm to , vayk /Rrr`t eS Cow Trades encompassed in revision: Q' Building Plumbing Electrical Mechanical General description of revision: I) )Pfr rvScno 111/i/ PIk 1?b-ViQ01V- DE%/G AP©y t Q-L-ife Safety Waste Water ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention Building Monta Consulting & Design of WMR and Associates, LLC Mayflower Center Phone (407) 681-1917 222 S. Westmonte Drive, Suite 100 Certificate of Authorization # 9177 Altamonte Springs, FL 32714 montaconsulting.com Residential Design & Structural Engineering, Site work, Commercial / Industrial Building Design, Truss Engineering, Third Party Inspection, Project Management, and BIM Modeling for Homebuilders Park Square Homes Wyndham Preserve — Lot 112 (2410 Sebring, Elevation C) November 15, 2017 Plan Revision: Updated detail RPO1/S5 Sheets Affected: SC, S5C Revision ov City of Sanford dtesponse to Commentsi l. N Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # n • l—i \ 1p Submittal Date 1 O.31 • 11 Project Address: a(o /.3 P i LV)ey- Co v z- (ssk \\ a Contact: Ph: _ _ _you • Fax: Email: rm(Ny1i So N Trades encompassed in revision: Building_ Plumbing Electrical Mechanical Life Safety Waste Water General description of revision: ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention Building $ f :' 11 " 4 - 1