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3830 Loon Ln - BR18-001472 (a) SFHCOUNTY OF SEMINOLE IMPACT FEE STATEMENT 13 -/y 7. STATEMENT NUMBER: 18100000 BUILDING APPLICATION #: 18-10000096 BUILDING PERMIT NUMBER: 18-10000096 3DATE: February 06, 2018 UNIT ADDRESS: LOON LANE 3830 17.20-31-502-0000-1050 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP* RNG. SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME, ADDRESS: APPLICANT NAME: Park Square Entergrisep LLCADDRESS: 5200 Vineland Road, Suite 200 ORLANDO FL 32811 LAND USE: Wyndham Preserve TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3830 LOON LANE/ WYNDHAM PRESERVELOT105SFRDETACHED FEE BENEFIT RATE UNIT CALL UNIT TOTAL DUETYPEDISTSCHEDRATEUNITSTYPEI ---------- ............ - --------------- - --------- ROADS-ARTERIALS CO -WIDE ORD Single Family ROAI?S-COLLECTORSS HousingN/A 705.00 1.000 dwl unit Single Family Housing 00 1.000 dwl unitFIRERESCUEN/A LIBRARY CO -WIDE ORD Single FamilySCHOOLS Hou 1 54.00 1.000 dwl unit Single Family CO WIDE ORD HousingN/A 5,000.00 1.000 dwl unitPARKS LAW ENFORCE N/A DRAINAGE N/A AMOUNT DUE PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THESEMINOLECOUNTYROAD, FIRE RESCUE, LIBRARY AND/OR EDUCATIONALISSUANCEOFABUILDINGPERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEESMUSTBEEXERCISEDBYFILINGAWRITTENREUESTWITHIN45CALENDARDAYSOFTHEDATEABOVEBUTNOLATERTMCERTIFICATEOFOCCUPARYOROCCUPANCY. THE RE UEST FOR REVIEWMUSTMEETTHEREQUIREMENTSOFTHECOUNTYLAND8EVELOPMENTCODECOPIESOFRULESGOVERNINGAPPEALSMAYBEPICKEDUP, OR REQUESTED, FROM THE BUSINESS OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. DAVUL11ITM 0LfnTTTn 705.00 00 00 54.00 5,000.00 00 00 00 5,759.00 BE V4t%.wz TO. SEMINOLE COUNTY OR CITY OF SANFORDBUILDINGDEPARTMENT 1101 EAST FIRST STREETSANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCETHECOUNTYBUILDINGPERMITNUMBERATTHETOPLEFTOFTHISSTATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOTISSUEDWITHIN60CALENDARDAYSFROMTHEDATEABOVE CITY OF SANFORD 4 BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S. 3830 Loon Lane Sanford 32771 (Lot 105) Historic District: Yes [I No El Parcel ID: 17-20-31-502-00-1050 Residential RX CommercialEl Type of Work: New E Addition 1-1 AlterationEl RepairEl DemoEl Change of Use[] Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Phone: 407-529-3135 Fax: Name Park Square Enterprises LLC Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Title: Permitting Manager Email: mparkison@parksquarehomes.com Property Owner Information Phone: 407-529-3000 Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Fax: 407-529-3001 City, State Zip: Orlando, FL 32811 State License No.: CRC1330351 Architect/Engineer Information Name: Michael Thompson Street: PO Box 580937 City, St, Zip: Orlando, FL 32858 Bonding Company: Address: Phone: Fax: 407- 734- 1450 E- mail: dbec@engineer.com Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5"' Edition (2014) Florida Building Code Revised June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law. FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the tune the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. I-L- Signature of Owner/Agent Date Vishaal Gupta Print Owner/Agent's Wine Signa 7orof Notary -State o F76rida Date Owner/Agent ism Personally Known to Me or MICH—ELLE PARK18ON0, q, Notary Public - State of Florida Commission # GG 157861 My Comm Expires Nov 5, 2021 2!, boaded thim9b National Notary Assn. Signature ofContractor/Ageni Date Vishaal Gur)ta Print Contractor/Aw, 's Name Signatu(e of Notary-S6Tt-ofFlorida -' Date MICHELLE PARKSON Notary Public - State of Florida Commission # GG 157861 My Comm. Expires Nov 5,2021 boml through NationVN(.Aafy Assn A", 01: Contractor/Agent is Produced ID Type of ID R OFFICE USE ONLY Permits Required: Building[2 Electrical Mechanical[j Plumbing' Gas[] RoofL-11 Construction Type: IP-7 Occupancy Use: rl 7 Flood Zone: CC AW 61T Total Sq Ft of Bldg: Min. Occupancy Load: 2-5 # of Stories: New Construction: Electric - # of Amps lzlk Plumbing - # of Fixtures Zq, Fire Sprinkler Permit: Yes No I # of Heads APPROVALS: ZONING: UTILITIES: ENGINEERING: "-,c- i FIRE: COMMENTS: — Ok to construct single family home with setbacks and impervious area shown on plan. -:9 - Ylf;,, 39 of (f r-,ss - Fire Alarm Permit: Yes [] Nol`7If\ I WASTE WATER: BUILDING: 31Z -1 Revised June 30, 2015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ 150,000.00 Job Address: 3830 Loon Lane Sanford 32771 Historic District: Yes F] NoEl Parcel ID: 17-20-31-502-OQQ0-1 Q5Q Residential LXJ Commercial LJ Type of Work: New 0 Addition 11 Alteration 11 Repair 11 Demo El Change of UseE] Move 1:1 Description of Work: Construction of new single family residence _ Plan Review Contact Person: Michelle Parkison Lot 105) Title: Permitting Manager Phone: 407-529-3135 — Fax: Email: mpg rkison(2parksq uaLe-hgmes.co Name Park Square Enterprises LLC Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Property Owner Information Phone: 407-529-3000 Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta Streett.. 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Name: Michael Thompson Street: PO Box 580937 City, St, Zip: Orlando, FL 32858 Bonding Company: Address: Phone: 407-529-3000 Fax: 407-529-3001 State License No.: CRC1330351 Architect/ Engineer Information Phone: 407-734-1450 Fax: E- mail: dbec@engineer.com Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5", Edition (2014) Florida Building Code Revised: June 30, 2015 Pennit 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 ofthis 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. 3-Aa. le2 Signature ofOwner/Agent Date Vishaal Gupta Print Owner/Agent's e Owner/Agent ism Personally Known to Me or Notary Public - State of Florida Commission If GG 157861 My Comm. Expires Nov 5, 2021 Bonded through Nahonal Notary kw, S - aa I 1p Signature of Contractor/Agent Date Vishaal Gupta Print Contractor/A is Nam S igna7te o?f;,Iotary-S`taW—of Florida Date Y .. 9 . 10, MICHELLE PARKISON Notary Public - State of FloridaICommissionIfGG157861 I4 - RA My Comm. Expires Nov 5, 2021 Contractor/Agent is NUon,,A NotaryAw. Produced ID _ Type of ID FOR OFFICE I Permits Required: Building[] Electrical[] MechanicalE] PlumbingF] Gas[-] RoofF1 Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: YesF] No n- # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: YesF] NOE] UTILITIES: WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application 1877 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: mparkisonC@parksquarehomes.com Property Address: 3830 Loon Lane Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-1050 Phone Number: 407-529-3000 Email: The reason for the flood plain determination is: FEW New structure 0 Existing Structure (pre-2007 FIRM adoption) EJ Expansion/Addition F-1 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) 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: F-1 The parcel is in the: El floodplain Elfloodway F-J A portion of the parcel is in the:EJ floodplain 0 floodway FEW The parcel is not in the: FE-Ifloodplainofloodway F The structure is in the: El floodplain 0 floodway F The structure is not in the: F-1 floodplain EJ floodway If the subject property is determined to be flood zone 'A', the best available information used to determine the base flood elevation is: SP# 18-1472 Reviewed by: Michael Cash, CFM Date: April 16, 2018 THIS INSTRUMENT PREPARED BY: Name: Tania Pickering Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 NOTICE OF COMMENCEMENT Permit Number: 18-1472 Parcel ID Number: 17:20-al-502-00 10-1050 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 105 Wyndham Preserve Plat Book 81 / Pages 93-102 3830 Loon Lane, Sanford FL 32773 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: Zt Name and address: Park Square Enterprises LLC 5200 Vineland Rd Suite 200 Orlando FL 32811 Interest in property: Fee Sim ple Fee Simple Title Holder (if other than owner listed above) Name: 4. CONTRACTOR: Name: Park Sguare Homes Phone Number: 407-529-3000 Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 5. SURETY (if applicable, a copy of the payment bond Is attached): Name: N/A Address: N/A Amount of Bond: N/A 6. LENDER: Name. Fifth Third Bank Phone Number: Address: 5050 Kingsley Dr. MD: 1 MOM Cincinnati, OH 45227 7. Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes. Name: Phone Number: Address: 8. In addition, Owner designates of to receive a copy of the Lienor's Notice as provided in Section 713,13(1 Xb), 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) WAffl1jyG TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Signature of Owner Lessee, or Owner'sjr Litall Authorized Officer/Director(Partner/Mang ) Vishaal Gupta, Executive Vice President Print Name and Provide Signatory'sTitle/Office) State Of %County of The foregoing instrument as acknowledged fore me this day of - LaI C/ by Eli / Who is personally known to m011 Name of person mAking statern," X OLAW who has produced Identification 0 type of identification produced: 0I EE MOB 27, 2019 0, 40dTft Hoot Notary Senfv^ Notary Signature i I P Application for Paved Driveway, Sidewalk or AV1 —JIW4 1 Walkway Including Right -of -Way Use & x'ORI1877 , n% l Landscaping ;" Right —of -WayN www.sanfordA.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 I 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 vj*w. whaes below. size and location of the existing right--of-way and use shall be provided or application could be delayed, Call betore ym dig, 1, Project Location/Address: c) LJZO_ L"Yae- 2. Proposed Activity: I —XI Driveway El Walkway El Other: 1 Schedule of Work: Start Date 4. Brief Description of Work: Completion Date Construction of new driveway for new single family residence This application is submitted by: Property Owner: Signature: _ - Print Name: Vishaal Gupta Address: 5200 Vineland Rd Suite 200 Orlando, FL 32811 Phone: (407) 529-3135 Fax: 1:1 Emergency Repairs Email: mparkison@parksquarehomes com Date: 1-31 CAOI.- ff2 Maintenance Responsibilities/indemnification The Requester, 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. Requester 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 Requester 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, Requester agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential). or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read and understand the above statement and by signing this application I agree to its terms. Signature: Date: This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection, Pre -pour Inspection by: Date: Application No! Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions: Official Use Only Fee: Date: Date: Date Date: 4 - t (V - 70 18 Date: November 2015 fzjvv use unveway PCIT Uunn 111,1111 iii 11''11fil i I ill li 1111111111131 MAMM Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date:,:3Q'6' za I hereby name and appoint. an agent of: Park Square Homes Name ol'Company} to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): 0 The specific permit and application for work located at: Address) Expiration Date for This Limited Power of Attorney: L52 ''?D1 - i B License Holder Name: Vishaal Gupta State License Number: CRC1330351 Signature of License Holder:__el& STATE OF FLORIDA COUNTY OF Orange The foregoing instrument was acknowledged before me this day of 20W- lEby Vishaal Gupta who is Xpersonally known to me or o who has produced as identification and who did (did not) take an oath. Notary Seal) \( MIGHF-LLE PARKOON Print or type name State Floridateof 5 6NotarlPuStateofFlofida GG IJ, Nov5 2021 GG 157861COMMISS1 State of \gx-ick. My Gomm Expires No, 512021 Notary Public 41_11 179, Qoncted Noomo Notary Assn Commission No. C My Commission Expires: Rev. 08.12) 0 LoW72 I] a V-11 ONNITA IXZIlll May 29, 2018 Attn: Daphne Clark 301 S. Tubb Street, Unit J I Oakland, Florida 34787 Via Email: daphne@permitspermitspermits.com RE: De minimus Variance, BP# 18-1472 3830 Loon Lane (Lot 105) Tax Parcel Number: 17-20-31-502-0000-1050 Dear Ms. Clark: This department is in receipt ofyour Application for a Variance to decrease the minimum required front (side street) yard setback from 25'-0" to 22'-6" for a single family home proposed in the Wyndham Preserve subdivision. Upon review, the request has been determined to be 15% or less of the required dimension and is therefore considered to be a de minimis variance meeting the following criteria: Special conditions and circumstances exist which are peculiar to the land, structure or building involved and which are not applicable to other lands, structures or buildings in the same district, The literal interpretation of the provisions ofthe land development regulations would deprive the applicant of rights commonly enjoyed by other properties in the same district under the terms of the land development regulations. The special conditions and circumstances do not result from the actions of the applicant. Granting the variance will not confer on the applicant any special privilege that is denied by the land development regulations to other lands, structures, or buildings in the same district. The reasons setforth in the application just granting the variance, and that the variance is the minimum variance that will make possible the reasonable use of the land, building, or structure. The granting of the variance will be in harmony with the general purpose and intent ofthe land development regulations and will not be injurious to the neighborhood, or otherwise detrimental to the public welfare. Your request to decrease the required side street (front) setback from 25'-0" to 22'-6" along Night Heron Drive is hereby approved. This approval in no way overrules or relieves the owner from compliance with any conditions associated with prior approvals. Be on notice that appeals ofthe above decision may be made to the City Commission by any person aggrieved or by any officer, board or agency of the City including the City Commission within thirty (30) calendar days of the Administrative Official's action. The applicant shall be required to withhold all action on the property until the 3 1 st day past the date noted above. If you have any questions, please contact this office. Respectfully, CIT OF S NFOR.: Z)aDreena Colbert Planner Jeff Triplett Art Woodruff Velma H. Williams Patrick Austin Patty Mahany Norton N. Bonaparte, Jr. Mayor District I District 2 District 3 District 4 City Manager City Hall, 2nd Floor - 300 North Park Avenue - Sanford, FL 32771-1244 - PO Box 1788 - Sanford, FL 32772-1788 p. 407.688.5140 - f. 407.68&514] - sanfordfl.gov REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR DETACHED Permit # BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Prepour Z0 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence A A.Z..ao. ELECTRICAL PERMIT Min Max tionInspectionDescription 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final WIN Max Inspection DescriptionMin 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final F-- 1 CFANiEAL PERiyIIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 DESCRIPTION AS FURNISHED: Lot 105, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole Couhty, Florida. PLOT PLAN FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America Ok to construct singly family hams with setbacks and impervious area LOT 106 shown can Ian. ' °C- 4 i N 89043'03" Eje 1 77,50' LOFI 24.80' 24,80' 24.80' I o LOT 105I 22.50' 18.7 22.3' N+ q ciT Q I ca o I LANAI 2 Q 14.00' 22.3' s CA I 11.00' LOT 104 o PROPOSED RESIDENCE 4.0, 10.00' 23CAR-GARAGE LEFT l N I I 4,7' 10.00' 6 ENTRY o 16.0' •r 22.50' 2s.D' 25.7' UWALK DRIVE F R=25.00' 25.20'_ 25.20' T _ h _ L-= 39. 27' t0' UTIL. C=35.36' ESMT. GB=S 45016'57" E 1s P.C. t 5' CONC S/W SETBACKS AS FURNISHED FRONT - 25'(K) REAR s 20' SIDE 5' (40' LOT) 7.5' (60' LOT) 10' (75' LOT) SIDE STREET = 25' (60' & 75' LOT) 15' (40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM OF (2) IN SUCCESSION AT 25' PROPOSED - FINSHED SPOT GRADE ELEVATIONS PER DRAINAGE PLANS G J" - PROPOSED DRAINAGE FLOW " ) LOT GRADING TYPE A QQa PROPOSED FF. PER PLANS - 27,1' QQ N 89043'03" E (e.B.) 5,2.50' L 0ON L-A-JV- ' 50' PRIVATE RIW) PLOT PLAN ONLY PLOT PLAN AREA CALCULATIONS NOT A SURVEY TOTAL LOT AREA 8,778 t SQUARE FEET FLATWORK ON/OFF LOT = TOTAL t SQUARE FEET DRIVE 617/ 122— 739 t SQUARE FEET WALKS 30/ 1,0941,123 t SQUARE FEET SOD 5,340/ 1,017- 6,357 t SQUARE FEET NOTE; FRONT SIDEWALK AND STREET LOCATION TAKEN FROM Cry'USjV,4fE1.vM?-AS C TT & ASSOC, 11VC - FLATWORK FOUNDATION/ PAD 2,474 t SQUARE FEET REAR PATIO 223 t SQUARE FEET FRONT PORCH DECK 83 t SQUARE FEET POOL DECK N/A t SQUARE FEET PLANS PROVIDED BY CLIENT • NOT FIELD VERIFIED - LA. N1? ASV UP FE MTS` LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL, 32807 (407)--277-3232 FAX (407)-658-1436 P PLAT RAA- POINT ON LINE NOTES: l, R, FIELD tRaNRIP[ TIP. PRC. TYPICAL POINTREVERSE CURVATURE 1. THE UNDERSIGNED DOES THEREBY CERTIFY THAT THIS SURVEY MEETS THE OF PRACTICE SET FORTH BY THE FLORIDA i+ I& IRON ROD PCC, OF POINTOFCOMPOUND CURVATURE MINIST ATAV FLORIDABOARDrA PROFESSIONALSURVEYORSANDMAPPERSINClw'TERSJ-T7 FLORIDA AOMINISTAAThE COQE PURSUANT FD SECTON R72.027. ORIOh STATUES C• NLCONCRETE KONUKENT RAP. RADIAL, 2. UNLESS EMBOSSED 1YTH SURVEYOR'S SIGNATURE ORIGINAL RAISED SF.4.. THIS SURVEY MAP OR COPIES ARE NOT VALID. SET I.R. 1/2• M •/BLB 4596 NAL V.P. NON -RADIAL WITNESS POINT TIO J. THIS SURVEY WAS PREPARED NTT04f TITLE INFORMATION FURNISHED TO INC SURVEYOR. THERE MAY BE OTHER RESTRICTIONS REC. PO.R. RECOVERED POINT OF BEGDUHINO CALL CALCULATED OR EASEMENTS TNT AFFECT THIS PROPERTY, POC. POINT OF COKNENCCKENT FAA FF. PERRATEHT REFERENCE KONUKENT FINISHED FLOOR ELEVATION 4, NO UNDERGROUND IMPROVEMENTS RAVE' BEEN LOCATED UNLESS OTHERWSE SHOWN. THOSECER17FICOTOANDSHOULDNOT BE RETIED UPON BY ANY OTHER ENTITY. ENNDCENTERLINENAIL W DISK DLSA. BUILDING SETBACK LINE g, THIS SURVEY IS PREPARED FOR THE SOLE BENEFR OF LDtAWNSIONSSHOWNFORTHELCG\TION orIMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. R/V RIGHT-OF-WAY ILK ILIRCNCHWK BASE BEARING 7, BWRINGS, ARE IILIED ASSUMED APAt AND ON INC LINE SHOWN AS BASE BEARING (8.8,) DRAIN. DRAS[NAOf B. ELEVATIONS. IF SHOWN, ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929. UNLESS OTHERWISE NOTED. UTIL. UTILITY 9, CERTIFICATE OF AUTHORIZATION No, 096. CLFC. CHAIN LINK FENCE WRFC. WOOD FENCE C/ D * CONCRETE BLOCK P, C, POINT OF CURVATURE p, 1. POINT DF TANGENCY DEW, DESCRIPTION L ARC LENGTH D DELTA C • CHORD C. N. ^ CHORD BEARING NORTH CERTIFIED 6Y, SCALE F--- 1" - 20' —a ( DRAWN BY: `•A 1 1 1 #V _.I PLOT PLAN 1-15-18 REVISED PLOT PLAN (MOVED A 0 PAD) 03-21-18 REVISED PLOT PLAN 05-18-18 5760^ 17 3203- 16 THIS BUILDING\PROPERTY DOES NOT LIE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM" ZONE X. MAP 1 1211700090 F (09-28-07) TOM USENM R• R.L.. ,(! 47t 4LAMES COTT, .L S 4801 FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 105 3449 Cypress A LHG - W Builder Name: One Stop Cooling and Heating Street: 3830 Loan Lane Permit Office: City of Sanford City, State, Zip: Sanford , FL , 32773 Permit Number:# Owner: Park Square Homes Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2 1. New construction or existing New (From Plans) 9. Wall Types (3751.0 sqft,) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=1 1 .O 1791.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1586.70 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=1 1.0 373.33 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (2291.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 2291.00 ft2 6. Conditioned floor area above grade (ft2) 3449 b. N/A R= ft2 Conditioned floor area below grade (W) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(387.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Attic 6 376.4 a. U-Factor: Dbl, U=0.55 240.00 ft2 b. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 313.4 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 72.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 34.8 SEER:16.00 b. Central Unit 28.6 SEER:16.00 c, U-Factor: Dbl, U=0.54 60.00 ft2 SHGC: SHGC=0.25 13. Heating systems kBtulhr Efficiency d. U-Factor: other (see details) 15.00 ft2 a. Electric Heat Pump 33,0 HSPF:9.00 SHGC: other (see details) b. Electric Heat Pump 27.8 HSPF:9.00 Area Weighted Average Overhang Depth: 2.791 ft. Area Weighted Average SHGC: 0.231 14. Hot water systems a. Electric Cap: 50 gallons8. Floor Types (3449.0 sqft,) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 1882,00 ft2 b. Conservation features b, Floor Over Other Space R=0,0 1158,00 W None c. other (see details) R= 409.00 ft2 15. Credits Pstat Glass/Floor Area: 0.112 Total Proposed Modified Loads: 90.86 PASSTotalBaselineLoads: 93.95 1 hereby certify that the plans and specifications covered by Review of the plans and V1 S7-4 this calculation are in compliance with the Florida Energy Digitally signed by Bojan specifications covered by this N, Code. calculation indicates compliance s Vic PaukovicBoianPaukoDate: 2018.0126 10:26:38 with the Florida Energy Code, r. 0 PREPARED BY: - ----- DATE: Before construction is completed this building will be inspected for compliance with Section 553.9108 Florida Statutes. I hereby certify that this build' as design d, is in compliance with the Florida Ener od OWNER/AGE Wf BUILDING OFFICIAL: DATE: --- - --------- DATE: ------------- Compliance requires certification by the air handier unit manufacturer that the air handier enclosure qualifies as certified factory -sealed in accordance with R403.3.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2). Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with ANSI/RESNET/ICC 380, is not greater than 0.030 On for whole house. 1/17/2018 11:15 AM EnergyGauge@ USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 5 FORMR405-2O17 PROJECT Title: Lot 105 3449 Cypress A LHG Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 3449 Lot # 105 Owner Name: Park Square Homes Total Stories: 2 Block/Subdivision: WYNDHAM PRESERV of Units: 1 Worst Case: No PlatBook: Builder Name: One Stop Cooling and Heatin Rotate Angle: 0 Street: 3830 Loon Lane Permit Office: City of Sanford Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL , 32773 New/Existing: New (From Plans) CLIMATE V Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site 97.5% 2.5% Winter Summer Degree Days Moisture Range BLOCKS Number Name Area Volume SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet ROOF Roof Gable Roof Solar SA Emitt Emitt Deck PitchV # Type Materials Area Area Color Absor. Tested Tested Insul, dog) ATTIC V# Type Ventilation Vent Ratio (11 in) Area RBS IRCC 1/17,12018 11:15 AM EnergyGaugeS USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2017 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1st Floor 30 Blown 2291 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below f_._Ami o_-__.--._ Wall_ -.Type_ R-Value Et----- In-__._---FL_..._In_.___ Area R--Value_-._Fraction.----Absor__..Grade°/-0.--- 1 N Exterior Frame - Wood 2nd Floor 11 54 6 9 0 490.5 ft2 0 0,25 0.8 0 2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 48 6 9 4 452.7 ft2 0 0 0.8 0 3 E Exterior Frame - Wood 2nd Floor 11 45 0 9 0 405.0 ft2 0 0.25 0.8 0 4 E Exterior Concrete Block - Int Insul 1 st Floor 4.1 45 0 9 4 420.0 ft2 0 0 0.8 0 5 S Exterior Frame - Wood 2nd Floor 11 54 6 9 0 490.5 ft2 0 0.25 0.8 0 6 S Exterior Concrete Block - Int Insul 1st Floor 4.1 60 0 9 4 560.0 ft2 0 0 0,8 0 7 W Exterior Frame - Wood 2nd Floor 11 45 0 9 0 405.0 ft2 0 0.25 0.8 0 8 W Exterior Concrete Block - Int Insul 1st Floor 4.1 16 6 9 4 154.0 ft2 0 0 0.8 0 9 Garage Frame - Wood 1st Floor 11 40 0 9 4 373.3 ft2 0 0.25 0.8 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 W Insulated 1st Floor None 39 3 8 24 W 2 Wood 1st Floor None 46 2 8 8 21.3 ft2 WINDOWS Orientation shown is the entered, Proposed orientation, Wall Overhang Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 n 1 Metal Low-E Double Yes 0,55 0.22 N 45.0 ft2 1 It 0 in 0 It 9 in Drapes/blinds None 2 n 2 Metal Low-E Double Yes 0.55 022 N 15.0 ft2 1 ft 0 in 0 It 9 in Drapes/blinds None 3 n 2 Metal Low-E Double Yes 0.55 0.22 N 45.0 ft2 1 It 0 in 11 ft 2 in Drapes/blinds None 4 n 2 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 It 0 in 11 ft 2 in None None 5 n 2 Metal Law-E Double Yes 0.54 0.25 N 4.0 ft2 1 It 0 in 11 ft 2 in Drapes/blinds None 6 e 3 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 It 0 in 0 It 9 in Drapes/blinds None 7 e 3 Metal Low-E Double Yes 0.54 0.25 N 8.0 ft2 1 It 0 in 0 It 9 in Drapes/blinds None 8 e 4 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 i It 0 in 0 It 9 in Drapes/blinds None 9 e 4 Metal Low-E Double Yes 0.58 0,25 N 72.0 ft2 10 It 0 in 0 It 0 in None None 10 s 5 Metal Law-E Double Yes 0.54 0.25 N 4.0 ft2 1 It 0 in 0 It 9 in Drapes/blinds None 11 S 5 Metal Low-E Double Yes 0.54 0.25 N 15.0 ft2 1 It 0 in 0 If 9 in Drapes/blinds None 12 s 6 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 1 It 0 in 0 It 9 in Drapes/blinds None 13 s 6 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 It 0 in 11 ft 2 in Drapes/blinds None 14 w 7 Metal Low-E Double Yes 0.55 0.22 N 45.0 ft' 1 It 0 in 0 ft 9 in Drapes/blinds None 15 w 7 Metal Law-E Double Yes 0.55 0.25 N 15,0 ft2 1 ft 0 in 0 It 9 in Drapes/blinds None 16 w 7 Metal Low-E Double Yes 0.54 0.25 N 6.0 ft2 1 It 0 in 0 ft 9 in Drapes/blinds None 17 w 7 Metal Low-E Double Yes 0,54 0.25 N 15.0 ft2 1 It 0 in 0 It 9 in Drapes/blinds None 18 W 8 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 4 It 0 in 2 It 2 in Drapes/blinds None 1 /17!2018 1115 AM EnergyGauge6> USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2017 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg, Wall Height Exposed Wall Insulation I ------------ 1 592 ft2 592 flz 58 It 9.33 ft INFILTRATION Scope Method SLA CFM 50 ELA EqLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000408 36919 202.79 381.38 .367 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ Split HSPF:9 33 kBtu/hr 1 sys#1 2 Electric Heat Pump/ Split HSPF:9 27.8 kBtulhr 2 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block I ------- Ducts 1 Central Unit/ Split SEER: 16 34.8 kBtu/hr 1044 cfm 0.75 1 sys#1 2 Central Unit/ Split SEER: 16 28.6 kBtu/hr 858 cfm 0.75 2 sys#2 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1111111,11, 1 Electric None Garage 0.9 50 gal 80 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft2 DUCTS Supply ---- Return ---- Air CFM 25 CFM25 HVAC # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 376.4 it Attic 94.1 f? Prop. Leak Free Attic --- cfm 56.5 cfm 0.03 0.50 1 1 2 Attic 6 3114 It Attic 78.35 It Prop. Leak Free 2nd Floor --- cfm 47.0 cfm 0.03 O 50 2 2 1/1712018 11:15 AM EnergyGaugeS USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 5 f-UHM Ft40b-201 f TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolingj j Jan f Feb j Mar jj jj Apr jj jj May jXj Jun Xj Jul AugX Se ( Oct f Nov Dec Heatin fXj Jan fX Feb X Mar j Apr j j May Jun j j Jul xlAuj Sop ( Oct oHDec Ventin j Jan Feb X] Mar XX]] A r [[ JJ Ma Jun j Jul Aug Se [ Oct X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling ( WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling ( WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating ( WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating ( WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 1 / 17/2018 11:15 AM EnergyGauge@ USA - FlaRes2017 Section R405.4.1 Compliant Software Page 5 of 5 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods 3830 Loon Lane Permit Number: Sanford , FL , 32773 MANDATORY REQUIREMENTS See individual code sections for full details. SECTION R401 GENERAL R401.3 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 Statutes) requires the EPL display card to be included as an addendum to each sales contract for both prescild 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 code compliance for the building. A copy of the EPL display card can be found in Appendix RD. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4,1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. 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 R402.4.1.1, 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 not exceeding seven air changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i) or 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. Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing buildings in which the new construction is less than 85 percent 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. 6. Supply and return registers, if installed at the time of the test, shall be fully open. R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907, 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 L/s/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 /LS.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. 1 /17/2018 11:15 AM EnergyGaugeO USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 1 of 5 MANDATORY REQUIREMENTS - (Continued) R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. Fireplaces and stoves complying with Section R402.4,2 and Section R1006 of the Florida Building Code, Residential. R402.4.5 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 E283 at a 1.57 pst (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. SECTION R403 SYSTEMS R403.1 Controls. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553,993(5) or 7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes, to be "substantially leak free" in accordance with Section R403.3.3. R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design airflow rate when tested in accordance with ASHRAE 193. R403,3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods: Rough -in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the manufacturer's air handler enclosure it installed at the time of the test. All registers shall be taped or otherwise sealed during the test. 2. Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the test. Exceptions: 1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.4 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41 1C) or below 55OF (1 31C) shall be insulated to a minimum of R-3, R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause degradation of the material. Adhesive tape shall not be permitted. R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory). Heated water circulation systems shall be in accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible. R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. 1 /17/2018 11:15 AM EnergyGaugeG USA - FlaRes2017 - FBC 6th Edition (2017) Complian Page 2 of 5 MANDATORY REQUIREMENTS - (Continued) R403,5.5 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 bond of at least 3 11z inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank, R403.5.6 Water heater efficiencies (Mandatory). R403.5.6.1.1 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 1 001F to 140°F (38°C to 601C). R403.5.6.1.2 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, R403.5.6.2 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 meet the criteria of Section R403.5.6,2.1. 8403.5.6.2.1 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. R403.6 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 including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6.1 Whole -house mechanical ventilation system fan efficacy. When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be powered by an electronically commutated motor. R403.6.2 Ventilation air. When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403,61. 1, The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable Indoor Air Quality, shall be the maximum rates allowed for residential applications. 2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be insulated to a minimum of R-1 1 and the ceiling shall be insulated to a minimum of R-1 9, space permitting, or R-1 0 otherwise, R403.7 Heating and cooling equipment (Mandatory). R403.7.1 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 that affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM CFM) MINIMUM EFFICACY aAIRFLOW CFM/WATT) RATE MAXIMUN CFM) Range hoods Any 2.8 cfm/watt Any In -line fan Any 2.8 cfm/watt Any Bathroom, utility room 10 1.4 ctm/watt 90 FBathroom, utility room 90 2.8 ctm/watt An For SI: 1 cfm = 28.3 L/min, a, When tested in accordance with HVI Standard 916 1 /17/2018 11:15 AM EnergyGaugeG USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 3 of 5 MANDATORY REQUIREMENTS - (Continued) R403.7.1.1 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 403.7, 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. The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacturer's expanded performance data 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 temperatures 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 multiple -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 multiple -family units, the capacity of equipment may be sized in accordance with good design practice. R403.7.1.2 Heating equipment capacity. R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1. R403.7.1.2.3 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 R403.7.1. R403.7.1.3 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. R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403. R403.9 Snow melt and ice 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 50°F (1 01C), and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F (4.81C). R403.1 0 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.1 0.1 through R403.10,5. R403.1 0.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots. R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1. Where public health standards require 24-hour pump operation. 2. Pumps that operate solar- and waste -heat -recovery pool heating systems. 1 Whore pumps are powered exclusively from on -site renewable generation. R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent 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: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered energy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required. R403.10.4 Gas- and oil -fired pool and spa heaters. All gas- and oil -fired pool and spa 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 or LP gas shall not have continuously burning pilot lights. 1/17/2018 11:15 AM EnergyGaugeb USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 4 of 5 R403.10.5 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. R403.11 Portable spas (Mandatory)he energy consumption of electric -powered portable spas shall be controlled by the requirements of APSP- 14. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high -efficacy lamps, Exception: Low -voltage lighting. R404,1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights, 1/17/2018 11:15 AM EnergyGaugeG USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 5 of 5 FORM R405-2017 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 97 The lower the EnergyPerformance Index, the more efficient the home. 3830 Loon Lane, Sanford, FL, 32773 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: other (see details) SHGC: other (see details) Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. Floor Over Other Space c. other (see details) Now (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=1 1.0 1791.00 It' b. Concrete Block - Int Insul, Exterior R=4.1 1586.70 ft2 c. Frame - Wood, Adjacent R=1 1.0 37133 IF 4 d. N/A R= W 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 2291.00 It' 3449 b, N/A R= It - c. N/A R= ft2 Area 11. Ducts R ft2 240.00 ft2 a. Sup: Attic, Ret: Attic, AH: Attic 6 376.4 b, Sup: Attic, Ret: Attic, AH: 2nd Floor 6 313.4 72.00 ft2 12, Cooling systems kBtu/hr Efficiency 60.00 ft-1 a. Central Unit 34.8 SEER:16.00 b. Central Unit 28.6 SEER116.00 Insulation R=O.O R=0.0 R= 15.00 ft2 13. Heating systems a. Electric Heat Pump 2.791 ft. b, Electric Heat Pump 0.231 Area 14. Hot water systems 1882.00 ft2 a. Electric 1158.00 ft2 b. Conservation features409.00 ft2 None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code coo ntTe7s. Builder Signatur Date: Address of New Home: City/FL Zip: kBtu/hr Efficiency 33.0 HSPF:9.00 27.8 HSPF:9.00 Cap: 50 gallons EF: 0.9 Pslat 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, Email EnergyGauge tech support at techsupport@energygauge.com 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. 1/17/2018 11:15 AM EnergyGaugeS USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 105 3449 Cypress A LHG - W Builder Name: One Stop Cooling and Heating Street: 3830 Loon Lane Permit Office: City of Sanford City, State, Zip: Sanford , FL , 32773 Permit Number: Owner: Park Square Homes Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. requirements Breaks or joints in the air barrier shall be sealed. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffit the insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with sealed, a material having a thermal resistance of R-3 per inch Knee walls shall be sealed. minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows, skylights The space between window/door jambs and framing, and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to including insulation. maintain permanent contact with the underside of above -garage subilloor decking, or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) of sheathing, or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace walls. Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned sEace shall be sealed. Batts in narrow cavities shall be cut to fit, or narrow Narrow cavities 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 spa c as. Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be air tight and IC rated. 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 pipiog and wiring Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs. be insulated. Electrical/phone box or The air barrier shall be installed behind electrical or communication exterior walls 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. Concealed When required to be sealed, concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids between fire snrinkler cover inlates and walls Qr Ceil nos a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400. 1/17/2018 11:15 AM EnergyGaugeO USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 Project Summary Job: Lot 105 3449 Cypress AL., wrightsoft' Date: 05122/2017 YS 1 By LF/BP One Stop Cooling and Heating 7225 SaMscove Court, mroer Park. FL 32792 Phore: (4071,629 - 6920 Fax (407) 629 - 9307 Web: wwwOreStopGoolirg.com Ucense CAC032444 For: Park Square Homes 3830 Loon Lane, Sanford, FL 32773 Notes: Weather: Orlando Intl AP, FL, US Winter Design Conditions Outside db 42 OF Inside db 68 IF Design TD 26 IF Heating Summary Structure 17952 Btuh Ducts 2505 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 20457 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heatin Coolin Area (ft2) 18N 188% Volume (ft3) 17570 17570 Air chauestbour 0.32 0.16 Equiv. , F (cfm) 94 48 Summer Design Conditions Outside db 92 OF Inside db 74 IF Design TD 18 IF Daily range M Relative humidity 50 Moisture difference 49 grAb Sensible Cooling Equipment Load Sizing Structure 13661 Btuh Ducts 7944 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data n Rate/swing multiplier 0.97 Equipment sensible load 21044 Btuh Latent Cooling Equipment Load Sizing Structure 1788 Btuh Ducts 1721 Btuh Central vent (0 ctm) 0 Btuh none) Equipment latent load 3509 Btuh Equipment Total Load (Sen+Lat) 24552 Btuh Req. total capacity at 0.75 SHR 23 ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANS Trade TRANS Model 4TWR6036H1 Cond 4TWR60361-11 AHRI ref 7562981 Coil TEM6A0C36H31 ++TDR AHRI ref 7562981 Efficiency 9 HSPF Efficiency 13.0 EER, 16 SEER Heating input Sensible cooling 26100 Btuh Heating output 33000 Btuh Ca) 471F Latentcooling 8700 Btuh Temperature rise 0 IF Total cooling 34800 Btuh Actual air flow 0 cfm Actual air flow 1160 cfm Air flow factor 0 cfm/Btuh Air flow factor 0.054 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.86 Capacity balance point = 30 OF Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. F+O- 2018-Feb-26 10:24:37 Rtgll-SuteOUriversdi 2018 18.0.11 RSU1 6877 PagelZ14r'A ssALHG-W\LotlOS3449Cypress ALHG-W.rT Calc=W8 Morse faces: W Project Summary Job: Lot 1053449Cypress AL.. wrightsoft* Date: 05/22/2017 SYS 2 By. LF/BP One Stop Cooling and Heating 7225 Sandscove Cow, Wimer Park. FL 32792 Phone: (407) 629 - 6920 Fax: (4071 629 - 9307 Web: wwwOneStopCoolirg.com License: CAC032444 For: Park Square Homes 3830 Loon Lane, Sanford, FL 32773 Notes: Weather: Orlando Intl AP, FL, US Winter Design Conditions Outside db 42 OF Inside db 68 OF Design TD 26 OF Heating Summary Structure 11103 Btuh Ducts 2051 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 13154 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heating Cooling Area ( ft2) 1646 1646 Volume ( ft-3) 14816 14816 Air chan 0,43 0.22 v,es,bour Equiv. F (cfm) 106 54 Heating Equipment Summary Make Trane Trade TRANE Model 4TWR6030H1 AHRI ref 7562380 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 21 OF 9 HSPF 27800 Btuh @ 470F 0 OF 0 cfm 0 cfm/Btuh 0. 50 in H2O Summer Design Conditions Outside db 92 OF Inside db 74 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 49 gr/lb Sensible Cooling Equipment Load Sizing Structure 14353 Btuh Ducts 6441 Btuh Central vent (0 cfm) 0 Btuh none) Dower 0 Btuh Use manufacturer's data n Rate/ swing multiplier 0.97 1Equipment seunsl9le load 20253 Btuh Latent Cooling Equipment Load Sizing Structure 2599 Btuh Ducts 1394 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 3992 Btuh Equipment Total Load (Sen+Lat) 24245 Btuh Req. total capacity at 0.75 SHR 2.3 ton Cooling Equipment Summary Make Trane Trade TRANE Cond 4TWR6030H1 Coil TEM6A0B30H21 ++TDR AHRI ref 7562380 Efficiency 13.0 EER, 16 SEER Sensible cooling 21450 Btuh Latent cooling 7150 Btuh Total cooling 28600 Btuh Actual air flow 953 cfm Air flow factor 0.046 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.84 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 0 2018-Feb-26 10:24:37 Right- Suteft Uriversal2018 18.0.11 RSU1 6877 Page 2 ss ALHG - W\Lot 105 3449 Cypress A LHG - W.rLp Calc-rvU8 House faces: W F wrightsoft, Right-JO Worksheet SYS 1 One Stop Cooling and Heating 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wmrv0naStopCooltngcom License CA0032444 Job: Lot 105 3449 Cypress A LH G - Date: 05/22/2017 By. LF/BP 1 Room name SYS 1 Gbrm 2 Exposed wall 170,0 it 43.0 It 3 Room height 9.3 ft d 9.3 It heaV000l 4 Room dimensions 18.5 x 14.5 It 5 Room area 18893 fF 268.3 W Ty Construction U-value or HTM Area Or) Load Area (ft) Load number Btuh41-19 BtuhM2) or perimeter (ft) BVjh) or perimeter (11) Btuh) Heat Cool Gross N/PS Heat Cool Gross NiRS Heat Cool 6 V 12B-09N 0,097 ne 0.00 U0 0 0 0 0 0 0 0 0 4A5-2om 0.550 ne 0.00 0,00 0 0 0 0 0 0 0 0 485-2fm 0,540 he 0.00 0.00 0 0 0 0 0 0 0 0 13k4ocs 0.143 ne 3.73 2.90 419 317 1181 917 172 142 530 411 1 T 4A5-2om 0,550 ne 14.35 22.14 30 0 431 664 30 0 431 664 4A.5-2omd 0,580 ne 15.14 27.72 72 0 1090 1996 0 0 0 0 11213-09m 0,097 so 0.00 0.00 0 0 0 0 0 0 0 0 485-M OMO se 0,00 0:00 0 0 0 0 0 0 0 0 4B5-21M 0-w se 0410 ODO 0 0 0 0 0 0 0 0 13A-4ocs 0.143 se 3.73 2.90 558 524 1956 1517 93 93 347 269 4A5-2om 0550 se 14.35 21.01 30 5 431 630 0 0 0 0 4B5-21m 0.540 so 14.09 24.09 4 0 56 96 0 0 0 0 12B-Ow 0:097 9N 0,00 0,00 0 0 0 0 0 0 0 0 4A5-2orn 0.550 sw 0,00 0.00 0 0 0 0 0 0 0 0 4A5-2om 0-550 sv 0.00 0.00 0 0 0 0 0 0 0 0 4B5-21m 0540 v 0:00 ODO 0 0 0 0 0 0 0 0 485-2frn 0540 aN 0.00 0,00 0 0 0 0 0 0 0 0 13A-flocs 0,143 9,v 3173 2.90 153 114 427 331 0 0 0 0 4A5-2om 0.550 sw 14.35 14.59 15 13 215 219 0 0 0 0 11DO 0.390 9N 10.18 12.27 24 24 244 294 0 0 0 0 T-G 12B-Ow 0,097 nw 0,00 0DO 0 0 0 0 0 0 0 0 4A5-2om 0550 rw 0,00 ODD 0 0 0 0 0 0 0 0 vk13A-flocs 0.143 rw 3,73 2,90 451 383 1430 1109 135 105 391 304 4A5-2om 0.550 nw 14.35 22,14 15 0 215 332 15 0 215 332 4A5-2om 0,550 nw 14.35 22.14 45 0 1546 996 15 0 215 332 4B5-2frn 0,540 nw 1409 26.99 4 0 56 108 0 0 0 0 4B5-2frn 0,540 nw 14.09 2159 4 0 56 94 0 0 0 0 1- 2C-0sw100.091 2.38 151 372 351 833 528 0 0 0 0 11DO U90 n 10.18 12.27 21 21 217 262 0 0 0 0 C 16B-30ad 0,032 0.84 1.76 662 662 553 1165 185 185 155 325 F 19C-190scp 0.049 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-trorn 1.180 30.80 0.00 1889 170 5236 0 268 43 1324 0 6 c) AED excursion 01 74 Envelope loWgain 15274 11260 3609 2564 12 a) Infiltration 2678 970 677 245 b) Room ventilation 0 0 01 0 13 Internal gains: Occupants @ 230 1 230 1 2301Appliances/other 1202 0 Subtotal (lines 6 to 13) 17952 13661 42861 3039 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 17952 13661 4286 3039 15 Duct loads 14%1 58] 251 7944 14% 58% 598 1767 Total roam load 4884 4807 Lrequired dm} I 1 2,58 Calculations agpraved by ACCA to meet all requirements of Manual J Sth Ed. f+*- 2018-Feb-26 10:24.37 Right-SuteOUniversal', 208 18.0.11 RSU1 6877Page I ss A LHG - W\Lot 105 3449 Cypress A LHG - W.r p Calc = MJ8 House faces: W 1h1- 71- wrightsoft, Right-JO Worksheet SYS 1 One Stop Cooling and Heating 7225 Sandscove Coun, Wiriter Park, FL 32792 Phone: (407) 629 - 6920 Pax: (407) 629 - 9307 Web: vmwOneStopCooling.com License: CAC032444 Job: Lot 105 3449 Cypress A LHG Date: 05/2212017 By. LF/BP 1 Room name TItl Bth 1 2 Exposed vell 0 It MO It 3 Room height 9.3 It heat/cool 93 ft heatt000l 4 Room dimensions 55 X 3.5 It 9.0 x 10'0 it 5 Rootn area 19.3 42 90.0 41 Ty Construction U-value or HTM Area (ft) Load Area M Load number Btuh/W-+) B or perimeter (ft) h) or perimeter (ft) Btuh) Heat Cool Gross NAPS Heat Cool Gross N/P/S Heat cool 6 12B-Ogm 4A5-2om 4B5-2(m 0,097 0.550 O-W ne he ne 0,00 0'00 0.00 0.00 0.00 ODO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 13A-flocs 4A5-2om 0A43 0.550 ne ne 3.73 14.35 2.90 22.14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2omd 12B-09N 4B5-2fm 0.580 0.097 0.540 ne se se 15.14 0.00 0.00 27,72 0.00 0,00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4135-21m 13A-flocs 0.540 0.143 se se ODO 3.73 0100 2.90 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2orn 4B5-21m 12B-09N 0550 0.540 OD97 se se 9N 14.35 14.09 0.00 21,01 24.09 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 4A5-2o1 0.560 0460 SN Sw OM ODO 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0144B5-2fm 4B5-2tm 13A-flocs 0.540 OZAO 0.143 9N lsw site 0.00 0,00 3.73 ODO 0,00 2.90 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-tom 11DO 12B-OsN 0.550 0,390 OD97 sN sw nw 1435 10,18 0.00 1459 1227 Ono 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0t--G 4A5-2om 13A-4ocs 0.550 0.143 nw nw UO 3.73 0.00 2.90 0 0 0 0 0 0 0 0 0 93 0 89 0 332 0 258v 4A5-tam 4A5-2om 4135-2frn 0.550 0.550 0.540 nw nw nw 14.35 14.35 14.09 2214 22,14 2699 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 56 0 0 108 4135-21m 12C-Osw 0.540 0.091 nw 14.09 2.38 2359 1151 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0T---D 11DO 1613-30ad 0,390 0.032 n 10,18 0.84 12.27 1,76 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0G IF 19C-19csCP OD49 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tbm 1.180 XBO 0.00 19 0 0 0 90 10 308 0 6 c) AED excursion 0 15 Envelope lossigain 0 0 697 380 12 a) Infiltration 0 0 158 57 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 1 01 Subtotal (lines 6 to 13) 0 1 854 437 Less external load 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 1 854 437 15 Duct loads 1 141 58*] 0 1 14% 58% 119 254 Total room load 0 2 973 691 Air required (dm) 0 0 b 37 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. ri- 201 B-Feb-26 10.24.37 Right-Swe6 Urvversal 2018 18.0.11 RSU1 6877 Page 2AssALHG - W\Lot 105 3449 Cypress ALHG - W.rup Calc-W8 House (aces: W a.,. IF wrightsoft, Right-JS Worksheet SYS 1 One Stop Cooling and Heating 7225 Sanosoove Go(r, Winter Park,;1 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web. wmm0%StopCooIm3.mm License,: CAG032444 Job: Lot 105 3449 Cypress A LHG Date: 05/2212017 By. ILIFIBP 1 Room name QvAC Pan 2 Exposed %&dl 0 it 7.5 it 3 Room height 9,3 it heaticool 9.3 It heaV000l 4 Room dimensions 1,0 x 40.3 ft 8.5 x 7.5 ft 5 Room area 40,3 tr 618 IF Ty Construction number U-value BtuW!) Or HTM Btuh4f2) Area (ft2) or perimeter (ft) Load h) Area (ft') or perimeter (it) Load Equh) Heat Cool Gross N/P/S Heat Cool Gross N/NS Heat Cool 6 12B-09N 0,097 ne 0.00 0.00 0 0 0 0 0 0 0 0 4A5-20M 4B5-2fm U50 0,540 ne he 0.00 0.00 ODD 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I3A4ocs 0.143 he 173 2,90 0 0 0 0 0 0 0 0 4A5-2om 0.550 ne 14.35 22.14 0 0 0 0 0 0 0 0 T::OG 4A5-2omd 12B-O,%N 4B5-2kn OL80 0,097 0.540 ne so se 15.14 0.00 0.00 2712 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4B5-2frn 0.540 se 0.00 0.00 0 0 0 0 0 0 0 0 13A-flocs 0.143 se 3.73 2.90 0 0 0 0 0 0 0 0 4A5-2am 465-2fm 11213-09m 0,550 0.540 0.097 se s,- sw 14,35 14,09 WO 21,01 24.09 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 4A5-2om U& 0550 SN sw 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G G G 485-2fm 0.540 9N 0.00 0.00 0 0 0 0 0 0 0 0 4BS-2fm 13A-flocs 0,540 0,143 w sw 0.00 173 0.00 2,90 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G 4A5-2om 0.550 sw 14.35 14.59 0 0 0 0 0 0 0 0 11DO 0.390 sw 10,18 12.27 0 0 0 0 0 0 0 0 t--G 12M9m U97 nw ODO 0.00 0 0 0 0 0 0 0 0 4A5-2om 0550 rw 0.00 ODO 0 0 0 0 0 0 0 0 13A-4= 0.143 nw 3.73 2,90 0 0 0 0 70 66 245 190 4A,5-2om 4A5-2om 0-550 0.550 nw nw 14.35 14,35 22.14 22.14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4B5-2fm 0.540 nw 14.09 26.99 0 0 0 0 0 0 0 0 4B5-2tm 12C-Osw 0.540 0.091 nw 14,09 2.38 23,59 1.51 0 0 0 0 0 0 0 0 4 79 0 79 56 188 94 11914 11DO 1613- 30ad 0390 0. 032 n 10.18 0. 84 12. 27 1. 76 0 0 0 0 0 0 0 0 r 0 0 0 0 0 0 0 0 CF 19C-19cscp 0,049 0.000.00 0 0 0 0 0 0 0 0 F 22A-Ipm 1.180 30.800.00 40 0 0 0 64 8 231 0 6 c) AED excursion 01 20 Envelope loss/gain0 0 721 424 12 a) Infiltration 0 0 118 43 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Applanaeslother 1 0 Subtotal ( line-, 6 to 13) 0 1 839 467 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 1 839 467 151 Duct loads 14%1 58%1 0 1 141 58] 1117 271 Total room load 01 2 1 Air required ((*n) 0 01 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 1 - 14- wrighCa olt^ 2018-Feb-26 10:24 37 Right- Sate,6 Universal 2018 18.0.11 RSUI 6877 Page 3 ss ALHO - W\Lot 105 3449 Cypress ALHG - W.rup Calc=W8 House faces W dL- 7w wrightsoft' Right-JO Worksheet SYS 1 One Stop Cooling and Heating 7225 Sandsoove Court, WiFler Park, FL, 32792 Phone: (40T 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirig.com Ljwrw,: CAC032444 Job: Lot 105 3449 Cypress A LHG Date: 05/22/2017 By. LF/BP 1 Room name Gath Kit 2 3 4 5 Exposedwell Room height Room dimensions Room area 415 It 93 It heat/cool 1.0 x 525.5 It 525.5 IF 0 It 9.3 It heattcool 1.0 x 240.0 ft 240.0 ft' Ty Construction number U-value BtuhV-+F Or HTM BtuhA?) Area Ml) or perimeter (11) Load Btuh) Area 012) or perimeter (ft) Load Btuh) Heat Cool I Gross N/RS Heat Clod Gross NiP,`S Heat Cool 6 1213-09N 4A5-2om 485-21m 13A-4ocs 4A5-2omd 12B-0sN 4135-21M 4B5-2IM 13A-flocs 4A5-2om 4135-2trn 1213-09N s 4A5-20M 4A5-2om 465-21na 4E5,2frn 13A-flocs 4A5-2om 11D0 12B-09N 4A5-2orn 13A-4ocs 4A5-2om 4A5-2om 4135-2frn 4135-2frn 12C-Osw 1160 1613-30ad 19c-19CqCP 22A-tpm 0,097 OZ50 0.540 0.143 0.580 0.097 0540 0.540 0.143 0.550 0.540 0.097 0.550 0.550 0,540 0,540 0.143 0.550 0.390 0.097 0-550 0.143 0,550 0,550 0.540 0.540 0,091 0.390 0.032 0.049 1.180 ne no ne ne ne so se se se se se sw SN 9N sN w 9N 9,v sw nw rw nw nw nw nw rrw n 0.00 0.00 U0 3.73 15,14 0M 0.00 0.00 3.73 1435 14.09 ODO 0,00 0.01) 0.00 0.00 3.73 14.35 10.18 0.00 0.00 173 14.,15 14.35 14.09 14.09 Z38 10.18 0.84 0.00 30.80 0.00 0.00 obo 290 27.72 0.00 U0 U0 2.90 21.01 24.09 0,00 0.00 0.00 0.00 0,00 2.90 14.59 1227 0D0 0.00 2.90 22.14 22,14 26.99 23,59 izi 1227 1,76 0.00 0.00 0 0 0 209 72 0 0 0 195 30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 473 0 526 0 0 0 137 0 0 0 0 165 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 473 0 44 0 0 0 512 1090 0 0 0 617 431 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 395 0 1340 0 0 0 197 1996 0 0 0 479 630 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 831 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 0 186 21 0 0 240 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 0 165 21 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 0 391 217 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 0 248 262 0 0 0 V G UV R L-4) c F F 6 c) AED excursion 161. 60 Envelope loWgain 4384 41721 608 450 12 a) Infiltration b) Room ventilation 685 0 24810 0 0 0 0 13 Internal gains: Oaxjpants @ 230 Appliancevother 0 0 0 0 1 0 1 1200 Subtotal (lines 6 to 13) 5069 4420 608 1650 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 14% 58% 0 0 759 5828 813 0 0 328 4748 2761 14% 58% 0 0 311 919 128 0 0 203 1853 1077 Total room id Air required IM) E-1 6641 0 75094031 1047 1 01 M 157, Calculations approved !2yACCAto meet all requirements of Manual J 8th Ed. 2018-Feb-26 10.24.37 R,g1-Sute0)Urvversa1 2018 18.0,11 RSU16877 Page 4 ss A LHG - Wot 105 3449 Cypress A LHG - W.rup Calc - W8 House races WL 11 1. 9w wrightsoft, Right-JO Worksheet SYS 1 One Stop Cooling and Heating 7225 Sandscove Court Willer Park, FL 32792 Phone (407) 629 - 6920 Fax: (407)629-9307 Web: womOneStopGoolirg.com boense: CAG032444 Job: Lot 105 3449 Cypress A LHG Date: 05/22/2017 By. LFIBP 1 Room name Stair I Pow 2 Exposed wall 15.0 ft 6.0 ft 3 Room height 93 ft heal/cool 9.3 ft heat/cool 4 Room dimensions 11.0 x 11,0 ft 65 x 6.0 ft 5 Room area 121.0 ft2 39.0 ft, Ty Construction number U-value Btuh4t2,_+) Or HTIVI Btuhfir) Area (w) or perimeter (ft) Load Btuh) Area (11[2) or perimeter (ft) Load Btuh) Heat Cool Gross N/P,-S Heat Cool Gross N/P(S Heat Cool 6 1213-0sw 4A5-tom;0.550 4B5-2fm 0.097 0,540 ne no no 0.00 0.00 ODD 0.00 0.00 ODO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0G 1 13A-4ocs 4A5-2om 0.143 0.550 ne ne 3.73 1435 2,90 22.14 37 0 37 0 139 0 108 0 0 0 0 0 0 0 0 0 4A5-2omd 12B-O,,w 4B5-2(m 0.580 0.097 0.540 ne se se 15,14 0.00 0.00 27.72 0DO U0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4B5-21m 13A-flocs 0.540 0,143 se se 0.00 173 0.00 2,90 0 102 0 102 0 382 0 296 0 56 0 52 0 193 0 150 4A5-2om 4B5-2(m 12B-Osw 0.550 0,540 0,097 se se w 14,35 14.09 0.00 21.01 24,09 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 56 0 0 96 0 4A5-2om 4A5-tam`0550 0.550 SN sw ODO 0.00 0.00 OM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G G G 4B5-2fm r 4135-2fm 13A-4ocs 0.540 0.540 0.143 sw sw 9N 0.00 0.00 3.73 0.00 0,00 2.90 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G T-I 4A5-tom 11DO 1213-05w 0,550 0390 OD97 sw 9N rcw 14.35 1018 0.00 1459 1227 ODO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0t--G 4A5-2onn 13A-flocs O-W 0.143 rTw rrw OX)o 3.73 0.00 2.90 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 4A5-2orn 485-2tm 0.550 0550 0.540 rrw rrw rvw 14.35 14.35 14.09 22,14 22.14 26.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4135-2trn 1 2C-Osw 0,540 0,091 nw 14,09 2-38 23.59 Izi 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01- 11DO 16B-30ad 0,390 0.032 n 1018 0.84 1227 1.76 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c F I9C19cscp 0.049 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tom 1,180 30.80 0.00 121 15 462 0 39 6 185 0 6 c) AED excursion 17 2 Envelope loss/gain 983 3871 434 249 12 a) Infiltration 236 86 95 34 b) Room ventilation 0 0 0 0 13 Internal gains: 0a;upants @ 230 0 0 0 0 Appliancestother 0 0 Subtotal (lines6 to 13) 1219 472 529 283 Lesse)dernal load 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 1219 472 725 318 14 Subtotal 0 0 1254 600 151 Duct loads 1 14] 58%1 0 0 14%1 58*%j 175 1349 Total room load 0 0 14291 949 Air required (dm) 0, 0, 0 51 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2018-Feb-26 10:24.37 Right-Suter&Unversal 2018 M0,11 RSUI6877 Page 5 ALHG - W\Lot 105 3449 Cypress ALHG - W.rup Cale-W8 Housefaces W A.L.. wrightsoft, Right-JO Worksheet SYS 1 One Stop Cooling and Heating 7225 SandscoveCourt, Winter Park, FL32792 Ptnne:(407) 629-6920 Fax (407)629-9307 Web: www0r-eStopCooItrq,corn boerse: CAC032444 Job: Lot 105 3449 Cypress A LH G - Date: 05122/2017 By. LF(BP 1 Room name Study Foy 2 3 Exposed vell Room height 27. 5 It 93 It heat/cool 5. 0 If 93 If heat/cool4 5 Room dimensions Room area 1. 0 x 1255 it 125. 5 W 1, 0 x 1710 it 173. 01112 Ty Construction number U- value Ettuh/ W-+F or HTIVI Btuh/ W) Area 012) or perimeter (ft) Load Btuh) Area ( w) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/1'VS Heat Cool 6 1 12BOsw 4A5- 2om 4815- 21m 13A- flocs 4A5- 2om 4A5- 2omd 12B- 0sw 4B5- 2fm 4E15- 2fm, 13A- 4ocs 4A5- 2om 4B5- 2fnn 12B- 0six 4A5- tom l 4A5- 2om 41215- 21im 4B5- 2fm 13A- 4ocs 4A5- tom 1 1130129N 4A5- 2am 13A- flocs 4A5- tom 4A5- 20m 4B5- 2Im 4E5- 2Irn 12C- 0sw i11DO 1613- 30ad 19C- 190srp 22A- 4)m OD97 0. 550 Ob40 0, 143 0. 550 O- W 0, 097 0. 540 0540 0143 U50 0. 540 U97 11550 0. 55Q 0. 5400540 0. 143 0550 0. 390 0, 0970. 550 0, 143 0550 0. 550 0. 540 O- W U91 03% 0. 0320. 0491. 180 ne no ne ne ne ne se se se se se se 9N 9N aN sw sw' sw 9N sw nw rw nw nw nw nw nw n 0. 000. 00 0. 00 3. 73 1435 15. 14 0. 00 0. 00 0. 00 3. 73 14. 35 14, 09 0, 00U0 0. 000. 000, 003. 73 14. 35 10. 18 0. 000. 003. 73 14. 35 14. 35 14. 09 14D9 238 11018 0. 84 ODO 30. 80 0. 00 0. 000. 00 2. 902214 27. 72 0. 000, 00 0, 00 2. 90 21. 01 24. 09 0DO 0. 00 0. 00 U0 0, 00 2. 90 14, 59 12. 27 0. 00 ODD 2. 90 22. 14 22J4 26. 99 23. 59 1. 51 12. 27 1. 76 0. 00 0. 00 0 0 0 0 0 0 0 0 0 112 0 0 0 0 0 0 0 107 15 0 0 0 37 0 0 0 0 0 0 2 0 126 0 0 0 0 0 0 0 0 0 112 0 0 0 0 0 0 0 92 13 0 0 0 37 0 0 0 0 0 0 2 0 28 0 0 0 0 0 0 0 0 0 417 0 0 0 0 0 0 0 343 215 0 0 0 139 0 0 0 0 0 0 2 0 847 0 0 0 0 0 0 0 0 0 323 0 0 0 0 0 0 0 266 219 0 0 0 108 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 47 0 24 0 0 0 0 0 0 0 107 0 3 0 173 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 23 0 24 0 0 0 0 0 0 0 107 0 3 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 84 0 244 0 0 0 0 0 0 0 254 0 2 0 154 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 65 0 294 0 0 0 0 0 0 0 161 0 4 0 0 G G G G t G P C F F 6 c) AED excursion 971 19 Envelope loWgain 1963 10171 738 506 12 a) Infiltration 433 157 79 29 b) Room ventilation 0 0 0. 0 13 Internal gains Occupants @230 0 0 0 0 Applianoes/ other 0 0 Subtotal ( lines 6 to 13) 2396 1174 817 534 Less external load 0 0 0 0 14 Less transfer Redistribution Subtotal 0 242 2638 0 158 1332 0 817 0 0 534 0 15 Duct loads 14%1 58% 368 775 14%1 58%, 0 0 UTotal room load Air required (dm) 3006 01 2107 1] ' 1 1131 0 10Calculations approved UACCA to meet all requirements of Manual J 8th Ed, 4- wrlghtt editFl 2018-Feb-26 10:24.37 Right- Sute0l, Utiversal 2018 18.0.11 RSU1 6877 Page 6 ss ALHG - W\Lot 105 3449 Cypress ALHG - W.np Calc.W8 House faces W 11-L- 77 wrightsoft' Right -JCS Worksheet SYS 1 One Stop Cooling and Heating 7225 Sandscove CoLin.Mler Park, FL 32792 Phone, (407) 629- 6920 Fax: (407) 629 - 9307 Web: www0rieStopCooliq,wm License: CAC032444 Job: Lot 105 3449 Cypress A LHG Date: 05/22/2017 By. LF/BP 1 Room name Din 2 Exposed wall 12.5 ft 3 Room height 9.3 ft heat/cool 4 Room dimensions 1.0 x 183,8 ft 5 Room area 183.8 ft' Ty Construction number U-value Btuh/fF-"F) Or HTM BtUh4F) Area (ft) or perimeter (ft Load Btuh) Area or perimeter Load Heat Cool Gross NPS Heat Cool Gross N/P/S Heat cool 6 1213-09N 4A5-2om 4B5-2tm 0.097 0.550 0.540 ne ne ne 0.00 0,00 0.00 0.00 0.00 0:00 0 0 0 0 0 0 0 0 0 0 0 0 1 T 13A4ocs 4A5-2om 0.143 0.550 ne ne 3.73 14.35 2,90 22.14 0 0 0 0 0 0 0 0 4A5-2omd 1213-09N 46&2fM 0.580 0.097 0,540 ne se se 15,14 0.00 0.00 27.72 0.00 0,00 0 0 0 0 0 0 0 0 0 0 0 0 4135-2tim 0540 se 0.00 0,00 0 0 0 0 13A-flocs 0,143 se 3.73 2.90 0 0 0 0 4A5-2om 4135-2trn 128-Osw 0,550 0.540 0.097 so se sw 14.35 14D9 0.00 21.01 24,09 0.00 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 4A5-2om 0,550 0550 9N sN 0,00 0.00 0100 0,00 0 0 0 0 0 0 0 0 G G G 4EI5-2kn 0-w SN GDO 0.00 0 0 0 0 485-2(m 0-1,40 sw 0,00 0:00 0 0 0 0G 13A-4ocs 0.143 siN 3.73 2.90 0 0 0 0 4A5-2om 11DO 12"sw 0.550 0,390 0,097 SN sw rw 14.35 10.18 0.00 14.59 12.27 0.00 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 0,550 nw 0.00 0.00 0 0 0 0 13A-flocs 0.143 nw 3.73 2,90 116 86 322 250 4A5-2om 4A5-2om 0.550 0,550 nw nw 14,35 14,35 22.14 22.14 0 30 0 0 0 431 0 664 4135-2fm 0.540 nw 14.09 26,99 0 0 0 0 4B5-2tm 1 2C-0sim 0,540 0.091 nw 14D9 238, 23.59 1.51 0 0 0 0 0 0 0 0q11DO 1613-30ad 0,390 0.032 n 1018 0.84 1227 1.76 0 0 0 0 0 0 0 0 D C IF I9c-19csM U49 OM ODD 0 0 0 0 F 22A-tpm 1.180 30.80 0,00 184 13 385 0 6 c) AED excursion 198 Enmelope loss/gain 1138 1112 12 a) Infiltration 197 71 lu) Room ventilation 0 0 13 Internal gains: 0owpants @ 230 0 0 App4iances/other 0 Subtotal (lines 6 to 13) 1334 1183 Lessexternal load 0 0 Lesstransfer 0 0 Redistribution 0 0 14 Subtotal 1334 1183 15 Duct loads 1 14% 58% 186 688 Total room load 1521 1871 Air required (dm) 0 100 Calculations approved byACCA to meet all requirements of Manual J 8th Ed, 4*-wrier.taco a 2018-Feb-26 10:24.37 Right-SuteOUniversal 2018 18.0.11 RSUI6877 Page 7 ss ALHG - WILot 105 3449 CypressALHG - W.rub Calc.W8 Mouse faces W A.I.. 9- wrightsoft, Right -JCS Worksheet SYS 2 One Stop Cooling and Heating 7225 SaroscoveCourt, Wiriter Park, FL32792 Phone; (40T629-6920 Fax: (407) 629 - 9307 Web: www0neS1opCooIirq.wm License: CAC032444 Job: Lot 105 3449 Cypress A LH G - Date: 05/22/2017 By. LF/BP 1 Room name SYS 2 Nbrrn 2 Exposed wall 198.9 ft 55.0 ft 3 Room height 9.0 ft d 9.0 If heat/cool 4 Room dimensions 1.0 x 324.5 It 5 Room area 16463 #2 324.5 112 Ty Construction number U- value Btuh/ W-`F or HTM Btuh/ ft2) Area ( ft') or perimeter (ft) Load Bbih) Area ( tt2) or perimeter (ft) Load Blum Heat Cool Gross N/P/S Heat cool Gross N/P/S Heat cool 6 12B-09N 4A5- 2om 0. 097 0550 ne ne Z53 1435 2. 82 22. 14 405 15 382 0 967 215 1076 332 167 15 152 0 384 215 427 332 4B5- 2t(n0,540 ne 14,09 2359 8 0 113 189 0 0 0 0 1 13A- does 4A5- 2om 0. 143 O. 5 ne ne ODO 0. 00 Mo 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V61213- 09,v 4A5- 2omd 4B5- 2fM 0. 580 OD97 0, 540 ne so se 0, 00 253 14. 09 U0 Z82 19. 65 0 491 4 0 472 2 0 1194, 56 0 1329 79 0 176 0 0 176 0 0 444 0 0 495 0 V613A- flocs 485- 2(m 0,540 0. 143 se se 14, 09 0. 00 22, 31 0, 00 15 0 3 0 211 0 335 0 0 0 0 0 0 0 0 0 4A5- 2om 4B5- 2frn 0. 550 0. 540 0. 097 so so 9, v 0. 00 0. 00 2, 53 0. 00 0. 00 2, 82 0 0 405 0 0 324 0 0 820 0 0 913 0 0 0 0 0 0 0 0 0 0 0 0 VN1213-09N 4A5- 2om 4A5- 2oM 0. 550 0550 9x sw 14. 35 1435 21 D1 22. 50 45 15 8 3 w 215 946 337 0 0 0 0 0 0 0 0 4B5- 2(m 4B5- 2(m 13A- 4ocs 0. 540 OMO 0. 143 sw N 9w 14. 0914, 09 0. 00 19. 65 2054 0, 00 6 15 0 3 5 0 85 211 0 118 308 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5- 2om 11DO 12" sN 0. 550 0. 390 0. 097 sw 9w nw 0. 00 ODO 2. 53 0. 00 0. 00 2. 820 0 491 0 0 446 0 0 1128 0 0 1255 0 0 153 0 0 123 0 0 311 0 0 347 t-r. 4A5-2om 0.550 rw 14-35 22.14 45 0 w 996 30 0 431 664 v 13A-flocs 0.143 rTw 0,00 0.00 0 0 0 0 0 0 0 0 4A5- 2om 4A5- 2om 4B5- 2frn 0550 0- w 0. 540 nw ryw nw 0. 00 0. 00 0. 00 0, 00 0. 00 OX 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4135- 2frn 12C- 0sw 0540 0. 091 nw 0,00 U0 0. 00 ODD 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PL 11DO 0390 n ODO 0.00 0 0 0 0 0 0 0 0 DC 1613-30ad 0.032 0.84 1.76 1646 1646 1375 2895 325 325 271 571 F 19C-19csCp OD49 044 0131 419 419 186 131 0 0 0 0 F 22A-tDm 1.180 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 5961 43 Envelope lossigain 8069 11835 2056 2878 12 a) Infiltration 3034 1098 839 304 b) Room ventilation 1 0 0 0 0 13 Internal gains: Occupants @ 230 4 920 2 460 Applianoes/ other500 0 Subtotal ( lines 6 to13) 11103 143531 28951 3641 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 11103 14353 2895 3641 15 Duct loads 18] 45%1 2051 6441 18%1 45% 535 1634 Total roam load 13154 20794 1 3430 5275 Air required (dm) 01 2531 1 2] 242 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2018- Feb-26 10.24.37 Right- SweOuriversal 20118 18.0.11 RSU1 6877 Page 8 ss ALHG - Ml-ot 105 3449 Cypress ALHG - W.rLp Calc=NA,18 House tares W dL. 9- wrightsoft, Right-JO Worksheet SYS 2 One Stop Cooling and Heating 7225 Sandcove Cour, Wiler Park, FL 32792 Phone: (4071629 - 6920 Fax: (407) 629 - 9307 Web: wom0neStopCoolirg.com Dwrise CAC032444 Job: Lot 105 3449 Cypress A LH G Date: 05/22/2017 By. LF/BP 1 Room name Tit Moth 2 Exposed vall 0 it 12.0 it 3 Room height 9.0 it heat/cool ao it heaVcool 4 Room dimensions 15 x 5.5 it 1.0 x 154.8 it 5 Room area 19.3 W 154.8 tt2 Ty Construction U-value or HIM Area (42) Load Area M) Load number Bturff-fl Btuh/W) or perimeter (it) 131uh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/RrtS Heat Cool 6 12"w 0.097 ne 2.53 2.82 0 0 0 0 0 0 0 0 4A5-torn 4135-21rin 0 -cW O-W ne ne 14.35 14D9 2214 2359 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A,4ocs 0.143 ne 0.00 0.00 0 0 0 0 0 0 0 0 1 4A5-tom 0.550 ne 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2omd 1213-0sw 485-2tm 0.580 M097 0,540 ne se se 0.00 2.53 14D9 0.00 2Z2 19,65 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4B5-2fm 13A-flocs 0.540 0.143 se se 14,09 0,00 2231 ODO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 4B5-2frn 1213-09N 0550 0.540 U97 so se 9N 0.00 0.00 2,53 OM 0.00 2,82 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 4A5-tom O'S.M) 0550 SN SN 14.35 1435 21.01 22.50 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G G G 4B5-2Im 0.540 9N 14.09 M65 0 0 0 0 0 0 0 0 4B5-2tm 0540 sw 14.09 20,54 0 0 0 0 0 0 0 0G 13A-flocs 0.143 sw 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2om 0550 sw 0.00 ODD 0 0 0 0 0 0 0 0 11DO 12B-0%N 0.390 0.097 9w rw 0.00 2.53 0.00 2B2 0 0 0 0 0 0 0 0 0 108 0 93 0 235 0 262t--G 4A5-tom 0-950 rtw 1435 22A4 0 0 0 0 15 0 215 332 13A-4ocs 0,143 rw 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2om 0,550 rr4v 0.00 0.00 0 0 0 0 0 0 0 0 4A5-tom 0550 rw 0.00 0.00 0 0 0 0 0 0 0 0 4B5-2tm 0-540 nw 0.00 0.00 0 0 0 0 0 0 0 0 4B5-2trn 12C-0sw 0640 0.091 rw 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0PL-D 11DO 1613-30ad 0,390 0.032 n 0.00 0.84 0.00 1.76 0 19 0 19 0 16 0 34 0 155 0 155 0 129 0 272C F lgc-lgcscp 0.049 0,44 0.31 0 0 0 0 0 0 0 0 F 22A-tpm 1.180 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 1 98 Envelope loss/gain 1 16 331 580 964 12 a) Infiltration 0 0 183 66 b) Room ventilation 0 0 0 0 13 Internal gains, Occupants @ 230 0 0 0 0 Applianceslother 0 0 Subtotal (lines 6to 13) 16 33 763 1030 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 3 5 14 Subtotal 16 33 766 1036 15 Duct loads IN 45%1 3 15 18% 45% 141 465 Total room load 19 48 907 1500 Air required (ctm) 0 2 1 01 6-9 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2018-Feb-as 10,24.37 Right-Soic-SUriversal 20,1,8 1U.ii RSW6877 Page 9 ss ALHG - W,Lot 105 3449 Cypress ALHG - W.rup Calc=W8 Mouse faces W 1111- 77 wrightsoft, Right-JO Worksheet SYS 2 One Stop Cooling and Heating 7225 Sanoscove CoW, Wver Park, FL 32792 Pime: (407) 629 - 6920 Fax (4071629 - 9307 Web, w OncSlopCocilirq.com License CAC032444 Job: Lot 105 3449 Cypress A LH GDate: 05/2212017 By. LF/BP 1 Room name M.4c2 F-)posed wall 31.5 It 3 Room height 9.0 It heat/cool 9.0 It heat/cool4 Room dimensions 11.5 x 20.0 It 10 x 6.0 it 5 Room area 230.0 fl2 18,0 w Ty Construction number U- value Btuh4t- fl or HTM Btuh/ 112) Area Ml) or perimeter (ft) Load Btuh) Area ( fl2) or perimeter (ft) Load Eltuh) Heat Cool Gross N/RS Heat Cool Gross N(P/SHeat Cool 6 12B-09N 4A5- tom 4B5- 2tm 0, 0970550 0. 540ne ne ne 2. 531435 14, 092. 8222A 423. 59 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 T 13A-flocs 4A5- 2om 0. 143 0. 550ne ne 0, 000. 00 0, 000. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G 4A5-2omd 1213- 0sm 4B5- 2fm 0, 5800. 0970, 540ne se se 0. 00253 14. 090. 002. 82 19, 65 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 485- 2tm 13A- flocs 0640 0143 se se 14^ 090, 00 22. 31 0. 00 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5- 2om 4B5- 2fm 12B- 09N 0. 550 0. 540 0, 097se se 9N 0. 00 0. 002. 53 0. 00 0, 00 M 0 0 104 0 0 83 0 0 209 0 0 232 0 0 0 0 0 0 0 0 0 0 0 0 4A5- 2orn 4A5- torn 0. 5500 _ 9% SN SN 1435 14. 3521. 01 22-% 15 0 3 0 215 0 315 0 0 z 0 0 0 0 0 0 0 4B5- 2fm 4EI5- 2frn 13A- flocs OMO 0, 540 0. 143 sw 9N 9N 14. 0914. 090, 00 19. 65 20. 54 0. 00 6 0 0 3 0 0 85 0 0 118 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5- 2om 11DO 12B- OsN 0550 0. 390 0. 0979N Ew rw 0. 000, 00 2. 53 0. 00 0. 00 2, 82 0 0 180 0 0 180 0 0 456 0 0 507 0 0 0 0 0 0 0 0 0 0 0 0 t--.G 4A5-tom O-r,% rw 14,3522A4 0 0 0 0 0 0 0 0 13A- 4ocs 0.143 nw 0.000.00 0 0 0 0 0 0 0 0 4A5- tom 4A5- tom 4B5- 2fin 0. 550 0. 550 0. 540 nw nw nw 0. 00 OM 0. 000. 00 0. 00 0. 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 4B5- 2(m 12C- 09N 0. 540 0. 091nw 0,000. 000. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R11DO 16B- 30ad 0. 390 UK n 0.000. 84 0. 00 1. 76 0 230 0 230 0 192 0 404 0 18 0 18 0 15 0 32 CF IgC-Iqcs(p 0.049 0A4 0.31 167 167 74 52 2 2 1 0 F 22A-tom 1.180 0.00 0.00 0 0 0 0 0 1 0 0 0 6 c) AED excursion 89 Envelope loss/gain 1230 1718 16 31 12 a) Infiltration 480 174 0 0 b) Room ventilation0 0 0 0 13 Internal gains: Ciocupants @ 230 0 0 0 0 Appfianceslother 0 0 Subtotal ( lines 6 to13) 1711 1892 16 31 Less external load 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 5 10 16 31 14 Subtotal 1716 1903 0 0 15 Duct loads 181/. 45% 317 854 18 % 45% 0 0 Total room load 2033 2756 0 0 I Air required (dm) I I 1 0 126 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2018- Feb-26 10.24.37 Right- SuteO Uriversal2018 18.0.11 RSUI 6877 Page 10 ss ALHG - Ml-ot 105 3449 Cypress ALHG - W.rup Calc=W8 House faces W LL. rF wrightsoft, Right-JO Worksheet SYS 2 One Stop Cooling and Heating 7225 Sandsw.ve Court Wirler Park, PL 32792 Ptore: (407) 629 - 6920 Fax. (407) 629 - 9307 Web: vww0r)eStopCooIinq.00rn I-scease CAU32444 Job: Lot 105 3449 Cypress A LH G - Date: 05/2212017 By. LF/BP 1 Room name Bth 3 TIB 2 Exposedwall 0 It 8.0 It 3 Room height 9.0 If heat/cool 9.0 It heaVcool 4 Room dimensions 6.0 x 6,0 It 6.0 x 5.5 It 5 Room area 3E0 W 310 IF Ty con&uction U-Value or HTM Area (41) Load Area (It) Load number BtuW,-fl Btuh./ft2) or perimeter (ft) Btuh) or perimeter (ft) Btih) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat cool 6 T 12B-0sw 4A5-tom 0.097 0.5i56 he ne 2,53 14.35 2,82 22.14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4B5-2(rn 0540 he 14D9 23.59 0 0 0 0 0 0 0 0 1 13A,4ocs 4A5-2om 0.143 0.550 ne ne 0.00 0.00 0.00 0,00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2omd 12B-QSw 4B5-2fm 0580 0.097 0.540 ne se se 0.00 253 14D9 0.00 2.82 19:65 0 0 0 0 0 0 0 0 0 0 0 0 0 9 0 0 9 0 0 23 0 0 25 0 4B5-2frn 13A-flocs 0,540 0.143 se Se 14.09 0.00 2231 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 4B5-2tm 12B-0sw 0550 0-540 0,097 se se sw 0.00 0.00 2.53 0.00 ODD 2.82 0 0 0 0 0 0 0 0 0 0 0 0 0 0 54 0 0 47 0 0 118 0 0 131 4A5-2om U&I sw 1425 21.01 0 0 0 0 0 0 0 0G 4A5-2om 0550 sN 14,35 22.50 0 0 0 0 0 0 0 0G G 4B5-21m 485-21m O-W 0.540 sw sw 14.09 14,09 19,65 20,54 0 0 0 0 0 0 0 0 0 8 0 3 0 106 0 154G 13A-flocs 0.143 sw 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 9N 0,00 0.00 0 0 0 0 0 0 0 0 11 DO 12B-09N 0390 0.097 sw rw 0.00 2.53 0.00 2,82 0 0 0 0 0 0 0 0 0 9 0 9 0 23 0 25 4A5-2orn 0,550 rw 14.35 2214 0 0 0 0 0 0 0 0 13A-flocs 0143 nw 0.00 0.00 0 0 0 0 0 0 0 0 4A5-tom 0550 nw 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2orn 0-9,50 nw 0.00 0.00 0 0 0 0 0 0 0 0 4B5-2frn 0,540 rrw 0.00 0.00 0 0 0 0 0 0 0 0 4135-2frn 2C-Osw 0,540 0.091 nw 0.00 0.00 0,00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0T-D 11DO 16B-30ad 0,390 0,032 n 0.00 0.84 0.00 176 0 36 0 36 0 30 0 63 0 33 0 33 0 28 0 58c F 19C-190scp 0.049 0.44 031 36 36 16 11 33 33 15 10 F 22A-tom 1,180 0.00 ODO 0 0 0 0 0 0 0 0 6 c) AED excursion 2 47 Envelope loss/gain 46 72 311 451 12 a) Infiltration 0 0 122 44 b) Room ventilation 0 0 0 0 13 Internal gains: 0owpants @ 230 0 0 0 0 Applianoeslother 0 0 Subtotal (lines 6 to 13) 46 72 433 495 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 46 72 433 495 15 Duct loads 18% 45% 9 32 18% 45%1 80 222 1 Total room Iaad 55 iQ5 513 717 Air required (dm)1 1 0 5 0 33 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. fjo- 2018-Feb-26 10.24:37 Rigll-SutebUriversal 2018 18.011 RSU1 6877 Page 11 ssALHG-W\Lotl053449Cypress ALHG-W.rLp Calc=MJ8 House laces -W LILL77 wrightsoft-, Right-JO Worksheet SYS 2 One Stop Cooling and Heating 7225 Sardscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wmmOneStolpCooli ng.corn boense: CAGO32444 Job: Lot 105 3449 Cypress A LHG Date: 05/2212017 By: LFIBP 1 Room name Brin 4 WiC5 2 Exposed wall 14.4 it 5.5 It 3 Room height 9.0 4 healtbool 9.0 It heattbool 4 Room dimensions 1.0 x 144.0 ft 1.0 x 18.9 it 5 Room area 144.0 W 18.9 ff2 TY Construction U-value or HTM Area (tv) Load Area (try) Load number Btu!W--+F Btuh/W) or perimeter (ft) Bluh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 126-09N 4A5-2om 0.097 0-550 ne he Z53 1435 2.82 2214 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4B5-2fm 0640 ne 14,09 23,59 0 0 0 0 0 0 0 0 1 T 13A-flocs 4A5-tom 0.143 0.550 ne ne 0.00 ODO ODD 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2omd 12B-Osw 485-2fm 0580 0.097 0.540 ne se se 0,00 2.53 14D9 0.00 2.82 M65 0 32 0 0 32 0 0 80 0 0 89 0 0 0 0 0 0 0 0 0 0 0 0 0 485-21m 0.540 se 14.09 2231 a 0 0 0 0 0 0 0 13A-flocs 0.143 se 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2om 4B5-2(m 12B-OSN 0.550 0.540 0.097 se se sN 0.00 0.00 2,53 0.00 0,00 2,82 0 0 99 0 0 77 0 0 194 0 0 216 0 0 50 0 0 50 0 0 125 0 0 139 4A5-2om 4A5-2om 0.550 0.550 Sw SN 14,35 14,35 21.01 22,50 0 is 0 3 0 215 0 337 0 0 0 0 0 0 0 0 4B5-21im Ow SN 14,09 19A5 0 0 0 0 0 0 0 0 4B5-21m 0.540 sw 14,09 2054 8 3 106 154 0 0 0 0 13A-flocs 0.143 sw 0,00 UO 0 0 0 0 0 0 0 0 4A5-2o 11DO 12B-Oqx 0.550 0.390 0.097 sw sw ryw UO 0,00 2M0. 00 ODO 2112 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 t4A5-2orn 13A- flocs MM 0. 143 ryw nw 14. 35 0. 00 22. 14 0, 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o v 4A5- 2om 4A5- 2om 4B5- 2frn OS50 0. 550 0, 540 r14v rry nw 0, 00 0. 00 0- 00 0. 00 0. 00 0. 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 4B5- 2fm 12C- Osw 11DO 1613- 30ad 0. 540 0. 091 0. 390 0, 032 rrw n ODD 0. 00 0. 00 0. 84 0. 00 0. 00ODO 1. 76 0 0 0 144 0 0 0 144 0 0 0 120 0 0 0 253 0 0 0 19 0 0 0 19 0 0 0 16 0 0 0 33 R C F IqC-iqcsCp 0,049 0,44 0.31 144 144 64 45 0 0 0 0 F 22A-tpm 1.180 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 131 6 Envelope loWgain 779 1225 141 167 12 a) Infiltration 221 80 84 30 b) Room ventilation 0 0 0, 0 13 Internal gains: Occupants @ 230 230 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 1000 1535 225 197 Less e)demal load 0 0 0 0 Less transfer0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1000 1535 225 197 is Ductloads 1 181% 45% 185 689 18%1 451/. 42 88 Total roam Toad I 1184 2224 266 286 Air required (dm} 1 0 102 0 13. Calculations aggroved byACCAto meet all requirements of Manual J 8th Ed. 2018- Felb-26 10.24.37 Fl, ght-&,IeU Urvve,.l 2018 18.0.1 1 RSU1 6877 Page 12 ss AILHG - W\Lot 105 3449 Cypress ALHG - W.rk4D Calc=W8 House faces W A.,. 7- wrightsoft, Right-JO Worksheet SYS 2 One Stop Cooling and Heating 7225 Sardscove Gourt.Wirger Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStop(;oolirKj.com License: CAGO32444 Job: Lot 105 3449 Cypress A LHG Date: 05/22/2017 By. LF/BP 1 Room name Bmn 5 BIM 2 Dposed wall 27.5 ft 6.0 ft 3 Room height 9.0 ft heat/cool 9.0 It heat/cool 4 Room dimensions 1.0 x 154.4 it 13.0 x 6.0 It 5 Room area 154.4 flF 78.0 f12 Ty construction number U-value BtuW-'g or H1M Btu Area (ft2) or perimeter (ft) Load 6 h) Area (ft) or perimeter (11) Load Btuh) Heat cool Gross NP/S Heat cool Gross N/PS Heat cool 6 12B4)sw 0.097 ne 2.53 2A2 0 0 0 0 0 0 0 0 4A5-2om 4B5-2(m 0.550 0.540 ne ne 14.35 14.09 22A4 23-59 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VL:f 13A-4ocs 0.143 ne 0.00 0.00 0 0 0 0 0 0 0 0 1 4A5-2om 0,550 he 0.00 0,00 0 0 0 0 0 0 0 0 T:f2 4A5-2omd 1213-0sm 4B5-2fM 0.,I80 U97 0.540 ne so se 0.00 2.53 14,09 0.00 2.82 19.65 0 108 0 0 108 0 0 273 0 0 304 0 0 54 4 0 50 2 0 127 56 0 141 79 41215-2fm 0.540 se 14.09 2231 0 0 0 0 0 0 0 0 13A-flocs 0.143 se 0.00 0.00 0 0 0 0 0 0 0 0 4A5-tom 4B5-2(M 12B-Osw 0.550 0.540 0.097 se se 9N 0.00 0.00 2.53 0,00 0,00 2.82 0 0 99 0 0 69 0 0 175 0 0 194 0 0 0 0 0 0 0 0 0 0 0 0 4A5-tom 4A5-2om 0,550 0,550 SN 9N 14.35 14.35 21.01 22,50 30 0 5 0 431 0 630 0 0 0 0 0 0 0 0 0 4B5-2tm 0.540 SN 14.09 19.65 0 0 0 0 0 0 0 0 485-2(m 0.540 9N 14M 20,54 0 0 0 0 0 0 0 0 13A-4ocs 0.143 sw 0.00 0,00 0 0 0 0 0 0 0 0 4A5-tom 0.550 sw 0.00 0.00 0 0 0 0 0 0 0 0 1 1DO 0.390 N 0,00 0.00 0 0 0 0 0 0 0 0 1213-09N 0,097 nw Z53 2.82 41 41 103 114 0 0 0 0 4A5-tom 0550 nw 1435 22,14 0 0 0 0 0 0 0 0 13A-flocs 0.143 nw 0.00 0,00 0 0 0 0 0 0 0 0 4A5-tom 4A5-2om 0-550 0.550 nw nw 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4B5- 2fM 0.540 nw 0.00 0.00 0 0 0 0 0 0 0 0 4B5-2(m 12c-05w 0-540 OD91 nw 0.00 0,00 ODO 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0P 11DO > 16B-30ad 0390 0.032 n 0.00 0,84 0.00 1.76 0 154 0 154 0 129 0 271 0 78 0 78 0 65 0 137G F lgc-lgcxp 0.049 0.44 0,31 0 0 0 0 0 0 0 0 F 22A-tpm 1.180 0.00 0,00 0 0 0 0 0 0 0 0 6 c) AED excursion 153 16 Envelope loss/gain 1110 1668 248 373 12 a) Infiltration 419 152 91 33 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants CO) 230 1 230 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1529 2050 340 406 Lesse)demal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 409 478 14 Subtotal 1529 2050 748 884 15 Duct loads 1 18% 45%1 283 9201 18% 45% 138 397 Total room load 1812 2969 887 1281 I Air required (cfm) 0 136 0 59 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2018-Feb-26 10,24.37 SL',es Urvversal 2018 18.0. 11 RSUi 6877 Page 13 ss A LHG - Mt-ot 105 3449 Cypress A LHG - W,rup Calc = W8 House faces W 77 wrightsoft-, Right-JO Worksheet SYS 2 One Stop Cooling and Heating 7225 Sandscove Court, Wtrier Park, FL 32792 PI -one: (407)629 - 6920 Fax: (407) 629 - 9307 Web: www0rx-,StopGooltng.com License: CAC032444 Job: Lot 105 3449 Cypress A LHG Date: 05/22/2017 By: LF(BP 1 Room name Stair 2 Bonus 2 Exposed vell 18.5 It 20.5 ft 3 Room height 9.0 ft heat(000l 9.0 If heat/cool 4 Room dimensions 1.0 x 100,0 It 1.0 x 280,6 It 5 Room area 100D W 280.E It' Ty Construction U-value Or HTM Area (II`) Load Area M) Load number BtuhM2-+) Btjh/W) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross NP/S Heat cool Gross N/P/S Heat Cool 6 12B-0shN 4A5-2om 4B5-2fM 0.097 0.550 0540 ne ne ne 2.53 1435 14.09 2,82 22,14 23,59 68 0 0 68 a 0 171 0 0 190 0 0 171 0 8 163 0 0 413 0 113 459 0 189 13A-flocs 0.143 ne 0.00 ODO 0 0 0 0 0 0 0 0 1 4A5-2om 0.550 ne 0,00 0.00 0 0 0 0 0 0 0 0 4A5-2omd 128-09N 4B5-2lM 0,580 0.097 0,540 ne se se 0.00 2.53 14.09 0.00 2.82 19.65 0 99 0 0 84 0 0 213 0 0 237 0 0 14 0 0 14 0 0 34 0 0 38 0 4B5-2(m 0540 se 14.09 2231 15 3 211 335 0 0 0 0 13A-flocs 0.143 se 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 0.00 0.00 0 0 0 0 0 0 0 0 4B5-21rn 0.540 so 0.00 0.00 0 0 0 0 0 0 0 0 12B-09N 0,097 9N 2.53 2112 0 0 0 0 0 0 0 0 4A5-2om 0.550 SN 1435 21.01 0 0 0 0 0 0 0 0G 4A5-2om 0.550 SN 1435 22.50 0 0 0 0 0 0 0 0G G 4B5-2kn 0.540 sw 14.09 19.66 0 0 0 0 0 0 0 0 4B5-2fm 0.540 9N 14,09 20.54 0 0 0 0 0 0 0 0G 13A-4ocs 0143 sw 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2om 11DO 12B-Ow 0.550 0.390 0.097 sw sw rvw 0.00 0.00 2'53 0.00 0.00 2.82 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Vjt 4A5-2om 0550 rw 14.35 22.14 0 0 0 0 0 0 0 0 vk13A-flocs OJ43 nw 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 rw 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 0.00 0.00 0 0 0 0 0 0 0 0 4B5-2tm 0.540 nw ODO 0.00 0 0 0 0 0 0 0 0 4B5-2frn 12C-Ow 0.540 0.091 nw 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0RL---D 11DO 0390 n OM 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.84 176 100 100 84 176 281 281 234 493 F lgc-lgcscp 0.049 0.44 031 0 0 0 0 38 38 17 12 F 22A-tiorn 1.180 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 8 38 EnWope loss/gain 678 1021 811 1154 12 a) Infiltration 282 102 313 113 b) Room venfilaton 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/bther 0 0 Subtotal (lines 6to 13) 961 1124 1123 1267 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 961 1124 555 652 14 Subtotal 0 0 1679 1919 15 Duct loads 18% 45% 0 0 18% 45% 310 861 Total room load 0 0 1989 2780 L- 1 0 127 Calculations aeproved byACCAto meet all requirements of Manual J 8th Ed. 2018-Feb-26 10.24,37 Rig1htSLneftUnversal2018 18.0.11 RSU16877 Page 14 4ssALHG-W\Lotl053449Cypress ALHG-W.rLp Calc-W8 House faces W a,- 7- wrightsoft, Right-JO Worksheet SYS 2 One Stop Cooling and Heating 7225 Sardscove Court, Wtqer Park, FL 32792 Phone: (40T 629 - 6920 Fax (407) 629 - 9307 Web: wtw0rcS1opCooliriq.com License CAC032444 Job: Lot 105 3449 Cypress A LHG Date: 05/22/2017 By. LF/BP 1 Room name laun 2 Exposed Hell 0 It 3 Room height 9,0 If heaVcool 4 Room dimensions 1.0 x 54,9 It 5 Room area 54.9 W Ty Construction U-value Or H I'M Area 011) Load Area Load number Blumr-fl Btuh/ft2) or perimeter (ft) Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Clod 6 1213-ow 0,097 ne Z53 2.82 0 0 0 0 4A5-20m 0,550 ne 1435n 140 0 0 0 4B5- 2fm 0-540 ne 14D9 23.59 0 0 0 0 13A. 4ocs 0.143 ne 0.00 0,00 0 0 0 0 11 T 4A5-2om 0,550 ne 0.00 0.00 0 0 0 0 4A5- 2omd 0.580 ne ROO 0.000 0 0 0 1213- 0sw 0.097 se 2 '532.820 0 0 0 485- 2tm 0.540 se 14.09 19.650 0 0 0 485- 2tm 0.540 se 14D9 2231 0 0 0 0 13A- flocs 0.143 se 0,00 0.00 0 0 0 0 4A5- 2orn 0.550 se 0.00 0.00 0 0 0 0 4B5- 2fm 0,540 se 0.00 0.000 0 0 0 12B- 09N 0,097 9N 2' 53 2B2 0 0 0 0 4A5- 2om OS50 sw 14.3521.01 0 0 0 0 4A5- 20m 0550 9N 1435 2250 0 0 0 0 415- 21m 0540 9N 14.09 19.65 0 0 0 0 4B5- 2fm 0,540 sw 14D9 20Z4 0 0 0 0 T= 13A-4= 0.143 sw 0,000.00 0 0 0 0 4A5- tom 0.550 9N 0,00 0.000 0 0 0 11DO 12B- Osw 0. 390 OD97 sw nw 0. 00 2, 53ODD 2. 820 0 0 0 0 0 0 0 Vft4A5- 2orn 0.550 rrw 14.35 2214 0 0 0 0 13A- flocs 0,143 rw 0.00 0.000 0 0 0 4A5- 2om 0,550 nw 0.00 0.000 0 0 0 4A5- tom 0.550 nw ODO 0.000 0 0 0 4135- 2fm 0,540 nw 0.000.000 0 0 0 R L- D 4B5- 2tm 12C- 0sw 11DO 0540 0, 091 0. 390 nw n 0. 00 0. 000. 000. 00 0. 000. 000 0 0 0 0 0 0 0 0 0 0 0 c 16B-30ad 0.032 0.84136 55 55 46 96 F 1 qc- I gcscp0,0490.44 0,31 0 0 0 0 F 22A-Inm 1.180 0.000.000 0 0 0 6 c) AED excursion 171 1 Envelope loss/gain 46 791 12 a) Infiltration 0 01 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 01 Appliances/other 500 Subtotal ( lines 6to 13) 46 579 Less externalload 0 0 Less transfer0 0 Redistribution 4 9 14 Subtotal 50 588 15 Duct loads 1 18] 4 5% 1 9 264 Total room load 59 852 Calculations approved by ACCA to meet all requirements of Manual J8th Ed. 2018- Feb-26 10:24:37 Rght- Sul,11 Urvversal 2018 18.0,11 RSU 168 77 Page 15 ss ALHG - W\Lot 105 3449 Cypress ALHG - W.rup Calc=W8 House faces W ft,, Duct System Summary Job: Lot 105 3449 Cypress AL.. wrightso Date: 05122/2017 SYS 1 By. LF/BP One Stop Cooling and Heating 7225 Sandscove Cow. Miler Park. FL 32792 Phone: (407) 629 - 6920 Pax: (407) 629 . 9307 Wet): wwwOr)eStopGooling.com License: CAC032444 For: Park Square Homes 3830 Loan Lane, Sanford, FL 32773 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.50 in H2O 0.16 in H2O 034 in H2O 0.253 /0.087 in H2O 0.124 in/100ft 0 cfm 275 Cooling 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.253 / U87 in H2O 0.124 in/1 00ft 1160 cfm Supply Branch Detail Table," Name Design Btuh) Htg cfm) Ig5m) Design FR Diarn in) H x W in) Duct Matl Actual Ln (ft) Ftg.Eqv Ln (ft) Trunk 6th I c 691 0 37 0137 4.0 OX0 AFx 35.1 150.0 st5 Din c 1871 0 100 0.176 6.0 OX0 AFx 18.7 125.0 sti Gath c 3754 0 202 0.170 8.0 OX0 AFx 24.3 125.0 sti Gath-A c 3754 0 202 0.174 8.0 OX0 AFx 15.3 130.0 sti Gbrm c 2403 0 129 0.130 7.0 Ox 0 AFx 39.8 155,0 st5 Gbrm-A c 2403 0 129 0.129 7.0 Ox 0 AFx 41.3 155.0 st5 Kit c 2930 0 157 0.180 8.0 Ox 0 AFx 10.9 130.0 SO Par, c 738 0 40 0.153 4.0 Ox 0 AFx 35.4 130.0 SO Pow c 949 0 51 0.127 5.0 Ox 0 AFx 45.2 155.0 st4 awc c 2 0 0 0.137 4.0 Ox 0 AFx 34,9 150.0 st5 Study c 2107 0 113 0.124 7.O Ox 0 AFx 50.0 155.0 St4 Titi c 2 0 0 0,137 4.0 Ox 0 AFx 34.5 150.0 st5 Trunk Htg Cig Design Veloc Diam H x W Duct Name Type cfm) cft-n) FR fpm) in) in) Material Trunk st4 PeakAVF 0 164 0.124 470 8.0 0 x 0 VinIFIx sti st5 PeakAVF 0 295 0.129 542 10.0 0 x 0 VinIFIx SO SO PeakAVF I 0 1160 I 0.124 I 656 I 18.0 I 0 x 0 I VinIFIx I I wrightsoft- 2018-Feb-26 10:24:39 14= "I'll. .1, --., Righ-SuteOUriversaI2018 1&011 RSU16877 Page I AOCK ALHG - WLot 105 3449 CypressALHG - W.rup Calc= W8 House taces W Name Grille Size (in) Htg cfm) Cig cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mat Trunk_ rb2 OX0 0 1160 702 0.124 656 18.0 Ox 0 A Fx 2018-Feb-26 1024:39wrightsoft Righ-Sutef,,UnversaI20',8 180.11 RSU16877 Page2 A LHG -W'L ot1"05 34'49 "Cypress ALHG - W rLp Calc W8 Housefaws: W Duct System Summary Job: 1-01105 3449 Cypress AL.. wrightsoft, Date: 05/22/2017 SYS 2 By. LF/BP One Stop Cooling and Heating 7225 Sardscove Coul,Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax:1407)629-9307 Web: wwwOrr-StopGooltN.com License: CAGO32444 For: Park Square Homes 3830 Loon Lane, Sanford, FL 32773 External static pressure Pressurelosses Available static pressure Supply/ return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.237 /0.103 in H2O 0.149 in/1 00ft 0 cfm 228 Cooling 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.237 /0.103 in H2O 0149 in/100ft 953 ctm Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Eqv Ln (ft) Trunk Bons c 2780 0 127 0,157 7.0 Ox 0 AFx 25,6 125.0 st2 Brrn 4 c 2224 0 102 0.176 7.0 Ox 0 AFx 19.8 115.0 st3 Brrn 5 c 2969 0 136 0.153 7.0 Ox 0 AFx 29.7 125.0 st3 Bth3 c 105 0 5 0.149 4.0 Ox 0 AFx 33.8 125.0 st3 SN c 1281 0 59 0.158 5.0 Ox 0 MFx 247 125.0 st3 Mbrm c 2638 0 121 0.150 7.0 Ox 0 AFx 27.8 130.0 st2 Mbrm-A C 2638 0 121 0.156 7.0 Ox 0 AFx 26.5 125.0 st2 Mbih c 1500 0 69 0.162 6.0 Ox 0 AFx 21.5 125.0 st2 MWC c 1378 0 63 0.169 6.0 Ox 0 AFx 20.5 120.0 st2 Mwc-A C 1378 0 63 0.153 6.0 Ox 0 AFx 30.1 125.0 st2 Tit c 48 0 2 0.169 4.0 Ox 0 AFx 19.9 120.0 st2 TIQ C 717 0 33 0.152 4.0 Ox 0 AFx 31.2 125.0 st3 Wic 5 c 286 0 13 0.165 4.0 Ox 0 AFx 23.9 120.0 st3 laCr c 852 0 39 0.160 4,0 Ox 0 AFx 22.7 125.0 st2 Supply Trunk Detail Table - Trunk Htg Cig Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk W PeakAVF 0 606 0.150 566 14.0 0 x 0 VinIFIx st3 PeakAVF 0 347 0.149 637 10.0 0 x 0 VinIFIx wrightsoft" 2018-Feb-26 10:24:39 14- 11- -, Rigll-Sute,& Uriversal 201, 8 18.0,11 RSUI 6877 Page 3 ACCA -ssALHG-W\Lotl053449Cyptes,,,ALHG-W.rLp GaIc--W8 House (aces W Grille Htg cIg TEL Design Veloc Diam H x W Stud/Joist Duct Name Sze (in) cfm) cfm) ft) FR fpm) in) in) Opening (in) Mal Trunk rb4 Ox 0 0 140 69.0 0.149 522 7.0 Ox 0 AFx rtl rbl OX0 0 813 65,1 0.158 583 16.0 Ox 0 AFx r11 Name Trunk Type Htg cfm) cig cfm) Design FR Veloc fpm) Diarn in) H x W in) Duct Material Trunk rti PeakAVF 0 953 0.149 683 16.0 0 x 0 VinIFIx wrightsoft- 2018-Feb-26 10:24:39 WI, .--I-,,-'-,-, Right-SuteO Unversal 201, 8 18,0.11 RSUI6877 Page 4 ss ALHG - W\Lot 105 3449 Cypress ALHG - Wnp Calc=W8 House faces W Pressure Friction umu^o*aAL_ Date: 05/22/2017 SYS 1 By. uF/ap One Stop Cooling and Heating For: Park Square Homes 3830 Loon Lane, Sanford, FL 32773 Heating Cooling External static pressure 00 0.50 Pressure losses coil O 0 Heat exchanger 0 0 Supply diffusers 0.03 0.03 Return grilles 0.03 8.03 Filter 010 010 Humidifier 0 0 Balancing damper 8 O Other device O O Available static pressure 034 034 Supply Return ft) h) Measured length of run -out 14 20 Measured length of trunk 36 U Equivalent length offittings 155 50 Total length 205 70 Total effective length 275 on Rate Heating Cooling iml08ft) iu/10Ok Supply Ducts 0.124 OK 0.124 OK Return Ducts 0.124 OK 0.124 OK Fitting EoWent t*00 Details supply 4X~35.11K4=2O.11S=5.11G=5.11K4=2U.11|=10`118=5.1/--35.11G=5.11G=5.11G=5.11G=5:TotaEL=155 uu,u°°m,ommv r ".-:_- pw um Oo"wmm`o`eu,'msu`non Page w,ressxLHG'w.rLp Calc.W8 House faoes:w Date: 05/22/2017wrightsoft, SYS 2 By. uF/ap One Stop Cooling and Heating For: Park Square Homes 3830 Loon Lane, Sanford, FL 32773 Heating Cooling External static pressure 0.50 0.50 Pressure losses coil O 0 Heat exchanger 0 U Supply diffusers 0{0 0.03 Return grilles 0.03 0.03 Filter 010 0.10 Humidifier O O Balancing damper O O Other device O O Available stohopressure 034 0.34 It It Supply Return ft) ft) Measured length of run -out 17 4 Measured length of trunk 16 10 Equivalent length offittings 128 55 Total length 159 GS Total effective length 228 Heating Cooling in/108b) in/100M) Supply Ducts 0.149 0K 0.149 OK Return Ducts 0.149 OK 0.149 0K supply 4X--35.11A=20.11G=5.11G=5.11G=5`1A=35.11G=5.11G~5.118~5.11G=5:Tbta}EL=125 wrightsoft, 2018+ebe610:24u9 mufl-am*em,ve*a/2omm»,`pmo`aun Page Level 1 Gbrm 1 OX8 1 OX8 129 ckn 129 cfm 16x 16 14 0 CfM 8x4 16x 167 4F 1 VT W E F 1 9, W4 Iti 101, T 37 cfm FBB 2 8x4 4 8x4 Bth 1 0 ch It% Ar FIN 4 1 QX6 100 cfm 1 Oxl 0-1 40 cfm Kit 8x4 Pan EF1 = 50 CFM Fan EF2 = 80 CFM Fan EF3 = 110 CFM Fan EFL1 = 50 CFM Fan EFL2 = 80 CFM Fan EFL3 = 110 CFM Fan VTR = Vent to Roof VTW = Vent to Wall DV = Dryer Vent RV = Range Vent Lineset Chase Condensate UT= Thermostat 18/8 SRB = Small Reduction Box LRB = Large Reduction Box GARAGE FBB = Field Built Box Job M Lot 105 3449 Cypress A LHG - W Performed by LF/BP for: Park Square Homes 3830 Loon Lane Sanford, FL 32773 1 Oxl 0-2 202 cfm Gath 1 Oxl 0-2 202 cfm Foy lox 10 FBB' 3 A lox10 One Stop Cooling and Heating 7225 Sandscove Court Winter Park, FL 32792 Phone: ( 407) 629 - 6920 Fax: (407) 629 - 9307 www. OneStcpCooling.com Stair 1 MIUMAMATJ 1 OX6 51 cfm Study Scale: 1 :65 Page 1 Right - Suite@ Universal 2018 18. 0.08 RSUl 6877 2018- Jan-1 7 11:35:32 A 105 3449 CypressA LHG - Wrup Job #: Lot 105 W9 Cypress A LHG - W Performed by LF/BP for: Park Square Homes 3830 Loon Lane Sanford, FL 32773 Level 2 One Stop Cooling and Heating 7225 Sandscove Court Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www.OneStcpCoc)ling.com Scale: 1 : 65 Page 2 Right-SuiteO Universal 2018 18.0.08 RSU1 6877 2018-Jan-1 7 11:35:33 t 105 3449 CypressA LHG - Wrup FiIeuame' PARK SQ CYPRB8S.rzr LigbLiog and Small Appliance/Laundry Circuits Floor Area SnAppNo LaoodNo Line Neutral 3449 2 l Lighting Summary Standard 7,146 7,146 Optional 14,847 7,146 Bangeo & Ovens Range No. No? Nameplate Line Neutral # 7 2 I l 8000 2 0 O 3 0 0 Range/Oven Summary Standard 6,400 4,480 Optional 8,000 4,480 Drl'ero Dryer No. 0o? Nameplate Line Neutral I l 500O 2 0 3 O Dryer Summary Standard 5,000 3,500 Optional 5,000 3,500 Beatiog and Cooling: Actual Number ~ I Name M? Ph No Amps Volts VA BP Line Neutral 1 M l l 27.0 240 6,480 0IMlI2.0 240 480 0lMlI5.0 240 1,200 0Il1l27240l6,480 0 Heat/Cool Summary Standard 14,640 0 Optional 14,540 0 Appliances: Actual Number = 6 Name xYY Ph No Amps Volts VA BP Line Neutral DZ8B I l I20 500 600 600DISHI2l-20 1200 1,200 ' 1,200MICROllI201200I,20O I'200WATER88IIl8. 5 3 O 4V ' 0 Z« OPT POOL l I lO 240 -- ou 0OPTPOOLHEATlI312407,440 OFixedApplianceSummaryStandard12,960 2,250 Other Appliances: Actual Number = 0 Optional I7,280 2,250 Name M? Pb No Amps Volta V& HP Line Neutral other Appliance Summary Standard 0 0 Optional O 0 25% of Max Motor: Line is Std Only; Neutral for Both Maximum Phase Amps \7oIto 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 = 47,766 17,376 Maximum Amperage = 199 72 Service Voltage = 240 Service Phase = 1 Optional Line Neutral - ------ Total Total - 38,691 17,376 Maximum Amperage = 161 72 Service Voltage = 240 Service Phase = 1 Lumber design values are inaccordance with ANSkTP|1 aeotonG.3 These truss designs rely on lumber values established by others. RE: P3449A- PurkGq H 3449 MiTek USA, Inc. O904Parke East Blvd. Site Information: L3381 4115 Cu omey| u: PARK SQUARE HK4S Pn Name: P3449A Model: CYPRESS 3449 A Lot/Block: 185 Subdivision: VVYNDHAMPRESERVE G0' Address: 883OLOON LANE City: SANF0RD State: FLORIDA Name Address and License # ofStructural Engineer ofRecord, If there ksone, for the building. Name: Licenoe#: Address City: State: General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code FBC2014/TP12807 Design K4iTek20/]08.| Wind Code: &SCE7-|0 Wind Speed: 140mph Roof Load: 48.0pu[ Floor Load: 55. 0psf This package includes 80 individual, Truss Design Drawings and 0 Additional Drawings. With myseal affixed Vnthis sheet, | hereby certify that |omthe Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. This item has been electronically signed and sealed by Albani Thomas,PE using aDigital Printed copies cfthis document are not consideredai og and sealed andthe signature must beverified unany electronic copies The truss drawing(s) refierenced above have lq" by MiTek USA, Inc. under my direct supervision b n the paraimters provided by Mid -Florida Lumber Acquisitions, Inc.. Truss Design Engineer's Name: A|bani.Thomaa lRIy 519t,"10 Mylicense renewal date for the state ofFlorida io February 28,20|V, 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 STATE OF 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 thesedesigns. 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 MiTek USA, Inc. Fl. Cerl 6634 into the overall building design per Awomp}1.Chapter o, a904Parke East Blvd. Tampa FL 33610 Dccenhor|520|7 RE: P3449A'Park SqHmkCypmao-A344S Site Information: Customer Info: PARK SQUARE HMS Project Name: P3449A Model: CYPRESS 3449 - A Lot/Block 105 Subdivision: VVYNDHAM PRESERVE60' Address: 3838LOON LANE City: SANFORD State: FLORIDA 2 _: 1 2112/ 15/17 FA Job iTruss Truss Type jQry Ply i Park Sq HmlCypress-A 3449 T12751502 i T3449A At iSPECIAL 1 1 e.L4Ptr4nal) Mid-Flonda Lumber, Bartow. FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:13:28 2017 Page 1 ID:3Zzgt9Rd82DXJg7e 1 c5ojiyRrR?-IWfNs WeM4aSRdD 1 NLEAOdiOXh2aaFhuLEhRC 1y8mJb dt 6-9-t4 13-0-0 'k6.OTO 17.5- T1-5-8'....._.. 25-5-8 33-5--8 _ 38W10-14 45-0-0 4 d 6-9-14 6-2-2 »-.. 3-0-0 8-00 8-0-0 5-5-6V 6.1-2 Scale = 1 7&6 5x5 = 7x6 = 4 7x8 2x4 11 6x8 = 5.00112 5 19 t8 11 16 15 14 13 12 3x8 1.5x4 I 3x8 = 4z6 — 3x10 = 4x6 = 3x4 = 1.5x4 11 3x8 = 6x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip Dot 1_25 TC 0.99 Vert(LL) 0.39 15-16 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.75 Vert(TL) 1.05 15-16 516 180 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.27 10 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 `Except* 6-8 2x6 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1860/0-3-8, 10=186010-3-8 MaxHorz 2=116( LC 11) Max Uplift 2=471( LC 12), 10=471(LC 12) PLATES GRIP MT20 244/ 190 Weight. 250 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-10-13 oc bracing. WEBS 1 Row at midpt 6-15 FORCES. (Ib) -Max. Comp,/ Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3- 3866/1271, 3-4=-3301/1150, 4-5=-3001/1117, 5-6=-4287/1527, 6-7=-4169/1455, 7-8=-416911455, 8- 9=-3442/1162, 9-10=-3872/1261 BOT CHORD 2-19=- 1085/3498, 18-19=-1085/3498, 16-18=-963/3316, 15-16=-1148/3880, 13-15=-913/3131, 12-13=-1094/3506,10-12=-109413506 WEBS 3-18=-612/ 240, 4-18=-285/967, 5-18=-783/245, 5-16=-748/2218, 6-16=-2017/759, 6-15=-122/466, 7-15=-635/322, 8-15=422/1209, 8-13=-51/416, 9-13=-434/201 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7- 10i Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=25ft, B=45ft: L=45ft, eave=6ft, Cat. 11, Exp B; Encl., GCpi=0.18: MWFRS (directional) and C-C Extenor(2) -1-0-0 to 3-6-0, Interior(1) 3-6-0 to 13-0-0, Exterfor(2) 13-0-0 to 16-0-0, Interior( 1) 17-5-8 to 46-0-0 zone,C-C for members and forces & MWFRSfor reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The Fabrication Tolerance at joint 4 = 11 %, joint 5 = 11 %, joint 6 = 11 %, joint 8 = 11 %, joint 2 = 11 %, joint 17 = 11 %, joint 3 = 11 %, joint 19 = 11 %, joint 18 = 11 %, joint 16 = 11 %, joint 7 = 11%, joint 15 = 11 %, joint 13 = 11 %, joint 9 = 11 %, joint 12 = 11 %, joint 14 = 11 %, joint 10 - 11 % 5) This truss has been designed for a 10.0 psf bottom chord live loadnonconcurrent 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($) except Qt=lb) 2=471,10=471. 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 li REFERENCE PAGE 114I1.7473 rev. 1010"015 BEFORE USE. Design valid for use only with kb7ekifj connectors. This design is based only upon parameters shownand is for an individual building component, not a truss system. Before use, thebuilding designer must venty, the applicability of design parametersand properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling or individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personalinjury and property damage. For general guidance regarding the MR fabricationstorage.. deliveryerection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, USB-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, i Tampa, FL 36610 Job- Job ;Truss .Truss Type lQty Iffy I Park Sq HmlCypress-A 3449 I P3449A iA2 SPECIAL T12751503 1 1 Mid -Florida Lumber. Barlow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09:13,29 2017 Page 1 ID:3Zzgt9Rd82DXJ97e i c5ojiyRrR?-DiDl4sf_ruaHEMcavxhFQzFBE4NbXic2auR_kTyBmJa 0 0 6-9-14_ 3 0-0 6 0 0 19.4-0 27-4-0 35-4-0 39-10-2 ,45-0-0 a 0 p 6-2.2 3-0-0 3-4-0 8-0-0 8-M 4-6-2 5-1-14 f-O:d Scale = 1 7&3 5.0o 5 2 5x5- 6x6 4 5 ove II c.,.ri — 18 17 1b 15 14 iG 12 3x7 = 1.5x4 II 3x8 = 4X6 4 6x6 = 4x10 = 3x4 = 3x7 4x6 =- r { 1n _. 6-2-2 . _.. _... _._.6-4-Q4-Q_-- Plate Qffsets_QX Y) _ f5:0-3-0 0_.2-4j [6v0-1-12 0-5-41 [8 t}. 0:9 LOADING ( psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d PLATESGRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.48 14-15 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1,25 6C 0.83 Vert(TL) -1.26 14-15 >429 180 BCLL 0,0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.28 10 n/a n/a BCDL 10.0 mm Code FBC2014/TP12007 T Matrix - MS Weight: 242 lb FT20°% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except` TOP CHORD Structural wood sheathing directly applied. 6-8: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-12 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 6-14 WEBS 2x4 SP No.3 *Except* 5-15: 2x4 SP No.2 REACTIONS. (lb/ size) 2=1860/0-3-8, 10=1860/0-3-8 Max Horz 2=116(LC 11) Max Uplift 2=-472(LC 12), 10=-469(LC 12) FORCES. (lb) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3850/1261, 3-4=-3298/1141, 4-5=-2999/1109, 5-6=-5310/1864, 6-7=-4823/1670, 7-8=- 4823/1670, 8-9=-3583/1228, 9-10=-3866/1358 BOTCHORD 2- 18=-1075/3482, 17-18=-1075/3482, 15-17=-961/3302, 14-15=-1465/4777, 12-14=- 997/3284,10-12=-118813503 WEBS 3- 17=-601/238, 4-17=-298/962, 5-17=-756/269, 5-15=99812901, 6-15=-2319/890, 7-14=- 637/322, 8-14=-587/1723, 8-12=-25/360, 9-12=-258/210 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10, Vutt=140mph (3-second gust) Vasd=108rri TCDL=4.2psf, BCDL=3,Opsf, h=25ft, 6=45fti L=45ft, eave=6ft: Cat. IC Exp 6. Encl_ GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-6-0, Interior(1) 3-6-0 to 13-0-0, Exterior(2) 13-0-0 to 16-0- 0. Interior(1) 19-4-0 to 46-0-0 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1. 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=ib) 2=472, 10=469. 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 NOTESONTHIS AND INCLUDED MITEK REFERENCE PAGE MIb7473 raw. 1"312015 BEFORE USE. Design valid for use only with Mir@kQV connectors. This design IS based Only Upon parametersshown, and i3 for aft individual building component, not i a truss system- Before use. the building designer must verify the applicabilityof design parametersand property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andtor 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 regardingthe - - fabrication, storage, delivery, erection and bracing of trusses andtruss systems, s@@ ANSIFTPI7 Quality Criteria, DSB49 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 1Job Truss iTruss Type City Ply Park Sq HrTUCypress-A 3449 iP3449A A3 SPECIAL T12751504 1 1 Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:13:31 2017 Page 1 ID:3Zzgt9Rd82DXJg7e lc5ojiyRrR?-95LVVYgENVq?UgmyOMjjTOKXCuOJ?bYL1 Cw5pMy8mJY 0 5-9-14 5-9-14 11-0-0 18-0-0 29-4-Q 37-4-0 45-4 -021-4-0 --i-- -- 0-0 — 7-B-05-2-2 7-0-0 3-4-0 8-0-0 B-D-C 1-0 Scale = 1 7&3 5x9 6x6 = 5,00 F12 4 26 27 28 5 7x6 = 4v4 = Sv1A = 17 16 t5 14 13 12 11 3x7 == 1.5x4 11 3x4 = 4x6 = 4x8 = 3x4 = 5xt0 MT20HS = 1.5x4 I 3x7 Plate Offsets XY7^_L4Q-1-120- -12j j5:0-3-0 0-2-9j, j8 0-6-12 0--4j j9 0.3-0 0-1-8} j1-0-5-00-3-4j___ PLATESLOADING (psf) SPACING- 2-Q-0 CSI. DEFL. in loc) I/deft L/d GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.58 12-13 >937 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 1,00 Vert(TL) -1.54 12-13 >352 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0,95 Horz(TL) 0.33 9 n/a n/a BCDL tO.Q Code FBC2014 TP120Q7 Matrix -MS Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except' TOP CHORD Structural wood sheathing directly applied. 4-5,6-8: 2x6 SP No.2, 8-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. BOT CHORD 2x4 SP No.1 'Except* WEBS 1 Row at midpt 6-14, 8-12 9-12: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=185910-3-8, 9=186110-3-8 Max Horz 2=99(LC11) Max Uplift 2=-470(LC 12), 9=-472(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3832/1286, 3-4=-3467/1206, 4-5=-4088/1461, 5-6=-4415/1535, 6-7=-6090/2076, 7-8=-571611938,8-9=-3779/1244 BOT CHORD 2-17=-1103/3468, 16-17=-1103/3468, 14-16-94513159, 13-14=-1929/6089, 12-13=-1804/5749,11-12=-104813406,9-11=-1050/3400 WEBS 3-16=-4051175, 4-16--45/386, 4-14=-402/1222, 5-14=-409/1364, 6-14=-2787/956, 7-13=- 130/546,7-12=-7801363,8-12=-824f2494,8-11=0/280 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=45ft, eave=6ft, Cat. ll; Exp B, Encl., GCpi=0.18, MWFRS (directional) and C-C Extenor(2) -1-0-0 to 3-6-0. Intenor(1) 3-6-0 to 11-0-0, Exterior(2) 11-0-0 to 21-4- 0, Interior(1) 21-4-0 to 46-0-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1. 60 3) Provide adequate drainage to prevent water ponding. 4) 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 thebottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide 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 Ito uplift at joint(s) except 01=1b) 2=470, 9=472, Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke, connectors. This design is based only upon parameters shownand 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 ofindividual 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 theis labrica(,on, storage.. delivery, erection and bracing of trusses and truss systems. see ANSIRPII Quality Criteria, DSB-89 and BCSf Building Component 6904 Parke East Blvd. Safety Information availablefrom Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa.. FL 36610 Job T uss — ITruss Type Qry Ply Park Sq Hm/Cypress-A 3449 P3449A T__._. A4 SPECIAL 1Tmm T1275150 Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek industries, Inc. Fn Dec 15 09:13:32 2017 Page 1 ID:3Zzgt9Rd82DXJg7ef c5o)iyRrR?-dHvuiuhs8pysSgL9a4Ey?btiXIQBk20UGsfeloy8mJX 9.0-0 _L_ 14-6-0 t4- 12 20-0-0 23-4-0 28-10-15 34-4-2 39-4-Q__ 41-10-2 45--0-0044 -0-0 1-0-d 4.9-14 4-2.2 5-0-0 0-1 5.4-4 3-4.0 5-6-15 ^_ 5 5 3 L 4-11-14 2 6.2 3•t-t4 f-0-0 Scale = 1:78.3 5.00 112 5x8 == 1.5x4 11 6x6 4 27 5 6 22 21 20 19 18 17 32 33 34 16 15 14 44 """" 2x4 4x4 = 7x8 = 5x8 = 2114 II 8x10 MT20HS = 010 = 4x4 = 2x4 11 4x8 ,_,. i.k _. 3 411m14 22_ 3? L4 Plate Offsets (X Y1— f4:0-5-12 a2 6t [6:0 3-0 0-2- tj, L7:0 6-0 0-3-8 _P }3-80-2-0 10 0 3 80-3-8 16:0.3-8 0-2-0 17:0-4-12,0-4-t 2 19_0.3-80.2-$j I2 ) -4-0 074-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.92 Vert(LL) -0.81 17-18 >668 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -2.00 17-18 >270 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(TL) 0.25 12 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix -MS m_ V Weight 557 lb FT = 20% m _ LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 2-5-12 oc purlins. 7-10: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-11 oc bracing. BOT CHORD 2x6 SP DSS 'Except" 2-20: 2x6 SP No.2 WEBS 2x4 SP No.3 Except` 4-21,6-19,10-16,5-20: 2x4 SP No.2 REACTIONS. (lb/size) 2=2718/0-3-8, 12=3691/0-3-8 Max Horz 2=83(LC 7) Max Uplift 2=-702(LC 8), 12=-963(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6477/1611, 3-4=-611811552, 4-5=-8167/2106, 5-6=-816712106, 6-7=-1108912832, 7-8=19074/4911, 8-9=-19049/4900, 9-10=-1519513917, 10-11=-9138/2336, 11-12=-875812216 BOT CHORD 2- 22=-1422/5953, 21-22=-1422/5953, 20-21=-1310/5616, 19-20=-2434/9999, 18-19=-4302/17233, 17-18=- 4300/17235, 16-17=3817/15192, 15-16=-2080/8455, 14-15=-1991 /805712-14=-199118057 WEBS 3-21=- 433/125, 4-21=-53/403, 4- 20=-77813126, 6-20=-2287/577, 6-19=-1315/5280, 7-19=-8679/2243, 10-15=-361297, 11-15=-139/442, 11-14=- 3691123, 8-17=-5681227, 9-16=-2213/641, 7-17=-1019/2065, 9-17=-1068/4181, 10-16=-1915/7425, 5-20=-3581150 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chordsconnected as follows 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered 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 (8) 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, Vuh=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf, BCDL=3,Opsf, h=25ft; B= 45ft, L=45ft; eave=6ft, Cat. 11, Exp 6: 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) 2=702,12=963, 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 MiTekQo connectors. This design Is based only upon parameters shownand 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 possiblepersonal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DS8-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA22314, Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies MR 6904 Parke East Blvd, Tampa,. FL 36610 Job Truss !Truss Type Qty Ply (Park Sq Hm/Cypress-A 3449 T12751505 IP3449A A4 ISPECIAL (1 Mid-Flonda Lumber, Bartow. FL, 8.130 s Sep 15 2017 MiTek Industnes, Inc. Ed Dec 15 09:13:32 2017 Page 2 ID:3Zzgt9Rd82DXJg7e 1 c5ojtyRrR?-dHvuiuhs8pys5gL9a4Ey?btiXI QBk20UGsfeLoy8mJX NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 106 lb down and 81 lb up at 30-7-12, and 106 Ito down and 81 lb up at 32-0-4 on top chord, and 1620 lb down and 443 lb up at 29-1-8. 46 lb down at 30-7-12. and 46 lb down at 32-0-4, and 874 lb down and 236 lb up at 33-6-8 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=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-6=-60, 6-7=-60, 7-10=-60, 10-13=-60, 2-12=-20 Concentrated Loads (lb) Vert 17=-1620(F) 29=-66(F) 30=-66(F) 32=-32(F) 33=-32(F) 34=-874(F) A WARNING- Vedly design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIf-7473 rev. 10/03f2015 BEFORE USE. Design valid for use only with MlTel C 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. Forgeneral guidance regarding the - - fabrication, storage, deliveryerection and bracing of trusses and cuss systems. see ANSIITPI1 Quality Criteria, DSB-99 and BCSI Building Component 6904 parka East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 2231 C Tampa, FL 36610 Job Truss Type Hn/Cyprefss-A 3449ty1P-yl,aW Sq- T12751506IP3449AHIPI J_RptpL__ ___ cApplan I Mid- Flonda Lumber. Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09:13:33 2017 Page 1 ID: 37-zgt9R(182DXJg7e1c5oiiyRrR?-5UTGwDiUv64iLwL8nlBYpPxAjINTexdvvVpCtEy8mJW 16- 9-0 22-" -3-0 9-2-_2 -_O 4 0 5- 2-2 5-9-0 5-9-0 5-9-0 5-9-0 5-2-2 5-9-14 -0 Scale m 1 77,3 5X5 = 3X4 - 5X5 = 3x4 = 5X5 5D0 1-12- 428 5 29 30 6 31 327 833 19 18 17 16 15 14 13 12 3X8 = 1,5.4 II 3x8 = 5x8 MT20HS = 3x4 = 3X8 = 1.5X4 I 3x8 LOADING ( psf) SPACING- 2-0-0 TOLL 20.0 Plate Grip DOL 1,25 TCDL 10,0 Lumber DOL L25 BOLL 0.0 Rep Stress Incr YES BCDL Mo Code FBC2014ITP12007 3x4 = 5x8 MT20HS = CSI. DEFL. in (loc) I/def] L/d TC 0.68 Vert(LL) 0.42 15-16 999 240 BC 0.77 Verl(TL) 1.10 15-16 490 180 WB 0.38 Horz(TL) 0,30 10 n/a n/a Matrix - MS LUMBER- BRACING - TOP CHORD 2x4 SP No,2 TOP CHORD BOT CHORD 2x4 SP No, I BOT CHORD WEBS 2x4 SP No,3 WEBS REACTIONS. ( lb/size) 2=1860/0-3-8, 10=1860/0-3-8 Max Horz 2=99(LC 11) Max Uplift 2=-471(LC 12), 10=-471(LC 12) FORCES. ( lb) - Max, Comp,/Max, Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3863/1329, 3-4=-3474/1212, 4-5=-3182/1170, 5-6=-4139/1445, 6-7=-4139/1445, 7- 8=-3182/1170, 8-9=-3474/1212, 9-1 0=-3863/1329 BOT CHORD 2-19=-1154/3499, 18-19=-1154/3499, 16-18=-1216/4007, 15-16=-1301/4279, 13- 15=-1220/4007,12-13=-ll58/3499,10-12=-1158/3499 WEBS 3-18=-393/229, 4-18=-28611001, 5-18=-11601394, 5-16=-40/400, 6-16=-283/1 10, 6-15=- 283/110, 7-15=401400, 7-13=-1 1601394, 8-13=-286/1001, 9-13=-393/229 PLATES GRIP MT20 244/ 190 MT20HS 187/ 143 Weight: 228 lb FT = 20% Structural wood sheathing directly applied or 2-4-6 oc purlins, Rigid Ceiling directly applied or 5-6-9 oc bracing. 1 Row at midpt 5-18,7-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=l 40mph (3-second gust) Vasd= 1 08mph; TCDL=4.2psf, BCDL=3.Opsf, h=2501 6=45ft, L=45ft, eave=6ft, Cat. 11, Exp B ' Encl., GCpi=O. 18 ' MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-6-0, Interior(l) 3-6-0 to 11-0-0, Exterior(2) 11-0-0 to 40.4- 6, Interior(l) 40-4-6 to 46-0-0 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1M 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 100 Ito uplift at joint(s) except (t=lb) 2=471, 10=471. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE PAII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with M(Tek(ficonnectors. This design is based only upon parameters shown. and is (Oran individual building component. not a truss system, Before use, the building designer must venty the applicability of design parameters and property incorporate this design into the overall building design Bracing niftated is to preventbuckling of individual truss web andror 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 fabocabon, sloragedelivery, erection and bracing of trusses and truss systems, see ANSI(TPII 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, W, 22314. Tampa, FL W10 Job Truss Truss Type Qry Ply i Park Sq Hm/Cypress-A 3449 r T12751507 P3449A IA6 HIP 1 i 1 i i Qlp iQRt 1s1(L Mid -Florida Lumber, Bartow, FL, 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Dee 15 09,13:34 2017 Page 1m ID.3Zzgt9Rd82DXJg7e 1e5ojiyRrR?-agOe7Zj6gQCaL8 VXhUGQ5Oy6D54xC4hnjA81Qhy8mJ V t-0- 4-9-14 9.0-0 14-4-13 19-9-10 25-2-_6 30-7.3- _3f0,0 40-2-2 ._ 4.9-141-4-0 - 4-9 14 - a 2 2 -- 5-4-13 5-4133 5.4-13 5-4-13 5-4-13 4-2.2 i-o-d Scale = 1 77.3 5x5 =_ 5A0 12 3z4 = 3x4 = 5x5 = 4 26 5 27 6 28 29 7 V` it 3x4 = sx5 = 30 8 31 9 17 16 15 14 13 3x8 = 3x8 6x8 MT20HS = 3x4 = 6x8 MT20HS = 3x8 3x8 = 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 0.66 Vert(LL) -0.55 15 >982 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 j BC 0.82 Vert(TL) -1.37 15-16 >394 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) O.33 11 nla n/a BCDL 10.0 Code FBC2014(TP12007 Matnx-MS Weight: 222 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc punins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-0-6 oc bracing. WEBS 2x4 SP No,3 WEBS 1 Row at midpt 5-17, 8-13 REACTIONS. (lb/size) 2=1860/0-3-8, 11=1860/0-3-8 Max Horz 2=83(LC 11) Max Uplift 2=-471(LC 12), 11=-471(LC 12) FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3846/1387, 3-4=-3602/1247, 4-5=-3334/1202, 5-6=-4741/1632, 6-7=-5171/1757, 7-8=-4741/1632, 8-9=-3334/1202, 9-10=-360211247, 10-11=3846/1387BOT CHORD 2-17=-1208/ 3481, 16-17=-1406/4522, 15-16=-1589/5126, 14-15=-1590/5126, 13-14=-140214522, 11-13=- 121213481 WEBS 4-17=-311/1075, 5.17=15301522, 5-16=-117/601, 6-16=-591/201, 7-14=-591/201, 8-14=-1171601, 8-13=-1530/522, 9-13=-31111075 NOTES- 1) Unbalanced roof live loads have beenconsidered forthis design. 2) Wind: ASCE 7- 10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=45ft; eave=6ft, Cat. II; Exp B. Encl., GCpi F ,18; MWR3 S (directional) and C-C Extenor(2) - 1-0-0 to -6-0, Intenor(1) 3-6-0 to 9-0-0. Exterior(2) 9-0-0 to 42-4-6, Interior(1) 42-4-6 to 46-0-0 zone,C-C for members and forces & MWFRS for reactions shown. Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 100 lb uplift at joint(s) except (jt=lb) 2=471.11=471. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING- V.111y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. j Design valid for use only with MiTek(, connectors. This design is based only upon parameters shown, and is for an individual building component not { to a truss system. Before use, the building designer must verify the applicability of design parameters andproperlyincorporatethisdesignintotheoverallbuildingdesign, Bracing indicated is to prevent buckling of individual truss wab andior 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 tabdcation, storage, delivery.. erection and bracing of trusses and truss systems, see ANSIrTPI1 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, Alexandra. VA 22314_ Tampa, FL 36610 IJob ITruss !Truss Type oty Pfy j Park Sq Hm/Cypress-A 3449 T1275150- P3449A IA7 !SPECIAL 1 2_4nAI Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09:13:36 2017 Page 1 ID:37zgt9Rd82DXJg7e1c5ojiyRrR?-W380YFkNB1SlaRewpvJuARiOFvk?gu14BUdsUZy8mJT 0-wq 4-11-14 9-4-0 11-8.0 15-0-6 18-6-8 I 8-0-0 -41.2-2 45-0-0 46-f 49-15434-63-6-1.i4 4-11-14 4-9-15 4-9-15 4-11-11 3-2-2 1-0Scale = 1-. 82.6 5x5 - 5, 00 F 5x6 q 5 1.5x4 11 3x8 '= 56 = 3x8 = 1.5x4 11 5x8 = 22 21 20 19 37 38 18 39 40 77 41 42 16 43 44 15 4x6 2x4 11 4x10 = 8x8 MT20HS = 2x4 11 08 = 7x8 MT20HS = 4x10 = 4x4 == 5x6 MT20HS = a i2a4 9 o LLP Q 5-0 6_ _L6 x $ +__23 aa%_ — 2$-z6 33-a 5 {__ _ V3 Q 41.2-2--+- 45 6 g_ - f 4-11-14 .._.-_.. a...4:.2=A ._.-6 3 _... 44.•5-1 `_m_-_11 Plate Offsets CX Y) f8:0-2-8 0-3 4_j (1 twOM5-12 0-2-8j. f 17:0-M0.0-5- f [20 0 3-12 4-5 LOADING (psf} SPACING- 2-0-0 ( CSI- DEFL. in (loc) I/defi Ltd TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.75 18-19 >720 240 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -1.86 18-19 >290 180 BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(TL) 0.28 13 n/a n/a BCDL 10,0 Code FBC2014/TP12007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD 5-8,8- 11: 2x4 SP No.t BOT CHORD BOT CHORD 2x6 SP No.1 'Except' 17-20: 2x6 SP DSS WEBS 2x4 SP No.3 *Except' 4-21: 2x4 SP No.2 REACTIONS. (lb/size) 2=318110-3-8, 13-3571/0-3-8 Max Horz 2= 85(LC 24) Max Uplift 2=- 835(LC 8), 13=-962(LC 8) FORCES. (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-7672/1957, 3.4=-7294/1894, 4-5=-724811897, 5-6=-13039/3397, 6-7=-13039/3397, 7-8=-15205/ 4004, 8-9=-15205/4004, 9-10=-11598/3092, 10-11=-1159813092, 11-12=-8572/2269,12-13=- 8733/2317 BOT CHORD 2-22=-1739f7O52, 21- 22=-1739/7052, 20-21=-2672/10673. 19-20=-3890/15307, 18-19=3890115307, 17-18=-3621/ 14116, 16-17=-3621/14116, 15-16=-2002/7930, 13-15=2076/8025 WEBS 3-21=-463/191, 4-21=-1350/5286, 5-21=-6308/ 1669, 7-19=-334/ 1533, 11-15=-841716, 12-15=-261/174, 5-20=-798/3172, 7-20=-2989/792, 8-18=-509/248, 9-17=0/435, 10-16 536/262, 11-16=-1122/4238, 9-16=-2933/755, 9-18=-307/1267 PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 536 lb FT = 20% Structural wood sheathing directly applied or 2-4- 13 oc purlins. Rigid ceiling directly applied or 9-0-9 oc bracing. 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 0-7-0oc. 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=25ft, 6=45ft, L=45ft, eave=6ft; Cat. 11, Exp 6, 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 W=lb) 2=835, 13=962. WARNING - Verify design Paramere,$ and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid tot use only with MiTei t 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 me applicability of designparameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chordmembers only Additionaltemporary 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, erectionand bractogof trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute.. 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies MR- 6904 Parke East Blvd, Tampa, FL 36610 Job Truss 1Truss Type Qty Ply Park Sq HmlCypress-A 3449 T12751508 iP3449A iA7 !SPECIAL1 sAbRe p-na Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09LL13:36 2017 Page 2 ID:3Zzgt9Rd82DXJg7e 1 o5ojiyRrR?-W380YFkNB 1SlaRewpvJuAR 1 OFvk?gu 14BUdsUZy8mJT NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 136 lb down and 99 lb up at 19-11-4, 136 lb down and 99 lb up at 21-11-4, 136 lb down and 99 lb up at 23-11-4, 136 lb down and 99 lb up at 25-11-4, 136 lb down and 99 lb up at 27-11-4, 136 lb down and 99 lb up at 29-11-4, 136 lb down and 99 lb up at 31-11-4, 136 lb down and 99 lb up at 33-11-4, and 136 lb down and 99 Ito up at 35-11-4, and 237 lb down and 191 lb up at 38-0-0 on top chord, and 1322 lb down and 348 lb up at 18-6-8, 66 lb down at 19-11-4, 66 lb down at 21-11-4, 66 Ito down at 23-11-4, 66 lb down at 25-11-4, 66 lb down at 27-114, 66 lb down at 29-114, 66 lb down at 31-114, 66 lb down at 33-11-4, and 66 lb down at 35-11-4, and 329 lb down and 89lb up at 37-11-4 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: 1-4=60, 4-5=-60, 5-11=-60, 11-14=60, 2-13=-20 Concentrated Loads (lb) Vert: 11=-140(B)19=-1322(B)15=-329(B)9=-96(B)17= 42(6)27=-96(8)29=-96(B)30=-96(8) 31 =-96(B) 32=96(B)33=-96(8)35=-96(B)36=-96(6)37=-42(B) 38=-42(B) 39=-42(6) 40=-42(B) 41=-42(B) 42=-42(B) 43=42(8) 44=-42(B) WARNING - Verilydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE 114II.7473 rev. 10/03/2015BEFORE 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 trusssystem. Before use. the building designermust verity the applicability of designparameters and properlyincorporate 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 fabncabonstorage.. delivery.. erection and bracing of trusses and truss systems, see ANSIITPit Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Infortnationavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314, 1 Tampa.. FL 36610 Jobrliss- Truss Type J.._._-,_...______..__.._ city ply Park Sq Hm/Cypress-A 3449 P3449A 81 HIP T127515Q9 1 t i i Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09,13,37 2017 Page 1 ID:3Zzgt9Rd82DXJg7eic5ojiyRrR?-_Finlbl?yla9CbD6Ndg7ifaiVJ86PMSDQ8NP00y8mJS 1-0 4-9-14 9-0-0 {_Y 13-_K, L_ 18-2-0_ 22-10-0 27-4-2 32-0-0 36-2-2 41-0-0 -0--1 00-Q 4-9-14 A-2.2 4-7-14 4-fi-2 A-8-Q A$-2 4-7-14 4-2-2 4-9-14 1-0 Scale - 1:70.5 5x7 = 1,5x4 I) 3x4 =' 5xe == 1,5x4 II 5x7 = 5.00 5-2 4 28 529 30 6 7 31 832 33 9 W 6 20 19 18 17 16 t5 14 13 3x4 = 3x8 = 3x5= 2x6 II 3x10 = 3x4 =- 3x5 = 3x6 = 3x6 = 3x5 = Plate Offsets X Y f2:0-2-8Ed e 4:0-5-4 0-2-8) [fip 4 00.3 0 [9 0 5-40-2_-8j, 11:0-2-8Ed 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 0,33 Vert(-L) 0.18 20-23 >999 240 MT20 244/190 TCDL 10,0 Lumber DOL 1.25 BC 0,66 Vert(TL) -0.31 20-23 >897 180 BCLL 0.0 Rep Stress Incr YES WB 0,73 Horz(TL) 0,03 11 n/a n/a BCDL 10.0 Code FBC2014PTP12007 Matrix -MS Weight 214 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc purlins. BOT CHORD 2x4 SP No,2 BOT CHORD Rigid ceiling directly applied or 5-5-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=814/0-8-0, 16=2000/0-8-0, 11=585/0-8-0 Max Horz 2=-82(LC 10) Max Uplift 2=-368(LC 12)116=-618(LC 12), 11=-89(LC 12) Max Grav 2=832(LC 21), 16=2000(LC 1), 11=610(LC 22) FORCES, ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1392/1155, 3-4=-1065/969, 4-5=-774/778, 5-6=-7741778, 6-7=-177/313, 9- 1 0=-506/39, 10-11=-845/210 BOT CHORD 2-20=-1010/1245, 19-20=-758/944, 16-17=-976/722, 14-16=-976/722, 13-14=0/427, 11- 13=-139/744 WEBS 3-20=-341/290, 4-20=-356/343, 6-17=-784/525, 7-17=-1097/1376, 7-16=-1884/1143, 9- 14=-618/329, 9-13=-69/354, 10-13=-359/269, 5-19=-297/175, 8-14=-289/169, 7- 14=-474/1132, 6.19=-609/809 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=41ft, eave=5ft, Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-1-3, Interior(1) 3-1-3 to 9-0-0, Extenor(2) M-0 to 37- 9-9, Intenor(i) 37-9-9 to 42-0-0 zone, porch left exposed;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 )oint(s) 11 except Qt=lb) 2= 368,16=618. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parernefRrs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI. 7473 rev. 1010312015 BEFORE USE. Design valid for use only with MtTekla 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 till$ design into theoverall building design, Bracing indicated is to prevent buckling of individualtruss web and/or chordmembers only. Additional temporary and permanent bracing is always required for stability and to prevent Collapse with possible personal injury and property damage. For generalguidance regarding the - - fabrication, storage, delivery, erection and bracing oftrussesand truss systems. see ANSIfTP11 Quality Criteria, DS649 and BCSI Building Component i 6944 Parke Bast Blvd. Safety Information available from Truss Plate Institute- 218 N, Lee Street, Suite 312, Alexandria, VA 22314, Tampa- PL 36610 Job IP3449A lTruss B2 Truss Type HIP i QtY Ply Park Sq Hm/Cypress-A 3449 T12751510 Errfri Mid -Florida Lumber, Barlow, FL. ID:3Zzgt9Rd82DXJg7elc5ojiyRrR?-weq)(AHmFUyqtRvNvu2sbn4fuy6mStDbvvlSsW5uy8mJQ 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09:13:39 2017 Page 1 1-0-0 3-9-14 i:6Z_3,; 14 1 7-0-0i:2 2 12-7-14 -0 5-6-2 22 -10-0 1 - 4-2 -O37-2-2 41-0-028 -_ __9 i 34, 1 .0-d5-2 5-7-14 3-2-2 3-9-,4 Scale = 1 70,5 5,00 Fj_ 5X8 = 3X4 = 3X8 = 6X8 = 3X6 = 4 25 26 27 5 28 29 30 31 6 32 33 34 7 35 36 37 838 39 40 41 2 Iy 18 42 43 17 44 45 46 16 47 48 49 15 50 51 14 52 53 54 13 3X6 = 3Y4 = 6X6 , 4x4 = 6X8 5x6 3x4 3X6 14 0![ sets YA- -_12 0-2-8 __Lj_6 073_ 0-,L81 L7 0-4-0 9 0-5-1 jt4 04 7 -2&dEeQ-Z-_4_L,-1-8 0-_3- Plate CS1. m. DEFL. in Well L/d PLATES GRIPLOADING (psf) TCLL 20.0 SPACING. 2-0-0 Plate Grip DOL 1.25 TC 0.98 loc) Vert(LL) -0.14 17-18 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1 25 BC 0.92 Vert(TL) -0.39 17-18 707 180 BCLL 0.0 Rep Stress Incr NO N6 0.95 Horz(TL) 013 11 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix -MS Weight: 204 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD 4-7,7-9i 2x4 SP No. 1 BOT CHORD BOT CHORD 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 REACTIONS, (lb/size) 2=1450/0-8-0, 15=4618/0-8-0, 11=919/0-8-0 Max Horz 2=66(LC 24) Max Uplift 2=-521(LC 8), 15=-1295(LC 8), 11=184(1_C 8) Max Grav 2=1457(LC 17),15=4618(LC 1), 11m929(LC 18) FORCES, (ib) - Max, Comp./Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-29421965,3-4=-2805/938,4-5=-2504/891, 5-6=-446/252,6-7-762/2757, 7-8-762/2757,8-9=-32910,9-10=-1500/279, 10-11=-1687/316 BOT CHORD 2-18=-838/2655, 17-18=-792/2604, 16-17=-79112504, 15-16=-212/446, 14-15=0/323, 13-14=-18411397,11-13=-24111513 WEBS 3-1 Bz-253/180, 4-18=-117/644, 6-16=-372/1389, 6-15=-3742/1201, 7-15=-6681286, 9- 14=-1282/358,9.13-32/677, 10-13=-268/151, 5-17=-35/539,8-14=-77/923, 8- 15=-3401/821, 5-16-23521725 Structural wood sheathing directly applied or 3-1-7 oc purlins, Rigid Calling directly applied or 6-5-0 oc bracing, 1 Row at mid pt 6-15, 8-15, 5-16 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasc1=108rinpW TCDL=4.2psf, BCDL=3,Opsf, h=15ft. 8=45R, L=41ft, eave=5ft, Cat. 11; Exp B ' Encl., GCpi=0.18: MWFRS (directional); porch 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2= 521, 15=1295, 11=184, 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 210 lb down and 199 lb up at 7- 0-0, 123 lb down and 106 lb up at 9-0-12, 123 lb down and 106 lb up at 11 -0- 12, 123 lb down and 106 lb up at 13-0-1 2, 123 lb down and 106 lb up at 15-0-12, 123 lb down and 106 lb up at 17-0-12, 123 lb down and 106 lb up at 19-0-12, 123 lb down and 106 lb up at 20-6-0, 123 lb down and 106 lb up at 21-11-4. 123 lb down and 106 Ith up at 23-114, 123 lb down and 106 lb up at 25- 11-4, 123 lb down and 106 lb up at 27-11-4, 123 lb down and 106 lb up at 29-11-4, and 123 lb down and 106 lb up at 31-114, and 210 lb down and 199 lb up at 34-0-0 on top chord, and 374 lb down and 60 lb up at 7-0-0, 88 lb down at 9-0-12, 88 lb (town at 11 - 0- 12, 88 lb down at 13-0-12. 88 lb clown at 15-0-12. 88 lb down at 17-0-12, 88 In down at 19-0-12, 88 lb down at 20-6-0, 88 lb down at 21-114 , 88 lb down at 23-114, 88 lb down at 25-114. 88 lb down at 27-11-4. 88 lb down at 29-11-4. and 88 lb down at 31- 11-4, and 374 lb down and 89 lb up at 33-11-4 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). Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Jc. QiztQj ot.,lu.- I WARNING - Verify design P.10-f- and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111411,7473 rev. 101031201S BEFORE USE. Design valid for use only with Nlrrek(Ft, 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 (resign parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the is fabrication storage, delivery..erection and bracing of busses and truss systems, see ANSUTPIl Quality Criteria, OS849 andBCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute 218 N. Lee Street, Suite 312. Ale.andna VA 22314. Tampa, FL 36610 Jb !Truss Truss Type Qty PIy Park Sg Hm7Cypress-A 3449 _-- T12751510 P0M'qA 62 HIP 1 1 Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09:13:39 2017 Page 2 ID:32zgt9Rd82DXJg7e 1c5ojiyRrR?-wegXAHmF UygtRvN VU2sbn4fuy6mStDb WtSs W5uy8mJQ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 11-4=-60, 4-9=-60, 9-12=-60, 19-22=-20 Concentrated Loads (lb) Vert: 4=-163(F) 9=-163(F) 18=-374(F) 13=-374(F) 25=-123(F) 26=-123(F) 28=-123(F) 30=-123(F) 31=123(F) 32=123(F) 33=-123(F) 34=-123(F) 35=-123(F) 36=-123(F) 38=123(F) 40=-123(F) 41=-123(F) 42=71(F) 43=-71(F) 44=-71(F) 45=-71(F) 46=-71(F) 47=-71(F) 48=-71(F) 49=-71(F) 50=-71(F) 51=71(F) 52=-71(F) 53=-71(F) 54=-71(F) WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIIJ473 mv. 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 applicabilityordesign 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 temporaryand permanent bracing is always required for stabilityand to prevent collapse with possible personal injuryand property damage_ For general guidance regarding the is fabrication, storage, delivery. erection andbracing of trusses and truss systems. see ANStITPl1 Quality Criteria, DS8.80and SCSI Building Component 6904 Parke East Blvd, 2SafetyInformationavailablefromTrussPlateInstitute. 218 N. Lee Street, Suite 31. Alexandna, VA 22314, Tampa, FL 36610 r iJob iTruss Truss Type City IPly Park Sq MmlCypress-A 34A9 I T12751511 IP3449A IC1 NIP {1 1 Job Reference (ootionall _ L.._.._ ..- ._ Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09:13,41 2017 Page 1 ID:3Zzgt9Rd82DXJg7e 1c5oiiyRrR?-sOxHbyoVOa4bhOXtcTu3tVkEHwSNLAZpKmLd9ny8mJO 1-0-0 3-9-14 7-M 12-0-9 16-11.7 22-0.0 25-2-2 29-0-0 .t1-C10 ._..__.3 9 A 3-2-2 5-0-9 —"_-#---- 4-10-13 5.—---f--- 3-9-14 Scale = 1 50.2 5x8 3x4 = 1x4 II 5x8 ---_ 20 21 22 5 23 24 25 266 27 28 7 9 13 29 30 t2 31 32 33 11 34 35 1u 300 = 3x4 = 6x8 MT20HS = 4x10 = 3x4 3x8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.33 11-12 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(TL) 0.82 11-12 1422 180 BCLL 0.0 Rep Stress Incr NO WB 0.66 HOrz(TL) 0.20 9 n/a n/a BCDL 10.0 Cade FBC2014rTP12007 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.1 "Except` 4-7: 2x4 SP No.1 D, 7-9: 2x4 SP No,2 BOT CHORD 2x4 SP No.1 `Except' 9-12: 2x4 SP DSS WEBS 2x4 SP No.3 REACTIONS. lb/size) 9=2150/Mechanical, 2=2213/0-3-8 Max Horz 2=55(LC 24) Max Uplift 9=564(1-C 8), 2=-607(LC 8) PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 140 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-8-8 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4693/1273, 3-4=4631/1254, 4-5=5732/1571, 5-6=-5745/1575, 6-7=5745/1575, 7-8=-4638/1256. 8-9=4727/1284 BOT CHORD 2-13=-1124/4246, 12-13=-1085/4286, 11-12=-1478/5742, 10-11=-1087/4290, 9-10=-1137/4285 WEBS 4-13=-22/510, 4-12=45111725, 5-12=-591/276, 6-11 =-568/286, 7-11=45311733, 7-10=-27/520 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); 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=564,2=607. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 187 lb down and 187 lb up at 7-0-0, 96 lb down and 99 lb up at 9-0-12, 97 lb down and 99 lb up at 11-0-12, 98 Ib down and 102 lb up at 13-0-12, 55 lb down and 76 Ito up at 14-6-0, 98 lb down and 102 lb up at 15-11-4, 97 lb down and 99 Ib up at 17-11-4, and 96 lb down and 99 lb up at 19-11-4, and 187 lb down and 187 Ito up at 22-0-0 on top chord, and 329 lb down and 89 lb up at 7-0-0, 66 lb down at 9-0-12, 67 lb down at 11-0-12, 87 lb down at 13-0-12, 98 lb down and 31 lb up at 14-6-0, 87 lb down at 15-11-4, 67 lb down at 17-11-4. and 66 lb down at 19-11-4, and 329 lb down and 89 lb up at 21-11-4 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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE N b747? rev, 10/03/2015 SEFORE USE. Design valid for use only with MRelS, connectors. This design is based only upon parameters shownand 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 designinto 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 fabricationstorage, delivery, erection and bracing of trusses and truss systems. see ANSIITPIt Quality Criteria, OSB-89 and SCSI Building Component Safety information available from Truss Plate Insdtule. 218 N. Lee Street, Suite 312, Alexandria, VA 22314, c'r ty 0 Printedcopies of this document are not considered signed and sealed and the signature must be verified on any electronic Copies 0 6904 Parke East Blvd, Tampa, FL 36610 Fj_ __ Jab . Truss jTruss Type 'Oty Pty 'Park Sq HmlCypress-A 3449i( I T12751511 P3449A {C1 HIP 1 1 i Job Reference o.n.(1....___________.. ........_____...._ I Mid-Flonda Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:13,41 2017 Page 2 ID 3Zzgt9Rd82DXJg7elc5ojiyRrR?-sOxHbyoVOa4bhDXtcTu3tVkEHw$NLAZpKmLd9ny8mJ0 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, 7-9=-60, 14-17=-20 Concentrated Loads (lb) Vert: 4=-140(F) 7=-140(F) 13=-329(F) 10=-329(F) 20=-96(F) 21=97(F) 23=-98(F) 24=55(F) 25=-98(F) 27=-97(F) 28=-96(F) 29=-42(F) 30=-43(F) 31=-70(F) 32=-98(F) 33=-70(F) 34=43(F) 35=42(F) WARMING - Varll'y design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE IWII-7473 rev_ 10l0312015 BEFORE USE. Design valid for use only with Mil" connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before usethe 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 trussweb andlor chord members only. Additional temporary and permanent bracing is always required for Stability and to prevent collapse with possible personal injury and property damage. For general guidanceregarding the MR fabrication. storage.. delivery, erection and bracing of trusses and truss systems. see ANSl1TPIi Quality Criteria, OSS-89 and BCSI Building Component 6904 Parke East Blvd. safetyInformationavailablefromTrussPlateInstitute. 216 N. Lee Street, Suite 312.. Alexandna.. VA 23314, Tampa, FL M610 Job Truss P3449A ICJ Type Qty !Ply 1 Park Sci Hm/Cypress-A 3449 T12751512 Mid-Flonda Lumber. Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:13:41 2017 Page 1 ID.3Zzgt9Rd82DXJg7e1c5ojiyRrR?-sOxHbyoVOa4bhDXteTu3tVkRLwe_LKtpKmLd9ny8mJO 1-0-0 1-0-0 1-0-0 r r,r,, 1-11 Scale = 1 14,0 1,5X4 11 LOADING (psr) SPACING- 2-0-0 CSI. DEFL. in (loc) lidell L/d PLATES GRIP TCLL 20,0 Plate Grip DOL 1,25 TC 0.15 Verl(LL) -0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES W6 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix -MR Weight: 7 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-25/Mechanical, 5=160/0-8-0, 4=-0/Mechanical Max Horz 5=66(LC 12) Max Uplift 3=25(1_C 1), 5=-34(LC 8), 4=-46(LC 12) Max Grav 3= 11 (LC 10), 5= 1 60(LC 1), 4=33(LC 10) FORCES. (1b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph. TCDL=4.2psf: BCDL=3.Opsf, h=15ft, B=45ft, L=241111 eave=4ft, Cat. 11, Exp 6, Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) zone, end vertical left exposed:C-C for members and forces & MVVfFRS 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, 5, 4. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING • Verity dirrfm parameters and READ NOTES ON THIS AND INCLUDED A41TEK REFERENCE PAGE bHt•747? rev. 1010312015 BEFORE USE. Design valid for use only with MiTel,0contractors. This design is based only upon parameters shown, and is for an individual building component, not a truss system, Before use, the Wilding designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or Chord members only, Additional temporary and permanent bracingisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandproperlydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPIl 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, I Tampa Ft. 36610 iJob Truss Truss Type Qty 4 Ply I Park Sq Mm/Gypress-A 3449 - IT127515 13 P3449A CJt JACK 20 i Refer nce j4RttsnAl..________ Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:13:42 2017 Page 1 ID:3Zzgt9Rd82DXJg7etc5ojiyRrR?-LDVgolp8ntDRIM649AQIPiHeTK?Q4n7yZQ4AiQy8mJN 1-0-Q 1.0.0 Scale = 1:6.5 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL L25 TC 0.06 Vert(LL) 0,00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0,01 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0,00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP WW Weight; 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1G-0-0 oc bracing. REACTIONS. (lb/size) 3=9/Mechanical, 2=13010-3-8, 4=-O/Mechanical Max Horz 2=35(LC 12) Max Uplift 3=-3(1_C 9), 2=-73(LC 12) Max Gray 3=10(LC 17), 2=130(LC 1), 4=11(LC 3) FORCES. (lb) -Max. Comp.lMax. Ten. -All forces 250 (Ib) 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=25ft; 8=45ft; L=2411 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($) 3, 2. 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 11#11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MkTek@. connectors. This design is based only upon parameters shown, and is for an individual building componentnot 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 toprevent buckling of individual truss web and/or chord members only. Additional temporaryand permanentbracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MR fabncation, storage.. delivery, erection and bracing of trusses and tmss systems. see ANSIlTPI1 Quality Criteria, DS8-89 and SCSI Building Component 6904 Parke East Blvd. SafetyInformationavailablefromTmssPlateInstitute, 218 N. Lee Street, Surte 312.. Alexandria, VA 22314. Tampa, FL 36610 j Job 'Truss ",Truss Type i Qty Orly __._ Park Sq press -A 34Hm/Cy49 j P3449A C13 JACK I1I18 (' 1 T12751514 Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09:13:42 2017 Page 1 ID.3Zzgt9Rd82DXJg7e 1c5ojiyRrR?-LDVgolp8ntDRl M649AQI PiFid5K_P4n7yZQ4AiDy8mJN 1.0-0 3-0-0hoa — a-o0.__._ 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deFl L/d TCLL 20.0 Plate Grip DOL 1,25 TC 0.09 Vert(LL) 0.00 7 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(TL) 0.01 4-7 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n1a BCDL 10.0 Code FBC2014(TPI2007 Matnx-MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=71/Mechanical, 2=18810-3-8, 4=37/Mechanical Max Horz 2=62(LC 12) Max Uplift 3=-30(LC 12), 2=-69(LC 12) Max Grav 3=71(LC 1), 2=188(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1 10,8 PLATES GRIP MT20 244/ 190 Weight. 11 lb FT = 20% 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=25f ; 8=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 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 100lb uplift at joint($) 3, 2. 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 NOTESON THIS AND INCLUDED MITEK REFERENCEPAGE MII-7473 rev. 1010312015 BEFORE USE. Designvalid for use only with MITekTv 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 veriry the applicability of design parameters and property incorporate this tlesign 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 properly damage. For general guidance regarding the - fabncation, storage deliveryerection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Crit una, 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 Truss HiJobTrussTypotyParkmr(Cypress-A 3444 T1275151 1 P3449A CJ3 JACKA 3 Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc, Fri Dec 15 09 13 43 2017 Page 1 10:32zgt9Rd82DXJg7e1c5ojiyRrR?-pP320eqmYBLIwVvbGjtxXywqomkKVpEb6o4qkE"mJM 1-0-0 3-0-0 1-0-0 3-0-0 Scale = 1 18,1 1,5X4 11 LOADING (psO SPACING- 2-0-0 CS1. DEFL. in (too) I/def! L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.09 Vert(LL) -0.00 5-6 >999 240 'TMT20 244/190 TCDL 10,0 Lumber DOL 1,25 8C 0.08 Vert(TL) -0.01 5-6 >999 180 B—CLL-0 0-1 ---Rep —Stress Incr _YES_ WB 0.05 Horz(TL) -0.00 3 n1a n1a BCDL 10.0 Code FBC2014ITP12007 Matrix -MP Weight 17 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 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS, (lb/size) 3=66/Mer-hanical, 6=19810-8-0, 4=27/Mechanical Max Harz 6=88(LC 12) Max Uplift 3=-22(LC 12),6=-24([_C 12),4=-32(LC 12) Max Grav 3=66(LC 1). 6=198(LC 1), 4=55(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; 6=45ft, L=24ft, eave=4ft, Cat, II; Exp 6 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; end vertical left exposed,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 6, 4. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING- Vadlydesign p—ni.f.r.and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mfl-7473fev. 1010312015 BEFORE USE. Design valid for use only with NiffelkO connectors This design is based only upon parameters shown, and is With individual building component, not a trusssystem. 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 requited for stability and to preventcollapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage delivery, erection and bracing of misses and truss systems, see ANSIITPII Quality Criteria, OSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instrutte, 216 N. Lee Street. Suite 312, Alexandra. VA 22314 Tampa, FL 36610 iJOt} Tniss W . Truss Type _____-- Testy TPtyPark Sq Hm/Cypress-A 3449 1 T12751516 P3449A CJ3B iJACK It t pp _nC Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09:13:44 2017 Page 1 ID:3Zzgt9Rd82DXJg7e 1 c5ojiyRrR?-HbdQD_gOJVT9YgGSHb$mU7Myy7ggYhBF 1 jZHrn6y8mJL 3-0-0 _ t a-0-0 Scale = 118.1 1.5x4 11 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1,25 TIC 0.13 Vert(LL) 0.00 4-5 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(TL) 0.01 4-5 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix -MP 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=11210-8-0, 2=84/Mechanical, 3=28/Mechanical Max Horz 5=32(LC 12) Max Uplift 2=34(1_C 12), 3=-9(LC 12) Max Grav 5=112(LC 1), 2=84(LC 1), 3=56(LC 3) FORCES. (lb) - Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown PLATES GRIP MT20 244/ 190 Weight: 15 lb FT = 20 Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; 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 Extenor(2) zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1_60 plate grip DOL=1.60 2) This truss has been designed for a 10,0 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) 2, 3. 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 NOTESON THIS AND INCLUDED MITIEK REFERENCE PAGE 114II.7479 rev. 10/03/2015BEFORE USE. j Design valid for use only with MiTeklr 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 parametersand 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 tot stability andto prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the ; fabricationstorage.. delivery, erection and bracing of trusses and truss systems.. see ANSIITPII Quality Criteria, DS"9 and BCSI BuildingComponent 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312. Alexandria, VA 22314 Tampa Ft_ 36610 i J! Truss Type ty Ply T Park Sq Hm/Cypress-A 3449ob T127 P3449A CJ5 JACK 13 51517 1 3Qference o do LlL Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:13:44 2017 Page 1 ID:3Zzgt9Rd82DXJg7e1c5ojiyRrR?-HbdQD_gOJVT9YgGSHbSmU7MwO7e5YhcF 1iZHm6y8mJL 1-0-0 1-0-0 5-0-0 Scale = 1 14,9 c4 2x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 TCDL 10.0 Lumber DOL 1.25 SC 0.25 BCLL 0.0 Rap Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014(TP12007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=127/Mechanical, 2=264/0-3-8, 4=64/Mechanical Max Horz 2=90(LC 12) Max Uplift 3--58(LC 12), 2=-79(LC 12) Max Grav 3=127(LC 1), 2=264(LC 1), 4=90(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DEFL, in (loc) I/deft Ltd PLATES GRIP Vert(LL) 0.04 4-7 >999 240 MT20 2441190 Vert(TL) -0.08 4-7 >766 180 Horz(TL) 0,00 2 n/a File Weight: 17 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, Vint=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, 6CDL=3.0psf, h=25ft, 6=45ft, L=24ft, eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;GC for members and forces & MWFRS for reactions shown, Lumber DOL=1,60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNOIG - Venty 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(kconnectors. This design is based only upon parameters shown_ and is tot an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage- For general guidance regarding the - fabncatlon. 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, 1 Tampa, FL 36610 Job Truss Truss Type rk Sq HmlCypress-A 3449QtyPly]pa T12751518 b Reference o i n1q__....._ Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:13:45 2017 Page 1 ID:3Zzgt9Rd82DXJg7e 1c5ojiyRrR?-InBDRKrO4obO9ggfriz? 1Lv4WXzxH8sOFNJglYy8mJK 5-0-0 Scale = 1 14-9 2x4 - LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deFl L/d PLATES GRIP r TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0,04 3-6 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Ven(TL) -0.08 3-6 >710 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix -MP Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purims. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=197/Mechanical, 2=130/Mechanical, 3=68/Mechanical Max Horz 1=69(LC 12) Max Uplift 1=-32(LC 12), 2=-61(LC 12), 3=-1(LC 12) Max Grav 1=197(LC 1), 2=130(LC 1), 3=91(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, 6=45ft; L=24ft, eave=4ft; Cat. ill; Exp 8; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interjor(1) 3-0-0 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) 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($) 1, 2, 3. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MY-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only With MiTewii crinnectors. This design is based only upon parameters shown. and is for an mdvidual building component, not i a Imss system. Before use, the building designer must verify the applicability of tlesign parameters and properly incorporate this design into the overall Iibuildingtlesign. Bracingindicated 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, dairy" erection and bracing of trusses and truss systems. see ANSIrrPIt Quality Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Inswule, 218 N. Lee Street, Suite 312. Alexandria, VA22314, Tampa, FL 36610 ob Truss Truss Park ypress-A 34491P_ J CACK TI 27-11-519] t2 911B ferenQ_ Mtd Flonda Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09:1145 2017 Page I ID:37zgt9Rc[820XJg7e1c,5oiiyRrR?-InBoRKrO4ob09qqfriz?1Lv9aX16H8sOFNJqIYy8mJK 1-0-0 Scale = 1 6.5 2x4 - 20- Ltd PLATES GRIP CLL 20,0 Plate Grip DOL 1 25 0.01 rt(LL) -0.00 4 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 0.01 Verl(TL) -0.00 4 >999 180 EICLL 0.0 Rep Stress Incr YES 0.00 Horz(TL) 0,00 3 n/a n/a LOADING (psf) SPACING- 0 St. DEFL. in (loc) Ildefl T TC Ve EC EICDL 10.0 Code FBC2014/TP12007 7alnx-mp Weiaht: 3 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb(size) 2=21 I'Mechanical, 3=18/Mechanical, 1 =40/0-2-7 Max Horz 1=14(LC12) Max Uplift 2=-8(LC 12), 3=-4(1_C 12), 1=-6(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=25ft, B=45ft: L=2411, eave=4ft, Cat. II: Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C formembers and forces & M\A1FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=l ,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 at joint(s) 1. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3, 1. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING- Varitydesign parameters and READ NOTES ON THIS AND INCLUDED MITEKREFEWENCE PAGE 111,11b7473n., 10103120IS BEFORE USE. Design valid for use only with MiTek(F, 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 Venty 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 guidanceregarding the fabrication, storage, delivery..erection and bracing of trusses and truss systems see ANSb`TPIl Quality Criteria, DSB-89 and BCSJ Building Component 6904 Parke East Elvd, Safety Inforrnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314, i Tampa.. FL 36610 Job Truss Truss Type City Ply Park Sq HmlCypress-A 3449 T12757520 P3449A Di SPECIAL 1 Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:13:47 2017 Page t ID:3Zzgt9Rd82DXJg7elc5ojiyRrR?-hAJZsOtGcQ(kP8_lyj?T6m FkLVUItXhjhoxNRy8mJl i-0-i 4-11.4 8-t-0 17-2-12 13.3-13 75•&-70 17-7-72 , _20-9-8_ 23-11.4 213-10-81-0.12' 4-11-4 3-1-12 ---} 3-1-12 2-1-1 2.2-13 u2-1-2uu_3-1-12 ' 3-1-12 4-114 — Scale = 1 51-2 5.00 12 4x8 = 4x5 = 2x4 2x4 II 46 = 4x8 3 24 25 4 26 5 10 28 1129 30 12 2x4 II 3x5 = 8x10 MT20HS = 5x5 II 3x8 = 3x4 = 5,,5 II 800 MT20HS = 34 = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.00 TC 0.99 Vert(LL} 0.66 18-19 }517 240 TCDL 10.0 Lumber DOL 1.00 BCW0.85 Vert(TL) -1.69 18-19 >203 180 BCLL 0.0 Rep Stress Incr No B 0.76 Horz(TL) 0.10 14 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No,2 'Except" TOP CHORD 6- 9: 2x4 SP No.lD BOT CHORD 2x6 SP No.2 'Except' BOT CHORD 16- 21: 2x6 SP DSS WEBS 2x4 SP No.3 'Except` 5- 20,10-17,6-21,9-16: 2x4 SP No.2 REACTIONS. ( Ib/size) 23=283410-7-4, 14=2759/0-7-4 Max Hor2 23=486( LC 8) Max Uplift 23=-763( LC 8), 14=781(LC 8) FORCES. (lb) - Max. Comp./ Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=- 3907/1061, 3-4=-5408/1428,4-5=-389/46,6-20=-774/246, 6-7=-24526/6430, 7-8=24526/6430, 8-9=-25044/6492, 9-17=-981/297, 10-11=-390/182, 11-12=-5415/1554, 12-13=-3914/1143, 2-23=-2737/762, 13-14=2662/778 BOT CHORD 22-23=- 502/419, 21-22=1360/3498, 20-21=-5791/21070, 19-20=-6178l22506, 18-19=-6652/25044, 17-18=-5976122456, 16-17=-5632/21048, 15-16=-1005l3510 WEBS 3-22=-1048/ 275, 3-21=-67212910, 12-16=-747/2906, 12-15=-1058/309, 2-22=-914/3532, 13-15=-1018/3563, 4-21=-1031/3880,11-16=-102013891,6-21=-16498/4201, 4-6=-6435/1796, 9-16=-16469/4355, 9-11=-644211759, 7-19=-685/71, 8-18=-647/62, 6-19=-453/2211, 8-19=-579/99, 9-18=-734/2828 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 603 lb FT = 20% _ Structural wood sheathing directly applied or 1-7- 8 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 0-4-0 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=2911; eave=oft, Cat. IC Exp B: Encl., GCpi=0.18, MWFRS ( directional), end vertical left exposed: Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 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 (jt=lb) 23=763,14=781. 10) Girder carries tie- in span(s): 8- 0-0 from 11-2-12 to 17-7-12 WARNING • Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 0I.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MtTek(ID 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 mustverify the applicability, of design parameters and propertyincorporate 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 bracingis 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 ANSIfTPl1 quality Criteria, DS8-89 and BCSI Building Component Safety information available from Truss Plate Institute, 218 N. lee Street, Sune 312, Alexandra, VA 22314, Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies MR 6904 Parke East Blvd. Tampa, FL W10 Job J Imss Truss Type Qyrk Sq HmlCypress-A 3449P3449ASPECIAL1 { T12757520 ren ti I _ _ 14gcelgpoval .__..J Mid - Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09:13:47 2017 Page 2 ID: 3Zzgt9Rd82DXJg7e 1 c5oiiyRrR?-hAJZsOtGcQrRP8_t yi?T6m_FkL VUItXhihoxNRy8mJl NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 186 Ib down and 200 Ib up at 4-11-4, 70 lb down and 82 Ib up at 7- 0-0, 70 Ib down and 82 Ib up at 9-0-0, 70 Ib down and 82 Ib up at 11-1-0, 70 Ib down and 82 Ib up at 17-9-8, 70 lb down and 82 Ib up at 19-10-8, and 70 Ib down and 82 Ib up at 21-10-8, and 186 Ib down and 200 Ib up at 23-11-4 on top chord, and 100 Ib down and 93 Ib up at 4-11-4, 51 Ib down and 20 lb up at 7-0-0, 51 Ib down and 20 Ib up at 9-0-0. 51 Ib down and 20 lb up at 11-0-0, 160 Ib down and 101 Ib up at 13-0-0. 160 Ib down and 101 Ib up at 14-5-4, 160 Ib down and 101 Ib up at 15-10-8, 51 Ib down and 20 Ib up at 17-10-8, 51 Ib down and 20 Ib up at 19-10-8. and 51 Ib down and 20 Ib up at 21-10-8, and 100 Ib down and 93 Ib up at 23-10-8 on bottom chard. The designtselection of such connection device($) 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, 2-3=-60, 3-5=-60, 6-9=-307, 10-12=-60, 12-13=-60, 14-23=-20 Concentrated Loads (lb) Vert: 3=-139(F) 5=-70(F) 20=-34(F) 17=34(F) 12=-139(F) 22=-100(F) 15=-100(F) 9=-70(F) 25=-70(F) 26=-70(F) 28-70(F) 30=-70(F) 31=-34(F) 32=-34(F) 33=- 160(F) 34--160(F) 35=-160(F) 36=-34(F) 37=-34(F) WARNING - Wrlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. f0103120fS BEFORE USE. ` Design valid for use only with MiTek@t connectors. This design is based only upon parameters shown. and is for an individual building component, not I atrusssystemBeforeuse, the building designer must verify the applicability of design parameters and property incorporate thisdesign into the overall building design. Bracing indicated is to prevent buckling o(indivldual truss web andtor 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 1 fabrication- storage, delivery, erection and bracing of trussesand truss systems, see ANSIITPI1 Quality Criteria, OSB-B$ and BCSI Building Component 6904 Parke East Bivct, SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314, Tampa. Fl, 36610 Truss Truss Type k Sq Hm/Cypress-A 3449Tt275152tQly7—'y_ 11 0LP3-9A E1 ROOFTRUSS 4 ionfgrkr€.LFdll Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09.13:48 2017 Page i 0-0' 5-9-8 5-1-8 5-3-4 2-11-0 13-2-12 i1 7 ax6 = 13 Scale = 1:54.7 12 11 9 8 4x4 = 1,5x4 11 4x8 = 3x4 = 1 5x4 11 5x6 MT20HS 11 5-9-8 10-11-0 16-2-4 22-4.0 _ Plate Offsets I15.0-1-120-1-0J LOADING (psf) SPACING- 2-0-0 CSL DEFL, in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.32 8-9 >830 240 MT20 2441190 TCDL 10.0 Lumber DOL 1,25 BC 0.93 Vert(TL) -0.84 9-11 >315 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix -MS Attic -0.16 8-9 442 360 Weight: 159 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 "Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, 7-8: 2x6 SP No,2, 5-9,13-15: 2x4 SP No.2 JOINTS 1 Brace at Jt(s): 14 REACTIONS. (lb/size) 8-967/Mechanical, 2=979/0-8-0 Max Horz 2=274(LC 12) Max Uplift 8=-136(LC 12), 2=123(LC 12) Max Grav 8=1153(LC 18), 2=979(LC 1) FORCES. (lb) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1671/114, 3-4=-1266/80, 4-5=-3997/1139, 5-6=-678/154, 6-7=-153/357, 8-13=-818/307 BOT CHORD 2-12=-619/1482, 11-12=-619/1482, 9-11=-155/273 WEBS 9-15=01296, 5-15=-609/2117, 14-15=-1408/3696, 13-14=-361/474, 6-14=-222/738, 5-14=- 3414/1085, 6-13=-1173/404, 4-11=-716/331, 3-11=397/139, 11-15=-528/1375, 4-15=- 991/2574 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=15ft, 8=45ft, L=24ft, eave=oft; Cat. II; Exp B; End., GCpi=0.18, MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 22-1-4 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 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) Bottom chord live load (30.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 8-9 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 {t=lb) 8=136, 2=123. 8) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 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, 10/0312015 BEFORE USE. Design valid for use only with Wakd, connectors- This design is based only upon parameters shown, and is for an individual building component,. not a truss system. Before usethe building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracingindicatedistopreventbucklingofindividualtrusswebandiorchordmembersonly. 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 ANS117P11 Quality Criteria, DSB-89and 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 iP3449A E2 Truss Typo MONO HIP ty Ply Park Sq Hni/Cypress-A 3449 Tl 2751522] Rptirm, gpl, cirio Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:13:49 2017 Page 1 ID:3Zzgt9Rd82DX397elc5ojiyRrR?-dZQJGiuX715SeR8Q482xBB4hr8FUDni8-A?H2RJy8mJG 0Lu_D i' 7- 9-3 2Z-4rO 0- 0- 7,9,3 7,11 6 7-1-6 014O Scale - 1 523 a V 1 6 3X5 = 1. 4 II 3x4 = 3x4= 3x4 LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20. 0 Plate Grip DOL 1,25 TC 0.63 TCDL 10. 0 Lumber DOL 1.25 BC 0.62 BCLL 0. 0 Rep Stress Incr YES WB 0.81 BCDL 10. 0 Code FBC2014frPI2007 Matrix -MS DEFL. in ( loc) I/clefl Ltd PLATES GRIP Vert(LL) - 0.09 6-7 >999 240 MT20 244/190 Verl(TI-) - 0.23 6-7 >999 180 Horz(L) 0.05 6 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. lb/ size) 6=869/Mechanir-al, 2=966/0-8-0 Max Horz 2=275(LC 12) Max Uplift 6=-198(!_C 12),2=133(1_C 12) Max Grav 6=887(LC 17).2=966(LC 1) FORCES. (lb) Max, Comp./Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1 574/23213-4=-879/108 BOT CHORD 2-9-47211377, 7-9=-473/1373, 6-7=-2591763 WEBS 3- 9=01280, 3-7=-6991242, 4-7=-531540, 4-6=-988/334 Weight: 123 lb FT = 20% Structural wood sheathing directly applied or 4-1-9 oc; puffins, except end verticals. Rigid ceiling directly applied or 8-6-8 oc bracing, I Row at midpt 5-6, 4-6 NOTES- 1) Wind: ASCE 7-10, Vutt=140mph (3-second gust) Vascl=108mph; TCDL=4,2psf, BCDL=3.Opsf; h=15ft: B=45ft; L=24ft, eave=4ft, Cat, 11; Exp B, End., GCpi=0.181 MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 22-2-4 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, with BCOL = 1 O.Opsf. 4) Refer to girder($) 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 Ot=lb) 6=198, 2=133, Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING - Vantlydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1101-7473 rev. 10/Q312015 BEFORE USE. Design valid for use only with Mrrel, connectorsThis 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 file overall building design, Bracing indicated is to prevent buckling of individual truss web an& or chord members only. Additional temporary and permanent bracing Is always required to, stability and to preventcollapse with possible personalinjury and property damage For general guidance regarding the fabrication, storage, delivery, erection and )racing of trusses and truss Systems Soo ANSIrTPI1 Quality Criteria, DSB-89 and BCSJ Building Component 6904 Parke East Blvd, Safety Information availablefromTrussPlateinstitute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Tampa, FL 36610 b Type Qty —Pi; Park S IlCypllll 3449 T127515]23 E 7TussMC ITT; STS rqpp§AW alL1q1h_Re_fe ItAng, Mid -Florida Lumber, Bartow FL. 8.130 s Sep 15 2017 MiTek Industries, Inc, Fn Dec 15 09:13:50 2017 Page I ID:3Zzgt9Rd82DXJg7ele5ojiyRrR?-61_hUlv9uLDJGbjcdsZAkOcuGYWFylh8PfOb—ly8mJF 7-2-4 13-7-2 -0-0 7.2 6-4-14 6-4-14 2-4-0 4X4 = 3x4 = Scale = 1 49.3 6 I 0 7 4X4 3x4 = 3x4 = 3X10 = 1 "X4 LOADING (psf) SPACING- 2-0-0 1 CS1. TCLL 20.0 Plate Grip DOL 1.25 t TC 0.46 TCDL 10.0 Lumber DOL 1.25 I BC 0.91 BCLL 0.0 Rep Stress Incr YES WB 0.48 BCDL 10.0 Code FBC2014rrPI2007 Matrix -MS DEFL. in (loc) I/defl Ltd PLATES GRIP 2,0Vert(LL) -0.23 8-10 999 40 MT20 244/190 Vert(TL) -0.51 8-10 >526 '0 Horz(TL) 0,05 7 ma _ Ln Weight: 135 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No,2 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. lb/size) 7=869/Mechanical, 2=96610-8-0 Max Horz 2=250(LC 12) Max Uplift 7=-190(LC 12), 2=-1 42(LC 12) Max Grav 7-876(LC 17),2=966(LC 1) FORCES. ( lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1570/303,3-4=-1281/239,4-5=-318/38,6-7=-9581342 BOT CHORD 2-1 0=-531/1413, 8-1 0=-333/845 WEBS 3-1 0=-394/214, 4-1 0=-1 02/607, 4-8=-813/329, 6-8=-3411963 Structural wood sheathing directly applied of, 4-4-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, 1 Row at midpt 6-7, 4-8, 5-8 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10 ' Vult-140mph (3-second gust) Vasd=108mph, TCOL=4.2psf; BCDL=3.Opsf, h=15ft, B=45ft, L=24ft, eave=4ft: Cat. 11 ' Exp B, Encl., GCpi=0.18. M\AIFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 20-0-0, Exterior(2) 20-0-0 to 22- 2-4 zone;C-C for members and forces & MVVFRS 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 pst bottom Chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections, 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except 0=1b) 7= 190, 2= 142. 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 0i REFERENCE PAGE ll rev. 1010312015 BEFORE USE. Design valid for use only with Wek 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 indicatedis to prevent buckling of individual [was web andior 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, del;v" erection and bracing of trusses and truss systems see ANSIrrPI1 Quality Criteria, DSB-89 andBCSI 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 TtussW u iTrussType -_ DotyAjPlyParkSgHmlCypress-A3449P3449AE4SRECIAL T12751_5 4 fqrencg(4Rt 0I _ Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09:13:50 2017 Page i ID:3Zzgt9Rd82DXJ97e tc5ojiyRrR?-61_hU 1v9uLDJGbjcdsZAkOctyYZRyCo8PfOb_ly8mJF 1-0-0 6-5-3 12-2_-10 _18.0-0 22-3-8 22 70 4.3-8 0•8 Scale = 1:50,5 3x4 4x4 = 3x4 = 5 17 18 6 m m d a 7 34 = 3x4 = 3x4 = 3x8 Plate Offsets (X.YZ _ [2:0-2—$ Edgej [3:0-2-8 0-370___ _ LOADING (psf) SPACING- 2-0-0 CSi. DEFL. in (loc) Ildefl L!d PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.54 Vert(LL) -0.12 8-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.33 8-10 >811 180 BCLL 0.0 Rep Stress Incr YES WS 0.85 Horz(TL) 0.04 7 n/a nta BCDL 10.0 Code FBC20141TP12007 Matrix -MS Weight: 131 lb FT = 20% LUMBER- BRACING- — — TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-11-2 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 6-7 REACTIONS. (lb/size) 2=967/0-8-0, 7=867/0-3-0 Max Horz 2=227(LC 12) Max Uplift 2=-150(LC 12), 7-180(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown, TOP CHORD 2-3=1640/358, 3-4=1359/298, 4-5=522/125, 5-6=-411/156, 6-7=-8571347 BOT CHORD 2-10=-552/1454, 8-10=-3741957 WEBS3-10=-352/ 193. 4-10=-871518, 4-8=-7191285, 6-8=-316/841 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, 5=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 18-0-0, Exterior(2) 18-0-0 to 21-0-0 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) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (t=lb) 2=150, 7=180. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A 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 MiTelke connectors. This design isbased 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 properlyincorporate this design into the overall building design. Bracing indicated is to prevent bucklingof individual truss web art chord membersonly. Additional temporary and permanent bracing ° is always required for stability and to prevent collapse with possiblepersonal injury and property damage. For general guidance regarding the , fabricationstorage, delivery, arect.on and bracing of trusses and truss systems. see ANSI/TRI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd, Safety Information available from TrussPlateInstitute, 218 N. Lee Street, Suite 312.. Alexandna, VA 22314. Tampa.. FL 36610 jJob !Truss (Truss Type City 1ply mm Park Sq Hm/Cypress-A 3449 P3449A E5 (SPECIAL I1 1 T12751525 o r na Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09:13:51 2017 Page 1 ID:3Zzgt9Rd82DXJg7e 1c5ojiyRrR?-axY3hNwnfeLAUloBZ4PHc90gyxyhlbHeJm9WCy8mJE r-0-0) ._.. 8-3-14 16-0-d--------I- 22-3:8 -.._....W.____—.2?r7rO 1-0-0 8-3-14 7-8-2 6-3-8 0-"3-8 Scale = 1:46.0 3x4 = 4x5 = 3x4 5.00 C22 4 16 5 y r 6 34 1.4 11 3x4 = 3x8 = 6x6 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL N. Rep Stress Incr YES BCDL 10.0 Code FSC2014FrP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=971/0-8-0, 6=86310-3-0 Max Horz 2=203(LC 12) Max Uplift 2=-160(LC 12), 6=-170(LC 12) Max Grav 2=971(LC 1), 6=867(LC 17) CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.66 Vert(LL) -0.08 7-9 >999 240 MT20 244/190 BC 0.62 Vert(TL) -0.22 7-9 >999 180 WB 0.50 Horz(TL) 0.05 6 nla n/a Matrix -MS Weight 121 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-2-15 oc bracing. WEBS 1 Row at midpt 5-6, 3-7 FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1566/357, 3-4=-756/194, 4-5=-605/229, 5-6=-816l344 BOT CHORD 2-9= 508/1367, 7-9=-509/1363 WEBS 3-9=0/319, 3-7=-8311303, 5-7=-3271862 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=24ft, eave=4fL 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 16-0-0, Exterior(2) 16-0-0 to 19-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=160,6=170. Printed copies of this document are not considered signed and sealed and the signature must be verified On any electronic copies f. WARNING •Verify design Raremat®rs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml47471 rev. 10/03/2015 aEFORE USE. Design valid for use onlywith MiTekl!, connectors. This design is based only upon parameters shownand 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 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 ... >. fabncation, storage, delivery. erection and bracing of trusses and truss systems, see ANSIITP11 quality criteria, DSB49 and SCSI 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 ss Truss Type mm Tm Qry Ply . Park Sq Hm/Cypress-A 3449 R3449A E6 SPECIAL T12751526 i 1 1 RqMnce o Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09:13:52 2017 Page 1 ID.3Zzgt9Rd82DXJg7elc5ojiyRrR?-286SvjxPQyT1Vvt?IGbeppiE2MGJQ77QszVi2ey8mJD 1-0-0 7-3-14F7-0A--f-- -- i._.... 14-0-0 1&-3-8 223.8 22 7TO firt2-f--4 _._..._._..._.__473743.84-0-0 Scale = 1:41.9 3x4 4x4 = 1.5x4 II 3x4 -` 4 17 18 5 19 6 I 0 7 3x4 '% 1x4 I 3x4 = 3x8 4x8 = LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.14 7-8 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(TL) 0.33 7-8 817 180 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.05 7 n/a Fula BCDL 10.0 Code FBC2014rTP12007 Matrix -MS LUMBER- BRACING. PLATES GRIP MT20 244/190 Weight: 123 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-8 oC purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-11-13 Do bracing. OTHERS 2x4 SP No.3 REACTIONS. ( lb/size) 7=86710-3-0, 2=967/0-8-0 Max Horz 2=180(LC 12) Max Uplift 7=-165(1-C 12), 2=165(1-C 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1637/420, 3-4=-9471269, 4-5=-794/294 BOT CHORD 2-10=-546/1444, 8-10=-546/1444, 7-8=-193/488 WEBS 3-10=0/254, 3-8=-714/274, 5-8=-176/537, 5-7=-841/341 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 Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 14-6-0, Extenor(2) 14-0-0 to 17- 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 = 10.0pst. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at )oint(s) except (It=1b) 7= 165,2=165. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING- Vedfy design paramerers and READ NOTES ON THIS AND INCLUDED MI TEKREFERENCE RAGE M11.7473 rev. 1"3120 f5 BEFORE USE. Design valid for use only withMTeke connectors. This design is based only upon parameters shown, and is foran 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 andto prevent collapsewithpossible personal injury and property damage. For generalguidance regarding the - - fabrication, storage, delivery, erection and bracing of misses and truss systems, see AN51RPI7 Quality Criteria, RSB-&tl and SCSI Building Component 69o4 Parke East Blvd, Safety Information available from Truss Plate. Institute. 216 N. Lee Street. Suite 312. Alexandra, VA 22314_ Tampa, FL 36610 Job Truss Truss Type iQty Ply Park Sq Hm/Cypress-A 3449 i T12751527 j IP3449A jE7 SPECIAL it 1 ! T _.._ Referenr(4PSiLQIla1)__—____ Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09:13:53 2017 Page i ID:37zgt9Rd82DXJg7e 1c5ojiyRrR?-WKgg63xl BGbu73SBJ_6tM 1EMOIfV9ffa5dF Fb4y8mJC I-0-O 6-3-14 _._—.-- i---- 12." 17-t-12 6-3-14 5.8-2 5-112 5-1-t2 0" J3_ Scale = 1:WI 3x4 — 4x4 = 3x4 = 3x4 == 4 17 1819 5 20 6 3x4 == 1 x4 15x8 3x4 = 6x6 -- LOADING ( psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/deft Ltd TCLL 20.0 Plate Grip DOL 1. S TC 0.66 Vert(LL) -0,06 9-10 >999 240 TCDL 14.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0,17 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC2014ffP12007 Matrix -MS LUMBER- ERACING- PLATES GRIP MT20 244/190 Weight: 125 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-4 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-10-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS, ( lb/size) 2=965/0-8-0, 7=870/0-3-0 Max Horz 2=157(LC 12) Max Uplift 2-170(LC 12), 7=-159(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1701/470, 3-4=-1132/351, 4-5=-978/367, 5-6=-7261260, 6.7=-8261329 BOT CHORD 2-10=-572/1512, 9-10=-572/1512, 8-9=-260/726 WEBS 3-9=-590/227, 5-8=-586/282, 5-9=-149/353, 6-8=-351/981 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=411 Cat. II; Exp B, Encl., GCpi=0.18, MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(:) 2-0-0 to 12-0-0. Extenor(2) 12-0-0 to 15- 0-0 zone;W C-C for members and forces & MFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2= 170, 7=159. fit l dPrinted copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify designparameters and READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE MII.7473 rev, 1010312015 BEFORE USE. " Design valid for use only with MiTekrP 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 re for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ! - fabrieanon. storage, delivery. erection and bracing of trusses and truss systems, see ANSIFTPII Quality Criteria, DSB-99 andSCSI Building Component 6904 Parke Fast Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Tamp;.:.. FL 36610 Job — TrussTruss Type City Ply 1 ParkSq Hm/Cypress-A 3449 P3449A , E8 !SPECIAL i 1 T12751528 i Mid- Flonda Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09:13:53 2017 Page i ID: 3Zzgt9Rd82DXJg7eloSojiyRrR?-WKgg63x1BGbu73SBJ _6tMIENUIfO9gba5dFFb4y8mJC 5- 2-2 22 " ._.-...._.. ._..... ________... 5-6-0 0-3.8 Scale = 1:39.1 3x4 4x8 = tx4 II 3x4 = 4 18 19 5 20 6 66 3x4 = 1x4 II 3x4 = 3x4 = 3x10 = 6x6 = Pate ? offset Y_- (4:0-5-4Q7 Ol _ 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 0.59 Vert(LL) -0.06 10-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1,25 BC 0.43 Vert(TL) -0.16 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.05 7 rite n/a BCDL 10.0 Code FBC2014frP12007 Matnx-MS --._ j ' Weight: 122 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc purtins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-9-2 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. ( Ibtsize) 2=964/0-8-0, 7=871/0-3-0 Max Horz 2=145(LC 12) Max Uplift 2=-173(LC 12), 7=-157(LC 12) FORCES., ( lb) -Max, Comp,/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1725/494, 3-4=-1217/386, 4-5=-837/296, 5-6=-837/296, 6-7=-8231326 BOT CHORD 2-11=-583/1538, 10-11=-583/1538, 8-10=-398/1074 WEBS 3-10=-523/205, 4-10=-56/383, 4-8=-304/132, 5-8=-386/200, 6-8=-371/1052 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=Aft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0-0, Extarior(2) 11-0-0 to 14- 0-0 zane,C-C for members and forces & MVJFRS for reactions shown, Lumber DOL=1_60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2= 173,7=157. 12 d 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 MIS AND INCLUDED MITEK REFERENCE PAGE 11,1I67473 rev. 10/03/2015 BEFORE USE. Design valid for use only won Mrrek4e connectors. This design is based only upon parameters shown, and is foran individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate thisdesign 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 or trusses and truss systems, see ANSIfTPI1 QualityCriteria, DSB-89 and SCSI Building Component Safety information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandra. VA 22314. g P i Tamp Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Q N Park Sq Hm/Cypress-A 3449 P3449A F1 OF TRUSS T12751529 2 t Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:13:55 2017 Page i ID:3Zzgt9Rd82DXJg7e 1o5ojiyRrR?-SjoaXlzljtrbMMbaQP9LRSKfUZCFd V9tYxkMfzy8mJA 0-1-8 h 1.3A 1 Scale = 1:49.2 4x6 tx3 = 3x3 = 1x3 = 4x6 = 4x4 = 1x3 11 3x3 = 3x3 = 34 = tx3 II 3x3 = 30 = 3x6 FP= 1x3 11 4x4 = 4x6 -= 06 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Y5 q 14- d 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x6 Ii 6x6 = 5x6 11 64 -= 3x6 11 3x6 I1 3x6 11 3x6 11 3x8 MT20HS FP = 3x6 FP '= 64 = 5x6 I1 6x6 = 34 34 FP =- 3x6 11 3x6 11 LOADING (psf) SPACING- 1-4-0 CSI. DEFL, in (loc) I/dell L/d TCLL 40.0 Plate Grip DOL 1,00 TC 0.88 Vert(LL) -0.83 25 >414 360 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) -1.29 25 >265 240 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.11 17 n/a n/a SCOL 5.0 Code FBC2014/TP12007 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) 'Except* TOP CHORD 1-11: 2x4 SP No.t(flat) BOT CHORD 2x4 SP No.2(flat) BOT CHORD WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 33=1047/0-8-0, 17=1047/0-3-8 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-33=-1034/0, 16-17=-1033/0, 1-2=-1106/0, 2-3=-2984/0, 3-4=-4488/0, 4-5=-4488/0, 5-6-5555/0, 6-7=-6192/0, 7-8=-6455/0.. 8-9=-6455/0, 9-10=-621810, 10-12=-5572/0, 12-13=-4516/0, 13-14-4516/0, 14.15=-3024/0, 15-16=-115510 BOT CHORD 31- 32=0/2151, 30-31=0/3795, 28-30=015116, 27-28=015968, 26-27=016455, 25-26=0/6455, 24-25=0/ 6415, 22-24=015990, 20-22=0/5139, 19-20=0/3830, 18-19=012198 WEBS 16-18=011504, 1-32=0/1468, 15-18=- 1414/0, 2-32=-1419/0, 15-19=0/1121, 2-31=0/1130, 14-1 9=- 1092/0, 3-31=-1100/0, 14- 20=01912, 3-30=0/919, 12-20=-826/0, 5-30=-834/0, 12-22=01587, 5-28=0/596, 10-22=-567/ 0, 6-28=-560/0, 10-24=0/360, 6-27=01441, 9-24=-420/27, 7-27=-6701145, 9-25=287/436, 7-26=- 209/308 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 189 lb FT = 20% F, 11 % E Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2- 0 oc bracing: 26-27,25-26,24-25. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (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. 5) Due to span to depth ratio of this truss, the floor may exhibit objectionable vibration and/or deflection. Building designer to consider providing means to dampen possible floor vibration. 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. 10103f20fS BEFORE USE. Design valid for use only with MiTek4r 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 overallbuilding design. Bracing indicated is to prevent bucklingof 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 andproperty damage. For general guidance regarding the - fabrication, storage, delivery.. erection and bracing of trusses andtruss systems. see ANSI/ TPIt QualityCriteria, DSB-&9 and SCSI Building Component 9 p i 6904 Parke East Blvd - Safety Information available from Truss PlateInstitute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314, Tampa, FL 36610 Job TTrruss P3449A F2 Type FROOSVTRUSS Q y 8 TPly Park Sq Hm/Cypress-A 3449 T12751530 1 Ref gO(W2ti2nrn1) ____ _ Mid- Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09 14:02 2017 Page 1 10: 3Zzgt9Rd82DXJg7e 1 c5ojiyRrR?-13jE?82h31 kciRewKNn_Dw6sWOcOmfi v9XwEP3y8mJ3 a- 1-a 3 f1312 Scale = i 48.6 4x6 ix3 = 30 = ix3 = 46 = 4x4 = 1x3 11 3x3 = 3x3 = 3x3 = ix3 11 3x3 = 3x3 = 3x6 FP = 1x3 11 4x4 = 4x6 = 4x6 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 j 6 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x6 I 6x6 = 5x6 I 6x6 = 3x6 11 36 11 3x6 11 3x6 I1 3x8 MT20HS FP = 3x6 FP = 6x6 = 5,,6 I ( 6.6 = 3x6 3x6 FP = 3x6 11 3x6 II Plate Qtfsets X Y ! Edge.0 1-8 - W LOADING ( psf) SPACING- 1-4-0 CSI. DEFL. in (lac) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) 0.79 25 >429 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(TL) -1_24 25 >274 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.11 17 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix-S Weight: 187 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) 'Except` TOP CHORD Structural woodsheathing directly applied or 2-2-0 oc puriins, 1- 11. 2x4 SP No.1(flat) except end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3(flat) 2-2-0 oc bracing: 26-27,25-26,24-25. REACTIONS. ( lb/size) 33=1036/0-8-0.17=1036/0-3-8 FORCES. ( lb) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-33=-1023/0, 16-17=-1022/0, 1-2=1093/0, 2-3=-2946/0, 3-4=-4425/0, 4-5=-442510, 5- 6=-5466/0, 6-7=-6079/0, 7-8=-6319/0, 8-9=-631910, 9-10=-6/03/0, 10-12=-5483/0, 12-13=4452/0, 13-14=-4452/0, 14-15=-298610, 15-16=-1142/0 BOT CHORD 31-32= 0/2126, 30-31=0/3745, 28-30=0/5039, 27-28=0/5868, 26-27=0/6319, 25-26=0/6319, 24-25=016291, 22- 24=015888, 20-22=015062, 19-20=013779, 18-19=0/2172 WEBS 16-18=011486, 1-32=0/1451, 15-18=-1398/0, 2-32=-1402/0, 15-19=0/1104, 2-31=0/1113, 14-19=-1075/0, 3-31=1084/0. 14-20=0/894, 3-30=01902, 12-20=-809/0, 5-30=-816/0, 12-22=0/571, 5-28=01579, 10-22=-549/0, 6-28=-545/0, 10-24=0/349, 6-27=0/423, 9-24=-397/29, 7-27=-613/144, 9-25=-287/400, 7-26=-202/284 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Due to span to depth ratio of this truss, the floor may exhibit objectionable vibration and/or deflection. Building designer to consider providing means to dampen possible floor vibration. Printed copies ofthis document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design P» ramefars and READ NOTES ON THIS AND INCLUDED AfITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekk(g) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verily the applicability of tlesignparameters and propertyincorporate this design into the overall buildingdesign Bracing indicated is to prevent buckling of individual truss web andtor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent Collapse with possible personal injury and property damage, Far general guidance regarding the fabncaboa, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI1 QualityCriteria, DSB-89 and BCSt Building Component 6904 Parke East Blvd. Safety Information available from TrussPlateInstitute. 218 N. Lee Street, Suite 312. Alexanona, VA 22314, Tampa, Ft. 36610 ob= Truss Truss Type C jyPly Park IRS, Hm Cypes A3449 T`2751531P3" 9, OFTRUSS41,'t. eI.Vt. Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:14:03 2017 Page I ID:3Zzgt9Rd82DXJg7e1c5oiiyRrR?- DFHcCU3JqKsTJbD6u41Dm8f2Xny0V7F206gnxvv8MJ2 0-1- 8 F, F_ 1,3 171 Scale = 1 311 4x4= 3x3 = 3x3 = I X3 II 3X3 = 3x3 = 3X4 = 4 x6 23 4 5 6 7 8 9 1.5)( 4 11 4X6 = 4x4 = 3x3 = I x3 113x3 = 3x3 - 3x4 = 4X6 = 3x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 40. 0 Plate Grip DOL 1.00 Tc 0.74 Vert(LL) -0.28 13-14 >792 360 MT20 244/190 TCDL 10, 0 Lumber DOL 1.00 BC 0.93 Vert(TL) -0A4 13-14 >502 240 BCLL 0. 0 Rep Stress Incr YES Vj1B 0.64 Hor-z(TL) 0.07 10 n/a n/a BCDL 5. 0 Code FBC2014/TPI2007 Matri X-S Weight 96 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No,2(flat) TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc purlins, BOT CHORD 2x4 SP No. I (flat) except end verticals. WEBS 20 SP No.3(flat) *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except. 9-10: 2x4 SP No,2(flat) 2-2-0 oc bracing: 14-15,13-14. REACTIONS. (lb/ size) 19=1006/0-8-0, 10=100610-3-8 FORCES, (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-999/0, 9-10=-1000/0, 1-2=-973/0, 2-3=-2492/0, 34=3406/0, 4-5=-3765/0, 5-6=- 3765/0, 6-7=-3428/0, 7-8=-2521(0, 8-9=-101710 BOT CHORD 17-18=0/1881, 16-17=0/3072,15-16=0/3765,14-15=0/3765,13-14=0/3717,12-13=013100, 11-12= 0/1919 WEBS 9- 11=0/1354, 1-18=0/1323,8-11=-1255/0,2-18--1263/0,8-12=0/837,2-17=0/849, 7-12- 806/0, 3-17=806/0, 7-13=0/456, 3-16=0/537, 6-13=-401/0, 4-16=-67110, 6-14=-2431438NOTES- 1) Unbalanced floor live loads have been considered for this design, 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0. 131 X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING - Verify design P.I... Jers and READ NOTES ON THIS AND INCLUDED A41TEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid or use only with MiTekl& 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 ANSItTPI1 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke Fast Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sure at 2 Alexandria VA 22314. Tampa FL 36610 T TrussFacloTruss I Oty Ply Park Sq Hm/Cypress-A 3449 i F4 ROOF TRUSSRooF 1 1 T12751 2 qn ggliqUALL Mid-Flonda Lumber, Bartow, FL. 8A 30 s Sep 15 2017 M(Tek Industries, Inc. Fri Dec 15 09:14*03 2017 Page I ID:3Zzgt9Rd82DXJg7elc5oiiyRrR?-DFHcCU3,JqKsTJbD6u41Dm8f6Snx5V8i2OBgnxVy8mJ2 0-i-8 H Scale = 1 29.9 4X4 IX3 = 1x3 = 1 I 0 3x4 = 3x3 = 3x3 --- IX3 II 3x3 = 3x3 3X4 = 4X6 2 3 4 5 6 7 8 9 1 .5.4 11 4X6 = 3x4 = 3x3 = 1 x3 11 3x3 = 3x3 = 3x4 = 4X6 = 3x3 11 0 DEFL. in (loc) Ildef! L/d PLATES GRIP TCLL Plate Grip DOL 1.00 TC 0.49 Vert(LL) -0.24 14 >873 360 MT20 244/190 TCDL Lumber DOL 1.00 BC 0.98 Vert(TL) -0.38 13-14 >553 240 BCLL Rep Stress Incr YES VVB 0.62 Horz(TL) 0.08 10 n1a n/a LOADING SPACING- 2-0-0 CS1. I Code FBC2014ITP12007 Matrix-S Weight: 94 lb FT = 20%F, 11 %E O 0 100 00BCDL50 LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SO No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS, (lb/size) 19=966/0-8-0, 10=966/0-3-8 FORCES. (11b) - Max. Comp./Max, Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-960/0, 9-10=960/0, 1-2=-930/0, 2-3=-2366/0, 3-4=-3196I0'45=-3484/0' 5-6-3484/0, 6-7=3214/0, 7-8=-2394/0, 8-9=-971 10 BOT CHORD 17-18=0/1796, 16.17=012909,15-16=0/3484,14-15=0/3484, 13-14=0/3468,12-13=0/2930, 11-12=0/1832 WEBS 9-11=0/1293, 1-18=011264,8-11=-1198/0,2-18=-120410,8-12=0/780,2-17=0/793, 7-12=-746/0, 3-17=75510, 7-13=0/395, 3-16=0j'468, 6-13=-35310, 4-16=-532/0, 6-14=-2561346 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0. 131 X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards, A WARNING - Verify d-Iffn p—nn.tr. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111J473 rev, 104312015 BEFORE USE. Design valid for use only with MiTekf5 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 andlor chord members only. Additional temporary and permanent bracing is always required forstability and to preventcollapse with possible personal injury and property damage Far generalguidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety InforinTruss availablefromwasPlate Institute, 218 N. Lee Street, Suite 312 Alexandria. VA 22314, Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 6904 Parke East 6110, Tampa, FL 36610 Job Tn ss Truss Type city ly Par Sq Hm/Cypress-A 3449 T12751533 P3449A F5 ROOF TRUSS 5 1 1: ernif Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. I'd Dec 15 09:14:04 2017 Page 1 ID:37zgt9Rd82DXJg7elc5oiiyRrR?-hRq_Qq4xbe_KxlnlSopSILBHNBJnEck8drPLTxy8mJI Scale - 1 273 4x4 X3 IX3 1 0 9 3x4 = 3.3 = 3x3 = 3x3 = 3x3= 3X4 = 4X6 2 3 4 5 6 7 8 1.5X4 11 06 = 3X4 = 3x3 = 1.3 11 1x3 11 3x3 = 3X4 = 4X6 = 3.3 11 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defI L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC, 0.48 Vert(LL) -0.18 13 -999 360 MT20 244/190 TCCL 10 Lumber DOL 1.00 BC 0.89 Verl(TL) -0.28 13 >696 240 BCLL 0.0 Rep Stress Incr YES WB 0.57 HoFz(TL) 0.06 9 n/a n/a BCDL 5.0 Code FBC2014rrP12007 Matrix-S Weight: 88 lb FT = 20%F. 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied of, 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS. (lb/size) 18=896/0-8-0, 9=896/0-3-8 FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-89010, 8-9=-890/0, 1-2=85410, 2-3--214710, 34=2830/0, 4-5=-3029/0, 5-6=284010, 6-7=-217210, 7-8=-891/0 BOTCHORD 16-17=0/1647, 15-16=0/2620, 14-15=0/3029, 13-14=013029, 12-13=0/3029, 11-12=0/2637, 10-11=011681 WEBS 8-10=011187,1-17=011161, 7-10=-1098/0,2-17=110310,7-11=0/684,2-16=0/695,6-11=646/0, 3-16=-657/0, 6-12=0/366, 3-15=0/373, 5-12=-423/46, 4-15=-432137 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. WARNING, Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 — 1010312015 BEFORE USE. Design valid for use only with MiTei* connections, 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 trussweb andior chord members only. Additional temporary and permanent wacing 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandra, VA 22314, Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies i 6904 -arke East Blvd Tampa FL 36610 Job 6i; Ply Park Sq Hrn/Cypress-A 3449 T1275 34 A'g, F RooP3Roo TRUSS 1 1 r n Mid -Florida Lumber, Barlow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09:14:05 2017 Page I ID:3Zzgt9Rd82DXJg7e1c5ojiyRrR?-9eOMdA5ZMy6BZvMVOVKhrZkSObiAz6iLsv9uOOV8mJO 1-9-1-012d _ 0 -0 27.6 3X3 = 3X3 = Ix3 11 3x3 = 3x7 3X3 = 3x6 = 3x6 2 3 4 5 6 7 8 9 lx3 11 3x3 = 3x3 = Ix3 1) 3x3 = 3x4 _- 3x3 11 3X3 = 30 = 3x6 = 3.3 11 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Irdef! L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) -0.06 17-18 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.69 Vert(TL) -0,09 17-18 999 240 BCLL 0.0 Rep Stress Incr NO N6 0.33 Horz(TL) 0.01 14 n/a n1a BCDL 5.0 Code FBC2014/rPI2007 Matrix-s Weight: 93 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, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No,3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15,13-14,12-13. REACTIONS. All bearings "-0 except ot=length) 20=0-8-0. lb) - Max Grav All reactions 250 lb or less atioint(s) 10, 13 except 20=532(LC 1), 14=855(LC 1), 11=947(LC 1), 12=320(LC 3) FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (11g) or less except when shown. TOP CHORD 1-20=-52510, 1-2=-465/0, 2-3=-99210, 34=-1013/0, 4-5=-1013/0, 6-7=0/266 BOT CHORD 18-19=0/894,17-18=0/1013, 16-17=011013,15-16=0/684,14-15=-42910, 13-14=-429(0 WEBS 6-14=-822/0,1-19=0/632, 6-15=0/687,2-19=-597/0, 5-15=-676/0,5-16=0/477, 8-11 =-97610, 7-13=-273/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1,00, Plate Increase=1,00 Uniform Loads (pit) Vert: 10-20=10. 1-9-100 Concentrated Loads (lb) Vert: 8=956 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Venflrydesign 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(k, 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 venN the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual VuSS web and/or Chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fatulcuilion, storage..delivery, erection and bracing of trusses and twss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parka East SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Nexandina, VA, 22314. Tampa FL 36610 Job Truss 'Truss Type Pty Park Sq Hm/Cypress-A 3449 T12751535 P3449A F6 IROOF TRUSS i 1 Lob Referp cop I Mid -Florida Lumber, Bartow, FL, 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:14:05 2017 Page 1 ID:3Zzgt9Rd82DXJg7e1c5ojiyRrR?-9eOMdA5ZMy6BZvMVOVKhrZk$Rbfsz35LsV9uOOy8mJO Scale = 27AH !-3-0 1 4x4 1X3 = 1x3 = 1 0 3x4 = 3x3 = 3x3 = 3x3 = 3x3 = 34 = 4X6 2 3 4 5 6 7 8 1,5x4 11 4X6 = 3x4 = 3x3 = 1x3 11 1x3 11 3x3 = 3x3 = 4x6 = 3X3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.17 14 >999 360 MT20 244/190 TCCL 10,0 Lumber DOL 1.00 BC 0.84 Vert(TL) -0.27 13 >716 240 BCLI_ 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.06 9 n/a n/a BCCL 5,0 Code FBC2014frPI2007 Matrix-S Weight: 87 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, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No,3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS. (lb/size) 18=887/0-8-0, 9=887/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-88110, 8-9=-881/0,1-2=-84410, 2-3=-2118/0, 3-4=-278310, 4-5=-2972/0, 5-6=2792/0, 6-7-2143/0, 7-8=881/0 BOTCHORD 16-17=0/1628, 15-16=012581, 14-15=0/2972, 13-14=012972, 12-13=0/2972, 11-12=0/2598, 10-11=0/1661 WEBS 8-10=0/1173, 1-17=011148, 7-10=-1085/0, 2-17=-1090/0,7-11=01670, 2-16=0/682,6-11=-633/0, 3-16=-644/0, 6-12=01353, 3.15=0/359, 5-12=-400/49, 4-15=-409/41 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0. 131 " X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. WARNING . Verify design parameters and READ NOTES ON THIS AND INCI UDEO MITEK REFERENCE PAGE 114111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MjTelk 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. Forgeneral guidanceregarding the fabrication, storage delivery, erection and bracing of trusses and truss systems, see ANSITIliall Quality Criteria, OSS-89and SCSI Building ComponentSafetyInformationavailablefromTrussPlateInstitute218N. Lee Street, Suite 312 Alexandria, VA 22314, Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 6904 Parke East Blvd. Tampa, FL 36610 Jab Truss Truss Type IQty Ply Park Sq Hm/Cypress-A 3449 1P3449A F6G ROOFTRUSS 1 I 1 i T12751536 tt Iefic isRS njM Mid-Flonda Lumber, Banow,FL. 8,130 S Sep 15 2017 MiTek Industries, Inc. Fit Dec 15 09:14:06 2017 Page I ID:3Zzgt9Rd82DXJg7elc5ojiyRrR?-eqykrW567FE IA2xhZDrwOmHcV??OiTmU49uSYqy8mJ? 0-1-8 H Scale = 1 27.8 2x6 11 IX3 5x6 11 5X6 11 2x6 11 2x6 11 34 11 6X6 = 4X6 11 6x7 = 3X6 11 1 2 3 4 5 6 7 21 8 22 9 23 10 4X6 11 5X6 11 4X6 11 3X6 11 3x6 11 3x6 11 3.6 11 6x6 6X6 IX3 = LOADING (psf) SPACING. 1-4-0 CS1. DEFL. in (loc) Irdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(ILL) -0.17 15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 SC 0.82 Vert(TL) -0.26 15 >750 240 BCLL 0.0 Rep Stress Incr NO VVB 0.72 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code FBC2014rrPI2007 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No,2(flat) WEBS 2x4 SP No.3(flat) *Except* BOT CHORD 10-11 : 2x4 SP No.2(flat) REACTIONS, (lb/size) 11=2065/Mechanical,19=89410-8-0 FORCES. (lb) -Max, Comp./Max, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1881/0,3-4=-3512/0,4-5=-351210,5-6=-351210,6-7=-4555/0,7-8=-4754t0, 8-9=347210 BOT CHORD 18-19=0/1090, 17-18=0/2709,16-17=0/3512,15-16=014178, 14-15=0i4863,13-114=04862, 12-13=014615,11-12=012323 WEBS 2-19=-1376/0, 7-15=-459/0, 2-18=0/1047, 6-15=0/569, 3-18=-1095/0, 6-16=-950/0, 3-17=0/1099, 4-17=-425/0,5-16=01345, 9-11=-295810, 9-12=011520,8-12-1512/0 Weight: 133 lb FT = 201/.F, 11 %E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Bearing at joint(s) 19 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 4) 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, 5) CAUTION, Do not erect truss backwards. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 148 lb down at 9-11-8, 542 lb down at 11-11-8, and 542 lb down at 13-11-8, and 544 lb down at 15-8-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 11-19-7, 1-10=-67 Concentrated Loads (lb) Vert. 7=-148(F) 21 =-542(F) 22=-542(F) 23=-544(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING- 11.1iffydesign perimeters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MY-7473rov. 1010312015 BEFORE USE. Design valid to, use only withMiTek(h) connectors, This design is based only upon parameters shown, and is tot an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individualtruss web andior 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 f. bncation, storage delivery erection and bracing of trussesand truss systems, see ANSITTPII 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 W IQ iTrussJruss Type Qty [Ply Park So Hm/Cypress-A 3449 T,27,51537 IP3449A F7 __r_OF TRUSS __ ze. . _LE_ ri Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09:14:07 2017 Page I ID:3Zzgt9Rd82DX3g7elc5ojtyRrR?-6OW62r6puZMuoCW7wM9w_pmrPLARzxeJpe?4Gy8mJ_ 0-1-8 Scale = 1 26,5 04 lx3 lx3 1 9 8 3X3 = 3x3 = I x3 11 3x3 = 3x3 = 30 = 4x6 2 3 4 5 6 7 8 1 .SX4 11 4x4 = 3x3 = 3x3 = Ix3 11 3x3 = 3x3 = 4X6 = 3X3 11 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -016 12-13 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL I .00 BC 0.78 Vert(TL) -0.25 12-13 >739 240 BCLL 0,0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.05 9 File n/a BCDL 5.0 Code FBC20141TPI2007 Matrix-S Weight. 83 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, BOT CHORD 2x4SPNo.1(flag) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORE) Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=85610-8-0, 9=856/0-3-8 FORCES. (lb) -Max. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1- 1 7=-85210, 8-9=850/0, 1-2=-81610, 2-3=-2005/0, 3-4=-272210, 4-5=-2722/0, 5-6=-2629/0, 6-7=-2044/0, 7-8=-846/ 0 BOTCHORD 15-16= 0/1 565, 14-15=012440, 13-14=012722, 12-13=012722, 11-12=012474, 10-11 =011592 WEBS 8-10=0/1 126, 1-16=011 109, 7-10=-1 038/0, 2-16= 104210, 7-11 =01629, 2-15-0/612, 6-11 =.599/0, 3-15=-605/0, 6-12=0/321, 3-14=0/571, 5-12=- 3511113 NOTES. 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0- 0 oc and fastened to each truss with 3-1 Od (0. 131 " X 3") nails. Strongbacks to be attachedto walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards, WARKINr, - Verity design parlarnatr. and READ NOTES ON THIS AND INCLUDED ANTEK REFERENCE PAGE Ulf-7473 re, 1010312015 BEFORE USE. Design valid for use only with MiTelk49 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 thisdesign into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlof chord members only. Additional temporary andpermanent bracing is always required for stability and to prevent collapse withpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fatimlittlon, storage, delivery, erection and bracing of trusses and miss systems, see ANSIrTP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N LeeStreet, Suite 312 Alexandria VA 22314. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies mw is 7 6904 Parke East Blvd, Tampa, FL 36610 Job 'Truss P3449A Mid -Florida Lumber, Y Bartow, FL. 0-1-8 Truss Type Qty Ply Park Sq Hm/Cypress-A 3449 T12751538 ROOF TRUSS I 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:14:07 2017 Pagel ID.3Zzgt9Rd82DXJg7elG5ojiyRrR?-GOW62r6puZMuoCW7wM9W_ppzPPaR-geJpe?4Gy8mJ_ Scale = 1 23,0 3x3 = 3x3 = I x3 11 1x3 II 3x3 2 3 4 5 6 3X3 7 4X6 8 1.3 11 4x4 '= 3x3 - 3x3 = 30 = 3x3 = 4X4 = 3.3 11 P.14 Y):- rtEdge0-1 LOADING (psr) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.09 13 >999 360 MT20 2441190 TCDL 10,0 Lumber DOL 1.00 BC 0.57 Vert(TL) -014 12 >999 240 BCLL 0.0 Rep Stress InCF YES VVB 0,46 Horz(TL) 0.03 9 n/a We BCDL 5.0 Code FBC20141TPI2007 Matnx-S Weight: 75 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, BOT CHORD 2x4 SP No.2(flart) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS. (lb/size) 16=746/0-8-0,9=746/0-3-8 FORCES. (lb) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-740/0, 8-9=-740/0, 1-2=-694/0, 2-3=-166910, 3-4=2085/0, 4-5=-208510, 5-6=2085/0, 6-7-168710, 7-8=-723/0 BOTCHORD 14-15=011334,13-14=0/1977,12-13=0/2085,11-12-0/1986, 10-11=011360 WEBS 8-10=0/963, 1-15=0/943, 7-10=886/0, 2-15=-891/0, 7-11=0/455, 2-14=0/466, 6-11=-416/0, 3-14=-428/0, 6-12=-911317, 3-13=831325NOTES- 1) Unbalanced floor liveloadshave been considered for this design. 2) 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. 3) CAUTION, Do not erect truss backwards, Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design p— in.1— and READ NOTES ON THIS AND INCLUDED UfTEK REFERENCE PAGE 11,111. 7473 — 10/03/2015 BEFORE USE, Design valid for use only with MtTekC, 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 venty the applicability of design parameters and properly incorporate this designinto 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 wah possible personal injury and property damage For general guidance regarding file fabrication. storage, delivery erectionand bracing of trusses and truss systems, see ANSVTPI1 Quality Critena, DSB-89 and BCSI Building Component 6904 Parke East 61,,d. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa FL W10 Doti Truss Truss Type Qty Ply Park Sq Hm7Cypress-A 3449 P3449A F9 T12751539 ROOF TRUSS 10 1 9b .Ref rfeen o ion I Mid -Florida Lumber. Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09:14:08 2017 Page 1 ID:3Zzgt9Rd82DXJg7e 1c5ojiyRrR?-aD4VGB7RftUIOM53hdtOTBM_hok6ASxnYSNYbjy8mlz 0-1-8 H t--3-0 F-01t i Scale = 1:21,5 3x3 2 3x3 = 1x3 I) 3x3 = 3 4 5 34 = 6 3x8 = 7 3x3 = 4x4 = 3x3 = 1x3 II 30 = 3x3 = 04 = 3x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.07 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(TL) -0,12 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code FBC2014(TP12007 Matrix-S Weiaht: 70 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, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=693/0-3-8, 8=699/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-689/0, 7-8=-69310, 1-2=-672/0, 2-3=-1534/0, 3-4=-1816/0. 4-5=-1816/0, 5-6=-1539/0, 6-7=-669/0 BOT CHORD 13-14=0/1254, 12-13=0/1816, 11-12=0/1816, 10-11=0/1787, 9-10=0/1258 WEBS 7-9=0/891, 1-14=0/865, 6-9=-820/0, 2-14=-810/0, 6-10=0/391, 2-13=0/395, 5-10=-344/0, 3-13=-442/0, 5-11=-1431259 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (10.131" 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. A WARNING - VarNy design parameters and REAR MOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M0.7472 rev_ 1010312015 BEFORE USE. Design valid foruse onlywith MiTek® connectors. This design is based onlyupon parameters shown. and is for an individual building component, nor a truss system. Before use, the building designer must verity, the applicabilityof design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual trussweb 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 SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Aiexandna, VA 22314, Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies i I 6904 Parke East Blvd. Tampa, FL 36610 Jab Type I IP.'Sq Hin/Cypress-A 3449 T12751540 P,,,g, TIT' F9A GABL I Mid -Florida Lumber, Barlow, FL, 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:14:09 2017 Page I 10:3Zzgt9Rd82DXJg7e1c5ojiyRrR?-2PetTX84QAcc2WgGFLPd?PvEnCDivwExn67689y8mly Scale = 1 21,5 3x3 !I Ix3 11 1 X3 11 IX3 11 1X3 11 4x4 = 4x4 I x3 11 1x3 II 1 X3 11 1X3 (1 3x3 11 1 2 3 4 5 6 7 8 9 10 11 12 24 23 22 21 20 19 18 17 16 15 14 13 3x3 II 1x3 II 1 x3 II 1X3 li lx3 II 4x4 = 4x4 = I x3 II lx3 II Ix3 II IX3 II 3x3 II 7_-_O,12_9442_gym1-4-0 1- 1-4-0 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 0.12 Vert(LL) File n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1,00 BC 0.01 Verl(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WE 0.36 Hor*z(TL) 0.00 13 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix-R Weight, 64 lb FT = 20%F, 1 1%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end 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 12-11-8. lb) - Max Grav All reactions 250 Ito or less at joint(s) 24,13, 20, 21, 22, 23,17, 16,15, 14, 19 except 18=3181(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 7-18=-317410 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) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Oft (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 (pit) Van: 13-24=-10, 1-12=-100 Concentrated Loads (11b) Vert: 7=-3181 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED WITEK REFERENCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. Design valid (or use onlywith Milrelol(r 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. Forgeneral guidance regarding the fabrication storage, delivery, erection and bracing of trusses and truss systems, see ANSIrlFill Quality Criteria, DSB," and SCSI Building Component Safety Information available from Truss Plate Institute 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 6904 Parke East Blvd, Tampa, FL 36610 T,2:75:154]1 Job 'Truss Type Ply 4115alk Sq Hm/Cypress-A 3449 P3449A =F9B $ ROOF TRUSS 4 1 Mid-Flonda Lumber, Bartow, FL, 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09 14:09 2017 Page 1 ID:3Zzgt9Rd82DXJg7elc5ojiyRrR?-2PetTX84OAec2WgGFLPd?Pv9TC5zvvC,xn67689y8mly 0-1-8 Scale = 1,21 .3 3x4 1x3 I 3X3 = 2 3X3 = i X3 II 3X3 3 4 5 3x3 6 3X8 7 4 3x3 = 4X4 = 34 = 1x3 11 3X3 = 34 -- 4x4 = 3x3 11 LOADING (psf) SPACING. 2-0-0 cSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1,00 TC 0.40 Vert(LL) -0.07 11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0,57 Vert(TL) -0,11 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0A2 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix-S Weight: 70 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, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=686/0-3-8,8=692/Mechanical FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-68210, 7-8=--686/0, 1-2=-66410, 2-3=-151210, 3-4=-1783/0, 4-5-1783/0, 5-6=-1517/0, 6-7=-661/0 BOT CHORD 13-14=0/1240,12-13=0/1783, 11-12=0/1783, 10-11=0/1758, 9-10=011243 WEBS 7-9=01880,1-14=0/855, 6-9=-809/0,2-14=-80110,6-10=0/381, 2-13=0/383,5-10=-336/0, 3-13=-422/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 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. A WARNWO - Verity design parental.. and READ NOTES ON THIS AND MCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 10/03/2015 BEFORE USE, Design valid for use only with MiTekS connectors, This design is based only upon parameters shown, and is for an individual building component, ,of a truss system, Before Use, the building designer Must verity the applicability ofdesign parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual tMSS web and/or chord members only. Additional temporary and permanent bracing Is always requireded for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the fabrication. storage, delivery erection and bracing of trusses and truss systems, See ANSpTPI1 Quality Criteria, DSB-89 and BOB[ Building ComponentsafetyInformationavailablefromTrussPlateinstitute, 218 N. Lee Street, Suite 312, Alexandna VA 22314, Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies oxanum MR6904 Parke East Blvd, Tampa..FL 36610 russTrussTYe QtyW Ply Pa 3449HiWI r'po—,119 0 1712751542AROOFTRUSS11 V111 RSq mncCYPrtiss- A LPL ____ iQpQ ]fll1 Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:13:55 2017 Page 1 ID:3Zzgt9Rd82DXJg7e 1c5ojtyRrR?-SjoaXlzljtrbMMbaQP9LRSKImZGAdbytYxkMfzy8mJA 0-1-8 o 116 Sc8le'= 1:18.5 3x3 = 1x3 II 3x3 ,= 3x4 3x3 1x3 = 2 3 4 5 6 1x3 = LOADING (psfl SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TOLL 40.0 Plate Grip DOL 1.00 TO 0.47 Vert(LL) -0.08 9-10 -999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(TL) -0.12 9-10 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014fTP12007 Matrix-S LUMBER- BRACING- V^T ix3 II PLATES GRIP MT20 244/190 Weight: 58 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, BOT CHORD 2x4 SP No2(flat) except end verticals. WEBS 2x4 SP No-3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS. (lb/size) 13=596/0-8-0, 7=596/0-8-0 FORCES. (lb) Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-582/0, 6-7=-589/0, 1.2=-515/0, 2-3=-1298/0, 3-4=-1298/0, 4-5=-1193/0, 5-6=533/0 BOT CHORD 11-12=0/1011, 10-11=0/1298, 9-10=0/1298, 8-9=0/1026 WEBS 6-8=0/725, 1-12=0/700, 5-8=-685/0, 2-12=-690/0, 5-9=0/269, 2.11=0/505, 4-9=-26510 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0,131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Vadfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid foruse only with MiTeM connectors. This design is based only upon parameters shownand 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 andtoprevent Collapse with possible personal injury and property damage. For general guidanceregarding the - fabricationstorage, deliveryerection and bracing of masses and truss systems.. see ANSITfPt9 quality Criteria, OSS-89 and BCSI Building Component 6904 Parke East Blvd, safety Information availablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312. Alexandra, VA 22314. Tampa, FL 36610 Job !Truss Type city Park Sq Hm/Cypress-A 3449Tr T12151541] 7449A I`01! GABLE Mid -Florida Lumber, Bartow, FL. 8.130 1 Sep 15 2017 MiTelk Industries, Inc. Fri Dec 15 09:13:56 2017 Page I ID:3Zzgt9Rd82DXJg7e1c5ojiyRrR?-wvLyk5—wuBzS_WAm-6ga_fsOgznhM760nbTwBPy8mJ9 0" 0" Scale = 1 18,0 1 2 3 4 5 6 7 8 9 10 22 0 X, X 20 19 18 17 16 15 14 13 12 11 5.10-0 t7 4 -2- 8- .8 4_ Q --I _t_ I i. 6 1-4 0 1-4-0 I-A-0 0 11 0,104 4 atAO-W 1-4 0 4o 2 )_00 1 00 11 - 0000 YYES 00 in (loc) _I/defl PLATES GRIPLOADING (ps SPACING- - 0 CSI. —T—OFFL. L/d T S TCLL 40.0 Plate Grip DOL 1.00 TC 008 Verl(LL) n1a We 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC &01 VerI(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr S W Horz(TL) 0.00 11 We n/a WeBCDL5.0 Code FBC2014rTP12007 'Ih' 51 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOR CHORD Structural wood sheathing directly applied or 6-0-0 oc, purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 11-2-8. lb) - Max Grav All reactions 250 lb or less at joint(s) 20,11, 12, 13, 14, 15, 19, 18, 17, 16 FORCES. (lb) - Max, Comp./Max. Ten, - All forces 250 (lb) or less except when shown, NOTES- 1) All plates are I x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing, 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i,e. diagonal web). 4) Gable studs spaced at 14-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114114473 rev. 1010312015 IsEFORE USE. Design valid for use only with MiTeldk, connectors- This design is based only upon parameters Shown, and is for an individual building component, not a "'n'S 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 piecing s always required for Stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding file fabrication storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSS49 and SCSI Building ComponentSafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312 Alexandria VA22314, 24 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies i 6904 Parke East Blvd, Tampa, FL 36610 Job Truss Truss T eyp ty y q ypress-A 3449QPIParkSHm/C P3449A F11 ROOF TRUSS W T12751544 1 t V _ W gfr 19pS9nlL_.__.. Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:13:56 2017 Page 1 ID:3Zzgt9Rd82DXJg7e 1c5oiiyRrR?-wvLyk5_wUBzS_WAm_6ga_fsx8zdpM2GOnbTwBPy8mJ9 Scale = 1:17.9 1 3x8 = 3.3 11 Plate Offsets (X Y1— 0-3-0 Ed 3x3 = tx3 11 30 = 3xe = 2 3 4 34 - 5 6 LOADING (psf) SPACING 2-0-0 CSL DEFL, in (loc) I/deft Lid TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) -0.06 9-10 >999 360 TCDL 10,0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.09 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014rrP12007 Matrix-S LUMBER- BRACING - 3.3 II PLATES GRIP MT20 244/190 R7 Weight: 59 lb FT = 20 % F, 11 %E TOP CHORD 2x4 SP No.2(flaf) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, SOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS, (lb/size) 13=582/0-5-0, 7=582/Mechanical FORCES. (lb) - Max. Comp./Max. Ten_ - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-570/0, 6-7=-575/0, 1-2=-524/0, 2-3=-1245/0, 3-4=-1245/0, 4-5=-1158/0, 5-6=-539/0 BOT CHORD 11-12=0/1000, 10-11=0/1245, 9-10=0/1245, 8-9=0/1013 WEBS 6-8=0/718, 1-12=0/697, 5-8=-659/0, 2-12=66310, 2-11=0/447 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 stronghacks, 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 orrestrained by other means. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING, Wrfty design parameters and READ NO YES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103M015 BEFORE USE. Design valid for use only with MiTek6 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system_ Wore use_ the building designer must verify the applicability of design parameters and property incorporate this design into the overall 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 fabnoation. storage, daily", erection and bracing of trusses and truss systems. see ANSIlTPI1 Quality Criteria, DSB49 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 IQty IPly 449A F72 Park Sq Hm/Cypress-A 3449 T12751545 I oROOFTRUSS 13iJaRbeferengg_opIT I, _J Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:13:57 2017 Page 1 ID.3Zzgt9Rd82DXJg7e1C5ojiyRrR?- 05vLyR YFUGJbglyYgBpWtPGAN055VgAOFDTkry8niJB Scale = 1: 17.0 1 3x8 3x3 = 1x3 II 2 3 4 30 = 3x3 5 3x8 6 R 0 1312 11 10 9 8 7 3x3= 30 _ 1x3 II 3x3 = 3x3 3x3 II 3x3 II Plate Offsets_( X Y}-5,0-3 0 EEdg-ej_, LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft UC PLATES GRIP TCLL 40. 0 Plate Grip DOL 1,00 TC 0.42 Vert(LL) -0,04 9-10 >999 360 MT20 2441190 TCDL 10. 0 Lumber DOL 1.00 BC 0.51 Vert(TL) -0.06 9-10 >999 240 SCLL 0. 0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.01 7 n/a n/a BCDL 5. 0 Code FBC2014lTPI2007 Matrix-S Weight: 57 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 0o purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 20 SP No,3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 Go bracing. REACTIONS. (lb/ size) 13=552/Mechanical, 7=552/Mechanical FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-13=-542/0, 6-7=-546/0, 1-2=-493/0, 2-3=-1128/0, 3-4=-112810, 4-5=-1064/0, 5-6=505/0 BOT CHORD 11-12=01936, 10-1 1=0/1 128, 9-10=0/1128, 8-9=01947 WEBS 6-8=0/ 673, 1-12=01656, 5-8=-615/0, 2-12=-61610, 2-11=0/367 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder( s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 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 A WARNING - Verify dasdgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO-7473 rev, 10/03/2015 BEFORE USE. '19 Design valid for useonlywithMiTekliconnectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer mustventy the applicability ofdesign 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 stabilay and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricationstorage, dairy", erection and bracing of trusses and truss systems, see ANSI(TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 ParkeEast Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312- Alexandria, VA 22314, Tampa. FL 36610 Q -7 7Py —, I, n I Truss Type oty Ply Park Sq HrrVCypress-A 3449 P3449A (Fl2G ]ROOF TRUSS T12751546 I Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09:13:58 2017 Page I ID,32zgt9Rd82DXJg7e1r-5oiiyRrR?-tlTj9n?AOoEADqK85Xi234x(3(3mMkqtbJFvy0(3ly8mJ7 Scale = 1,1TO 1 X3 11 1 X3 11 3x8 = 4X6 30 11 3X3 = 4X6 3X8 = 2 3 4 5 6 7 8 3x3 11 3x8 3.3 11 3-9-4 C 7-4f —2 2-6-14 0.11 .6 o144 1.4-4 0-1-it 3.8,41 1- 1-8 Plate- - Qfl —Set—s , LX _YJ— L4, 0t3 - 0,E 09elLl2, 0 - 3 - 0. EqgpL LOADING ( psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Verl(LL) -0.03 11 >999 360 MT20 244/190 TCOL 10.0 Lumber DOL 1.00 BC 0.48 Vert(TL) -0.04 11 >999 240 BCLL 0.0 Rep Stress Incr NO VV13 0.67 Horz(TL) 0,01 9 n/a n/a BCDL 5.0 Code FBC2014ITPI2007 Matrix-S Weight: 64 lb FT = 20%F, 1 1%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No,3(flat) *Except' BOT CHORD 1- 15,8-9: 2x4 SP No.2(flat) REACTIONS. ( lb/size) 15=73tMechanir-al, 9=616/Mechanical, 12=1 126/0-3-8 Max Uplift 15=-1 1 S(LC 4) Max Grav 15= 1 58(LC 3), 9=833(LC 7), 12= 1 368(LC 7) FORCES. ( lb) - Max, Comp./Max, Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8-9=-82610, 4-5=0/476, 5-6=1856/0, 6-7=-1870/0, 7-8=-818/0 BOT CHORD 12-13=-47610, 11-12=01748, 10-11=0/1542 WEBS 4-12=-379/0,6-11=-1250/0,1-14=-2671124,4-13=0/422,5-12--158610, 5-11=0/1411, 8- 10=0/1090,7-10-1006/0,7-11=0/531 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 floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections, 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 lb uplift at joint 15. 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. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1228 lb down at 6-74 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CII)iStandard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase= 1.00 Uniform Loads (plf) Vert: 9-15-10, 1-8=-100 Concentrated Loads (lb) Vert: 6=71 1 (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 READNOTESON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev, 1010312015 BEFORE USE. is ad doted for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the 0 DesignvalidforuseonlywithMtTek(k connectors, This design is based only uponparameters shown, and is tot an individual building component, not a truss systern, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall buttding design. Bracing indicated is to prevent buckling of individual Truss webandfor chord membersonly. Additional temporary and permanent bracing always fabrication, storage, delivery, erection and bracing of trusses andtruss systems, see ANSIrTPII Quality Criteria, DS8-89 and SCSI Building Component Safety 1 6904 Parke East Blvd, Information available from Truss Plate Institute 218 N. Lee Street, Suite 312, AleXandria, VA 22314 Tampa, FL 36610 J b I nI ss--russTTypety IPly Part ScHm/Cypress-A 3449 T1275114 P31191 F 3ROOF TRUSS 2etgr OnafL Mid - Florida Lumber, Bartow. FL. 8,130 s Sep 15 2017 MTek Industries, Inc. Fit Dec 15 09:13:58 2017 Page 1 ID:3Zzgt9Rd82DXJg7e1c5ojiyRrR?-tlTj9n? AOOEADqK85Xi234xHLmPoqzgJFvyOGly8mJ7 Scale = 1 17, 3 34 = 1 X3 11 1 X3 11 3x3 = 3x8 I 3x8 2 3 4 5 6 3X3 11 LOADING ( pso SPACING- 2-11-0 csl- DEFL. in (loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) -0,03 8-9 >999 360 TCDL 10.0 Lumber DOL 00 BC 0.29 Vert(TL) -0,04 10-11 >999 240 0,0 Rep Stress Incr 's j BCLL 028 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC2014fTP12007 M.'nx_S LUMBER- BRACING- 3X3 11 PLATES GRIP MT20 244/190 Weight: 52 lb FT = 20%F, 11 %E TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or "-0 oc purtins, BOT CHORD 2x4 SP No,2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS. (lb/size) 12=50410-5-0, 7=504/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1- 12=-50010,6-7=500/0,1-2=446/0,2-3=-94010,34=-940/0, 4-5=-940/0,5-6=446/0 BOT CHORD 10- 11-0/827, 9-1 0=0/940, 8-9=0/827 WEBS 6-8= 0/593, 1-11=0/593, 5-8=-53110. 2-11=-531/0, 5-9=0/282, 2-10=0/282 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 110-0-0 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 A WARNING. Vanprydasitiparameters and READ NOTES ON THIS AND INCLUDED AffIEK REFERENCE PAGE 41167473 rev. 1010312015 BEFORE USE. Design valid for use only with Woke 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 andfor chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage delivery, erection and bracing of trusses and truss systems see it i n ANSI( TPI1 Quality Criteria, OSB49 and BCSI Building Component f 6904 Parke East Blvd Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312 Alexandria VA 22314 1 Tampa FL 36610 Job Truss ___. Truss Type Qty Ply CPark Sq Hm/Cypress-A 3449 T12751548 P3449A F14 RQOFTRUSS _ _ 1 1 Reference footiorl lL_ _ Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:13:59 2017 Page 1 ID:37zgt9Rd82DXJg7e ic5ojiyRrR?-LU15N60on6M 1 r_vLfEDHbI URjAkeZOE STZiaoky8mJ6 1 3x8 = 30 == 2 3 3x3 = Scale = 1-.13.8 3x8 = 4 3x3 11 3x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in loc) I/deft Ltd TCLL 40.0 Plate Grip DOL I.00 TC 0,48 Vert(LL) 0.03 8 999 360 TCDL 10.0 Lumber DOL 1,00 BC 0.38 Vert(TL) 0.04 8 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(Flat) BOT CHORD REACTIONS. (lb/size) 10=394/0-5-0, 5=394/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-388/0, 4-5=388/0, 1-2=-312/0, 2-3=-595/0, 3-4=-312/0 BOT CHORD 8-9=0/595, 7-8=0/595, 6-7=0/595 WEBS 4-6=0/416, 1-9=0/416, 3-6=-384/0, 2-9=384/0 PLATES GRIP MT20 244/190 Weight: 42 lb FT = 20%F, 11 %E Structural woad sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or t0-0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 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 MITEN REFERENCE PAGE 11,1I/J473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekQu 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 ofdesign 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, dailvery, erection and bracing of trusses and truss systems. see ANSIrTPIt Quality Criteria, DSB-89 and BCSI Building Component ( 6904 Parke East Blvd, Safety Information availabfe from Truss Plate Institute. 218 N- Lee Street, Suite 312. Alexandria. VA 22314. j Tampa, FL 76610 J bJob Truss T uss ype S'q T12751549] P3449A 6 M^ grence Mid-Floncia Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09 13:59 2017 Page 1 ID:3Zzgt9Rd82DXJg7elc5ojiyRrR?-LU15N60on6Ml r—vLfEDHbIURwAJZZRdSTZiaoky8mJ6 Scale = 1 12.7 30 = 3x8 1 3)(8 = 2 3 3x3 = 4 3x3 11 3x3 11 LOADING ( psf) SPACING- 2-0-0 CSL DEFL. in loc) I/defI L/d TCLL 40.0 Plate Grip DOL 1,00 TC 0,46 VerT(LL) 0.02 8-9 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.32 Vert(TL) 0.02 8-9 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 5 nta n/a BCDL 5.0 Code FBC20141TPI2007 Matrix-S LUMBER- BRACING. PLATES GRIP MT20 244/190 Weight: 40 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 purfins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No,3(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, REACTIONS. ( Ibtsize) 10=36010-3-8, 5=360/Mechanical FORCES. ( lb) - Max, Comp./Max, Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-10=-354/0, 4-5=354/0,1-2=-274/0, 2-3 518/0,3-4=274/0 BOT CHORD 8-9=0/518, 7-8=0/518, 6-7=0/518 WEBS 4-6=01365, 1 -9=0/365, 3-6=-332/0, 2-9=332/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 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 A IVARNWG- V.dfydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 rev, 1010312015 BEFORE USE. Design valid far use only with MiTeic(rconnectors. Thisdesign is basedonly upon parameters shawn, and is for an individual building Component, not a "'ss system, Before use file building designer must verify the applicability of (resign 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 Safety tediiANSI"Il Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd, ynformaton available from Truss Plate Insirtule, 218 N. Lee Street. Suite 312, Alexandria, VA 22314, Tampa FL 36610 Job Truss Type Ply Hm/Cypress-A 3449 LGA6SLE Toty rPa-------- T12751550 P3449A F15A T rence opb nal) T. Mid -Florida Lumber, Bartow, FL. 8.t30 s Sep 15 2017 MiTek Industries, Inc. Fri Dee 15 09a4:00 2017 Page 1 ID:3Zzgt9Rd82DXJg7e 1c5ojiyRrR?-pgbTaS i QYPUuS7UXDykVMV 1iaa8blw4ciDR7 KAy8mJ5 Scale z 1.12.7 1 3x3 II 2 1x3 It 31x3 II 4 tx3 II 5 1x3 II g 3x3 II I 4 7,777 12 11 10 9 8 7 3x3 I 1x3 ( 1.3 I 1 x3 I 1 x3 ( 3x3 11 r _ 1-d-0 r 2-e — 1-4-0 1-4j14..._._.__-0..-6-4?_,_..._,_._....._. 1-4- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) n/a nta 999 MT20 244l190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) nta nta 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 7 nta FIB BCDL 5.0 Code FBC2014lTPI2007 Matrix-R Weight: 33 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, BOT CHORD 2x4 SP No,2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No-3(flat) REACTIONS. All bearings 6-9-8, lb) - Max Grav All reactions 250 lb or less at joints) 12, 7, 8, 9, 11, 10 FORCES. fib) - 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) 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 AWARNING - 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 onlywith A61TekQP connectors. This design is based only upon parameters shown, and is for an individual building componem. not a truss System, before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse wah possible personal injury and property damage. For general guidance regarding the is fabricationstorage delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, OSB-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 v Qry Ply Park Sq Hm/Cypress-A 3449 T12751551 IP3449A F16 ROOF TRUSS m 1 1 RepS LoQt9r gIL.. W.. Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09 14:00 2017 Page 1 ID:3Zzgt9Rd82DXJg7e 1c5ojiyRrR?-pgbTaS 1 QYPUuS7U XDyk W8V 1 Z3a_klgQciDR7KAy8mJ5 1 0 6x6 = 2x6 11 3x6 11 6x6 = Scale = 1:1d.9 1 2 3 10 11 4 3x3 11 3x3 11 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 0.69 Vert(LL) -0,04 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.05 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0,00 5 n/a n/a BCDL 5.0 Code FBC2014rrPI2007 Matrix-S Weight: 41 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, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=388/0-3-8, 5=552/Mechanical Max Grav 9=388(LC 1), 5=721(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=408/0, 4-5=-726/0, 1-2=-648/0, 2-3=-648/0, 3-4=-385/0 BOT CHORD 7-8=0/648, 6-7=01648 WEBS 4-6=0/502, 1-8=0/829, 3-6-349/0, 2-8=-361/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 295 lb down at 3-5-12, and 297 lb down at 4-9-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase =1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 5-9=10, 1-4=-100 Concentrated Loads (lb) Vert: 10=-171(F) 11=-172(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7477 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekBi connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system. Beforeuse,. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracingindicated is to prevent buckling ofindividual truss web anWtorchord members only. Additional temporary and permanentbracing 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, DS8-89and SCSI Building Component 6904 Parke East Blvd, SafetyInformation available from Truss Plate Institute, 21a N. Lee Street. Suite 312 Alexandria. VA 22314. Tampa, FL 36610 rP3449A ryPIy !Park Sq Hm/Cypress-A 3449 T12751552 F17 ROOF TRUSS 2 1 Jab Reference h a 1 ____ Mid- Flanda Lumber, Bartow, FL, 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09 14:01 2017 Page 1 ri ID. 3Zzgt9Rd82DXJ97elc5ojiyRrR?-Hs9roo22Jjc14H3jnfFlhjZtn_T_l MWIxtBhtdy8mJ4 3x6 1 3x8 = 2 1x3 II 3 10 II 4 Scale = 1:9A 8 3x3 11 3x3 = 3x3 7 6 LOADING ( psf) SPACING- 2-0-0 CSL DEFL. in loc) 1/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) 0.00 7 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) 0,00 7-8 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 5 n/a nla BCDL 5.0 Code FBC2014frP12007 Matnx-S LUMBER- BRACING - 5 3x3 II PLATES GRIP MT20 244/190 Weight 25 lb FT = 20%F, 11 /uE TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No,3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 8=181/Mechanical, 5=181/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) 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 111111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MRekQD 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 theapplicability of designparameters and property incorporate this design into the overall building design. Bracing indicated is toprevent buckling of individual truss weband/or chord members only. Additional temporary and permanent bracing is always required for stabilityand to prevent collapse will) possible personal injury and property damage. For general guidance regarding the E fabrication., storage_ delivery, erection and bracing of trusses and truss systems, see ANSIfTPti Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd, SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312. Alexandna, VA 22314, Tampa. FL W10 4 Hrn/Cypress-A 3449JobTruss6tyPlyParkT T12751553 P3449A FT1 ISPECIAL 1 —7 p AgptionalL Mid-Flonda Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:14:10 2017 Page 1 ID:3Zzgt9Rd82DXJg7e1c5oiiyRrR?-WbCFht9iBUkTfgFSo2wsYcRCAcM2dJk4?mstgby8mix 2-12 213 12 1,44 3-24 3-0-8 3-0-8 3-0-8 3_0Z 3-2-4 Scale = 1 31A 3X4 11 5XI0 = 1,5X4 11 08 15 5x5 = 5xlo 3X4 II 16 5 6 7 14 2X4 8x10 MT20HS 2x4 6X8 2.4 11 8 4x8 = 4.8 i Plate Offsets Y — S Q-2-8 0-3-4 12:04-12 0-5-4 LOADING ( psf) SPACING- 1-4-0 CS1. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLIL 40.0 Plate Grip DOL 1,00 TC 0,91 Vert(LL) -0A9 11 >451 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.84 Vert(TL) -0.76 11 >289 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO W8 0,60 Horz(TL) 0.08 8 n/a ma BCDL 5.0 Code FBC2014/rPI2007 Matrix -MS Weight 204 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 *Except* BOT CHORD 2- 14.2-12,4-12,4-10,6-10,6-8: 2x4 SP No,2 REACTIONS. ( lb/size) 14=3069/0-7-4,8=3069/0-7-4 Max Uplift 14=-455(LC 4), 8=-455(LC 5) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-515/84,1-2=-525179, 2-3=-1187711743, 3-4=1 1877/11743'4-5-1 1877/1743, 5-6=- 11877/ 1743, 6-7=-525/79, 7-8=-515/84 BOTCHORD 13-14=- 115917844,12-13=1 15917844,11-12=-2065/14187, 10-11 =-2065/14187, 9-1 0=-1 159/7844, 8-9=-1 159/7844 WEBS 2-14=-7673/ 1132, 2-12=624/4228, 3-12=-901/151, 4-12=-24221366, 4-11 =-391364, 4-10,-2422/366, 5- 1 0=-901/151, 6-1 0=-624/4228, 6-8=-7673/1132 Structural wood sheathing directly applied or 2-4-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.1 31"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 - I 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=l .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 loadnonconcurrent 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 455 Ill uplift at joint 14 and 455lb uplift at joint 8, 9) Girder carries tie- in span(s): 7-0-0 from 0-0-0 to 18-6-8 LOAD CASE(S) Standard 1) Dead + Roof Live ( balanced): Lumber Increase=1.00, Plate lncrease=1.00 Uniform Loads (plf) Vert: 1-7=-330, 8-14=-7 WARNING- Verily design pararnotors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ulf-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke, connectors, This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before usethe building designer must verify the applicability of design parameters and properly incorporate this design intothe overall building design. Bracing indicated is to prevent buckling of individual bras web and/or Chord members only. Additional temporary and permanent bracing is always required for stabilityand to prevent Collapse with possible personal injury and properly damage. For general guidance regarding thefabrication storage, delivery..erection and bracing of trusses and truss systems, see ANSI/TPIl Quality Criteria, DSB-89 and BCSI Building Component Sa fary Information available fromTruss Plate institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies MR 6904 Parke East Blvd Tampa FL 36610 7o-'---- ---FTr6sS--Truss -Type---------lQty Ply Park Sq-H`m /-C-y-press-A 3-449T12751554 iP3449A FT2 ROOF TRUSS j J, Reif r,,1M_tW, al _ Mid- Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09:14:11 2017 Page I ID: 37-zgt9Rd82DXJ97e1c5oiiyRrR?-_olduD9KyosKHqqeMmR54cL_MtOjlMguDEQcCC2y8mlw 2-" 2-3-12 2-3-12 2-3-12 2-3-12 2-3-12 2-5-8 Scale = 1,27,8 2x4 U 4x14 = 1,5-4 II 3x8 = 1.5X4 II 4x14 = 2X4 1 17 2 3 4 18 19 53x4 6 7 20 8 16 2x4 11 4xl2 2x4 11 3x4 2X4 11 06 = 402 = 4X6 LOADING ( psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5,0 Code FBC2014fTP12007 CsL DEFL. in (loc) I/defl L/d TC 0.99 Ven(I-L) 0.32 12-13 600 240 BC 0.77 Vert(TL) 0.53 12-13 366 180 WB 0.99 Horz(TL) 0.06 9 n/a n/a Matrix - MS 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) 16=1873/0-7-4, 9m213510-7-8 Max Uplift 16=-1 20(1-C 4), 9=-11 20(LC 5) Max Grav 16=4062(LC 12), 9=5024(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-469/16,2-3=-137261361, 3-4=13726/361, 4-5=-170351436,5-6-13779/362' 6- 7=11 37791362, 7-8=-447/16 BOTCHORD 15-16=-23618697, 14-15=-23618697,13-14=-451117594,12-13=451/17594, 11- 12=-436/17035,10-11-236/8612, 9-10=-236/8612 WEBS 2-16=-8906/239, 2-15=0/1 318, 2-14=-135/5444, 4-14=41871114. 4-13=0/1 695, 4-12=- 605/33, 5-12=0/1 326, 5-11 =-3525/96, 7-11 =-1 37/5593, 7- 1 0=0/1 236, 7-9=- 8839/238 PLATES GRIP MT20 244/ 190 Weight. 275 lb FT = 20% Structural wood sheathing directly applied or 2-1-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 3- ply truss to be connected together with I Od (0. 13 1 "x3") nails as follows: Top chords connected as follows: 2x4 - I 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 - I row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except 0 noted as front (F) or back (8) face in the LOAD CASE(S) section, Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf: BCDL=3.Opsf, h=15ft: B=4511; L=24ft, eave=411, Cat. 11, Exp B. Encl., GCpi=0.181 MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) Concentrated loads from layout are not present in Load Case(s): #3 Dead + Uninhabitable Attic Without Storage, #4 Dead + 0.6 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) 1 st Parallel, #9 Dead + 0.6 MWFRS Wind ( Pos. Internal) 2nd Parallel; 10 Dead + 0.6 MWFRS Wind (Neg, Internal) 1st Parallel; #11 Dead + 0.6 MWFRS Wind Neg, Internal) 2nd Parallel: 16 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Intl Left); 17 Dead + 0.75 Roof Live bal.) + 0. 75(0.6 MWFRS Wind (Neg. Intl Right), #18 Dead + 0.75 Roof Live (bal.) + 0,75(0.6 M\AIFRS Wind (Neg. Intl 1st Parallel), 19 Dead + 0.75 Roof Live (bal.) + 0,75(0.6 MWFRS Wind (Neg, Int) 2nd Parallel). 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 120 lb uplift at joint 16 and 120 lb uplift at joint 9. WARNING - Verity deign parameters and READ NOTES ON THIS AND INCLUDED WITEK REFERENCE PAGE VII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekt, 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 trusswet) and/or chord members only. Additional temporary and permanent bracing is always required for stability and toprevent coflapse with possible personal injury andproperly damage. For general guidanceregarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems see ANSVIT11 Quality Criteria, DSB-89 and SCSI Building Component Safety InformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandra. VA 22314. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies MR6904ast Blvd. Tampa, FL 36610 Job Truss TTruss Type Qty Ply Park Sq HmlCypress-A 3449 T12751554 P3449A FT2 [ROOF TRUSS 1i_ 31o Mid -Florida Lumber, Bartow, FL. 8130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09:14:11 2017 Page 2 ID:3Zzgt9Rd82DXJg7e 1 c5ojiyRrR?-_olduD9KyosKHggeMmR54q_MfoilMguDEQcCC2y8mlw NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 689 lb down at 2-1-0, 350 lb down at 2-1-0. 689 lb down at 4-1-0, 350 lb down at 4-1-0, 689 lb down at 6-1-0, 350 lb down at 6-1-0, 689 lb down at 8-1-0, 350 lb down at 8-1-0, 689 lb down at 10-1-0, 350 lb down at 10-1-0, 689 lb down at 12-1-0, 350 lb down at 12-1-0, 689 lb down at 14-1-0, 384 lb down at 14-1-0. and 693 lb down at 16-4-0, and 498 lb down at 16-4-0 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=-100, 9-16=-10 Concentrated Loads (lb) Vert: 16=-21 9=-316(F=-184, 8=-131) 10=-278(1` -181, 6=-98) 21=-269(F=-181, 6=88) 22=269(F-181, B=-88) 23=-269(F=-181, 8=-88) 24=-269(F=-181, 8=88) 25=-269(F=-181, B=-88) 26=-269(F 181, B= 88) WARNING • Verify das/gn parameters andREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI(-7473 rev, 1010312015 BEFORE USE. Design validfor use onlywith MiTek® connectors. This design isbased 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 thisdesign 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 ANSIrrPit Quality Criteria. DSB-09 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 TTS_S-TP,- of, Ply Park Sq Hm/Cypress-A 3449ij T12751555 P3449A I Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:14:12 2017 Page 1 ID:3Zzgt9Rd82DXJg7e1c5ojiyRrR?-S_J?5ZAyj5_BvzPrwTyKdI XbqQ5P59RNT4LmlUy8mlv 3-2-6 6-3-1 9-3-11 124-6 15-6- 12 13-2-6 3-0:10 3-10 3-2-6 Scale = 1 26,3 3x4 11 6X8 = 1.5x4 11 13 4x4 = SX10 = 3X4 11 4X6 = 2x4 11 5X5 = 4X8 = LOADING (psf) SPACING. 1-4-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0,0 Rep Stress Incr NO BCDL 5,0 Code FBC2014rrPI2007 CS1. DEFL. in loc) later! L/d TC 0.71 Vert(LL) 0.28 9-10 651 360 BC 0.59 Verl(TL) 0,49 9-10 375 240 WB 0.84 Horz(TL) 0.05 7 n/a n/a Matrix -MS 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) 12=3100/0-7-4, 7=349310-7-8 Max Uplift 12=414(LC 4), 7-397(LC 5) Max Grav 12=3233(LC 2), 7=4707(LC 2) FORCES. (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown, TOP CHORD 1-12=489/79,1-2=550/74, 2-3=-13495/1528, 34=-13495/1528,4-5=-14923/1505, 5- 6-809/72. 6-7=-507179 BOT CHORD 11 -1 2=-1 05518743, 10-11 =-1 05518743, 9-1 0=-1 505/14923, 8-9=-992/11235, 7- 8m-992/11235 WEBS 2-12=-858711028, 2-11 =0/294, 2- 1 O=504/4981, 3- 1 0=-855/144, 4-1 0=-1 967/150, 4- 9=8871323, 5-9=544/3962, 5-8=-108/1836, 5-7=- 10927/964 PLATES GRIP MT20 244/ 190 Weight: 257 lb FT = 20% Structural wood sheathing directly applied or 4-2-15 oc purfins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 0-5-0 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 (6), 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, I: 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) Concentrated loads from layout are not present in Load Case(s): #3 Dead + Uninhabitable Attic Without Storage #4 Dead + 0.6 MWFRS Wind ( Pos. Internal) Left; #5 Dead + 0.6 MWFRS Wind (Pos, Internal) Right; #6 Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Wind Dead + 0. 6 MWFRS Wind (Neg, Internal) Right; 8 Dead + 0.6 MWFRS Wind (Pos, Internal) 1 st Parallel, #9 Dead + 0.6 MWFRS (Pos. Internal) 2nd Parallel; #10 Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel. #11 Dead + 0.6 MWFRS Wind Neg, 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.) + 0, 75(0.6 MWFRS Wind (Neg. Int) Right), #18 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg, Intl 1st Parallel), 19 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg, Int) 2nd Parallel). 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 414 lb uplift at joint 12 and 397 lb uplift at joint 7. 9) Girder carries tie-in span(s): 7-0-0 from 0-0-0 to 15-6-12 4LWARNING- Variflydesign P..-Ie,. and READ NOTES ON THIS AND INCLUDED MIJEK REFERENCE PAGE 11,111-7473niv. 1010312015 BEFORE USE, Design valid for use only with MiTek(II) 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 designinto the overallbuilding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required tot stability and 10prevent Collapse with possible personal injury and property damage. For general guidanceregarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH Quality Criteria, DSB.89 and SCSI Building Component Safety InformationavailablefromTrussPlateInstitute, 218 N Lee Street, Suite 312, Alexandria, VA 22314, Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies is6904 Parke East Blvd, Tampa FL 36610 P________.__,.___ ____ ____-__. JOD __ a' Truss Truss Type Qty Ply ark 5q HmfCypross-A 3449 T12751555 P3449A FT3 !SPECIAL 1 Mid -Florida Lumber, Barlow. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:14,12 2017 Page 2 ID:3Zzgt9Rd82DXJg7e lc5o)iyRrR?-S_J?5ZAyi5_BvzPrwTyKd 1 XbgQ5P59RNT4LrNUy8mly NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 616 lb down and 89 lb up at 5-11-8, 174 Ib down at 3-7-8, 174 lb down at 4-11-0, 546 Ib down at 7-11-8. 546 lb down at 9-11-8, 546 Ib down at 11-8-0, 873 lb down at 12-6-12, and 692 lb down at 13-1-0, and 694 lb down at 14-9-8 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: 1-6=-311, 7-12=7 Concentrated Loads (lb) Vert: 10=-616(B) 8=235(8) 14=-43(B) 15=43(8) 16=-144(8) 17-144(6) 18=-144(8) 19=-184(B) 20=-185(B) ACk WARNINO • Verify dasign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 011I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Wek, connectors This design is haled 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapsewith 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, Suae 312, Alexandra. VA 22314, Tampa. FL 36610 70b Truss oiy Ply Park Sq Hm/Cypress-A 3449 P3449A FT4 FLOOR 1 T12751,5-56 Mid -Florida Lumber, Bartow, FL, 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09:14:12 2017 Page I ID:3Zzgt9Rd82DXJg7elc5ojiyRrR?-S_J?5ZAyi5_BvzPrwTyKdlXeQQ2D5EtNT4LmlUy8mlv 12-11-8 2-6-4 2-711 2-7-11 2-7-11 2 1 Scale = 121.8 3xl 2 2 3x4 3x8 5 6X6 = 3x10 11 3x4 = 3x8 = 2X4 11 4X4 = LOADING ( psf) SPACING- 1-4-0 CS1. TCLL 40.0 Plate Grip DOL 1.00 TC 0,54 TCDL 10.0 Lumber DOL 1.00 BC 0.79 BCLL 0.0 Rep Stress Incr NO VVB 0.56 BCDL 5.0 Code FBC20147TP12007 Matrix -MS DEFL. in (loc) Well Ltd PLATES GRIP Vert( LL) -010 10 >999 360 MT20 244/190 Verl( TL) -0.15 10 >997 240 Horz( TL) 0.03 7 n1a n/a LUMBER- BRACING - TOP CHORD 2x4 SP NcL2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( lb/size) 12=299610-3-8,7=878/Mer-hanical FORCES. ( lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2--357/0,2-3=456710,3-4=-3362/0,4-5=-3362/0 BOT CHORD 11-12-014777, 10-11=0/4777,9-10=014567,8-9=011910,7-8=0/1910 WEBS 2-12=-4766/0, 2-11=011820, 3-9=-1281/0, 5-9=0/1545, 5-7-1949/0 Weight: 144 lb FT = 20% Structural wood sheathing directly applied or 5-7-1 oc purfins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 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 (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) Refer to girder(s) for truss to truss connections. 4) 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. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2065 lb down at 2-6-4 on bottom chord. The design/selection of such connection device(s) isthe responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber lncrease=1,00, Plate Increase=1.00 Uniform Loads (ptf) Vert: 1- 6=-67, 7- 12=-7 Concentrated Loads (lb) Vert 11-- 2065(F) 13=- 880 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verity design p—raef— and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ulf-7473 r- 1010312015 BEFORE USE. Design valid for use only with MiTeloE connectors, This design is basedonly upon parameters shown, and is (Oran individual building component, net 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/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 of trusses and truss systems, see ANSUTP111 Quality Criteria, DSB.89 and BCS1 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 Type Y Qty Ply Park Sq Hm/Cypress3449 FT5 1 T72751P3449ASPECIAL Mid-Flonda Lumber, Bartow, FL. L40 Ref,_reaCg...0'pttoogL 8.130 s Sep 15 2017 MiTek Industries, Inc. Fill Dec 15 09:14:13 2017 Page 1 ID:3Zzgt9Rd82DXJg7e 1c5ojiyRrR?-wAtOJvBaUP72 W7z 1UBTZAF 31gpQ?qf2Whk5JHwy8mlu 3-1.14 ,._._.._._..v_.6-2.0 9.2.2 12-4-0 ._-.. 3-1.14 3-0-2 3-0-2 3-1-tA Scale = 1,21.5 4x4 II 5x12 = t.5x4 II 12 5x12 04 II 5x8 MT20HS = 5x8 MT20HS = LOADING (psf) SPACING- 1-4-0 CSI, TCLL 40.0 Plate Grip DOL 1.00 TC 0.95 TCDL 10.0 Lumber DOL 1.00 BC 0.69 BCLL 0.0 Rep Stress Incr NO WB 0.69 BCDL 5.0 Code FBC2014/TPI2007 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No,3 Except* 2-10,2-8,4-8,4-6: 2x4 SP No.2 DEFL. in (loc) I/deFl L/d PLATES GRIP Vert(LL) -0.22 8 >653 360 MT20 244/190 Vert(TL) -0.43 8 >338 240 MT20HS 187/143 Horz(TL) 0.06 6 n/a n1a Weight: 204 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=654111-0-8, 6=6816/Mechanical Max Uplift 10=-1117(LC 4), 6=-1065(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown, TOP CHORD 1-10=-1021/169, 1-2=-1143/197.. 2-3--19491/3119, 3-4=19491/3119, 4-5=-1152/181, 5-6=-10261167 BOT CHORD 9-10=-2552/15273, 8-9=-2552/15273, 7-8=-2437115470, 6-7=-2437/15470 WEBS 2-10=-14829/2471, 2-9=-356/1205, 2-8=-606/4427, 3-8=-17661291, 4-8=-72614220, 4- 7=-283/1544, 4-6=-15026/2368 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 0-6-0 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 (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) Wind: ASCE 7-10, VuK=140mph (3-second gust) Vasd=108mph:. TCDL=4.2psf; BCDL=3.Opsf, h=15ft, B=45ft, L=24ft, eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) Refer to girder(s) for truss to truss connections, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1117 lb uplift at joint 10 and 1065 lb uplift at joint 6. 10) Girder carvestie-in span(s): 18-8-0 from 0-0-0 to 12-4-0 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 859 lb down and 200 lb up at 1- 4-12, 859 lb down and 208 lb up at 3-4-12, 1079 lb down and 146 lb up at 5-4-12, 1079 lb down and 146 lb up at 7-4-12, and 1079 lb down and 146 lb up at 9-4-12, and 1080 lb down and 145 lb up at 11-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekf& 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 venty 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 alwaysrequired 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 ANSIMPII Quality Criteria, DS849 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314- Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 10, 6904 Parke East Blvd, Tampa. FL 36610 J-Ob—_Truss Truss Typee-__—I ji -Park SqHm1C_ypre—ss-A 3449Cty7PlyP3449A SPEIIL CT127557 Mid - Florida Lumber. Bartow. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:14 13 2017 Page 2 ID: 3Zzgt9Rd82DXJg7e1c5oiiyRrR?-wAtOJvBaUP72VV7z1UBTZAF3jqpQ?qf2wnk5JHwy8miu LOAD CASE( S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads ( plf) Veil: 1- 5-642, 6-10=7 Concentrated Loads ( 11b) Vert: 9=- 859(B) 7=-957(8) 13=-859(B) 14=-957(B) 15=-957(6) 16=-958(8) WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A471-7473 —.1010312015 BEFORE USE. Design valid for use only with MiTeke 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 parametersand property incorporate this design Into the overall building design. Bracing indicated is toprevent buckling of individual truss web andiorchord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with Possible personal injury andproperty damage. For general guidanceregarding the MR fabrication, storage, delivery, arection and bracing of trusses and truss systems see ANSIfTPIl Quality Criteria, DSB-419 and BCSI Building Component 6904 Parke East Blvd, Safety InformationavailablefromTrussPlate. Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Tampa..FL 36610 Oty P_ly_ark SqHmlyCQppr! ets4sLL-@A13449 Ti275 grTssmassTperuFFI 191Mid - Florida Lumber, Bartow, FL, 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:14:14 2017 Page 1 ID: 3Zzgt9Rd82DXJg7e 1 c5oiiyRrR?-PNRmWF CCFIF v8HYD i u_oiSt-zWDnJZ20gwOgtpMy8mlt 1-11- 8 2-5A 2-5-0 Y4M 1- 11. 8 Scale = 1 16A 4x12 = 2 3x10 2x6 II 300 = 4x12 = 2x6 II W4.48 LOADING (psf) SPACING- 1-4-0 CSI. TCLL 40. 0 Plate Grip DOL 1.00 TC 0.63 TCDL 10. 0 Lumber DOL 1,00 BC 0.62 BCLL 0. 0 Rep Stress Incr NO WB 0.94 BCDL 5. 0 Code FBC2014/TPI2007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No,3 *Except* 1-9, 5-7: 2x4 SP No.1 REACTIONS, (lb/ size) 10=5756/0-4-8, 6=2796/0-4-8 DEFL. in ( loci I/defl Lid Vert(LL) - 0.07 8-9 >999 360 Vert(TL) - 0.17 8-9 >600 240 Horz(TL) 0.02 6 n/a n/a PLATES GRIP MT20 244/ 190 Weight: 98 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc puffins, 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 1-10=4770/Q 1-2=-8714/0, 2-3=-7790/0, 34=-7790/0, 4-5-4635/0, 5-6=2515/0 BOT CHORD 8-9=0/8714, 7-8=0/4635 WEBS 1- 9=0/9857, 2-9=-725/0, 2-8=-993/0, 4-8=0/3394, 4-7=1431/0, 5-7=0/5243 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 0-2-0 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) 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) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 576 lb down at 0-11-12, 692 lb down at 1-6-12, 3503 lb down at 1-10-12, 692 lb down at 3-6-12, and 692 lb down at 5-6-12, and 692 lb down at 7-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE( S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads ( plf) Vert: 1- 5=67, 6-10=-7 Concentrated Loads ( lb) Vert:9=- 3503(B)2=-1084 11=-576(8) 12=-692(F) 13=-692(F) 14=-692(F) 15=-692(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies ACL WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeklD 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 trussweb 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 rabncation. storage.. deliveryerection and bracing of trusses and truss systems.. see ANSUTPIt Quality Criteria, DSB-E9 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 7Truss 1T_r_us_sTyp-e oty Ply 1 Park Sq Hm/Cypress-A 3449 P3449A COMMON 76 Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09 14 14 2017 Page 1 ID:3Zzgt9Rd82DXJg7eicSojiyRrR?-PNRmWFCCFIFv8HYD1 u - oiSc34Dm2ZEEgwOqtpMy8mlt 9-4-0 13-8-2 16-" 19 8-0 4-11-14 4-4-2 4-4-2 4-11-14 1104 Scale - 1 33,1 I 4X4 = 3x4 = 3X8 _ 3x4 Plate Offsets ,LX -2Q7.2-2EI;jgigtj6 0-2-2!Edgel__ LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20,0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0. 10 8-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0,70 Vert(TL) -0.26 8-14 >854 180 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.04 6 n/a n/8 EICDL 10.0 Code FBC2014rrPI2007 Matrix -MS Weight: 81 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-8-9 oc bracing. WEBS 2x4 SP No,3 REACTIONS. (lb/size) 2=807/0-3-8, 6=807/0-3-8 Max Horz 2=64(LC 11) Max Uplift 2=220(1_C 12), 6=220(LC 12) FORCES. (lb) -Max, Comp./Max, Ten, -All forces 250 (lb) or less except when shown. TOP CHORE) 2-3=-13291459, 3-4=995/340,4-5=-995/341, 5-6=-1329/459 BOT CHORD 2-8=35211186, 6-8=366/1186 WEBS 4-8=-107/474, 5-8=-3661211, 3-8=-3661212 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=4511 ' L=24ft ' eave=4ft, Cat. It: Exp B, Encl., GCpi=0.181 M\AfFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(l) 2-0-0 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 220 lb uplift at joint 2 and 220 lb uplift at joint 6. 1 79Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING, Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE 4411-7473 rev. IOM312015 BEFORE USE. I Design valid for use only withMsTel,M) connectors. This design is based only upon parameters shown. and is for an individual building component. not is atrusssystern. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall budding cles'gh, 61a"rig indicated is to prevent buckling of individualtruss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication. storage, delivery. arection and bracing of trusses and truss systems, see ANSIrTPIl Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate InStChro 218 N. Lee Street, Suite 312,Alexandria, VA, 2231C i Tampa, FL 36610 Tru ss ss Trusses Type Ply Park ri/ WressA 34,C9 T1;5 1560 LP3,149A G2G2 3 Job Mid-Flonda Lumber, Bartow, FL, 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:14:15 2017 Page I ID:3Zzgt9Rd82DXJg7elc5oityRrR?-LZ?8kbCq00NmmR7QbcVI Fg9EMd5IIhMp92aQLpy8mIs 4-8.14 4-8-14 4-4-2 135-2 18-5-0 4-4-2 411- 14 0-0 Scale 3t8"=I' 4X4 — 3x4 = 3x8 = 3x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 TCDL 10.0 Lumber DOL 1.25 SC 0.74 BCLL 0.0 Rep Stress Incr YES VVB 019 BCDL 10.0 Code FBC2014rTP12007 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No,2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=724/Mechanir-al, 5=81010-3-8 Max Horz 1 =-65(LC 10) Max Uplift 1 =1 73(LC 12), 5=220([-C 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1351/470, 2-3=10051349, 3-4=1004/338, 4-5=-1339/466 BOT CHORD 1-7=36211209, 5-7=-374/1195 WEBS 3-7=1 151494, 4-7-367/212, 2-7=-3851206 DEFL. in ( loc) I/defl L/d PLATES GRIP Verl(LL) - 0.11 7-10 999 240 MT20 244/190 Vert(TL) - 0.29 7-10 >758 180 Horz(TL) 0.04 5 n/a n/a Weight: 78 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc puffins. BOT CHORD Rigid ceiling directly applied or 9-7-8 oc, bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10 ' Vuft-140mph (3-second gust) Vasd=108mph, TCDL=4,2psf, BCDL=3.0psf, h=25ft, B=45ft, L=24ft, eave=4ft, Cat, 11, Exp B, Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Intenor(l) 3-0-0 to 9-1-0, Exterior(2) 9-1-0 to 12-1- 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 chordlive 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 totruss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 173 lb uplift at joint 1 and 220 lb uplift at joint 5. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verify design 1.1armit—ad READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE W7473 rev, 101031201S BEFORE USE. Design valid for use only with Weke connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Beforeuse, the building designer must verify the applicability of design parameters and property incorporate this designinto the overall building design, Bracing indicated is to prevent buckling 0(tndivdual truss web and/or chord members only Additional temporary and permanent bracing s always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regardingthe 'i MR abincation storage delivery, erection and bracing of musses and truss systems, see ANSIITPII Quality Criteria, OSB,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 1 jot) Type Oty---Ply TP a I Sq HlnlCypress-A 3449 IP3449A G3 iHIP 1 1 i T1275 1561 Mid-Flonda Lumber, Barlow, FL, 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09 14 16 2017 Page 1 ID,3ZzgtgRd82DXJg7elc5ojiyRrR?-LIZWxwDTmKVdNbic9JI GnthPLI SWI 81zoijzuFy8mlr 4-2-2 4-2-2 9-14 -(,0 0-4-0 Scale = 1 33.7 di 4X4 7— 3x4 3x4 = 3x8 JPjafe_Qtsets Xn—A2 0-2-_2Edge 6Q2 , -a Edo ILLOADING ( psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.09 8-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.26 8-14 >855 180 SCLL & 0 Rep Stress Incr YES WEI 0.18 Horz(TL) 0.04 6 nia n1a SCOL 10.0 Code FBC2014rrPI2007 Matnx-MS Weight: 81 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-3 oc purfins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-2-9 oc bracing. WEBS 2x4 SP No3 REACTIONS, ( lb/size) 2=807/0-3-8, 6=807/0-3-8 Max Harz 2=63(LC 11) Max Uplift 2=220(!-C 12), 6=-220(LC 12) FORCES, ( lb) - Max. Comp./Max, Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1345/500,3-4=-1010/361, 4-5=-10101361, 5-6=-1345/499 BOT CHORD 2-8=398/1203, 6-8=-407/1203 WEBS 3-8=-3651234, 5-8=-365/234, 4-8=-104/461 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=45ftL=24ft, eave=4ft, Cat. 11 ' Exp 8, Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 9-4-0, Extenor(2) 9-4-0 to 13-6- 15 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=l .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 220 lb uplift at joint 2 and 220 lb uplift at joint 6. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING , Vishly design parameters and READ NOTES ON THIS AND INCLUDED 1111TEK REFERENCE PAGE Mill-7473 rev. 10/03/2015 BEFORE USE, Design valid for use only with MiTekeconnedors. This design is based only upon parameters shown, and isfor 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 wet) 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 regardingthe fabrication storage, delivery.. erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, ndria, VA 2231,L Tampa, FL 36610 Job Type Qty IPly I Park Sq Hm/Cypress-A 3449 T12751562 P3449A IG4 HIP Mid -Florida Lumber, Bartow, FL, 8,130 s Sep 15 2017 MiTek Industries. Inc. Fn Dec 15 09:14:16 2017 Page 1 ID 3Zzgt9Rd82DXJg7e1c5ojiyRrR?-LIZWxwDTmKVdNbic9J1GnthEz1Nq18OzOiJzuFy8rtllr 3-9-14 14 7-0-0 3-2-2 11-8-0 14-10-2 18-8-0 4-8-0 3-2-2 I 4X5 = 4x8 — 3X6 = 3x8 = 4x4 = 3x4 = 3X6 = LOADING (psf) SPACING- 2-0,0 CSI. TCLL 20.0 Plate Grip DOI 1.25 TC 0.95 TCDL 10.0 Lumber DOL 1.25 BC 1.00 SCLL 0.0 Rep Stress Incr NO VVB 0.14 BCDL 10,0 Code FBC2014/TP12007 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (IbIsize) 2=1576/0-3-8, 7=1576/0-3-8 Max Horz 2=-50([-C 6) Max Uplift 2--547(LC 8), 7=-547(LC 8) Max Grav 2=1707(LC 15), 7=1707(LC 15) Scale = 1 333 DEFL. in (loc) Well Lid PLATES GRIP Vert(LL) 0.13 9-11 >999 240 MT20 244/190 Vert(TL) -0.29 9-17 >781 180 Horz(TL) 0.10 7 n/a n/a 87 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc puffins. BOT CHORD Rigid ceiling directly applied or 5-9-6 oc bracing, FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3423/1202, 3-4=-3320/1189, 4-5=-3070/1122, 5-6=-3320/1189, 6-7=-342311203 BOT CHORD 2-11--1039/3131,9-11=-101313069,7-9=1039/3109 WEBS 4-11 =0/360, 5-9=0/360 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=24ft, eave=4ft, Cat. W Exp 6, Encl., GCpi=0,18, MVVFRS (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 nonconGurrent 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 547 It, uplift at joint 2 and 547 lb uplift at joint 7, 7) Girder carries hip end with 7-0-0 end setback. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 568 lb down and 275 lb up at 11-8-0, and 568 lb down and 275 lb up at 7-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-5=-1 31 (F=-71), 5-8=-60, 12-15=44(F=-24) Concentrated Loads (lb) Vert: 4=385fl 5-385(F) 1i 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 IWIV7473 rev. 1010312015 BEFORE USE. Design valid for use onlywith Wake connectors. This design isbased 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 ofindividual cuss 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, W ANSIFFPII Quality Criteria, DSB49 and BCSI Building Component i 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N Lee Street Suite 312, Alexandria, VA 22314. Tampa FL 36610 TypeJabFTnuss Qty Ply Park Scl Hm/Cypress-A 3449 P3449A T127515i3lIH11 4Pti4Lal) Mid-Flonda Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc, Fri Dec 15 09:14:17 2017 Page 1 ID.3ZzgtgRd820XJg7elc5ojiyRrR?-px7u9GE5XedU?lHojOYVK5EZGRuLmb$6cM3XQhy8miq l -0 -O_ Scale= 1 19.8 3x4 = LOADING (pso SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.2525 TC 0.28 TCDL 10L0 Lumber DOL 1 .25 BC 0.28 BCLL 0.0 Rep Stress Incr YES W8 0.09 BCOL 10.0 Code FEjC2014/TPI2007 Matnx-MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=452IMechanical, 2=514/0-3-8 Max Horz 2=42(LC 11) Max Uplift 4=107(!_C 112), 2=-151(!_C 12) FORCES. (lb) -Max, Comp./Max. Ten, -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-611/229, 3-4--6111240 BOT CHORD 2-5=-144/509. 4-5=-144/509 4x4 DEFL. in (loc) I/defl L/d Vert(LL) -0.02 5-8 >999 240 Vert(TL) -0.05 5-8 >999 180 Horz(TL) 0.01 4 n/a n/a 3xil PLATES GRIP MT20 244/190 Weight: 40 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: 8=45ft; L=24ft, eave=4ft, Cat. ft, Exp B. Encl., GCpi=0,18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 5-8-0, Exterior(2) 5-8-0 to 8-8-0 zone;C-C for members and forces & MvVFRS 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 107 lb uplift at joint 4 and 151 lb uplift at joint 2. 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 Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with NbTek(P 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 ofdesign parameters one properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required forstability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabric bon storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIl 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, 1 Tampa, FL 36610 Job Truss T,russ Type IQty PlylIj feren(optional} k Sq Hm/Cypress-A 3449 ifi1275t564 P3449A H2 HIP 't Mid-Flonda Lumber, Bartow, FL 8,130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09:14:18 2017 Page 1 ID:3Zzgt9Rd82DXJg7etc5ojiyRrR?-H8hHMcfjlxlLdus Gk3ktlmjEgDrv2tFrdo4y8y8mlp 5-0-Q 6-4-0 11-4-0 t2-4-0 5-0-0 t-4 Q00-0 Scale = 1 20.7 3x4 LOADING ( psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014(rP12007 REACTIONS. ( lb/size) 1 =64 1 /Mechanical, 4=704/0-3-8 Max Horz 1=38(LC 23) Max Uplift 1=155(LC 8), 4=-198(LC 8) 4x4 = 4x4 1x4 ii ix4 3x4 = CSI. I DEFL. in loc) IldeO L/d PLATES GRIP TC 0.26 Vert(LL) -0.03 7-10 >999 240 MT20 2441190 BC 0.33 Vert(TL) -0.07 7-10 >999 180 WB 0.07 Horz(TL) 0.02 4 nla n/a Matrix - MS Weight: 42 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 0o bracing. FORCES. ( Ib) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1104/266, 2-3=976/265, 3-4=-1104/266 BOT CHORD 1-7=1791967, 6-7 176/976, 4-6=-179/967 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=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 155 lb uplift at joint 1 and 198 lb uplift at joint 4. 8) Hangens) or other connection device(s) shall be provided sufficient to support concentrated load(s) 169 lb down and 167 lb up at 5- 0-0, and 169 lb down and 167 lb up at 64-0 on top chord, and 86 lb down at 5-0-0, and 86 lb down at 6-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-5=-60, 8-11=-20 Concentrated Loads (lb) Vert: 2=-122(F) 3=-122(F) 7=67(F) 6=-67(F) L Printed Copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design peremefers and REARNOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekrlt, connectors. This design is based only upon parameters shown, and is for an individual building component, not f a truss system. Before use, the building designer mustventy the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicatedis toprevent buckling of individualtruss web and/or chordmembers 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 o(twsses and truss systems, see ANSVTP11 Quality Criteria, DSB-a9 andSCSI 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 Ply i Park Sq Hnq/Cypress-A 3449 F12751565 P A IJ5 JACK 2 Job ';Truss russ , Type io Ref iQriotLMid- Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:14:19 2017 Page I ID. 3Zzgt9Rd82DXJg7e1c5ojiyRrR?-IKEfZyFL3FtBE2RBqRazPWJuAEaHEVVHP4gYeUay8mio 1. 0 0 5-0-0 Scale - 1 14.9 2x4 = LOADING ( psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl LId PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0,04 4-7 >999 240 I MT20 2441190 TCDL 10,0 Lumber DOL 1.25 BC 0.25 Verl(TIL) -0.08 4-7 >766 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDIL 10.0 Code FBC2014/TPI2007 Matrix -MP 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 puffins, BOT CHORD 2x4 SP No,2 BOT CHORD Rigid ceiling directly appliedor 10-0-0 oc bracing. REACTIONS. ( IbIsize) 3=127/Mechanical,2-264/0-3-8,4=641MechanicaI Max Horz 2=90(LC 12) Max Uplift 3=58(!_C 12), 2=-79(LC 12) Max Grav 3= 1 27(LC 1), 2=264(LC 1), 4=90(LC 3) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (b) or less except when shown. NOTES- 1) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph TCDL=4,2psf, BCDL=3.Opsf; li=2511; B=45ft, L=24ft, eave=4ft, Cat. 11, Exp B Encl., GCpi=0.18 MWFRS (directional) and C-C Exte nor(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 4-114 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL-1 .60 plate grip DOL=1,60 2) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 3 and 79 Ito uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A411,7473,ev. 1"312015 BEFORE USE. Design valid for use only with MiTel,S 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 muss systems, see ANSIITPI1 Quality Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Ale"nana, VA 22314. Tampa, FL W10 LP3.191 Truss Truss Type Qty Ply Park Sq HmlCypress A 3449 J5A JACK 8 1 T12751566 Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:14:20 2017 Page 1 ID:3Zzgt9Rd82DXJg7e1c5ojiyRrR?-DWo1nlGzgZ?2sCON095Cyjs_Set5zzXYIKHB1Oy8min t_-M 5-0-0 1-0A T 5-0-0 Scale = 1:22.2 5 04 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deFl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.05 4-5 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.41 Vert(TL) 0.07 4-5 840 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.11 3 n/a n/a BCDL 10.0 Code FBC2014rTP12007 Matrix -MR LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 3=127/Mechanical, 5=271/0-M, 4=53/Mechanical Max Horz 5=1121LC 12) Max Uplift 3=-62(LC 12), 5=-37(LC 12), 4=-6(LC 12) Max Grav 3=127(LC 1), 5=271(LC 1), 4=90(LC 3) FORCES, (lb) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20% Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=15ft, B=45ft; L=24ft; eave=4ft, Cat. II; Exp B, Encl., GCpi=0.18, MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone, end vertical left exposed;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will TR 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 ofwithstanding 62 lb uplift at joint 3, 37 lb uplift at joint 5 and 6 lb uplift at joint 4. 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 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. Additionaltemporary 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, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Surte 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq HmlCypress A 3449 T12751567 P3449A J7 JACK 35 t ob Ref rence tisnal) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Fri Dec 15 09:14:20 2017 Page 1 ID:3Zzgt9Rd82DXJg7e 1c5ojiyRrR?-DWo1nlGzgZ?2sCONo95Cyjsz_er6zzXYIKHB10y8min 7-0-0 1-M v 7-0-0 Scale = 1 18.8 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TOLL 20.0 Plate Grip DOL 1.25 TO 0.70 TCDL 10.0 Lumber DOL 1.25 I BC 0.53 BOLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014rTP12007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. lb/size) 3=183/Mechanical, 2=342/0-3-8, 4=91/Mechanical Max Horz 2=118(LC 12) Max Uplift 3=85(LC 12), 2=-91(LC 12) Max Grav 3=183(LC 1), 2=342(LC 1), 4=128(LC 3) FORCES. (lb) -Max. Comp./Max, Ten, -All forces 250 fib) or less except when shown. DEFL. in (loc) I/deft Lid PLATES GRIP Vert(LL) 0.12 4-7 >715 240 MT20 244/190 Vert(TL) -0.31 4-7 >270 180 Horz(TL) 0.01 2 Tire n/a Weight: 23 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or "-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=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 6-1 14 zone;GC 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 85 lb uplift at joint 3 and 91 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Verify design parameters and READNOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMI1-7473 rev. 10/03/2015 BEFOREUSE. *00"- Design valid for useonly with MiTekQ4 connectors. This design is based only upon parameters shown, and is for an individual building component, not atrusssystem, Before use, the building designer must veritythe applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is toprevent buckling of individualtruss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury andproperty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trussesand truss systems, see ANSIrrPll Quality Criteria, DS8-89 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 Sq HmIC Ire, / 3,i,19 TM Pari ss' T127515 Ply v. tyJobq Ss Truss Type P "9, J58L3 JACK R f on Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:14 19 2017 Page I ID:37zgt9Rd82DXJg7e1c5ojiyRrR?-IKEfZyFL3FtBE2RBqRazPWisSEY?EWHP4gYeUay8mio Scale = 1 16.2 ii LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No,2 3x4 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/rPI2007 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.43 Vert(LL) 0.06 4-7 >999 240 MT20 244/190 SC 0.33 Vert(TL) -0.13 4-7 >518 180 W8 0,00 Hor-z(TL) 0.00 2 n/a n/a Matrix -MP Weight: 19 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purfins. BOT CHORD Rigid ceiling directly applied or 10-0 O oc, bracing. REACTIONS. (lb/size) 3=146/Mechanir-al, 2=290/0-3-8, 4=73/Mechanical Max Horz 2=99(LC 12) Max Uplift 3=67(1_C 12), 2=-83(LC 12) Max Grav 3=146(LC 1), 2=290(LC 1), 4=103(LC 3) FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Vfindi 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) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(l) 2-0-0 to 5-7-4 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1,60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 3 and 83 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - V-1yalesitfin pumarnittels and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11#11-7473nev. 1010312016 BEFORE USE. Design valid for use only with MiTel,f) connectors, This design is based only upon parameters shown, and is for an individual building component, not a buss 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/of 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 R1I fabanon'slorage, delivery, erection and bracing of musses and trusssystems. see ANSIrTlpI1 Quality Criteria, OSB49 and BCSI BuildingComponent 6904 Parke East Blvd SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Ale.. ndr.a,VA22314. Tampa, FL 36610 Truss Truss T e Qy ark Sq Hm/Cypress-A 344-9 TI2751569IJoIbP3449AKIMONO21 JQO - Reference (0DtiMa_b______ Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 09:14:21 2017 Page I ID:3Zzgt9Rd820XJg7e1c5ojiyRrR?-ijMP_eHbbs7vUMbZyscRUxO8R28VtGvAX_IkZSV8mlm i-0-12 __t_ 7,11-4 — ____ ____ r2 7___1 , Scale = 1 30A 50 6 3x51.5x,i 11 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 FBC2014rrPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=38710-7-4,8=28010-1-8 Max Horz 6= 192(LC 12) Max Uplift 6=-82(LC 12),8--136(LC 12) Max Grav 6=387(1_C 1), 8=313(LC 17) uS 3x4 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.65 Vert(LL) -0.18 5-6 >529 240 MT20 244/190 BC 0.72 Verl(TL) -0.44 5-6 >211 180 WS 030 Horz(TL) 0.01 8 n/a n1a Matrix -MP Weight: 52 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 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. TOR CHORD 2-6=-3131221 WEBS 3-8=-3241201 NOTES- 1) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph: TCDL=4,2psf; BCDL=3.Opsf: h=15ft. 8=45ft; L=24ft; eave=4ft: Cat, 0, Exp B: Part. Encl., GCpi=0.55, MWFRS (directional) and C-C Exterior(2) -1-0-12 to 1-11-4, Intenor(l) 1-11-4 to 7-6-0 zone, end vertical left exposed:C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-" tall by 2-0-0 wide willfit between the bottom chord and any other members. 4) Bearing at joint(s) 8 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface, 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 lb uplift atjoint 6 and 136 lb uplift at joint 8. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A 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 onlywith MiTeklir 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 propertydamage. For general guidance regarding the fabrication, storage, fituni". erection and bracing of Inusses 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 9A Truss Truss 4 Hm/Cypress-A 3449SqpaSP I KJ2 JACK 2 1 T1275157oibfqr 2 P;11Y Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09,14:22 2017 Page I ID:3Zzgt9Rd82DXJg7e1c,5ojiyRrR?-AvwnC_IDMAFm5VV9mVa8g18xRBSfKRt1rmem15vy8m[I 1-5-0 2-4-5 LOADING (pso TCLL 20,0 TCDL 110,0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 Scale = 1 :7,8 2x4 '-- 2-4-5 SPACING- 2-0-0 CS1. DEFL, in (loc) I/defl L/d PLATES GRIP Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 7 >999 240 MT20 244/190 Lumber DOL 1,25 BC 0.04 Vert(TL) -0.00 7 >999 180 Rep Stress Incr NO WS 0.00 Horz(TL) 0.00 4 n/a n1a Code FBC2014ITP12007 Matrix -MP Weight: 9 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 24-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS. (lb/size) 3=45/Mechanical, 2=205/0-5-11, 4=25/Mechanical Max Horz 2=44(LC 8) Max Uplift 3=-I 3(LC 8), 2=-100(LC 8), 4=-2(LC 5) Max Gray 3=45(LC 1), 2=205(LC 1), 4=37(LC 3) FORCES. (11b) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10, Vuft=140mph (3-second gust) Vasd-108mph. TCDL=4.2psf, BCDL=3.Opsf, h=25ft, B=45ft, L=24ft, eave=Oft, Cat, 111 Exp 6 Encl., GCpi=0.18 MWFRS (directional); Lumber DOL=1.60 plate grip DOLm1.602) 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 13 lb uplift at joint 3. 100 lb uplift at joint 2 and 2 lb uplift at joint 4. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 9 lb up at 1-6-12, and 9 lb down and 13 lb up at 1-6-12 on top chord, and 7 lb down and 1 In up at 1-6-12, and 7 lb down and 8 lb up at 1-6-12on bottom chord. The design/selection of such connection device(s) is the responsibility of others, 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + 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: 9=6(F=l, 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 li REFERENCE PAGE A411-7473 —. 1010312015 BEFORE USE. Design valid for use onlywith MiTeMconnectors, 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 ofindividual truss web andior Chord members only, Additional temporary and permanent bracing is always required for stability and to prevent collapsewith possible personal injuryand property damage. Forgeneral guidance regarding file fabrication, storage delivery, erection and bracing of trusses and I.$$ systems, see ANSjfTPI1 Quality Criteria, DS549 and BCSJ Building Component 6904 Parke East Blvd, Wary Information available from Tniss Plate Institute, 218 N Lee Street, Suite 312 Alexandria, VA 22314, Tampa FL 36610 Job Truss Truss Type oty Fly 1p'W q H;Z;pre -A 3449 P3449A KJ5 JACK l T12777 1 0 Mid-Flonda Lumber, Barlow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 0914.22 2017 Page I ID:3Zzgt9Rd82C)XJg7elc5ojiyRrR?-AvwnC_IDMAFm5MmVa8gl8xHlSVVYRtlrmemi5vy8miI 5-0 7-0-14 7-0-14 Scale = 1 15,8 2X6 = LOADING (psf) SPACING- 2-0-0 CS1. TOLL 20,0 Plate Grip DOL 1.25 TO 0.79 TOOL 10.0 Lumber DOL 1.25 BC 0.60 BOLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code F8C2014/TPI2007 Matnx-MP LUMBER- TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No,2 REACTIONS, (Ibisize) 3=182/Mechanical, 2=375/0-5-11, 4=99/Mechanical Max Horz 2=90(LC 8) Max Uplift 3=74(1-C 8), 2 122(!-C 8) Max Grav 3= 182(LC 1), 2=375(LC 1), 4= 1 29(LC 3) FORCES. (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DEFL. in (loc) I/defl Lid PLATES GRIP Verl(LL) -0.12 4-7 >728 240 MT20 2441190 Vert(TL) -0,32 4-7 >260 180 Horz(TL) 0,00 2 n/a nia Weight 24 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 Do 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=411:; Cat. 11; Exp B ' Encl., GCpi=0.18 ' MWFRS (directional), Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 74 lb uplift at joint 3 and 122 lb uplift at joint 2. 6) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 53 lb down and 11 lb up at 1-6-12, 53 lb down and 11 lb up at 1-6-12, and 32 lb down and 42 lb up at 4-4-12, and 32 lb down and 42 lb up at 4-4-12 on top chord, and 12 lb down and 4 lb up at 1-6-12, 12 lb down and 4 lb up at 1-6-12, and 21 lb down at 4-4-12, and 21 lb down at 4-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others, 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1, 25 . Plate Increase= I . 25 Uniform Loads (ptr) Vert: 1-3=-60, 4-5=-20 Concentrated Loads (11b) Vert: 10=7(F=3, 6=3) 11 =-1 7(F=-9, B=-9) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verity design p-arrieff—mi READ NOTES ON THIS AND INCLUDED UfTEK REFERENCE PAGE 110111-7473nine. 1010312015 BEFORE USE Design valid for use only with MiTekle connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability ofdesign 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, 216 N, Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Jot) N v Truss firuss Type Oty Ply Park Sq Hm/cypress-A 3449 T12751572 P3449A KJSA MONOTRUSS 2 i gfq en n_gl) Mid- Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09:14:23 2017 Page 1 ID: 32zgt9Rd82DXJg7e 1 e5ojiyRrR?-e5UAPKJs7TNdjgky3HfvaMU XGruBAKo_?I WrdLy8mlk1- 5-0 3.6-7 7-0.14 tf------ f— -- 3-6 73-6rt7 Scale = 1: 21 S 7 3x4 - 5 1.5x4 li 3b-7 7 Q.yq LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20. 0 Plate Grip DOL 1.25 TC 0.50 TCDL 10. 0 Lumber DOL 1,25 BC 0.51 BCLL 0. 0 Rep Stress Incr NO WB 0.03 BCDL 10, 0 Code FBC2014(TP12007 Matrix -MP DEFL. in ( loc) I/deft L/d PLATES Vert(LL) 0.20 6 >406 240 MT20 Vert(TL) - 0.24 6 >335 180 Horz(TL) 0.11 4 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. (Ib/ size) 4=1521Mechanical, 7=32410-11-5, 5=92/Mechanical Max Horz 7=111(LC 8) Max Uplift 4= 84(LC 8), 7=-206(LC 8), 5=-54(LC 8) Max Gray 4=152(LC 1), 7=324(LC 1), 5=104(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Weight: 34 lb GRIP 244/ 190 FT=20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=4511; L=2411; eave=4ft; Cat. II; Exp B. Encl., GCpi=0.18, MWFRS (directional); end vertical left exposed, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 4, 206 lb uplift at joint 7 and 54 lb uplift at joint 5. 6) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 98 lb up at 1-6-12, 98 lb up at 1-6- 12, and 36 lb up at 4-4-12, and 36 lb up at 4-4-12 on top chord, and 42 lb up at 1-6-12, 42 lb up at 1-6-12, and 38 lb up at 4-4- 12, and 38 lb up at 4-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE( S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ( plf) Vert: 1- 2=-60, 2-4=-60, 5-7=-20 Concentrated Loads ( lb) Vert 8= 66(F=33, B=33) 10=7(F=3, B=3) 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 MIh7473 rev. 1010"015 BEFORE USE. Design valid for use only with MiTekf) 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 trussweb andfor chord members only, Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the If fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMPll Quality Criteria, DSB4t9 and BCSI Building Component 6904 Parke East Blvd, Safety InformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314, Tampa. FL 36610 Job ' IiT'US5 Truss Type City Park Hm/Cypress-A 3449 E3449A KJ7 JACK T127515 3 77JACK Ref r nce. Inntionah Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc, Fn Dec 15 09 14:24 2017 Page 1 ID:3Zzgt9Rd82DXJg7eir5ojiyRrR?-612YdfJUunVULpJ8d?A86ZOkCFFPvhO8DyFOAnySmij 9-10-13 1-5-0 5-3-5 4-7-8 Scale = 1 20.7 2x4 5 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0,36 TCDL 10,0 Lumber DOL 1.25 BC 0.45 BCLL 0.0 Rep Stress Incr NO WB 0.39 BCDL 10.0 Code FBC2014fTP12007 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No,3 REACTIONS. (IbIsize) 4=126/Mechanir-al, 2=512/0-5-11, 5=332/Mechanir-al Max Horz 2=118(LC8) Max Uplift 4=63(1_C 8), 2=-151(LC 8), 5=-62(LC 8) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOR CHORD 2-3=-889/162 BOT CHORD 2-7=220/834, 6-7=220/834 WEBS 3-7=0/273, 3-6=-888/234 DEFL. in (loc) Ildefl Ltd PLATES GRIP Vert(LL) -0.03 6-7 >999 240 MT20 244/190 Vert(TI-) -0.09 6-7 >999 180 Hor-z(TL) 0.02 5 Tile Tile Weight 41 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. 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; 8=45ft; L=24ft, eave=4ft, Cat. 11 ExpB'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 63 lb uplift at joint 4,151 lb uplift at joint 2 and 62 lb uplift at joint 5. 6) 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, 28 lb down and 41 lb up at 4-4-12, 28 lb down and 41 lb up at 4-4-12, and 49 lb down and 72 lb up at 7-2-11, and 49 lb down and 72 lb up at 7-2-11 on top chord, and 7 lb down and 1 lb up at 1-6-12, 7 lb down and 1 lb up at 1-6-12, 17 lb down at 4-4-12, 17 lb down at 4-4-12, and 32 lb down at 7-2-11. and 32 lb down at 7-2-11 on bottom chord. The designIselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + 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=52(1`=-26. 8=-26) 14=3(F=1, 8=1) 15=-12(F=-6, B=-6) 16=-36(F=-18, S=-18) WARNING . Verity dissignpariaraefors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 r— 1010312015 BEFORE USE, Design valid for use only with MiTek(g, 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 veritythe applicability ofdesign 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 probany damage. For general guidance regarding the fabrication storage..delivery, election and bracing of trusses and truss systems see ANSIITPII Quality Criteria, DS8.89 and SCSI Building Component Safety Information available from Truss Plate Institute 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 10, 6904 Parke East Blvd, Tampa, FL 36610 Job Truss Truss Type Qty iFly-, Park Sq HmlCypross-A 3449 T72751574IP3449AL1MONOTRUSS1311_W Job Refer nce o f nal) Mid -Florida Lumber, Bartow, FL. 8,130 sSep 15 2017 MiTek Industries, Inc. Fri Dec 1509:14:24 2017 Page 1 ID:3Zzgt9Rd82DXJg7e 1c5ojiyRrR?-612YdfJUunVULpJ8d?A86ZOkMFH6vng8DyFOAny8mlj r - 1-0-0 .__._.._. 5-0-0 1-0-0 5-0-0 Scale = 1 22.2 5 4 1.5x4 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSh DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0,35 Vert(LL) -0.03 4-5 >999 240 TCDL 10.0 Lumber DOL 1_25 BC 0.27 Vert(TL) -0.07 4-5 >767 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP 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=265/0-8-0, 4=180/Mechanical Max Horz 5=90(LC 12) Max Uplift 5=-57(LC 12), 4=-81(LC 12) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown PLATES GRIP MT20 2441190 Weight: 31 lb FT = 20% Structural wood sheathing directly applied or 5-0-0 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=4511; 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 4-10-4 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 5 and 81 lb uplift at joint 4. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies i .a.,. WARNING • Vertly design parameters andREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ull-7473 rev. 10/03/2015 BEFORE USE. , Design valid for useonly with Wake connectors. This design is based only upon parameters shown, and is for an individual building component, notatrusssystem. Before use. the building designer must venfy the applicability ofdesign parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and propertydamage. For generalguidanceregarding the 111ifatrncation, storage, delivery, erection and bradng of busses 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 IQty P Park Sq Hm/Cypress-A 3449ar' T127-1157]5 P JACKP3449AMIJACK f ran2 . ILr— —,— — . R dial Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09:14:25 2017 Page I ID:3Zzgt9Rd82DXJg7e1c5oiiyRrR?-aUcwq?K6f5dLyzuLBiliNfiiZyJfateATHSc?yiEy8mlI M-2 3-3-14 1SX4 11 Scale = 1 20,3 4X4 = LOADING (psf) SPACING- 1-0-0 CSL DEFL. in loc) I/defl L/d TCLL 20,0 Plate: Grip DOL 1.25 TC 0.15 Vert(LL) 0,02 5-7 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.43 Vert(TL) 0.04 5-7 999 180 BCLL 0,0 Rep Stress Inr NO WS 0.28 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code F602014fTP12007 Matrix -MP 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) 1=108410-3-8,4-13321Mer-hanical Max Horz 1=48(LC8) Max Uplift 1 =257(LC 8), 4=-338(LC 8) FORCES. (lb) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1945/458 BOT CHORD 1-5=-457/1799,4-5=-457/1799 WEBS 2-5-340/1445,2-4=-19861505 4 4x4 PLATES GRIP MT20 244/190 Weight 76 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid Ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0,131"x3") nails as follows Top chords connected as follows: 2x4 - I 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 (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) Wind: ASCE 7-10, Vuft=140mph (3-second gust) Vasd=108mph, TCDL=4,2psf, BCDL=3.Opsf: h=25ft; B=45ft, L=24ft, eave=4ft, Cat, 111 Exp 6: Encl., GCpi=0.18, M\A(FRS (directional): LumberDOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 5) * This truss has been designed for a live load of 20.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 257 lb uplift at joint 1 and 338 lb uplift at joint 4. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 714 lb down and 183 lb up at 1-10-12, and 714 lb down and 183 lb up at 3-10-12, and 714 lb down and 183 lb up at 5-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=l .25 Uniform Loads (plf) Vert: 1-3=-30, 1-4=-10 Concentrated Loads (lb) Vert: 5=-714(F) 8=-714(F) 9=-714(F) WARNING - Vi design panuoid— and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mill-7473 rev. 1010312015 BEFORE USE, Design valid for use only with MiTek(li, connectors This design is based only upon parameters shown and is for an individual building component, not a truss system. Before use, file building designer must venty the applicabilityofdesign parameters and properly incorporate this design into the overall building design Bracing indicatedis to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always require([ for stabilityand toprevent Collapse with possible personal injury and properly damage. For generalguidance regarding the fabrication storage delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, 0SB-89 and SCSI Building Component Safety Information available from Truss Plate InstRule, 218 N Lee Street, Suite 312, Alexandria VA 22314, Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies MR004ast Blvd. Tampa, FL 36610 Type city Ply Park Sq Hm/Cypress-A 3449 T12751576 JiP3449AM2 _11 cs_IK5 I Job fuss Truss Mid -Florida Lumber, Barlow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc, Fri Dec 15 09 14:26 2017 Page 1 ID:3Zzgt9Rd82DXJg7e1c5ojiyRrR?-2g9llLLkQOICa7TXkPCcB_6863siNcLRhGkVEgy8mlh 5-8-0 3-0-2 2-7-14 Scale = 1 17A 1,5.4 II 3 3x4 = LOADING (pso SPACING- 1-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2014fTP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 3-4: 2x4 SP No.2 REACTIONS. (lb/size) 1 =956/0-3-8, 4= 1630fIvIechanical Max Horz 1=38(LC8) Max Uplift 1 =-234(LC 8), 4=-433(LC 8) 4x4 = CS1, DEFL. in loc) Ildeff LICI PLATES GRIP TC 0.08 Verl(LL) -0,01 4-5 >999 240 MT20 244/190 BC 0.65 Vert(TL) -0.04 4-5 >999 180 WB 0.36 Horz(TL) 0.01 4 n1a n/a Matrix -MP Weight: 61 In FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc puffins, 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 1-2=-2354/593 BOT CHORD 1-5--569/2157, 4-5-569/2157 WEBS 2-5=-484/1910, 2-4=-23931631 NOTES- 1) 2-ply truss to be connected together with 10d (0,131"0") 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 (6). unless otherwise indicated. 3) Wind: ASCE 7-10 Vult=140mph (3-second gust) Vasd=108mph'TCDL=4,2psf BCDL=3.Opsf ' h=25ft, 13=45ft; L=24ft, eave=4ft, Cat, 11 1 Exp 6: Encl., G pi=0.18. MWFRS (directional), Lumber DOL=1.60 plate gripDOL=1.60 4) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20,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 234 lb uplift at joint 1 and 433 lb uplift at joint 4. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 225 lb down and 54 lb up at 1-9-13, and 2140 lb down and 574 lb up at 3-8-12 on bottom Chord. The design/selection of such connection device(s) is the responsibility of others, LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pff) Vert: 1-3=-30, 1-4=-10 Concentrated Loads (lb) Vert: 8=-225(6) 9=-2140(B) WARIVING- Valffyde4ig. Parameters and READ NOTES ON THIS AND INCLUDED WITEK REFERENCE PAGE A411-7473 rev. I0M312015 BEFORE USE. Design valid for use only with Wek(k, connectors. This design is based only upon parameters shown, and is for an individual building component. not 8truss system. Before use. the building designer must verity the applicability of design parameters and prop" incorporate this design into the overallbuildingde"n. Bracing indicated is to prevent buckling ofindividual 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, dairy" erection and bracing of trusses and truss systems. see ANSIrTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria V4, 22314, Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Nil 6904 Parke East Blvd, Tampa, FL 36610 lob TfusS Truss Type Qty Ply Park 3q HmlCypress-A 3449 T12757577 IP3449A IM3 IIJACK 1 1 Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09:14,26 2017 Page 1 ID:3Zzgt9Rd82DXJg7elc5ojiyRrR?-2g911LLkQO1Ca7TXkPCeB_62W3g4NhORhGkVEgyBmlh 5-8-0 Scale = 1:18.31.5x4 11 LOADING (PSI) SPACING- 1-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 TCDL 10.0 Lumber DOL 1.25 BC 0.82 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP 3 2x4 Il DEFL. in (loc) 1/defl Lid Vert(LL) -0.08 3-5 >840 240 Vert(TL) -0,19 3-5 >340 180 Horz(TL) 0.01 3 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 1=856/0-3-8, 3=883/Mechanical Max Harz 1=38(LC 8) Max Uplift 1=-204(LC 8), 3 =-226(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown PLATES GRIP MT20 2441190 Weight: 25 lb FT = 20% Structural wood sheathing directly applied or 5-8-0 oc purlins, except end verticals. Rigid ceiling directly applied or 7-7-14 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=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 204 lb uplift at joint 1 and 226 lb uplift at joint 3. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 631 lb down and 165 lb up at 1-0-12, and 442 lb down and 117 lb up at 3-0-12, and 445 lb down and 115 lb up at 5-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced). Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-30, 1-3=-10 Concentrated Loads (lb) Vert: 5=-631(F) 6=-442(F) 7=-445(F) 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 MU-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is foran individual building component, not a truss system. Before use, the building designer must venfy 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 andior chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse wah possible personal injury and property damage. For general guidance regarding the MR. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII 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 IA610 Ply Park Sq Mm Cy5s0Q'YIJab CTYP ' Truss SPP3449AM11SPECIAL 2 , 1a Ra St qp T127 8 for Mid -Florida Lumber, Barlow, FL, 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Dec 15 09 1,L27 2017 Page 1 ID:3Zzgt9Rd82DXJg7e1c5oiiyRrR?-VvljgFhMMBit3CH2j17irkCe8cT7Z62havwU3m6y8mig 1-0-0 2-" 5-2-4 5-10-4 i 8-0-0 1_0_0 1-8-0 1-" 2-6-4 0-8-0 2-1-12 Scale = 1 19.2 2x4 = 5-10-4 LOADING (ps) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.16 8-9 >613 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 sc 0.99 Verl(TL) -0.39 8-9 >243 180 BCLL 0.0 Rep Stress Incr NO M 0.42 Horz(TL) -0.04 6 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix -MP Weight: 35 lb FT = 20% LUMBER- BRACING - TOP CHORD 2X4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc purlins. BOT CHORD 2x4 SP No, 1D BOT CHORD Rigid ceiling directly applied or 8-4-3 oc bracing. WEBS 2x4 SP No,3 REACTIONS. (lb/size) 6=212/Mechanical,2=662/0-3-8.7=258/MechanicaI Max Horz 2=118(LC8) Max Uplift 6=-73(LC 8), 2=-242(LC 8), 7=-67(LC 8) Max Grav 6=217(LC 13), 2=716(LC 13), 7=268(LC 13) FORCES. (lb) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1736/507, 3-4=1672/489 BOT CHORD 2-10--536/1566, 9-10=-562/1678, 8-9=-57911707 WEBS 3-10-136/579, 4-8=-17531595 NOTES- 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10 Vuft=140mph (3-second gust) Vasd=108rnph: TCDL=4.2psf BCDL=3,Opsf, h=25ft, B=45fL L=24ft, eave=4ft, Cat. 11. Exp B, End., 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) oftruss to bearing plate capable ofwithstanding 73 lb uplift at joint 6, 242 lb uplift at joint 2 and 67 lb uplift at joint 7. 8) Girder carries hip end with 5-4-0 right side setback, 1-8-0 left side setback, and 5-4-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 302 111 down and 146 lb up at 2-8-0, and 94 lb down and 46 lb up at 1-8-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-106(F=-46), 4-6=-60, 7-11 =-35(F=-1 5) Concentrated Loads (lb) Printed copies of this document are Vert: 3=-64(F) 4--204(F) not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Verity design parameters and READNOTES ON THIS AND INCLUDED A41TEK REFERENCE PAGE 41411-74173 rev, 1010312015 BEFORE USE. Design valid for use only with MiTeke) 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 .. biloncabon storage delivery, crocnor, and bracing of trusses and truss systems, see ANSVTPlI Quality Criteria, DS849 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 Cry Park Sq Hm/Cypress-A 3449FJ (Atb Truss Type Ply t T12751579L3449AIM-2 !SPECIAL if I7 Mid-Flonda Lumber, Barlow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc, Fri Dec 15 09:14.28 2017 Page I ID:3Zzgt9Rd82DXJg7elc5ojiyRrR?-_3H3SlM_yO?wpRdvsqE4HPBS(sftr21k8aDcJYy8mlf 0-0 -4 4-1-4 8-0-0 1.0-0 3-1-4 3-10-12 Scale = 1 19.2 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 3x5 = 6 2x4 = PLATE MT20 SPACING- 2-0-0 CS1. DEFL. in (too) Irdefl Lid _FV11 S GRIP Plate Grip DOL 1.25 TC 0,25 Vert(LL) -0.01 7-8 >999 240 244/190 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.04 7-8 >999 180 Rep Stress Incr YES VVB OA8 Horz(TL) 0.01 7 n/a n/a Code FBC2014rrPI2007 Matrix -MP Weight: 36 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or "-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) 5=1 15/Mechanir-al, 2=380/0-3-8, 7=202/Mechanical Max Horz 2=1 18(LC 12) Max Uplift 5=-59(LC 12). 2=-103(LC 12), 7=-31 (LC 12) Max Grav 5=1 15(LC 1), 2=380(LC 1), 7=203(LC 3) FORCES. ( lb) - Max. Conri Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5101165, 34=-457/178 BOT CHORD 2-9=2771448, 8-9=-275/457, 7-8=-275/455 WEBS 4-7=-483/292 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, VuR=140mph (3-second gust) Vasd=108mphl TCDL=4,2psf ' BCDL=3.Opsf, h=25ft ' B=45ft L-24ft eave=4ft, Cat. II; Exp 8 ' Encl., GCpi=0,18: MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 3-1-4, Extenor(2) 3-1-4 to 4- 1-4 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) This truss has been designed for a 10.0 psf bottom chord live load nonroncurrent 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 59 lb uplift at joint 5, 103 lb uplift at joint 2 and 31 lb uplift at joint 7, Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A0, WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01,7473 rev, 1010312015 BEFORE USE. Design valid for only with MiTelke connectors. This design is based only upon parameters shown, and is for an individual building component, not a nuss 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. Additional temporary and permanent bracing is always required for stability and to prevent collapse withpossible personal injury and property damage, For general guidanceregarding the fabrication, storage, delivery, erection and bracing of trussesand muss systems. see ANSIITPIl Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available hom Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, j Tampa, FL W10 oty I q Hm/Cypress-A 3449 T12751580 Job 11Truss 1 SS Type Iy Park S 1Nl jMONO TRUSS I i i Rftfer- tiorteL_7A]ok _p . . . . ...... Mid-Flonda Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTelk Industries, Inc. Fn Dec 15 09: 14:28 2017 Page I ID:37zgt9Rd82DXJg7e1c5ojiyRrR?-_3H3S1M_yO7wpRdvsqE4HPBU7sgJrahk8aDcJYyBmif 1-0-12 3-114 Scale = 1 20.2 LOADING (psi) 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 EICDL 10'0 Code FBC2014fTP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No,2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=232/0-8-0, 8=1 15/0-1-8 Max Horz 6=128(LC 12) Max Uplift 6=42(LC 12), 8=-79(LC 12) Max Grav 6=232(LC 1), 8=141(LC 17) 3X4 = 6 1,5X4 11 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TC; 0.11 Verl(LL) -0.01 5-6 >999 240 MT20 244/190 BC 0.13 Vert(TL) -0,02 5-6 >999 180 WB 0.12 Horz(TL) 0.00 8 n/a n/a Matrix -MP Weight: 29 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc puffins, 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. NOTES- 1) Wind: ASCE 7-10 ' Vuft=140mph (3-second gust) Vasd=108mph. TCDL=4.2psf, BCDL=3.Opsf, h=15ft, B=45ft: L=24ft, eave=4ft, Cat. 11 ' Exp B, Part. Encl., GCpi=0.55, MWFRS (directional) and C-C Exterior(2) -1-0-12 to 1-11-4, Interior(l) 1-11-4 to 3-6-0 zone: end vertical left exposed,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconrurrent 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) Bearing at joint(s) 8 considers parallel to grain value using ANSI(TPl 1 angle to grain formula. Building designer should verify capacity of bearing surface, 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 6 and 79 lb uplift at joint S. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING -Verity dastim joitrantfl. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE V11-7472 —.1010312015 BEFORE USE. Design valid for use only with MIT010 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 ofdesign parameters and properly incorporate this design into the overall building design. Bracingindicated is to prevent buckling ofindividual truss web andiorchord 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 0 fabrication storage, delivery, erection and bracing of trusses and truss systems see ANSVTPII Quality Criteria, DS849 and BCS1 Building Component 6904 Parke East Blvd, Safetyteary Information available from Truss Plate Instaule, 218 N. Lee Street, Suite at 2, Alexandria, VA 22314. Tampa..FL W10 Job Truss Truss Type Sq Hmicypress-A 3449 T12751581 P3449A N2 GABLE L' Mid-Flonda Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industnes. Inc. Fri Dec 15 09:14:29 2017 Page 1 ID:3Zzgt9Rd82DXJg7elc5ojiyRrR?-TFrRgNNcjJ8nRbC6QYrnJpdkreGOya2ptNEz9r.?y8mle 1-0,12 1-4 3-11-4 Scale= 1 :20,2 7 6 5 3X4 11 1 A f 1,5.4 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20,0 Plate Grip DOL 1.25 TC 0,32 TCDI- 10.0 Lumber DOL 1.25 BC 0.17 BCLI- 0.0 Rep Stress Incr YES WS 0.06 BCDL 10.0 Code FBC2014rTP12007 Matrix-R DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.00 1 n/r 120 MT20 2441190 Vert(TL) -0.00 1 n/r 120 Horz(TL) -0.00 5 n1a n/a LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No,3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=16013-11-4, 5=61/3-114, 6=144/3-11-4 Max Horz 7= 99(LC 12) Max Uplift 7=- 9(LC 8), 5=-18(LC 12), 6=-81(LC 12) Max Grav 7= 160(LC 1), 5=61(LC 1), 6=157(LC 17) FORCES, 0b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Weight: 23 lb FT = 20% Structural wood sheathing directly applied or 3-11-4 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10, Vuft=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=15ft, 8=45ft, L=24ft, eave=4ft, Cat. II; Exp B, Encl., GCpi=0,181 MWFRS (directional) and C-C Exterior(2) -1-0-12 to 2-0-0, Intenor(l) 2-0-0 to 3-9-8 zone, end vertical left exposed'C- C for members and forces & M\NFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) 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 ANSIfTPl 1. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 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 9 lb uplift at joint 7, 18 lb uplift at joint 5 and 81 lb uplift at joint 6. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING - Verify design parameters and READ NO TESON THISAND INCLUDEOVITEK REFERENCE PAGE 1011-7473 rev, 1010312015 BEFORE USE. Design valid (or use only with MiTeke 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 wet) andlor 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 N! fabrication, Storage, delivery, erection and bracing of trusses and truss systems see ANSIrTPjI Quality Criteria, DSB.89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Tmss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Tampa, F1, 36610 CC) 0 > 0 cn z Cn 03 U) r -0 m --I > 0 X fm m 0 C) N 0 0 0 A 0 Egg tzg > "a _I0CL0 - 0 -n Do, p 0, z2og 4 C: CD I,D G) 5 -cc a. 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M --3 X Mm— Om' HOP 0 wo m M r- cp I U2, M M C) Mg M:, 4t It 'LNZ, CD -0 M23@z wfinchate. m CD 0'. 0co Qarcc W n M 0 wwo w w D CO m cl: r z J'z U) LLJ 03co 0 'q X 0 0-00 m F- 3 0 -.0 L I cr uj ca w m o" 0 m 9 C) z z Z L6 w U) U) W (-4 LLI C/) x0 cr- 04 LLJ 0 11 x 2 C-4 0 0 II CL LLJ r a_ Q- IW00 CL T- CD F- j cr 0 X D T- I: U) WU) W ui LL LL C6 C14 b04 0 DLLJ IN cli CO C/) X -,I I I - "0 -Z t Z C/) Z m o z cr 0 U U- M': CL ZtU41 y CY) F Cl DCIy U) w j D r') w r C) U) D z 5 6 z w Q z 0 Z w U) U) z 0 w C) w 0 z z U) U) 0C)W j 0 0 w j - b z D i U- Qz WF- U) U) U) W X 0 w U- wW T- z CO - LU 0 jR U) 0 LLU) m w x z- j CL 0 0 Z U LU W b w - w W ; iT Z Z C-4 3: D (D 0 ZZrw 0 U) w < W U) U) X 0 0 0 -j Z LL City of Sanford Building and Fire Prevention Product Approval 1 4 7 2 Permit # Project Location Address ification Form urn SANFORC) 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 FI-8871.5 Sliding MI Windows and Doors Series 420 Alum SGD - 3 Panel FL 15332.9 Sectional Clopay Building Products 94/T40-W4 / 3rd Car Garage 152579.20FL F1 1 S 17q 12 4( Double Door) ngle r)noQ Roll Up Automatic Other 2. Windows Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2 Horizontal Slider Casement Double Hung Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FL1 5349.1 Awning Pass Through Projected Mullions MI Windows & Doors 5764 Verical Alum Mullion FL 15353,2 Wind Breaker Dual Action Other June 2014 Category/Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding James Harding Bldg Products Hardie Panel FI-1 3223.2 Soffits - Aluminum Coils, Inc Coils / Soffits 171-12194A Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles IKO Industries, LTD Asphalt Shingles l Cambridge FI-7006.1 Underlayments Warrior Roofing 15 and #30 Roofing Felt FI-2346.1 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5. Shutters Accordion Bahama Colonial Roll up Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 Florida Building Code Online Page I of') 5CIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Pacts Publications FBC Staff 8CIS Site Map Links Search dProductbLe")r Approval USER: Public User acgi n U > Application Detail FL # FL8871-R8 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbidgconsultants.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered, Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2021 Validated By Ryan J. King, P.E, Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By C01 (b) Certificate of Indepengenctp i;Lf 5±Aftd"r Y-9w ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 3998 ASTM E84 2000 ASTM G26 1995 TAS 201, 202, 203 1994 Florida Licensed Professional Engineer or Architect aL) -1f PIr/ htip:/,/'",-\N-,A,.floridabuilding.oror app dtl.asr)x?param=wGEVXQwtDqty-'IljWak2nHrp... 2/10/2018 P, 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 Summary of Products Method I Option D 10/17/2017 10/17/2017 10/19/2017 12/12/2017 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 EL88-71 R 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 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 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 F&ELI—R-8AE—(D)—Eval 33-1 L-L2ff 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 LLS 1 bI Lin 7Ljkdff 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 EL Q ,71 R8_AE Eva[ 8 .71.3. f specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For Fibei-Classic and SmoothStar sidelites, this product approval requires the use of "Y' part numbers for these sidelites, which have been stained or painted within six months of installation.) 8871.4 d. "ClassicCraft" or "ClassicCraftI 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes EaEZI RE 11 inst —/ 4 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 ELL 7_L_RSAf_Lt2l Eval 8 71 4 f 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 "Y' part numbers for these sidelites, which have been stained or painted within six months of installation.) 8871.5 e. "Filbei-Classic" or "SmoothStar"' 3' 8'0 "Impact" Opaque Fiberglass Single Door (X) i Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes El 7R _IJ, n t7 5_pff 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 L, 8871 R_t_ AE _LLI EvaLI_8FZl 5_pdf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. I http://xA,ww.floridabuilding.org/pr,/ r app dtl.aspx?param=wGEVXQxAtDqty-'iI Wak2nHrp... 2/10/210 18Z:4 P Florida Building Code Online Page 3 of 3Z 18871,6 f. "Fibel-Classic" or "SmoothStar" 13'0 x 8'0 "Impact" Opaque Fiberglass Single Door withISeriesSidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL -iPIS -Inst UZLL--[-f 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 fLSq .71 R8,_piC_(Pjfval 8871. )ff specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For Fibel-Classic 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') 8871,7 g. "Fibel-Classic" or "SmoothStar" TO x 8'0 "Impact" Opaque Fiberglass Single Door with Series sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes LL8871_EajLjUjrtst 7 7 f 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 LL_E 871_M AF b Eval 8"! Z f specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions, (For Fibel-Classic 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 8871.8 h. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) - ClassicCraft" or "ClassicCraft Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes 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 specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.9 1. "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 fl- 71 R ?_J_LLLinst_U71 Lpdf 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 Eval 8 71 o i f specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For Fibel-Classic 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.) F-7k Flo- tjl, :: ! it ne Road. !AIL4DAJ5 F En2—na., -47 jl 4 The State of Florida is an AA/EEO employer, ;2ayLsg_hj m n _ZN_7- f Fln Lrjv#g,m n hl;r i li Under Florida law, email addresses are public records. It you do not want your -e-mail address released in response to a public -records request, do not send electronic 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 Seaton 455.275(1), Florida Statutes, effective Cachet 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. It you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click DgLe_ Product Approval Accepts: M U M F— M C!edit Card safe http:ll,A,-v,,\,,,.floridabuildinL-).orglprl'Pr-app-dti.aslix?param=wGEVXQ\',-tDqt T'ijVI'ak2nHrp... THERMAITRU 0 THEP,MA TP.0 DOOPS I IS INDUSTRIAL OR., EDGERTON, OH 4351 7 SMOOTH STAR & FIBER CLASSIC FIBERGLASS SINGLE DOOR INSWING / OUTSWING GENERAL_NOTfES "IMPACT, 1. Ibis product has been evaluated and is in compliance with the 61h Edition M17) Florida Building Code JFBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2, Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wail dressing or stucco. 3. When used in the "HVHZ" 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 FBC Sections 1609.1.2 & R301.2.1.2 and does not require an impact resistant covering. This product meets missile level'T)" and Includes Wind Zone 4 as defined in ASTM E 19,96 and FBC Sections 1609.122 & R301,11,11. 5. For 2x stud framing constriction, anchoring of these units shall be the some as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of this drowing require further engineering analysis by a licensed engineer or registered architect, 7. Oulswing configurations using coastal sill item if under active doors meet water infiltration requirements for "HVHZ". 8. Inswing configurations and oulswing configurations using sift item #5 under the door do not meet the water infiltration requirements for the'MHZ" 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 # DESCRIPTION Typical —elevations, design pressures & general b&x-panel detW9(S=11h star) Door panel —delaits-ifber classic) Vertical cross sections Buck and frame - 2X buck masonry constriction Frame anchoring - I X buck masonry construction 37.75'MAX. FRAME WIDTH 36.ff MAX PANEL WIDTH Us 0 oooo `6 OVERALL, DESIGN PRESSURE (PSF) DOOR TYPE SWING FRAME POSITIVE NEGATIVEDIMENSION INSWING 37.75" x 98.00" 80.0 80.0SMOOTH OUTSWING 37.75" X 96.50" 80.0 80.0STAR INSWING 3735"x 98.00" 80.0 80.0 FIBER OUTSWING 37.75"x 96,50" F+80_01 MOCLASSIC SeeSheet 8 for design pressure krftVions. z 0 N,T.S. Dws IFS M410 RD, f47 Al EXTERIOR 47 Al A3 4b =U' ` 0 p" 1 un RMi'''` , ..' z 0 m o n 0 N Z INTERIOR Ab 42 0 ° ? m U 2 46 f maa`T 1 HORIZONTAL CROSS SECTION m " 2 47 o E q4.07 O Jil TYP.4 li w N av 13 CORNERS T Of PANES a EXTERIOR INTERIOR a a Lj D ! 42 T4P RA11 43 iOCK SiiLE __ _ > > c3t mDETAILA -A J U U 40 DOOR PANIISmoothSitx r. a N m N 70oc0oo z ovn0oa A2 w rowo _ D COtJp000 n' 0000000 -• `. 47 C N 4A 0000000 O 3 O O fy000JOOQ43 __•.I ),ISM''"' 00000000000000a o w u ti H 000000000000000 000000000000000 I00000000jOOOGOOq = yi h. Vonlw- a 00000 QQu-Q n N 0 0 0 0044 LGg9N1NGfSI11F 3 BOTTOM RAIL N C c 00000000 oa-0000jk45 2a. e6% OPEN 2 VERTICAL CROSS SECTION F:05/2z/o8 o, - 1) - 0AREAMAX. - 0voo00o 2 `N.7.S.voo0000- 000aooc 0000000a BY: DVS font. BY: LFS 3 AETAII A•A DPAWM m Parse! reinforcement FL- 8871.5 a NOTE: WOOD DOORCOMPONENTS: PINE (SG >= 0,42) scr _L or 8 Q p, I- DETAIL A -A J P201? PANEL60)-Fiber classic 00000000000000000000000000000000000000000000000000000 0 0 0 0 0 0R 000000000000000000000000000000000000000000000 0,),)0,) 000000000000000000000000000000000000000000000 00000000 , DETAIL A -A Panel reinforcement x 28.86% OPEN AREA MAX. I -' HORIZONTAL CROSS SECTION 113 1 1.19, r NOTE: WOOD DOOR COMPONENTS: FINE (SG >= 0.42) EXTERIOR z Z, co 0 Z ow o INTERIOR 2 VERTICAL CROSS SECTION 111i 11171 on z N -: Oi Cm t 5 C! 0m0- o E f: N.T.S. BY; Dws BY: LFS mNG No.: FL-8871.5 7 3 oF 8 1 2 A 7 z 4'? O r o m7 a o,n PV t0 0 Q ^ 9 Z m Z U O N OagtmO [ O J 9 INTERIOR 10 a "a m a CL e0 in 6c U u pZ q O O c e b V7 q do 3 toozo 18 EXTERIOR 40 14 G Wnz 960AN q a oE w n x04E1-114"MIN. a D EMB. jTYP.J D ? o o 5 5 3 HORIZONTAL CROSS SECTION 6 p n L q Shown w/ IX sub -buck L Y 0.15" o-15 r C'SINK CSINK u I (IYP.) (TYP.j a ' n v o e N 9 N U U 2q6 z O 10 INTERIOR INTERIOR 10 0 0 0 CWo "mooQ. a3 a- LOG N Z z Un 12 12 40 EXTERIOR EXTERIOR 40 14 rWO, 05122108 L C 11 60 b0 C 16 9 1-1/4" MIN. ' EMB. (TYP.) E m 1-114" MIN. 3 i HORIZONTAL CROSS SECTION 2 HORIZONTAL CROSS SECTION £M8, ji lP.j Ou1sw ng shown - inswing 4 Outswing shown - inswing0 aisoapprovedalsoapprovedosrrcsr 4 or 8 ro 0 EXTERIOR INTERIOR VERTICAL CROSS SECTION wshown - inswing alsoCPpovedEXTERIOR INTERIOR r4-' VERTICAL CROSS SECTION on see generalnotes, sheet l for "HVHr water infiltration requirements EXTERIOR, INTERIOR VERTICAL CROSS SECTION — Shown w/ I Xsub -buck EXTERIOR INTERIOR 5 VERTICAL CROSS SECTION Inswing configuration see genera! notes, sheet f for " HVHZ"wafer infiltration requirements A, EO Z' z INTERIOR EXTE&t' Z 00. 0 1,11 lit z 0. 04 0 E 40() 0' 407 10 60 13 3 VERTICAL CROSS SECTION ou seer.9for" HVI-irwate, mrotration requirements INTERIOR EXTERIOR t' 6-'VERTICAL CROSS SECTION K: 1 7—ls—wingconfK ation egeneialnotes, sheet I for ' Hvtir water ingtration requkemenis I, M.S. By DWS LFS FL- 8871.5 T 5 or 8 a O V n rrir 1 P ' o n m z TYP. HEAD & 1 @ a s aotZm MASONRY - JAMBS TYP. HEAD & ^ a» o o z aMASONRYmaa OPENING I OPENING JAMBS Y LL a 1 - ] 9ZIIOVGui Q a r FRAME x4nNO ti z 2X BUCK 2X BUCKS zo V) zU m :a r" 3 YV) w O a a xx 3ram BUCKANCHORING HINGE JAMB FRAME ANCHORING STRIKE JAMB m m Masonry 2X buck construction rv 0 0 N m N O % O4 O 410w0CONCRETE ANCHORNOTES: w2 1. Concrete anchor locations at the comers may be adjusted to maintain the min. o o o edge distance to mortar joints. w A nA 2. Concrete anchor locations noted as "MAX. ON C£NTfR" must beadjusted to v a m a A a c maintain the min. edge distance to mortar joints, additional concrete anchors a z may be required to ensure the 'MAX. ON CENTER" dimension are not exceeded. 2 T ^ ° n N v 3. Concrete anchor table: 2 r o o o y j" L - i 12 V N - O U i i 4on E 05/22108 sc" u' N.T.S. rnrU. sr: OwS arK, er; LFS WOOD SCREW INSTALLATION NOTES: HINGE DETAIL LATCH d DEADBOLT DETAIL a 1, Maintain a minimum 518" edge distance, i"end distance, & 1"o,c. spacing of FL-8871.5 c wood screws to prevent the splitting of wood. N SHEa 6OF 9 ANCHOR ANCHOR MIN, MIN. CLEARANCE MIN.. CLEARANCE TYPE SIZE EMBEDMENT 70 MASONRY TO ADJACENT EDGE ANCHOR ITW TIA" 1-7/4" 2" 4" 7APCflNELcfl T/4" 1•T/4" 1" d" ULTRACON A, V6. 1-1 in114,D o so z 0- Y .. TYP. HEAD n z am 60 JAMBS n z 0 x MASONRY J F' z0, b, ff 0, 5 0 OC, OPENING 0 T FRAME IQ cc) Rio M IX BUCK O LATCH & DEAD6017 DETAIL ti V) z a V) HINGE JAMS STRIKE JAMB, CONCRETE ANCHOR NOTES: FRAME ANCHORING IX1. Concrete anchor loc sot the comers maybe adjusted to maintain the min, Masonry buck construction 12 0 edge distance to morfarjoints. 2. Concrete anchor locations noted as "MAX. ONCENTER" must be adjusted to a. o maintain the min. edge distance 10 mortar joints. adclitiOnO; concrete anchors lzmayberequiredtoensurethe "MAX. ON CENTER" dimension are not exceeded. 1 Concrete anchor table: n12 ANCHOR ANCHOR MIN. MIN. CLEARANCE MIN. CLEARANCE 12 TYPE SIZE EMBEDMENT TO MASONRY TOADJACENT z u ccEDGEANCHOR ITW TAFCONO 1/4- 1-1/4- 2" 4" HINGE DETAIL scats:N.T.S. a MG. BY: DWSITW 3/16- 1-114" 3" 1-11T CW. BY, LFSTAPCON* WOOL) SCREW INSTALL ATK N NOTES, MW;;6 no 1. Maintain a minimum 5/8"edge distance. I" anddistance, I" o.c. spacing of FL-8871.5 'a0woodscrewstopreventthesplittingofwood. BILL OF MATERIALS ITEM DESCRIPTION MATERIAL 3 X BUCK SG >= 0,55 WOOD B N BUCK SG >= 0,55 WOOD C- MAX,114- SHIM SPACE—— WOOD 6-- 14" PFH ELCO OR ITW CONCRETE SCREW STEEL E MASONRY - 3,0D0 PSI MIN. CONCRETE CONFORMING TO ACI CONCRETE 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 G 3_/16"X 3-1/4f"PFH ITW CONCRETE SCREW STEEL ----,- I /,V'X 3-3/4" PFH ITW CONCRETE SC REW STEEL 10 X 2-1/7'PFH WOODSCREW_tl LTEEL_ I INSWING ADJUSTABLE THRESHOLD (15300A7) — ALUM./WOOD 2 ZWRINSWING (IS300HP5) ALUM./COMP. 3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD (ISP30M) ALUM./COMP, I OUTSWJNG COASTAL THRESHOLD ALUM.IWOOD OUTSWING STANDARD THRESHOLD 6 INSWING THRESHOLD ALUM./COMP. T- DOOR BOTTOM SWE P VINYL 8- AMB (PINE) SG >= OA2 EALUM,/ WOOD WOOD 9 JAMB (OAK) SG >= 0.42 WOOD WO WEATHERSTRIP FOAM 11 HINGE ELSTEELSTEEL1210X3/4" STEEL 13 9 X 3" PFH WOOD SCREW--- STEEL 14 LATCH STRIKE PLATE STEEL 15 SECURITY STRIKE PLATE STEEL 16-- W8 X 2-1/2"PFH SCREW LTTL-- 17 i-ffjZPFWSCRE%q--- STEEL T8 KWIKSET SERIES PASSAGE LOCK STEEL 19 KWIKSET SERIES DEADLOjj 6NLL STEEL 46 SMOOTH STAR DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 41- 600—R S0a-0—.07TTHJC(SMOOlH STAR) Fy PSI MIN. FIBERGLASS 42 TOP RA ------ Comp. j 43 LOCK STILE (SMOOTH STAR) WOODILVL 44 - HINGE STILE WOOD 45 jSMOO-P1S1A1? BOTTOM RAIL (SMOOTH STAR)_CCIMP, PANEL REINFORCEMENT 0.023- THK. STAR) STEEL AT- SMOOTH FOAM CORE POLYURETHANE 60 FIBER CLASSIC D00k--§EE DOOR PANEL DETAIL SHEET FOR DETAILS 61 DOOR SKIN 0.137"TI-K. (FIBERCLA SSIC)FY=6,000PSI MIN. FIBERGLASS 62 RAIL (FIBER CLASSIC) ------- COMP. 63 CP LOCK STILE (FIBER CLASSIC) W(:)OD/LVL--- 64 HINGESTILE jFIBERqL ASSIC) WOODb5— AIL FIBER CLASSIC CAMP - PANEL —REINFORCEMENT 0.023: THK. STEEL 67 FOAM CORE POLYURETHANE a aHl. ADISIDE 1 9JambJ5.7T THRESHOLD inswing odj- uslabLe 5.87" r THRESHOLD Inswing sell- acqusi kRESHOtQ- Oulswing sionclod THRESHOLD 4. 57" 7 r__ r.' THRESHOLD OuIsMng coastal THRESHOLD inrMng MAX. DESIGN - PRESSURE = +I- cl- c;;; 6 on z0x Z 7 c T 00 c6 z jN. T. S. r:_DWS_ LfS FL- 8871. 5 Florida Building Code Online Page I of ' ) 1 ra=' C" =1 5 BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats is Fact$ Publications FBC Staff BCIS Site Map Links Search dbqt, Product Approval USER; Public User Pr r A is, iOP. r h > 6k12ij ir 0 t > Application Detail FL # FL15332-R4 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered, Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method fLL5 2R4 QL FLQ2LDdf 514ndArA AAMA/WDMA/CSA 101/I.S,2/A440 Method I Option D Y-qm 2008 hap:llwww.floridabuilding.org/pr/pr_app_dtl. aspx?pararn=wG EVXQxAtDqtH 85 72qvdWI d... 3/12/2018 Florida Building Code Online Page /2 of 3 Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products 08/11/2017 08/13/2017 08/15/2017 10/10/2017 FL # Model, Number or Name Description 15332.1 j SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NOW REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No ELI 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 FtI5 12_E 4 AE 1510807D pof 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 F!LU37 R4jj_Qa:2Q4()3L_p 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 Et_15Z3 1 11,D. f 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 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 EL15]3_- _R4AE 11 K_pjf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No EL1511:L _R411 _U&49Q_p_gf 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 EL15 PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No ff 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 PRESSURE RATINGS Created by Independent Third Party: Yes JALUMINUM15332.6 SERIES 420 REINFORCEDS20 SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGDU 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No 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 EUUJZ 4A PRESSURE RATINGS Created by Independent Third Party: Yes I5332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD Limits of Use Installation Instructions Approved for use in HVHZ: No R4 11 08-005Q]E_U_df 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:/,Ixk,xArxA,.floridabuilding.org/pr,/pr_ap p dtlaspx?parani=wGEVXQNN,-tDqtH8572qN,dW'ld... 3/12/2018 Florida Building Code OnlineZLI Page ' ) of 3 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS T,1_153`214 AE 510808D_pdf Created by Independent Third Party: Yes 15332.8 1 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 ELj_53a_L4, i _F Qaza_=_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 EL15_aj 2 R4 AE 5,D df PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCEDiALUMINUMSGD SERIES 430/440 REINFORCED ALUMINUM SGD XXX 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No 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 L' R4 Ar 1 f PRESSURE RATINGS Created by Independent Third Party: Yes Rl_-7c KE C2DjA= :: 2601 Bla,E S n I h q ph2ft 7 ,24 The State of Florida is an AA/EEO employer, m : ; Ac . . h Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional 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 Ltrg_ Product Appro al Accepts: U im E M @95MIM ENIUM ht.tp:lllww,w.floridabuilding.org/pr/pr_app_dtl.aspx?parain=wGEVXQ,A,tDqtH8572qvdWId... 31112/2018 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 E1300-04/09 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. B. 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 1S 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 1" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL, LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13, ALL FASTENERS TO BE CORROSION RESISTANT, 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063—T5 .048" THICK MINIMUM TABLE OF CONTENTS SHEET NO, DESCRIPTION 1 NOTES 2 ELEVATION 3 — 9 INSTALLATION DETAILS REvr.*NS DESCRPMN DATE APPROVED ADDED CHARTS 03/05/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION DETAILS 08/05/15 R.L. REVISED INSTALLATION DETAILS 06/22/17 R.L. SIGNED: 0612212017 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET 0v11nu111// V tj R. Lp iji GRATZ, PA 17030•yX6EN c'9d''% SERIES 0 XIX D 96" R143" x 96REINFORCED NOTES 1 , TAT OF s' F 'cOR10+ti DWGNo. 08 1 flN 1k11G ti L01S R. L01T1Q3 P.E. FL Nfl.; 62514 s000E503 I srxEDATENTS02/23/09 1 OF 9 L. ROSERTOLOA.MAST'.E. 1432W( V0OFORO RD 1EMSVILL£, AK, 2702,1 434- 6M W9 rttornasC lNomasc e tnm 6" MAX - 6" MAX L 17" MAX O.C. 96" T- MAX FRAME HEIGHT s" MAX 143" MAX FRAME WIDTH, n^•I,A„ SERIES 43011440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACTRATING t40.OPSF NONE SEE CHARTS # 1 AND #2 FOR OTHER UNITS RATINGS NOTES; 1. MAXIMUM PANEL SIZE: 49 1/2'x 95' 2. MAXIMUM D. L.O.: 44 3/4' x 90 5/8" 6" MAX HARDWARE SCHEDULE 1) FLAT MOUNTED HANOLE SET 199-04-145) AT 37 314" ON CENTER FROM PANEL BOTTOM 1) METALLIC TANDEM ROLLERS 199-17-195) AT EACH END OF PANEL BOTTOM RAILS 1LUMNUM 6063-T6 REINFORCEMENT (663) AT ALL PANEL INTERLOCKS LUMINUM 6063-T5 REINFORCEMENT (42.37) INTERLOCK ADAPTOR AT INTERIOR FACE OF OPERABLE PANEL INTERLOCK CHART4'1 WHERE WATER INFIX TRA770N RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 RDAS)DNS REV DESCRIPTION A ADDED CHARTS 8 REVISED PER NEW TESTING C ADDED FLANGE INSTALLATIONS D REVISED INSTALLATION DETAILS E I REVISED INSTALLATION DETAILS Design pressure char! (pslj Rarre Sogie Pane! and Totalframe V>,1dfh m) 1ghi 30.0 36.0 42,0 47.7 9000 108,00 128.00 143.00 to)Pos Nag Pas Nag Pos Neg Pot Neg 84.0 40,0 600 40,0 57.9 40.0 52.0 40.0 48.0 88.0 40.0 60.0 1 40.0 54.6 40.0 48.9 400 45.0 92.0 40.0 59.6 400 51.7 40.0 46.1 40.0 42.3 9&0 400 5Sr, 40.0 49.0 40.0 43.7 1 40,0 1 40.0 CHART #2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (pstj Frame Single Paneland Total Frame V"h (in) hl 30.0 36.0 42.0 47.7 90,00 108.00 126.00 143.00in) Pos Nfg Pos Neg Pos Meg 84.0 60.0 600 52.0 52.0 48.0 48.0 88.0 60.0 60.0 149,049,0 48.9 48.9 45.0 45.0 92,0 59A 59.6 46.1 46A 42.3 42,3 96.0 56S 56.6 43,7 43.7 40.0 40A CHART 43 Number of anchor locations required Frame Panel and Total Rane',A"h (1n) hl S 9Ie 30.0 1 36,0 41,0 47.7 90,0 108.0 126.0 143.0ice) H&S I Jamb H&S Jamb H&S Jamb H&S Jamb 84,0 6" 67 6 8 6 9 6 88.0 7 6 8 6 9 6 92.0 7 6 8 6 9 6 96.0 7 fi 8 6 9 6 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 430/440 XIX SGD 143" x 96" REINFORCED ELEVATIONS DRAWN: DWG NO. F.A. 08-00503 SCALE NTS DAZE 02/23/09 -2 OF 9 L ROBERTO LOMAS P. E. 1432 M)ODFORD RD LEWISVILLE, NC 2,023 434-b8$-064-9 11Ama3(7slomasPel.COm DATE APPROVED 03/06/12 R.L. 10/15/13 RL. 12/06/13 R.L. 08/05/15 R.L. 06/22/17 R.L. SIGNED: 06,12212017 1vt 1 ltlo o 6 51 *= Ir T,,ATTkkE U w REV ''+''otOR1'*•t', E Luis R. Lomas P.E. FL No.: 62514 1/2- MIN. EDGE DISTANCE 1 3/8" MIN. WOOD FRAMING EM9EOMEN7 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 11 11 11 11 INTERIOR 1— 1-11.11c VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION P40TES I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND "NT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITHASTA,4 E2112 1 3/8- MIN EMBEDMENT I — 1/2" MIN. EDGE DISTANCE 11110 WOOD SCREW BE SET IN F APPROVED MIN. MENT WOOD FRAMING OR 2X BUCK BY OTHERS yyy 1/4- MAX. SHIM SPACE REVISIONS REV DESCA#YtION ME APPROVED A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R.L. E REVISED INSTALLATION DETAILS 06/22/17 R.L. JAMB INSTALLATION DETAIL WOOL) FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 430/440 XIX SGD 143" . 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN; 7 NO. F.A. 08-00503 SCALE NTS 1- 02/23/09 IS-3 OF 9 L ROBERTO LOMAS F E. 04.32 WOODFORD RD LEWISVILLE, PIC 27023 SIGNED: 0612212017 9 L RID Luis R. Lomas P.E. FL No,: 62514 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 112- MIN. lEDGEDISTANCE 1/2- MIN, EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES 1 INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY, 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH AS TM E2112 REMJMS REV DESCRVI)CIN DATE APPROWD A ADDED CHARTS 03/06/12 R.L. 1/4- MAX 8 REVISED PER NEW TESTING 10/15/13 R.L. SHIM SPACE C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R.L. 1/4- MAX E REVISED INSTALLATION DETAILS 06/22/17 R.L. SHIM SPACE 112- MIN. AS OR EDGE DISTANCE INTERIOR RILLING Fill R SELF DRILLING CREWSS ' jLTOBESETIN 3ED OF APPROVED kLANT METAL STRUCTURE BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN. DWG ND. F,A 08-00503 SC'LE NTS I —' 02/23/09 1-4 OF 9 L. ROBERTO LOMAS P.E. 102 V"DrORD RV LEWISVILLE. HC 27023 SIGNED: 0612212017 61 TTANTE OF erg,:z AZORIIV Luis R. Lomas P,E. EI FL No.: 62514 CONCRETE/ MASONRY BY OTHERS OPTIONAL 1X SUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET I 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS 1 1/2- MIN 1" MIN. SEPARATION EDGE DISTANCE 1 1/4' MIN. EMBEDMENT 1/4" MAX, SHIM SPACE 3/16- TAPCON EXTERIOR INTERIOR 1 1/4" MIN, 1/4" MAX. EMBEDMENT SHIM SPACE MIN. EDGE DISTANCED j INTERIOR 3" MIN. SEPARATION 3/16- TAPCON SILL TO BE SET IN EXTERIOR A BED OF APPROVED T CONCRETE/MASONRY BY OTHERS 1 1/4' MIN. EMBEDMENT 4 2 7/8- MIN. 1" MIN. SEPARATION EDGE DISTANCE VERTICAL CROSS SECTION CONCRFTEIMASONRY)NSTALLATION REVISIONS REV DATE APPROVED A ADDED CKARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R.L. E REVISED INSTALLATION DETAILS D6/22/17 R.L. W-1 R11 JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETE/MASONRY INSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: 1, INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY, 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 0612212017 MI WINDOWS ANDKETDOOSTREETRS LLC R650WESTMAR to4f GRATZ, PA 17030 SERIES 430/440 XIX SGID 143" x 96" REINFORCED FRAME INSTALLATION DETAILS,. S7AT OF ";"Z: DRAWN: REV F.A. I 08-00503 E AiIs—5 OF 9 TNTS -TE 02/23/09 l, 111i0L. ROBERTO LOMAS PE 1432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E. 434- 688 0609 FL No.: 62514 OD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW EXTERIOR 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS Ir 112" MIN, REY REVMro DESCRMnON DATE APPROW EDGE DISTANCE ADDED CHARTS 03/06/12 R.L. 8 A REVISED PER NEW TESTNG 10/15/13 R.L. MIN C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. ENTEMBEDMD 0 RMED INSTALLATION DETAILS 08/05/15 R.L. 11/4- 1 318" MIN. EMBEDMENT 4- MAX. SHIM SPACE E REVISED INSTALLATION DETAILS 06/22/17 R.L. MAX. SHIM SPACE 1 1/2" MIN. INTERIOR EDGE DISTANCE INTERIOR 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2 FERIME TER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 10 WOOD SCREW SILL TO BE SET IN A BED OF APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 1 318" MIN. EMBEDMENT L- I r EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN. 7 NO. — 00503F,A , 08 sCaE NTS 1— 02/23/09 1-6 OF 9 I ROPERTOLOMASPE 1432 W000FOR0 RO LEWPWILLE, NC 27023 4,14 588 0609 SIGNED: 0612212017 0R0\111111/f/ Lo/ y\GEkSgtP TATE OF 0. Luis R. Lomos P.E. FL No.: 62514 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 1/2" MIN. EDGE DISTANCE r 11 1/4" MAX. SHIM SPACE OR 1/2" LUNG MIN. EDGE DISTANCE EXTERIOR +Tv f l—T rn #10 SMS OR SELF DRILLING SCREWS L TO BE SET IN BED OF PROVED SEALANT METAL STRUCTURE BY OTHERS 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES' I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY, 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 /4" MAX. F SHIM SPACE INTERIOR REIAS*NS REV DESCRIPTION DALE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L, C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R.L. E REVISED INSTALLATION DETAILS 06/22/17 R.L. EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DWG N0, F.A. 08-00503 SCALE NTS — 02/23/09 —7 OF 9 L. RORFRTO LOMAS P.E. 1432 WOODFORD RDLEWISVILLE NC 27023 434-6MV609 riA—asglflo aspe-crn SIGNED: 0612212017 Ri 1 IL1O rho STAT OF rr 1OR1?t: E Luis R. Lomas P.E. FL No.: 62514 1 1/2" MIN, 1' MIN. CONCRETE/ S£PARATION_— — — — EDGE DISTANCE MASONRY BY OTHERS i 4 e • 7 1/4" MIN. 1 1/4' MIN. 1/4" MAX. a a. EMBEDMENT EMBEDMENT I SHIM SPACE OPTIONAL 1' MIN.. IX EDGE DISTANCE INTERIORTSUCE PROPERLY SECURED SEE NOTE 3 1/4" MAX. SHIM SPACE SHEET 1 3/16' TAPCON 3" MIN. SEPARATION EXTERIOR INTERIOR IDF 3/16" TAPCON 3/16" TAPCON Q SILL TO BE SET IN A BED OF APPROVED EXTERIOR 1 SEALANT MASONRY/ CONCRETE BY OTHERS JLYAKAI IU7N VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION CONCRETE/MASONRY BY OTHERS MIN RENT NIN. cuuc uISTANCE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 REMSONS ' DESCRP110N DATE — APPRoVED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION DETAILS 08/05/15 R.L. REVISED INSTALLATION DETAILS 06/22/17 R.l. J 4--l! LTa JAMB INSTALLATION DETAIL CONCRETEIMASONRY INSTALLATION NOTES: 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY, 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED 1N ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 430/440 XIX SGD 143" z 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: tAvc No. 08-00503 scALE NTS DATE 02/23/09 8 OF 9 L. ROPER TO LOMAS PE. 1432 WOODFORO RD LEMSVILLE, NC 27D23 9s-6A8-(76©s rnomasL I masP°.com SIGNED: 0612212017 Rt11t11 i ii ilr 0 6 o FTAT rim E DNA Vgvv\' 111111110 Luis R. Lomas P.E. FL No.: 62514 1 5/8" MIN. EDGE DIST. a TRIM ° 1 1/4" MIN, INTERIOR - EMBEDMENT CREMASONRY/CONTE 1 BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP " 1X BUCK TO BE PROPERLY SECURED a 3/16" TAPCON EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRYICONCRETE METAL STRUCTURE BY OTHERS TRIM - INTERIOR HOOK STRIP REIISTOMS 0£ SCRWTIDN DATE APPRMD ADDED CHARTS 3/06/12 R.L. REVISED PER NEW TESTING 0/15/13 12/ 06/13 R. L., ADDED FLANGE INSTALLATIONS R.L. REVISED INSTALLATION DETAILS 8/05/15 R.L. REVISED INSTALLATION DETAILS 06/22/17 R.L. 1/ 2" MIN. EDGE DISTANCE 10 SELF DRILLING SCREW 1/ 2" MIN. PANEL EDGE DISTANCE EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE INTERIOR TRIM i 3/8" MIN - EMBEDMENT I HOOK STRIP L W000 SCR SCREWEXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCIUWOOD FRAMING NOTES: 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 430/440 XIX SGD 143" x 96" REINFORCED HOOK INSTALLATION DETAILS DRAWR: Dwc No. rF. A, 08-00503 SGiE NTS °ATE 02/23/09 SHEET9 OF 9 L RORERTO COMAS PE 1432 WOODFORD RO LEWISWU E, NC 27023434- 688-0609 > mas(m`btomaspecom SIGNED: 0612212017 1 l111l i0 Y 2 7 ATFEOF E / ` SI NAif 1I\x Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page I of 6 IMM 5,7 SCIS Home Log In User Registration Hot Topics i Submit Surcharge Stats & facts Publications FBC Staff 3C11S Site Map Links Search 3 Product Approval4dbr, r USER: Public User Product Ava! Menu > i r. h > > Application Detail 47 11L FL # FLIS279-R5 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Subcategory reapply 11/28/17 Clopay Building Products Company 8585 Duke Blvd. Mason, OH 45040 513) 770-6062 mwesterfield@clopay. com Scott Hamilton shamilton@ciopay. com Exterior Doors Sectional Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency Intertek Testing Services NA, Inc. Validated By Gary Pfuehler Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) 51ARdArd 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 ELI EL1U7 ' 9 - F - DAcMA 1 1 c R -, u (v 2 , 1 7 0 9 Product Approval Method Method I Option A Dale Submitted 08/10/2017 Date Validated ii/29/2017 https://", N1\N-W. floridabuilding. org;`pr/pr—app_dtl. aspx?param=wGEVXQwtDqv3 ) v,VVKJZ 1Q... 2/1/2018 Florida Buildino Code Online Page 2 of 6 Date Pending FBC Approval Date Approved 12/05/2017 Summary of Products Go to Page I 0 0 Page I / 8 0 '* FL # Model, Number or Name Description 15279.1 001 W3-09 DSIE-IA171: 2050, 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; 2051, 2053, 4050, 4051, 4053, 62, 64, 65, 62G, 62LG, 64G, SDP38, interior skin 29 ga. min.) Single -Car (up to 9'0" wide) WINDCODE(& W3 Garage Door SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No F'6!5279 R5 C CA Approved for use outside HVHZ: Yes 2LaSLe.!Z11 10 -ro d f Impact Resistant: N/A F 5 7 -E Jog, interlek,pAf 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 R5 11 1QIr'55-ReyLZ.P&f 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: i 15279.2 002 W3-09 DSTE-IA471: GDISP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated GRISP, GDILP, GRILP, ARISP, ARILP, EDISP, EDILP, 4132, 2132, EPS (exterior skin 27 ga. min.; interior skin 27 ga, min.) Single -Car (up to 9'0" wide) WINDCODE(& W3 Garage Door 6132, SFC38, MFC38 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No nf Approved for use outside HVHZ: Yes of M_5pectian.odf Impact Resistant: N/A U .5 ng. p fF5 __tL jUtf.qeX_ Al 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 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 1609.1A FBC). Evaluation Reports Created by Independent Third Party: 15279.3 i 003 W3-09 OSIU-1A171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL13, 7130, 7131, 7133, 8130, WINDCODE@ W3 Garage Door 8131, 8133 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No pmgf 2LL.a.0 npdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A 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 72 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: 15279,4 004 W3-16 DSIE-IA171: 2050, 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; 2051, 2053,4050,4051,4053,62, 05 interior skin 29 ga, min,) Double -Car (9'2" to 16'0" wide) 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, WINDCODE(D W3 Garage Door 16130,6131,6133 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No prof Approved for use outside HVHZ: Yes of ins `ion. df Impact Resistant: N/A F ing, 'Inte eW5ZZ_9,_E5._;_(;AC YK3,,_,W5h- -.1-1--q, _K pjf Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date Other; The OPTIONAL glazing available for this product 05/2:/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for EW5 'R 1; 1 11 2wvl 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: 115279.5 https:,,',,',,Nrw-w.floridabuildina.org/pr/pr_app_dtl.aspx?param=wGEVXQwlDqv3yVVKJZI Q... 2A /20 18 Florida Building Code Online Page 3 of 6Z: 005 W3-16 DSIE-3.A471: GDISP, GR1SP, GDILP, GR1LP, ARISP, ARILP, ED1SP, ED1LP, 4132, 2132, 6132, SFC38, MFC38 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 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). Gal lery/Artistry/Expressions: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min,; interior skin 27 ga. min.) Double -Car (9'2" up to 16'0" wide) WINDCODE(& W3 Garage Door Certification Agency Certificate Fl l F2Z9 R5 C CAC Lgtter with proof of contraCf an(l 2r2of of insgection. df FL1527a R5 C CAC Wliginn lnfgr- Quality Assurance Contract Expiration Date 05/ 21/2028 Installation Instructions FL15279 P5 11 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) WINDCODE( E) W3 Garage Door Certification Agency Certificate FUL of ins 2=Lign ;Lqf FL15279 R5 C CAC W- Llstin4 lnl--tele -If Quality Assurance Contract Expiration Date 05/ 21/2028 Installation Instructions FL15279 R5 11 104168-Rev01.od Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279. 7 007 W3-16 PAN-217153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (97' to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, 42B, WINDCODE(D W3 Garage Door 48B, 55S, 4RST, 6RST, 4RSF, 6RSF Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279. 8 008 W4-09 DSIE-1F171: 4300, 4301, 4310, 4400, 4401, HOG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, S17200, 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). Certification Agency Certificate F 5279 R5 C CAC Letter with Droof of contract tandproof of insp tipn plf FLI5279 R5 C CAC W3 Listing InStr-qk.p_dfQuality Assurance Contract Expiration Date 05/ 21/2028 Installation Instructions FL15279 R5 11 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.) Single -Car (up to 9'0" wide) WINDCODEO W4 Garage Door Certification Agency Certificate Fjj_ 5a7q C EL ! _IA(;. r (Zqatraj;t..arjd rcLof Qf insS eLtion pdf FL15279 R5 C CAC W4 Listino Intertek.od Quality Assurance Contract Expiration Date 05/ 21/2028 Installation Instructions FLI5279 R5 11 101652-B-Revil. df Verified By: Intertek Testing Services NA, Inc, Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279. 9 009 W4-09 DSIE-117471; GD2SP, Gal lery/Artistry/Expressions: 2" Double -skin Insulated EPS GR2SP, GD2LP, GR2LP, AR2SP, (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single- AR2LP, ED2SP, ED2LP, 4302, Car (up to 9'0" wide) WINDCODE(& W4 Garage Door HDGC, 6202, SFC68, MFC68 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No with o.roof of co Lr acland_pLQ Qf Approved for use outside HVHZ: Yes of is2gction_pjf Impact Resistant: No FL15279 P5 C gAC_W4 Listing intertelk.ndf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions FL15279 RS I! 103969 2:atv 02.odf https://, A,rw,A,.floridabuilding.org/pr/'p r_ap pdtl.aspx?parani=wGEVXQ-vx,,tDqv)vVVKJZIQ... 2/1/12018 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 ReportsICreatedbyIndependent 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, WINDCODE(& W4 Garage Door 18201,8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other, The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.11 011 W4_09 DSILJO-1K479: CanyonIRidge/Brookstone Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FLI 5279 R5 C CAC Letter with proof of contract and oroof pf ins2ection.pdf A". jIng_jnte L k_ pne-K Af Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions F1_15279 P5 11 I1041n3-EftvQ1.2 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 FL15272 PS C CAC Letter with progf of nU act and prgo of ins ion. df EL1aJ72_E S CAC W4, Lis -Lino Int rtek df Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions PLIS279 R5 II 104456-Pev01.gdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.12 012 W4-09 PAN-21`151: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide) 75, 190, 84A, 94, 76, 42, 48, 55, WINDCODECP) W4 Garage Door 426, 48B, 55S, 4RST, 6RST, 4RSF, 6RSF, 2RST, G05S, GD5SV, GR5S, GRSSV, ARSS, 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, G4L, GL4, GD4S, GD4L, GR4S, GR4L, G4SV, GS4V, G4LV, GL4V, GD4SV, GD4LV, GR4SV, GR4LV, E4S, E4L, ED4S, ED4L, E4SV, E4LV, ED4SV, ED4LV, SS4, SL4, AR4S, AR4L, SS4V, SL4V, AR4SV, AR41_V Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25 PSF/-32 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions, Certification Agency Certificate FLiS27 RS C AC Letter with row tract and proof of inspectsJ. P_ FL15272_E5 C f _LA: W4 Listing InterteL,12L Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions L15279 R5 II 30 159- -Pev!6. df 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 P,5 C CAC Letter with proof of contract , and proof 9L=t iLon.gdf EU I te te Pi-f Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions F; 15272 R5 11 10 486-6,FQvM.paf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.14 014 W4-09 SPO-2F449: Grand Steel Pan (min. 24 ga.) with Overlay Single -Car (up to Harbor, Stone Manor 19'0"wide) WINDCODEn W4 Garage Door I https://Nkww.floridabuilding.org,l r/pr_app dtl.aspx?parain=wGEVXQ-,,rtDqv')vVVKJZIQ... 2/1/2018p Florida Building Code Online gaffe 5 of 6Z 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, Certification Agency Certificate F!115279 P5 1_'AC r wi h mrif of contract of ins cti^n.n f FLIS279 R_-- C CAC W4 Ushria Intettek.Dd Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions fff Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Patty: 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 160" wide) WINDCODE(& W4 Garage Door Certification Agency Certificate gf L.as2esli_gn Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL1527Q R 11 '1 i14R Mf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279,16 016 W4-16 DSIE- I F471 : GD2SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS GR2SP, GD2LP, GP,2LP, AR2SP, (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double- AP,2LP, ED2SP, ED2LP, 4302, Car (9'2" up to 16'0" wide) WINDCODE(D W4 Garage Door 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 DSlEO-1F479: Coachman/Settlers/Affinity Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-25 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279. 18 1018 W4-16 DSIU-11`171: 9200, 9201, 9203, HDP20, HDPF20, HDPL20, 7200, 7201, 7203, 8200, 18201,8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25.5 PSF/-25.5 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1,4 FBC). Certification Agency Certificate of ac! __qq- _mLpmsf FL15279 R5 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double Skin Insulated EPS (exterior skin 27 ga, min.; interior skin 27ga. min.) with Overlay Double -Car (up to 16'0" wide) WINDCODES W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Let r w! h roof of rnnn-act and Qf in5_2eS1cLn__;Lqf Quality Assurance Contract Expiration Date 05/ 21/2028 Installation Instructions FL15279 RS II 10304ERev07.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double - skin Insulated PUP, (exterior skin 27 ga, min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODES W4 Garage Door Certification Agency Certificate FL', S;79 R-- C r" C_ t r wi h roof pf contract -4, F! 15279 R5 - A W4 Quality Assurance Contract Expiration Date 05/ 21/2028 Installation Instructions Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: https: HNA,-vv\v,.floridabuilding.org/pripr p dtl.aspxlparam=wGEVXQA-tDqv')vVVKJZIQ... 2/1 /20 18 ap _ I Florida Building Code Online Page 6 of 6 15279.19 019 W4_16 DSIUO-IK479: CanyonIRidge/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 resistantrequirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Double Skin Insulated PUP, (exterior skin 27 ga, min.; interior skin 27ga. min.) with Overlay Double -Car (97' to 16'0" wide) WINDCODE(E) W4 Garage Door Certification Agency Certificate E,_152ZE__RS C _C_A" Lei r with roof cf contract and p ogf ainn t-1111 rlf CCA \ N istinc In`er-ek of Quality Assurance Contract Expiration Date 05/ 21/2028 Installation Instructions fL, 5279 RS 111 -4-157-RevO'Lf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279. 20 020 W4-16 PAN-2FI53: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) 75, 190, 84A, 94, 42, 4 5 WIND Col DE& W4 Garage Door 4RST, 6RST, 4RSF, 6RS'F' '6'S' GD5SV, GRSS, GR5SV, AR5S, AR5SV, ED5S, EDSSV 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 Certification Agency Certificate QL, itoon. f FL15279 R5 C C.A(: W4_rit r' k. df Quality Assurance Contract Expiration Date 05/ 21/2028 Installation Instructions Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: EE F.7711 10 ild Pagel/8 Laao_= :: n RT R 1'1 The State of Florida is an AA/EEO employer. a rt h " -7- -1 F-- :: 2:Vmi=n :: 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 it they nave one. The email$ provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine if you are a licensee under Chapter 455, F.S., please click Product Approval Accepts: M 9D RF M Credli! Card Safe https:, Ilwww.floridabuildincr.or,(,,,I,'pr,i,'pr_app_dtl.aspx9paran-i=wGEVXQw-tDqv3vVVKJZIQ... 2/ 1 /210 18 a PA #1 D®DSS ffiDR3 mw Kim" a 17 U- WT D" VITTH 24 (;A WSJ m GA M 9A 1M 4X'tf SECT01 b YE' 7b 'Yf0' 33, TU laaa, faa 7'3' 11] iX D e D '76 9RSE 6RST iRSF 9 7Cd 1 A 9 12V T7f f 4E, ta! a], 345 W9' T9 12'Y J U S 149--1. lY6' TD f1'9' DA"T PANEL N3HEL 4/ M ELUSN H'3' TO WVN P1R7UAm 7D v RAISED PAN1 02's I'M N s m E.A 23 W Ira CUIPAT 5a?S. 6DSSv, ALLOW ans GRSSY iEANE2ARNST , AMAA'ISV mm ms EDSSY4A9IU[E SOUSE' A u7Lmaaut•E/stxEs tsEa T{ARpT PnDD+o0TDO)7.1. 4usT7rM Aat Lwaez2Dex) SHEET 1 Of 2 OPTIONAL GLAZING MAY BE STANDARD OR IMPACT RESISTANT GLAZING. SEE SECT)ON 0-8 FOR DETAILS. MAX. STANDARD SIZE iS 42-1/2'x16". IMPACT RESISTANT GLAZING IS 21-5/8•04-1/8", J' x 20 G 41-13V6. mmi NMI ImilmmEU's'Eml i 19PIXNYL ItMD "^""—"-i- A Wx. DOAR DM91 - 1 aAsstc' 97pR7 Ru3m-PAra s7OMi. 'OfpRN9E ftarE' MnOMS SIIARf PA75FD-PANE1 a ALSO A7VRO14D. aiurosc>a';ws t 4'x3/r sus1/A%'ftf0 ScaExS to G ETHI NalIFS +D m errtxuEDwTE fernE T c SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL "A" AND STANDARD CONSTRUCT DETAIL "8"; TRACK AND JAMB DETAILS. c58l oPtXa+x 9UISDE Ih)'ED L9Q7 POStifON U£S7GN ENGINEER: With WESiiAf7ELD, P.E f1DRSiM P.E. j484D5, P.E. j23D32, P.E. /D1313 1W1E A7 71 19 21 9D ADDED M/N 4f 12 8/2999 ADDED 'CNiR\GE }iDi)5£ EA78D35 W9R5. 13 7S 2919 t1PM77:D AiDDEI TAKE. 1/2412 REY35ID "m SPEED TATABLE FOR ASCE/-fA. 13 4/2972 ADDED DiPACT Ri375IJdiT OPi f. Posmm SECTION 20 GA. GALV. STEEL NVYI P SHIP LAP JOINTS. - If DENSITY POLYSTYRENE fON4 INSULATION 1=5/18' THICK WITH VINYL HNRCELL BACKER ( INSULATED MODELS ONLY) 25 GA MIN . GALV. STEEL SKIN WITH A WED -ON PRIMER, AND A BAKED -ON POLYESTER 79P COAT APPLIED TO BOTH SIDES OF 51Efi SKIN. TID saAR tms ar aims Da oS1rw law roP f7c uTAwE mo sma Ia7sa t7Aw AAPxwle m sr£ slant 7Pnmto tttE eR 1fE HtffeltnnYt AND4A CVO[ {ll'Yaw AXL!- fez m7 Dc iGfaNRr9 aarrafD t) tximm afuam, sj 000R no r w 7rat7 N ataERtct oo EaR. A M! f 110(N Naf'S. XD 4) TEYAMJ M ACQ'MmViC[ D17N rReF[ ssa ow i rxaunou d A awrt uT7xtx van ue fEs 1]0 IN m GtaTOrP tEAN ! 7iW71 aY I9' i'Y q' fR' 0i1% iiding Products MAStiN N 4 50TT7DC1 T1Y (513) 770-4800 ry Cotporvllon A9 R 12 Ga GALV. STEEL TOP ROLLER BRACKET. EACH BRACKET ATTACHED W/(4) 14x5/ 8• SHEET METAL SCREWS. 14 GA. GALV. ROLLER HINGE. EACH HINGE FASTENED TO END STILES WITH (4) i114x5/8" SHEET METAL SCREWS AND (4) 1/ 4'x3/4" SELF TAPPING SCREWS. SEE VIEW •B'. 3' TALL x 20 GA GALV, STEEL U-BARS IN A 2-1-2-1 PATTERN (LE. TWO U-EARS ON BOTTOM SECT40il, ONE U_gAl; ON NEXT SECTION, ETC,). fACH U-BAR ATTACHED WITH ( 2) 7/4•x3/4" SELF TAPPING SCREWS PER STILE LOCATION. 73 G.tGALY, STEEL BOTTOM BRACKET. ATTACHED WITH (2) #14x5/8' SHEET METAL SCREWS. LUMiNUM EXTRUSION DESIGN LOADS: 4240 PSF k -24.5 PSF TEST LOADS: +39.4 PSF 8 -37.0 PSF vD+ tA.ota RA1TN9 MAX ta»R ttz[, MPC: PAN-2F153 W 4 16b'W x 16b'H DATE, 7/3/87 sEscaronow CLASSIC AND CH RP STEEL PAN U7AAM By, JAC DOUBLE -CAR, 15'W +24J-24.5 PSF 7£ tXED DT, DR# VIt7L YEfb M, A,yyB 101711 19C'. 19JIIEI. M' TS f1115H TARR1AM #SJSERAISED PNEL fMMS iffiRS f4DELS 25 GA 2S GA DNS CUFAr GDSf, GOSSv, GXlERT' am amS ARnsTRSTR FfrAkSi 9S ARv 10EALCAR11Al2 I"AV EPA aSSY DU1A 143[ 41T SEt ED 9ur U-MRS riA ReAN1 lYlDao FRAE dEnxccD W M 7'9' 46 LAD SCREWS ON 24 CEMEAS. 1-1/0' O.D. RASHERREpM. IA 7'3' TD 91' TO w6' 3 6 99 SCREM /CST Di LYlRF1EMNAt {L4R 110.i 1Ep1AED) W PROAIOE A f1L9f MOLSDE4o SCFFACEHOIRZGIIXaAYBsWIFOi7R"M F 1DN1. 10'9' TD 1E'2' 7 U 06' TO 141' 73' TOMr99 5a f, 3a'aS• AEFAi ARCIMM BDLI9 ON"' (2DDO M 1R1. CON-IME). K1' f0 15 MLE AR" SLEEVEW NA R3XTWN1UW, ' 4'aY TIPCON LE-)' DN Pd1TTEM PL idN. COIRRETEj M 9' w1Tea iD-9DaDFHc), 1' on. R619ER5 RD>'.ABED RRN rrrlr vNs. 0. F".SANCHORSWTK CCIN MM {M KOT RE m PROY[E A FILM mv.D4NG a9sML MVZONTAL .WA86 00 , LOAD, RUES TO VASW WS-f91. A LC9HMED OESWN FPDFiS5i91iit MAT ALSOBEfNP1ottDMAPIOCAXTERINTETASTO4ERaAM/1R1 .NIB Cp6MTMNE PlEPA9ALYT K lN HI SIl1P YOIAlNFA 9r 11MNE NSTALLER (1O 5110 w TE31DR ARE 4%0 W W IMI. 9ALY STEEL 'D SIRE 7b OL 85LY. SffA RJFER. FIRE T IMPACT RESISTANT ASSEMBLY DETAILSj DRAWIND 101711-A j F QN 8- 8 jMPA T-RESISTANT GLAZING OPTIQN) r1ETX Tr rn110FP1 KD[DRA1FE ae9— aKTRAAmD6D tew ROFD THE 1MAf N 914ER1. R.TRDI iAWE .VDFM DF3, aNx4umE T1c4rtrAc• N1c R,„J 9EELNN0 FN,E. ACT NER3Tµm— PoITNA4WDW O rRfK ITEMID) #E . 1/ 4' PAN NE10 N4va9E 2CR'I9. ELR,32T FM1RTRACE ! iA.1ZPIG aDUO 000R5 (NO ! R/aM)) DR D00% MUN oPUMNL wfia-RSTTi XR p,WIO AS KPACT--RESTSWR. OPEIONU. RUECEMN-V0WT POLYC IIDO n EROHi fRWE AM IUAZi IS CE TDWN A)b3ZF, AN APPR04TD CC2 AASTIC 9N MCORD4" WON 38C/ K 2EOa. iFE TNHR EMOR AS'AE9LX MSTNIM 9NCKORYNCE SLUM TMS SE4AMN NEEIS THE MW LDAD R ESIDOS OF ICE FIDRIOA BTAIDM WOE AM UEIDi16gI0WA SLUM CC# am EEEiS 11E RRACT-RE5 w RMIAELEMS (R6- awmR is FBC/BC). STANaARa ASSEMBLY DETAILS DRAWING 101711.. SECTION B-B QTQN=WPAC7 RES3STANT GLAZING OPT)ON) FRONT fiWE iTRN LY COATDIO Mt DLFry'RE i11RAfX. 1?4TE D4AT fROHf fR.WE 6 N1faKrATp7ffAN rawx^r FEssTANT FRarr. Na LITE RETAiIER. a. 3/1" PAN tEAD SCR£M Of'kiLYYl S$$ 09 OR !/e AL`YfltiC UR9 NAA.-SCE. GR'T#CNFL d ,R= Ol,1i A PIASK0tm OPID: OR uj= CP MPRO R: t RASTM M ACWRLWME RUN m/ w 2105. THE EMUS DWRA5AMI N6TALIM R CO3FUANCE w7H TiEtS SEC" WEEPS THE WM LOAD OF THE FIDREIA9NLD04CWEOR14TU .T K CIXE f1Uf )2 MEET TfE +ACT RASTAM REMBRENEfU FOP OE9R5 Ra1CN5 REP, O.PM / a FK/MO), SHEET 2 OF 2 1 1! a l-- DESCRIPTM N SHEET ONE 1R1N 1U+R w1a Ai-a D- Ila scttill 11 (z N PER K)[ 9RK2fET, \ 19 M GAM HNX EACH f9M]E CC W S19p 7 1a' W. l FASTT E ICAEMS• aA 56T ONE 2' OXY. STEEL 1 FA9TINED W 14 W WLv. ROLIER !RATE F fRFOk 12 W —X STEEL TRACK MRACXETS FASTEIEO TO END GIRDS i (4) pQM TRACK CONf)MJRATION A 1 , ds8113aMMS #1 hbro• SHEET ETXSC#EMS AM (4) ABOVE THE DOOR OPENING CR TRO 1/4' , ft EI3 f/4•.3/ v SEV TAPPM SCRE" DOES NOT AFFECT THE VAND 2' 10 SiLORf STEM Sig! ROl1FN RTM LOAD RATING OF THIS DOOR. OR STEEL OR NM1DNTAEIMRIZ-0MX ROCK SLYMRT W DOOR NST la DO Wn R TALL DixMS AND UNDER fl4b THE tESMH K TIE SWPOR1Rro SIRIATIANL ElF)WT15 SNAL RE if# 13 G OA.v. STEEL AAO [ .AET. NR 70P BMCxfT RR'0"SM ft CE TEE PROFTSSOK Of RMORP FUR IM PJADW OR STRLTRM AM A A'CORINTOE RUN 1AASEHT 9LADNO CODES FUR THE LOADS j E.LN Fu1v.FD W w000 A" wN I) 5/1e' 0-5/S' !IOW LAO SCREMS DWBLE NDRIZOMAL TRACx LSm ONTHE CRAW . II gg 4 i2A5191. E__ T9AGK TOWF{A71pODM tlF71f J 1 2' CXY. STEEL TRACK 1. Ntlt. TRACK 71E:g1ES:.060• pw yz iTP. 2- i/2•.12 G GLY. STEEL TRACK BRACKET. b 4) TR.( Ot ERAC11ET5 PER SIDE. N01E• WLwF muw 11..' IRAi2F AVA•AnF A. DOOM O.ER a' TALL 3 OL o1LY.' STEE1 f1A0 DRA.NET, !1 ppt 6LCTi SASTWEO WRWDYAMSIWUf3) aJ1a',1- a/a' LA: sDRurs. 2' LACK iu0 D.YY. STEEi IRACTI. NA% y3 (bT7TACKN65 ' Fina {tom HBO 61) TWLX 2fiET#Di #1. TATRW- :2fOCN): NOT 1O EXCEED 30' 0.0 1 4' DOARACK fAER 4' EXCEED SFAM3T EACEED F. 00A91 SPACRTOF`DA .0R. COHSLATTRCTORYOD, FDA f4'ir£ OETAEfRAP. E DESIGN LOADS: +24. 0 PSf .Q -24.5 PSF TEST LOADS: +36.0 PSF k -37.0 PSF Clepay MPDATE,C: PAN- 21 1/ 3/ 97 ilding Products DRAWNBr' JAc an ( 513) 770-4800 CHECKED IT, Clop CmPeatEon AN Rl" A --- & MWW AL 16279 W 4 I 16'0' W N 16'0-H I=UPTtma CLASSIC AND CH RP STEEL PAN DOUBLE —CAR, 16'W +24/- 24.5 PSF RAYING 1AAN9EAi vEM 07711 18C Florida Building Code Online Page I of 6 w BCIS Home , W9 In user Registration Hot Topics Submit Surcharge SLats Is Facts Publications 1 FBC Staff 6CIS Site Map Links Search Product Approvalr4USER: Pubic Use, Product &UMal ft%j> Pe r A h i ne rh > A t r List > Application Detail FL 11 FL15279-R5 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Subcategory reapply 11/28/17 Clopay Building Products Company 8585 Duke Blvd. Mason, OH 45040 513) 770-6062 mwesterfieid@clopay. com Scott Hamilton shamilton@clopay. com Exterior Doors Sectional Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency Intertek Testing Services NA, Inc. Validated By Gary Pfuehler Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) 510-PA41:4 Year ANSI/ DASMA 108 2005 ANSI/ DASMA 115 2005 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Florida Licensed Professional Engineer or Architect fU_ 27J_R FqViy 2 1708Q9_: FB - Dk,S!AA I le u ivfMethod I Option A 08/ 10/2017 11/ 29/2017 http: ll,A,NA,w.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQNA,tDqv3vVVKJZIQ... 3/12/2018 Florida Building Code Online Page 2 of 6 Date Pending FBC Approval Date Approved 12/05/2017 Summary of Products Go to Page :::], 42 0 0 Page I / 8 0 0 FL # Model, Number or Name Description 15279.1 001 W3-09 DSIE-1A171: 2050, 2051, 2053, 4050, 4051, 4053, 62, 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min,) Single -Car (up to 9'0" wide) 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, WINDCODE(&, W3 Garage Door 6130, 6131, 6133 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No F 7 R A wi h m f f ntr n morApproved for use outside HVHZ: Yes of it nnf Impact Resistant: N/A f 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 R5 11 1Q165S-Rev12.Ddf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279. 2 002 W3-09 DSIE-IA471: GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated GRISP, GDILP, GR1LP, ARISP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) ARILP, EDISP, EDILP, 4132, 2132, Single -Car (up to 9'0" wide) WINDCODE(§' W3 Garage Door 6132, SFC38, MFC38 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No R 7, R AC I tt.r with Approved for use outside HVHZ: Yes f in I n.. f Impact Resistant: N/A jtert , J2tk I - DesignPressure: + 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 10 9a_1 evo 'Pof 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: 152793 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, WINDCODEO W3 Garage Door 8131, 8133 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A 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 1.p.0! windbornedebris 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: 15279A 004 W3-16 DSIE-IA171: 2050, 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; 2051, 2053, 4050, 4051, 4053, 62, interior skin 29 ga. min,) Double -Car (9'2" to 16'0" wide) 64, 65, 62G, 62LG, 64G, SDP38, WINDCODE(D W3 Garage Door SFL38, SRP38, 134, 135, 136, 6130, 61, 31, 6133 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Fl, 15271) R-1 C CAC ettewroof LaLi;j _ _L_ _ _p_ Approvedfor useoutsideHVHZ: Yes Impact Resistant; N/A 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 ELI I _UZ2 _P' windborne debrisregions. 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: 15279.5 http:IINN-w, w.floridabuilding. orglprlpr_app_dtl.aspx?paraiu=wGEVXQvADqv3yVVKJZlQ... 3/12112018 Florida Building Code Online Page 3 of 6Z: 005 W3-16 DSIE-IA471: GDISP, GRISP, GDILP, GRILP, ARISP, AR1LP, EDISP, EDILP, 41,32, 2132 6132, SFC38, MFC38 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ. Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609,1.4 FBC). Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga, min.; interior skin 27 ga, min.) Double -Car (9'2" up to 16'0" wide) WINDCODES W3 Garage Door Certification Agency Certificate FLI S279 RS C CAC LQtter with or f f n r n ni-nn' ofin'ec i C. cif fj j 52 Z2 P, 5 L CAC W3 .istlna in;e,k.odf Quality Assurance Contract Expiration Date 05/ 21/2028 Installation Instructions 15 aZq_Ej II1k4PZa2 v I f Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279. 6 006 W3-16 DSIU-IA171: 9130, 9131, 9133, HDP13, HDPF13, HDPL13, 7130, 7131, 7133, 8130, 8131, 8133 Double - skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE(& W3 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes of in i n f Impact Resistant: N/A 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 EL1527a R_11 104168-Rty01_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 I Created by Independent Third Party: 15279. 7 007 W3-16 PAN-21`153: 73, 1500, Steel Pan (min. 25 ga,) Double -Car (97' to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, 42B, WINDCODES W3 Garage Door 48B, 55S, 4RST, 6RST, 4RSF, 6RSF Limits of Use Certification Agency Certificate Approved for use in HVHZ: No fL11 279_RLC CAC Approved for use outside HVHZ: Yes Impact Resistant: N/A kf 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 LIL_1_27)Rl 11 101 Re 5 _yL2 pdr windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc, comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279. 8 008 W4-09 DSIE-IF171: 4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201, 6203 2" Doubl6-skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODES W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLI5?29._E5_.__CAC__.4etr with p,fafoPon,ra.gc.,p 9- Approved for use outside HVHZ: Yes cf rose i n. Impact Resistant: No Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for LLI _S27qR5 Ll I 01_ S B-RevLL df windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279. 9 009 W41-09 DSIE-IF471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, AR2LP, ED2SP, ED2LP, 4302, HDGC, 6202, SFC68, MFC68 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +28 PSF/-29 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but 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) WINDCODES) W4 Garage Door Certification Agency Certificate pLli n-pe_qLpa. If Vy4_ jj$tin_ -Int _r' k.pd' Quality Assurance Contract Expiration Date 05/ 21/2028 Installation Instructions FL15279 P\ 103a(5 -,BRev0 2-df http://, N A,7.floridabuiIding.org,/pr/pr_app_dtl.aspx?param=wGEVXQ,,k,tDqv3yVVKJZ 1Q... 3/12/2018 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-IF171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.;- 9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL20, 7200, 7201, 7203, 8200, 8201,8203 WINDCODES W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No LU52Z2_a_5 Approved for use outside HVHZ: Yes gfjn--, "qgn p-df Impact Resistant: N/A tq Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for EL12 79R I giif windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609,1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.11 011 W4-09 DSIUO- IK479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Riclqe/Brookstone interior skin 27ga. min.) with Overlay Single -Car (up to 9'0" wide) WTNDCODE Ck W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLI 5a79 R5 C CAC Letter with Droof of contrac, and_Q_r 2LLnsp i n ffApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL1527q R5 C CA- W4 Listing Intertek.pdf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for LLI_SL7c_) R5 jI 104456-Rev0I.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 1 Created by Independent Third Party: 15279.12 012 W4-09 PAN-21`151: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide) 75, 190, 84A, 94, 76, 42, 48, 5-9, WINDCODE(&, W4 Garage Door 42B, 48B, 55S, 4RST, 6RST, 4RSF, 6RSF, 2RST, GD5S, GD5SV, GRSS, GR5SV, AR5S, AR5SV, ED5S, ED5SV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL1 279 R C CAS Lgtter with proLf_ of c ntract an )ro f Approved for use outside HVHZ: Yes Impact Resistant: No E ,RS C A- W!j_ Design Pressure: +25 PSF/-32 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for f windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created y Independent Third Party: 15279.13 013 W4-09 PAN-21`441: G4S, GS4, Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single- G4L, GL4, GD4S, GD4L, GR4S, Car (up to 9'0" wide) WINDCODE CK, W4 Garage Door GR4L, G4SV, G54V, G4LV, GL4V, GD4SV, GD4LV, GR4SV, GR4LV, E4S, E4L, ED4S, ED4L, E4SV, E4LV, ED4SV, ED4LV, SS4, SL4, AR4S, AR4L, SS4V, SL4V, AR4SV, AR4LV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No IFL152711 R5 I CAet(g with roof f contrt n Hof Approved for use outside HVHZ: Yes of in5ptqiQ),Q_0f Impact Resistant: No fl-1.5279--P, _C Design Pressure: +25 PSF/-32 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for EI-15271) P9 A' - P E, , Q Sfwindborne debris regions, Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279. 14 014 W4-09 SPO-21`449: Grand Steel Pan (min. 24 ga.) with Overlay Single -Car (up to Harbor, Stone Manor 9'0"wide) WINDCODECK; W4 Garage Door http: ll N,",Av.floridabuilding.orglprlpr-app_dtl.aspx"param=wGEVXQxA,tDq,,,-')yVVKJZIQ... 3/12/2018 Florida Building Code Online Page 5 of 6Z: Limits of Use Certification Agency Certificate Approved for use in HVHZ: No of _Lcontrac Auld-10_of Approved for use outside HVHZ: Yes Impact Resistant, N/A PS g_LACUslinLrjlertk ._ _ _df Design Pressure: +25 PSF/-32 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 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. 15 015 W4-16 DSIE-IF171: 4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 16201, 6203 2" Double -skin Insulated EPS (exterior skin 27 ga. min,; interior skin 27 ga. min.) Double -Car (97' to 16'0" wide) WINDCODEC W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes 2Ljaawc on-Aff Impact Resistant: No fLLS_ 7R 5 CAC W4 Listing Intertek.odf Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279. 16 016 W4-16 DSIE-IF471: GD2SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS GR2SP, GD2LP, GR2LP, AR2SP, exterior skin 27 ga. min.; interior skin 27 ga. min.) Double- AR2LP, ED2SP, ED2LP, 4302, Car (9'2" up to 16'0" wide) WINDCODE& W4 Garage Door HDGC, 6202, SFC68, MFC68 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes 2LL1a)9'9UID-001f Impact Resistant: No LFL__SL79 Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FLU 5279 P,5 I windborne debris regions, Verified By: Intertek Testing Services NA, Inc, Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279. 17 1017 W4-16 DSIEO-11`479: Double Skin Insulated EPS (exterior skin 27 ga. min.; Coachman/ Settlers/Affinity interior skin 27ga. min.) with Overlay Double -Car (up to 16' 0" wide) WINDCODECP) W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No ELI aZ_Zq_ R_5 Q_ Letter Contra an Approved for use outside HVHZ: Yes Pdf Impact Resistant: N/A R1, Lj(;_k W Design Pressure: +25 PSF/-25 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 L,__152?9 R5_12_103 ):! ey 7 d fwindborne 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. 18 j 018 W4-16 DSIU-1 F171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min,;, 9201, 9203, HDP20, HDPF20, interior skin 27 ga, min.) Double -Car (9'2" to 16'0" wide) HDPL20, 7200, 7201, 7203, 8200, WINDCODE& W4 Garage Door 8201, 8203 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No F 774 R A' i with proofQfconlraq nproof Approved for use outside HVHZ: Yes Impact Resistant: N/A L4 Lt5l~ing Intertekf 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 L_U.1 , qR 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: i http:" INN,", w.f,loridabuilding.orgl'Prlpr_app_dtl.aspx?param=wGEVXQwtDqv-')yVVKJZ 1 Q... 3/12/2018 Florida Building Code Online Page 6 of 6 15279.19 019 W4-16 D511-10-11<479: Canyon I Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/brookstone interior skin 27ga. min.) with Overlay Double -Car (97' to116'0" wide) WINDCODEe W4 Garage Door 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). Certification Agency Certificate ELUI /qR A C-etter with proof of contract and R,raof aLltc i!Q.n.:1 EL25 , C CAC_lIV4 Listin Interlek.pdl Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 IL_ja44 7-R_v02. df Verified By: Intertelk Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.20 1020 W4-16 PAN-21`153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, WINDCODE@ W4 Garage Door 4RST, 6RST, 4RSF, 6RSF, GD5S, GDSSV, GR5S, GR5SV, AR5S, AP,SSV,ED5$,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 Certification Agency Certificate EkL52 _793_5,_,C__L _Lgtjer wi tjpLgof njjarQof ELL527_9S5C_CAC W4 Listing Intertek, df Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions fLL5-2 7 I115 Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: EE F-_-_11 0 a Page I / 8 0 0 r _ :: 2601 Blair Stone Road, Tallahassee 487-_1B24 The State of Florida is an WEEC, employer, Cocryncht 2007-201a Stake _2LF1gnjL, :: ?nyA2L_at4jtm - rig m nfta':: &s : agfy _ajp Under Florida law, email addresses are public records. If you do not want your e-mad 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 question$, please Contact 850.4$7,1395. -Pursuant to Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address it they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click b_tr&, Product Approval Accepts: MCIME M Cred', Card Safe htip:IINN-vN-\A,,.floridabuildinc,.org/pr;',,r_app_dtl.aspx?parajn=wGEVXQwtDq,,,'vVVKJZI Q... 3/12/2018 CLASSIC' RAISED PANEL EMEOSS DOORS P GA JZ4 GA Ml 23 GA 123 GA MS SHORT PANEL j LING PANEL m0DEL ,F IS FLUSH CARRIAGE HOSE' RAISED PANEL DOWS DOORS MODELS 23 GA 2S GA INS 23 GA 1 25 GA MS SAY GDSS, GD SV, GALLERY' GR3S GR3SV HEEL ES ARTISTRY' AR33 ARSSV IDEALCARRIAGEHOUSE' EMSEDSiV SHIRT PANEL LUNG PANEL OPTIONAL GLAZING MAY BE STANDARD OR DAPACY RESISTANT OIAZWO. SEE SECDONi B-9 FAR DETAILS, A MAX. SIANDARD SIZE 15 42-1/2•.16-, PAPACY RESISTANT GLAZING IS W Zfl OA MW. ENDSTILES AITACNED TO DOOR TOP. ESTN PXTEN)ED TOO-L-LOC SYSTEMTO . BOTTOM k r' RTER). I A NLOPA,ONEUYSOE METED LOLYS POSRK MA @ vmR YM SHORT PANEL SHOWN) CIASSC' SNORT RANTED -PANEL SHOWN. LONG 'CIASSM' NA SHORT ' CAM40E HOUSE' ARE ALSO APPROVED. ggpt ALSCREWS1/ 4-.3/4• SELF C TAPPING SCREWS O 14 tiA i]LD l,DRCFS 19 CA W,EIHRIRAE HRIGE TWO PORT LOCMWO ONE 3• TALL . 20 GA. 5O KS WN, U-9W PER ODOR SEMON. as SSl p Dual AlaSRLAI ama F A, mE nvac s9 lAr'' iflfIdISfL.L O'JmeaM A gi 0. tR WIVE rvaol[ pip 2c a DDaL SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL "A" AND STANDARD CONSTRUCT DETAIL "6"; TRACK AND JAMS DETAILS. D. cJi...i.r1v SHEET 1 OF 2 DATE 3/ 04 ADDED INSULATED M/N 19/ 05 UPDATED CODE REF. 8/ 05 ADDED ROLLER OPTION 50/ 07 ADDED 76V, DXTENIDED 8/ 08 ADDED M/N 428. 489, 1/ 08 ADDED M/N 4F 009 ADDED 'CARRIAGE HOW 012 REVISED MODEL TABLE! 012 REVISED WIND SPEED ) 012 JADDED IMPACT RESISTA COMBINED CLOPAY, HOLMES, AND IDEAL If DO " PMnrffd E FOW RAIAAMR D/ 1P• YHm *IRA *nm NMT'.iii mccRER ImmuED MDDE,S VARY) 25 GA. IRA. STEEL 5KIN COATED WITH C.".. AM - AND DA BASED-0. POL TOP COAT APPLIED TO 90M SIDES OF STEEL SKIN. THIS DOOR JEVIS OR t71C2E7Tv THE DESIGN LM26 FOR THE ULTPNTE WW SPEEDS USTV DEIDM nLXnRGR10 TO THE F.0100AamDRa ODOR di DE ROAHAD WL VADM OOOE {SLSO ON AS, E7-70) i01R TIE N'pIDMAlDCO/G1Rg18; 1) 7...ED DURDMC. 2) DOOR HAS 2' OF DffiIH M SM. ZONE. 3) AM ROOF SLOPE. NA 4) TERM W ACOMMANCE RIM ADD SE-SPESVV OGCKMTMRRS M A WAIRRD 1A' MFE7a4V. HAY OFFER. W. TTNATEYOGI SPEED 09" 2S 1JOP Eta 145 16D EAPOSIME CATEMPTD, C, D D, C, D D, C D, C D MEAN NEW fETOU 29 fY Er DY 3D' MMiACTURDG PR®uc .. claPaPAN- 2F15 y DUKE BLVD. GNM-JWWESTERNEID. P Building Products 585 ON, ON 44500440 MAYN Dn MY W PEEIJB722&) 494es, ComDanv (513) 770-40 w. r TALL U-BIN 2., 20 GA. GALV, STEEL 3• — 12 a aGv. SIM IT, ROUERDRUM, EACH Tod IfRT FUL T4 4A GY.Y. R0.lt/! IlRE Gal RON 4)s1E N E/ID S1AE3 MRN {q11NBSRLiMLTALDWP410SOEK Sd KM T. r3' TML . 7o GA G X SRO. !D to NIDRA)Y E%I w" kNlWE GMRRRRV. mm DESGN LOADS: + 25,0 P.S.F, k -32.0 P.ST. TEST LOADS: + 37,5 P.S.F, k -40.0 P.S.F. VWAOAD RATDEMAX DOOR SIZE, W 4 s'W X 16'H SCRRTIDM CLASSIC RID CH RP STEEL PAN SINGLE -CAR, D'R +25/-32 PSF DRAV'DIG rPA,emA YER+ B 3001591IBC CLASSIC' RAISED PANEL EMBOSS DOORS MODELS 24 GA 24 GA DNS 25 GA 25 GA INS 25 GA 25 GA DNS PREPARATION O' 1n Disf RS CLIPAY a", 94 73, 75 15m, 190 76 1 76V IDEAL SRST, 4Fw 4RSF saST bRSF 2RST — 3f8'K3' LMS SCREWS ON 24' CENTERS. 1-1/0' 0.0, WASHER REOU9E0. RAG SCREWSHOIFES48, 488 -- 42, 42H 55r 55S _- -- MAY t NOT REOUHRqEEEDj TO PRVAOE A FLUSH MONIRNG SURFACE SHORTPANEL RING P HUMONTM MM 00 NOi 7RATSFER MONO. MODEL 4F IS FLUSH VSmK^.M AAMB AUWA20M (CM= OR 2fN015 PSI MN. COCRETE CO.RN4 3 3- SLEEVE ANCHOR ITS ON 24' CENTERS (Z.000 PS VOL CONCRETE). CARRIAGE HOUSE' RAISED PANEL EMBOSS DOERS OR HOODED WITH SLEEVE ANCHORS. F00ElS 25 GA 125 W INS 23 GA 1 25 WINS 7/4'A3' TAPCO}N SCREWS ON 21' CENTERS {Z,ODOPS MN. CCOREIf) WN te' CLOPAY HISS, GD5Sv, CENTERS (C-90 am), I. O.D. RUSHERS REQUIRED WT7/1 TAPCONS. GALLERY' GR5S GBR5Sv — -- ANCHORS MAY BE COUNTERSUNK (BUT NOT REOIARED) TO PROVIDE A FLUSH MOUMRNO HULKS SURFACE HORIZONTAL .NABS DO NOT TRANSFER LAD. ARTISTRY' AJRSS ARSSv IDEAL ED5S EDSSV GE 'CARRIAHOUSE' — -- ff,. REFER TO DASLA TES-181. A LIC04 D DESIGN PROFESSONAL MAY ALSO BE EMPLOYED TO APPROVE ALTERNATE FASTEKIM AND/OR SHOW PANEL LONG PANEL JAMB CONFIGURATIONS, SHEET 2 OF 2 REv DATE 76 2. 6 YELLOW STOP MOULDNG 8F DOOR NSTALLER (TO SUIT) PBE JAMB 20 6L MN. CM.v STEEL ONO STILE IMPACT RESISTANT ASSEMBLY DETAILS DRATAFINQ 300169-A 20 RA GALV. STEEL MRR' 510.E NQTE;; TRACK COMFOURAl70N 12 CA. CALV. STEEL TRACK / ABOVE THE DOOR OPENING SECTION B- B (IMPACT-RESISTAK QLAZING OPTION) BRACKETS FASTENED 70 WOOD J T8 6l 6YY. 19MGE DOES NOT AFFECT THE WINO DEVA V WON ONE 5/18'+PEA5fTR* L BRACKET. D(jUIII$ SIRESM1T11AO SCREW EACH — FAASTENED TO LOAD RATM OF THIS DOOR. B.0 % 14s518' SHEET METAL HORZOMAL TRICK SUPPORT BY 2' CMV. STEEL TRACK FASTENED TO SCREWS. SEE VIEW 'C'. DOM NSTAHFR (TO 12 GA. iki STEEL TRACK BR CKEii. C TALL DOORS me UNDER wIIpKL 1fB' NA®K ea—. YLET/1#CR iAOH EOA4 TM TRACK ATTACHED TO EACH BRACKET 14 TE D TO ROLLER SI MR#GE. EACH IBHGE sxv-MAanr. RAT+EOH FNAH[ MO FAr.AOFJ. WOHONE 7J4".5/8" BOLT Q M/f OR FASTENED 70 END 57AES WITH {4 t14df8' SHEET METALSCREWSAND (4) 1 4 A3/4SELF iNR TOP BRACKET m449M fRQR FADAOG TWO 1/4- OIL RIVETi. 15 GA. LV.Y, SamFIAC BRACKEN. lAPP9NF SCREWS. SEE NEW W. iACTH FASTENED 7D Rom .4Mf8 1MTN DOUBLE HOPo2UNHTAL 2' 10 BALL SHORE SODA STEEL (3) 8/14'.1-8/B' Rom LAID scams. TPACNf ROLM WRH STEEL OR NYLON IRE. ORTWmI r svAsnA roerRAW. I>%E_ iHdGB fPYti iRSSTAtI RESP THE ITY OF OF 7H£ FESSI N4. F STRUCTURAL RTHE BUILDING SHALT. ORSE 1' 19YY t1EAAROOM OPION w[-PEAL 44RCORA A(iYAT1@3 r V; IASfOWD m F1WE NIN AND IN ACCOR AN 7HE FRO: 409 L RECCOD FOR R T ODS OR STRUCTURE TID N . 3/A• AV; aGW IuoWt SFaMIFi AND N ACCORDANCE MORN CURREM HUAIMO CODES FOR THE LOADS HJSTE9 ON THE IINVO UK TTRCKTMCIP .040' FRMR A auz4u DRAMNG. 1' IMPACT m- RRESIIDCTANT r0N5MXTK)N: BWA Ci- RESISINR.WmDooms DE GLAM ARE K 'AN2 H. TRWWdE. 16 - D YCSO TE FRONT FROM AM ((4)I4m CLACK 15 OE 1EIAN 9112432T, AN APP ROAD CC! MASTIC NACCORDANCE WON ww ft wx COCA ASSEMBLY MAAIIIDNODYPLPMCE WTH Tm SECROM ME15 THE E RWO LOW RECUPWLURS OFTHE "ImM, BUADIW OWE TVA NRAUIKN4. MRDND j STANDARD ASSEMBLY DETAILS i DRA.fJG 300159- 8 SECTION B-B (NON - IMPACT RESISTANT GLAZING OPTION) FROM FRAME RRM U. V. 000" ON OVTSMESUIB'ACE NOTE "I FRNMQ FR4E E MW WM THAN AVACT-JWSSKTANTFRAME MOLDED ASIDE J UFE RATABQR. a 3/ 4• F: W MM 9gN.TF. 57ANDARO ASa BLY (fj,,'( g()ri'nON^ OPIIC4AL SSB. D58 oR1ALYMAUURSAYMAREDI'tH0lML AGA'AAC 14 PNAS %Z OPM DR U C"' CP APPFOAD OC2 PLC N ACCORDV*X WRN WIX 28PSTHE EMME DOOR ASSEMBLYMSPRAIDN 00MIU00M WIN INS SEC1MIi MEETS M RGA UMV AMOWMENTS OF THE FLOMIA NMDM CODE OR *nUW M%K AMONG CDDF NR +EE1 DS NYPACT RESSUM RERUN wMoeoNAE %WOKR6 IFBF. C wqm IB FBC/00, w Ma A Krs w m P.EPE # 23 Z Clapay SM Building Products , ON 45040mmnnnv (513) 770-4800 ODORS WAR v TAM tT7 t)MCR IHp MM:.DBD' IRO. f.D jW IDN 7oP TR C Nam FDA DOM01I R 17.0' WQH. TRICKCONFWPMTMMAUNOTEXCEEDMASNUMSPACIMOPPWIOAD. CWISW FACTORY FDA MARE VITAL 6 ROD. LB' DESIN LOADS: +25. 0 P.SF. E -32.0 P.S.F. TEST LOADS. +37.5 P.S.F. * -48.0P.SF. TANG PRODUCT CODEvD® LMB AW7D43 NMX. DOOR 3IZEr AN-2F151 W4 9V K 1s'H 9/23/96 DESp LPT$!4 CLASSIC AMAONRP STEEL PAN SNOLE-CAR. 9'W + 25/-32 PSF r. Mww BY, DAAvmNUOER VOA 300159 19C Florida Building Code Online Paae I of 4 77 A'x SCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts o; Publications FBC Staff BCIS Site Map Links Search Product Approvalr0USER: Public User Product Ap2L2 al Menu > Product or Application Search > AWhLift > Application Detail FL # FL17499-R3 Application Type Revision Code Version 2017 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd. com Brent Sitlinger bsitlinger@miwd. com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, RE 12 Validation Checklist - Hardcopy Received Standard Year AAMA 506 2011 AAMA/ WDMA/CSA 101/l.S.2/A440 2008 AAMA/ WDMA/CSA 101/I.S.2/A440 2011 Method I Option A 01/ 15/2018 01/ 15/2018 01/ 21/2018 https:/, Iwww.floridabuildinc,.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6B... 22/1/2018 Florida Building Code OnlineI Page 2 of 4 Summary of Products r- I FL # Model, Number or Name Description 17499A 185 SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC MI lhlin ows - 185 SH {Fin} Impact 4)_pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes F1-17499 RAC MT Windows - 185 SH (Fin) Impact (5) D2at_ gdf DesignPressure: +55/-55 Other: R-PG55*, Missile Level D, Wind Zone 3. Glass to be FL17499 R3 C CAC MI Windows - 185 SH (Flange) Impac LzLPI beddedinPecora896sealant. FL17499 R3 C CAS MI Windows - 185 SH (Flao9g1jimpa;t L) f Quality Assurance Contract Expiration Date 10/ 17/2018 Installation Instructions FLI749() R3_11 8-0254 B. of Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports 71- 17429 R3 AE 5132,Ziffj—p,[ Created by Independent Third Party: Yes 17499. 2 185 SH 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No F1-17492 R] C CAC APC(1061)E1726,Q1-109-47-P0 !85 atLELQ waivgr)_pdf ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Design Pressure: +60/-60 FL17499 P,3 C CAC MI Winows - IE, SH (Fin) (12).odf FL17499 R3 C CAC MI Windows -_Laj_$.d Fln Other: R-PG60 10).odf Quality Assurance Contract Expiration Date 10/08/ 2018 Installation Instructions F-L- 1.74_9II 2U2 5ALB _P-ff Verified By; LuisR Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports fLj:,4j2_ P,Z AL51?127B-4_f Created by Independent Third Party: Yes 17499.3 1 185 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +60/-60 Other; R-PG60* 17499. 4 1 185 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +60/-67 Other: R-PG60* 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass Certification Agency Certificate FL17499 R3 A AP 3 63 17'q nl-lnQ-47-P' 185 H aiv r df FL17429 R5 C MndoW5 - 185 5H (Fin) !LZ)Lpdf FL17499 R3 Cam: MI Windows - 185 SH (Fin) (14).rd FL17499 PQ C CAC MI iALndows - 185 SH (Flangej LILILPAf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R3 11 08z02_ 55O5.=f Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 51, 23286-5j)d Created by Independent Third Party: Yes 36x71 Fin, Finless, Flange Frame IG Single Hung Certification Agency Certificate FL17499 R3 C CAC APC SH LQjL52_aLp I Quality Assurance Contract Expiration Date 04/25/2022 Installation Instructions FL17499 R3 ! I 08- 03163.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL1742a_Ra AE 1114082, pdf Created by Independent Third Party: Yes 117499.5 1 185 SH I 52x72 Fin/Flange Frame IG/SG Impact Single Hung I Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL174,9_a3—=)!C—LLI Ailngoyys--15 5 5kLif(i!)..Lmp?a t Approved for use outside HVHZ: Yes LLLO-f Impact Resistant., YesFL17499 P3 C CAC MI Windows - 185 5n I rn ct https://www.floridabuilding.org/ pr/pr_app_dtl.aspx?param=wGEVXQ AtDgtCUGgvjQiz6B... 2/1/2018 Florida Building Code OnlineZ Page 3 of 4 Design Pressure: +55/-55 LLI—af Other: R-PG55, Missile Level D, Wind Zone 3, Glass to be L, 7 4 9 9 R Wmo,)w bedded in Pecora 896 Sealant. cLi,7499 P,3 C C.AC MI Wi —, W S L-Ej ndf Quality Assurance Contract Expiration Date 0/10/2018 Installation Instructions ELI 25443!-zpdf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports 1, P..d...f Created by Independent Third Party: Yes 17499.6 185 SH 52x84 Fin/Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Lf Impact Resistant: No I Ulpl-f Design Pressure: +60/-60 F 17499 R3 C CAC M? Windows - r SH 'Find I Other: R-PG60 FL174H IF! n 1 91, df Quality Assurance Contract Expiration Date 10/ 09/2018 Installation Instructions PL17429 P,3 11 2E-021,1, --, f Verified By: Luis P, Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL1177499— P,3 AE Created by Independent Third Party: Yes 17499. 7 j 185 Triple SH 111x72 Fin Frame IG/SG Single Hung 11002 Flange Frame IG/ SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC MI Win ows - 185 SH Tri le Fin Approved for use outside HVHZ: Yes Impact Resistant: No F ,4911 Rj_L_QAQ Trip!'Firil Design Pressure. +50/-50 L4j _,)d f Other: R-PG50* 18.H Tripesn. f0 FL17499 RA MI Win W (PADoj j Quality Assurance Contract Expiration Date 10/20/ 2018 Installation Instructions 7499 P3 : 1 08-02548B_,Af Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports 174 0 R3 AE 513324B&_-=f Created by Independent Third Party: Yes 17499.8 185 Twin SH 106x72 Fin Frame IG/SG Single Hung 105x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ*. No FL17499 R3 C. CAC MI Win w - ',PS",H Twin fFin', L3-p- gf ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No fkjL/499 R, C A MI Win o-- Twin (Fin Design Pressure: + 45/-45 Other. R- PG45 FL17499 R3 C CAC MI Wini;low,., - 85 SH Twin 'Flan L4),pff Quality Assurance Contract Expiration Date 10/20/ 2018 Installation Instructions FLILZ4a2.-.E; L. I..,. -_7 aqLf Verified By: Luis P. Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports F! '1 7 4 q ; 3 T , f Created by Independent Third Party: Yes ED F--- t The State of Florida is an AA/EEC employer. Copyright 200,7-20:3 SLajf Irt , d -at'ST --nthttps:/,INN- w,,v.floridabuildiiig.ora/ r/pr app dtl.aspx?parain=wGEVXQNk7tDqtCUGcNr P _jQiz6B... 2/1"1018 Florida Building Code Online Pate 4 of 4 under Florida taw, email addresses are public records. If you 00 not want your e-mail address released in response to a public -records request, do not send elec"oruc mail to this entity, Instead, Contact the office by phone or by tradlldrial mail. If you have any questions, please contact 85C,487,1 395. Pur;uant to Section 75(1), 2012, licensees licensed under Chapter 455, F.S. must , provide the Department with an email address ifon455. e one, 'h , e FloridaFlori06 Statutes, effective October rt they have emaos provided may be used for official communication with the licensee. However email addresses are public record. It you do not wish to supply a personal address, please provide the Department with an email address which can be made avaiiable to the public. To determine if you are a licensee under Chapter 455, F.S., piease click tgLe_ Product Approval Accepts: KE a tDedI Card Safe https:/,!ww-ter. floridabuildino.oro,lprfpr app dtl.aspx?paran-i=wGEVXQw-tDqtCUGgvjQiz6B... 2/1/2018 1,10iES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF IHE FLORIDA BUILDING CODE. 2, WOOD FRAMING ADD MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADSOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4, WHERE SHIM OR BUCK 111ICKNI-55 15 LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSIRUCTIONS, 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 THPOL)GH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6 WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE, ',ELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7, BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED, 8, FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED ADD MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10, WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. ll. FRAME MATERIAL: EXTRUDED RIGID PVC, 12, UNITS MUST SE GLAZED PER ASTM E1300-04/09, SEE SHEET 11 FOR CLASS DETAILS. 13, APPROVED IMPACT PROTECTIVE SYSTEM 15_31EQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS RfGLOFJS. 14, FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE, LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REAS ,S , DESCRIPIK)N I DATE I APFfttTJEp REVISED ANCHOR SPACING & CHARTS 07/11/16 ' R.L. REVISED GLASS 10/02/17 R.L. 15, FOR ANCHORING IFIROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUF-FICiENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16, FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16- TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 112" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17. FOR ANCHORING THROUGH FRAME, INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 15, ALL FASTENERS TO BE CORROSION RESISTANT. 19, INSTALLATION ANCHORS SHALE BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 LSL C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,00OPSJ MINIMUM. 0. METAL STRUCTURE: STEEL 18CA (.048") FY=33YSI/FU=52KSJ OR ALUMINUM 6063-T5 FU=30KSI .048" THICK MINIMUM TABLE OF CONTENTS SHEET NO.1 DESCRIPTION I---- __ __ __ I NOTES 2 3 ELEVIADONS 0 INSTALLATION DETAILS 11 Coi' OMP1COMPONENTS SIGNED: 1211412017 MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET R. 04I lyGRATZ, PA 17030-0370 oSERIES185ALUMINUMSINGLEHUNGWINDOW 52" X 72" NON -IMPACT 4, WfAfNOTES5;-)o orOF 0* A0R10""N4, DRAWN wo. Rev N.G. 7- 08-02549 aN.G. KITS DATE 12/29/14 OF 11 L ROBERTO I 0AAS P. E. 1432WOOOFORDRDLEV,INVILLE,,VC 27023 Luis R. Lomas P.E. FL No.: 625144346680609 52" MAX FRAME WIDTH ---. 2" MAX -_. _....._. ....._. 16" MAX O.CI __ 2" MAX 7`_Zjj f/ f MAX t.J O. C. f f52" MAX FRAME W101N -- 2" MAX — If," MAX O.C. — 2" MAX 2.. Y Jl f 16 MAX iJ O. C. l 72" 1 72" MAX ----__.____ ____---- MAX FRAME _ -- J.__—.. ---_ = FRAME I- 1EIGHT ! HEIGHT I 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW R£ 1RSNJNS IJESCRWriOfi REVISED ANCIiOR SPACING & CHAPTS REVISED GLASS CHART # I DA1f APPROVED 1Dj42J77 ft.t. Number of anchor locations required Frame Frame Width {in) Height 18.00 24.00 30.00 1 36.00 42.00 52.00 in) Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb 48. 00 Head Jamb Heatl Jamb 24. 00 2 1 3 3 3 3 3 3 3 4 1 3 4 3 4 1 3 70. 00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 36. 00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 42. 00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 48. 00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 54. 00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 60. 00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 66. 00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 72. 00 2 S 3 6 3 6 3 6 4 6 1 4 6 4 fi EXTERIOR V1Ei l DESIGNER EXTERIOR VIEW FIANCE & FINLESS INSTALLATION FLANGE & FINLESS INSTALLATION SEE CHART k 1FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART #1 FOR SMALLER UNITS REOUIREDANCHORS DESIGN PRESSURE RATING IMPAf,T RATING O. OPSF NONE NOTES: 1. MAXIMUM SASH SIZE 51" X 36". 2. MAXIMUM SASH D.I_O.: 47 5/8" X 32 1/2" 3. MAXIMUM FIXED D.l_0.: 49 3/8" X 32 1/21", HARDWARE SCHEDULE METAL SWEEP LOCK T 8" FROM EACH END INTERIOR MEETING RAIL BLOCK AND TACKLE SALAFICE AT JAMBS MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON —IMPACT FLANGE & FINLESS ELEVATIONS VPAWN I RE" N. G. 08-02549 8 SCALE NTS ` 12/29/14 1 S"H'2 OF 11 L. R08ERTO LOMA S R E. 1432 WOODFORD RD ILIVISVILLE, NO 27023 434 688-0609 dlomastdomasoe.com SIGNED: 12/14,12017SST Rf { JLt Ji qq0 5e r yS7TEOFFA` / H wfC . Luis R. Lomas P.E. FL No.: 62514 2'* MAXFRAME WIDTH 2" MAX 10" MAX O.C.2" MAX 2" MAX 1w 111IH 2" 10" MAX 0 C. 72"' MAX FRAME FRAME HEIGHT 10" MAX O.C. T__ 72" MAX FRAME HEIGHT 52" MAX FRAME WIDTH F- 10" MAX O.C. 4 18.5-ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW i;TiAi&-R VIEW EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING zt6O.OPSF NONE REV DESCRIPTfwl DAIE A F'Rc"Ev A REVISED ANCHOR SPACING & CHARTS 07111116 R, L_ 2- MAX 8 REVISED GLASS 10/02/17 R.L. 1 CHAPT#2 Number of anchor locations required Frame Frame Width (in) Height 18.00 24,00 30.00 315.00 42.00 48.-00 52J00 In) 7H & S Jamb H&S Jamb- H&S Jamb H&SlJamb H&SIj JambHiSjJamb H&S Jamb 24. 00 3_T 3 3 3 4 3 5 3 5 3 6 3 6 3 30. 00 3 4 3 4 4 4 5 4 5 1 6 4 6 4 36. 00 3 5 3 5 4 5 5 5 5 5 6 5 43 5 42. 00 3 5 3 5 4 5 5 5 5 5 6 5 6 5 48, 00 54, 00 3 3 6 6 3 3 6 6 4 4 6 6 5 5 6 6 5 5 6 6 6 6 6 6 R 6 6 60. 00 3 7 7 5 7 5 7 6 7 E7 66.00 3 8 1 1 4 8 8 6 8 6 72. 00 3 8 1 3 8 4 8 5 8 5 8 6 8 6 8 SIGNED: 1211412017 NOTES: 1. MAXIMUM SASH SIZE: 51" X 36", MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 s 711' 11. L0'1 F N &' p SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON -IMPACT 2. MAXIMUM SASH D,L.O,: 47 5/8" X 32 1/2". 3, MAXIMUM FIXED D1,0. 49 3/8" X 32 1/2". z FIN ELEVATIONS TAT OF 0 0NAL 111111w0DRAWN N. G NO, I08-02549 I 9 SME NTS IDA'E 12/2 OF 11 HARDWARE SCHEDULE 12) METAL SWFEP tocK AT 6- FROM EACH END INTERIOR MEETI f2) BLOCK AND TACKLE HAI ANCE AT JAMBS Luis R. Lomas P.E. FL N 62514 I ROBERTO LOMAS P F 1432 WOODFORD RD LEINISVILLE, NC 27023 434- 686-0609 1/2" MIN EDGE DISTANCE WOOD FRAMINGOR2XRON BY OTHERS 1 1/4" MIN, EMBEDMENT BACKER ROD APPROVED 1/4- MAX SEALANT SHIM SPACE 1 1/4" MIN 10 WOOD SCREW FIAREDMEN1 I_ 1/2" INTERIOR MIN EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK EXTERIOR 13Y OTHERS BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS VERTICAL CROSS SECTION S ,ILL TO OF SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4" MAX. SHIM SPACE WOOD FRAMING OR 2X BUCK INSTALLATION 07FS, 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2 PEf3iMEIEFiAND JOINT SEALANT' BYOTHERS TOBE t)ESI( 3NED;NACCORDANCE WiTtIASTME2112 DESCRWION FEVISED ANCHOR SPACNC & Cl-KPTS REViSEO wl's 1/4" MAX. SHIM SPACE INTERIOR BACKER ROD APPROVED EXTERIOR SEALANT JAMB INSTALLATION DETAIL WOOD FRAA4ING OR2XBUCKINSTALLATION DATE R_TAPPR(WE() SIGNED: 1211412017MI WINDOWS AND DOORS, LLC 111111111// 0, 650 WEST MARKETSTREET C0 GRATZ, PA 17030-0370 g 5 SERIES 185 ALUMINUM SINGLE HUNGWINDOW52" X 72" NON —IMPACT l y FLANGE INSTALLATION DETAILS TAT OF0ORVDt - DRAWN N.G. 08- 02549I 8 N/; 1111 0\0\ Luis R. Lomas P.E, I s1111 NTS 12/29/14 —FT 4 OF 11 I RORERTOLOM4SPE, 1432 WOODFORD RD LEMSVILLE, NO 27023 FL No.: 62514 434-688-0609 STRUCTU BY OTHE APPROVED SEALANT rEDGE DISTANCE '/," MIN r- 1/4" MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR p"er3r!"I'l EXTERIOR BACKER ROD APPROVED SEALANT META SIROCTUR By 01fit-R SILL TO BE SET IN A BED Of APPROVED STRUCTURAL SEALANT 1/4" MAX, SHIM SPACE VERTICAL CROSS SECTION iW METAL NOTES I INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY, 2, PERIMETER AND JOINT SEALANT BY OTHERS 70 BE DESIGNED INACCORDANCE W17"ASTME2112 DESCRIPPON Do.TEAGRROVED REVISED ANCHOR SPACING & CHARIS 07/1_1/_16 REVISED GLASS 10102117 1p"L. 1/ 4" MAX, SHIM SPACE 10 SMS OR SFLF ORILUNG INTERIOR SCREWS 1/ 2 MIN - EDGE DISTANCE rr EXTERIOR METAL STRUCTURE BACKER ROD BYOTHERSArAPPROVEDSEALANT JAMB INSTALLATION IONDETAIL LFFMETAI MiEINSTALLATIONSIGNED: 1211412017 MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET 0 G ENS*.11' GRATZ, PA 17030-0370 6 f SERIES185ALUMINUMSINGLEHUNGWINDOW52" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS DRAWN 11' No N, G, 08-02549 B C3 AIL NTS 1` 12/29/14 Is"'F`5 OF 11 R. Lomas P.E. t, ROBER70 LOMAS P.E.Luis 1432WOODFORDRDLEWISVILtE, NC 27023 FL No.: 62514 reens+or s 2 1/2" MIN, REV Descawrrow DME APvass,€0 EDGE DISTANCE CflJ1CRETE/MA.SONfZY - A PDASED ANCHOR SPACING & Cf#ARTS 07/11/ 6 RA, BY OTHERS V ' 8 Pf.'diSf.O GLASS 10102117 R. . n--•. -- - - ---- 4 a 1 1/4" .MIN. OPTIONAL 1X BUCK --\` EMBEDMENT 1 1/4" MIN, SEE NOTESSHEET1 EMBEDMENT 1/ 4" MAX. CONCRETE/MASONRY LL BY orHERS SHIM SPACE MAX. BACKER ROD SHIM SPACE APPROVED 4 SEALANT 3/ 16- TAPCON 3/ 16" TAPCON a INTERIO MIN. R INTERIOR 2 1 /2- -- EDGE a DISTANCE ti EXTERIOR BACKER ROC) - APPROVED S OPTIONAL1XBUCKSEALANTEXTERIOR SEE NOTES 3 - 7 SHEET 1 JAMB INSTALLATION DETAIL CONCRETEMASONRY INSTALLATION NOTES: SILLTOBESET1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, A BACKERRODT UAPPROVED A BED OF1. SHOWN FOR CLARITY. R1 APPROVED" 2, PERIME TER ANDJOINT SEALANTBY OTHERS TO BE SEALANT SEALANT STRUCTURALftAI DESIGNEDIN ACCORDANCE WITH AS TM E2112 7 SIGNED: I2/ 1412017 OPTIONAL IX BUCKS._- 1/4" MAX. MI WINDOWS AND DOORS, LLC SEE NOTE3 - 7 SHIM SPACE 650 WEST MARKET STREET X 1ti7 F10J 1 SHEET 1 - GRATZ, PA 17030-0370 C JNCRE- iE/MASOt IRY _ SERIES 185 ALUMINUM SINGLE HUNG WINDOW = *'` BY OIHERS -° a 52" X 72" NON -IMPACT Q~ FLANGEINSTALLATION DETAILS 7, TAT F O e°a Q tl° a . REV 70RG{ oRaw rnoOS 025A9B /S1NAti scc NTS w1e 12/29/14 1 6 OF 11 VERTICAL CROSS SECTION I. ROBETO LOMAS P E. CONCRETE-IMASONRY INSTALLATION 1432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E. 434-6ae'0&9 FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 1/2- MIN EDGE DISTANCE 1/4" MAX, SHIM SPACE 10 WOOD SCREW R SILL TO BE SET IN A BED Of APPROVED STRUCTURAL SEAL -ANT 1/4" MAX, SHIM SPACE VERTICAL GROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. Y, 2, PERIMETER AND JOINT SEALANT BY OTHERS 70 BE DESIONFI) IN ACCORDANCE WILL IASTM E2112 1 1/4" MIN. EMBEDMENT A---- 1/2- MIN EDGE DISTANCE I(Y WOO[) SCREW WOOD FRAMING OR 2X BUCK BY OTHERS DESf --- -- ---------- - REVISED ANCHOR SPACING & CHARTS REVISED GLASS 1/4" MAX, SHIM SPACE INTERIOR EXTERIOR BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION Ml WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS DRAWN AWtC w N,G, 08-02549 NTS I DALE 12/29/14 1 sm"' 7 OF 11 L. ROREPTO LOMAS P,E 102 WCA)DFORO RD LEWISVILLE, MC 27023 DATE AVFRUvfD I,/11G io; 1 ------ , R L, llSIGNED: 1211412017 Cop— to E' v SF 1p OF '! 4,Z: ti Aj 1, W0 Luis R. Lomas P.E. FL No,: 62514 2 1/2" MIN. EDGE DISTANCE CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. OPTIONAL. IX DUCK ' 4 EMBEDMENT SEE NOTES 3 — 7 SHEET I I/ MAX, BACKER ROD SHIM SPACE APPROVED SEALANT 3/16" TAPCON INTERIORNTER' EXTERIOR 1 1/4" MIN. EMBEDMENT CONCPETE/MASONRY BY OTHERS bs 3/16- TAPCON 2 1/2" MIN, EDGE DISTANCE REVISiGNS DESCRIPTION R[VJSC() ANCHOR SPACING & CHARTS REVISED GLASS OPTIONAL IX DUCK SEE NOTES 3 — 7 SHEET I 1/4" MAX, SHIM SPACE INTERIOR VEXTERIORBACKERROD APPROVED SEALANT JAMB INSTALLATION DETAIL T DATE APPROVED 071 RA" R'L Silt_ I - TO BE SET IN A BED OF NOTESBACKERRODAPPROVED1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, APPROVED STRUCTURAL NOT SHOWN FOR CLARITY. SEALANT SEALANT 2, PERIMETER ANDJOINT SEALANT BY OTHERS TO BE OPTIONAL IX ©LACK 1/4" MAX. DESIGNED IN ACCORDANCE WITH ASTM E2112 SEE NOTE 3 — 7 SHIM SPACE SIGNED: 1211412017 SHEET I MI WINDOWS AND DOORS, LLC cg. LO650WESTMARKETSTREET 4, CONCRETE /MASONRY GRATZ, PA 17030-0370 N BY OTHERS SERIES 185 ALUMINUM SINGLE HUNG WINDOW 5 52" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS STATc OF o 0. DRAWN INIG GRID N.G. 4 tea VERTICAL CROSS SECTION 1 08-02549 CO CRETEIMASONRYINSTALLATION SCALE NTS I DATE 12/29/14 1 S'4EE7 9 OF 11 f L. RORFRIOLOMASRE 1432WOODFORD RDLEWISVILLE, NC 27023 Luis R. Lomas P.E. 434 C,98 0609 FL No.: 62514 APPROVED SEALANT BEHIND FIN 7/16- MIN EDGE DISTANCE INTERIOR EXTERIOR 7/16" MIN EDGE DISIANCE APPROVED SEALANT BEHIND FIN 1 1/4" MIN. EMBEDMENT 8 WOOD SCREW VERTICAL CROSS SECTION WOOD FRAMING OR 2X SUCK INSTALLATION WOOD FRAMING BY OTHERS 1/4" MAX. SHIM SPACE WOOD FRAMING BY OTHERS 1/4" MAX rSHIM SPACE 8 WOOD SCREW INTERIOR 1 1/4" MIN, EMBEDMENT APPROVED SEALANT BEHIND FIN 7/16- MIN EXTERIOR EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMINGORR2X -BUCK INSTALLATION DESCRIPTION RIVISED ANCHOR SPACING & CHARTS REVISED GLASS NOTES 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 1/ 4" MAX NOT SHOWN FOR CLARITY. SHIM SPACE 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET WOOD GRATZ, PA 17030-0370 FRAMING BY OTHERS SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON —IMPACT FIN INSTALLATION DETAILS DRAWN: TA). N. G. 08-02549 SCALE NTS I DATE 12/29/14 1 "C' 10 OF 11 t ROBERTO LOMAS P. E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434 688 0609 DATE APPROVED 2/ l L, SIGNED: 1211412017 01ARIIII/ j/ L0/ ENS'.' p ZOF' TAT0 WID S OilAt Luis R. Lomas P.E. FL No.: 62514 LAFTAL STRUCTURE BY OTHERS APPROVED S[AIANT INTERIOR A EXTERIOR BACKER ROD APPROVED SEALANT METAL STRUCTURE BY OTHERS 1/2" MIN EDGE DISTANCE 1/4" MAX SHIM SPACE S OR SELF DRILLING SCREW VERTICAL CROSS SECTION Aii----------- IALSrRU—CTURE-- I-,NS—-TA-LL----,,- A,TlON NOTES 1. INTERIOR AND EXTERIOR FINISI LES, BYOTHERS, NOT SHOWN FOR CLARITY, 2 PERIMETER AND JOINT SEALANT BY OTHERS 70BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SILL TO BE SET IN A BE[) OF APPROVED STRUCTURAL SEALANT 1/4" MAX. SHIM SPACE REVISED ANOiOR SPACING & CLIARTS REViSE0 CLASS 114" MAX. jSHIM SPACE Rio SMS OR INTERIOR SELF DRILLING SCR w 1/2" MIN, EDGE DISTANCE EXTERIOR METAL STRUCTURE BACKER ROD APPROVED BY OTHERS SEALANT JAMB INSTALLATION DETAIL STRUCTUREMETAL INSTALLATION MIWINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS DRAWN NO, N.G. 08-02549 SCALE NTS I DATE 12/29/14 1 S"FET 13 or 11 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434 688-0609 Mo ao. 10-pe — IlAll Allllll)Vlll 07111116 Ii_!_ 10/02/37 jf21_ SIGNED: 1211412017 0 rENS', tTATE w OF 0tt REV 40RO' Luis R. Lomas P.E, FL No.: 62514 2 3/16" 13116" FLANGE FRAME HEAD CM 18501 ALUMINUM 6063. T5,050' THICK 2 5/16" 3/8" FLANGE FRAME SILL CM- 18502 ALUAVIVOM5053-T5 055'THICK 1 5/8" r- 7Fo LOCK RAILISTILE ALUMINUM 6063 75,062"THICK J GLAZING BEAD CM 08535 RIGID PVC. 050' THICK 1 7/8" - I - 2 3/16" FLANGE FRAME JAMB CM. 18503 ALUMINUM6063-TS 050"THICK 2 5/16- 2 13/ld' 5L FINLESS FRAME SILL CI,L 18554 ALUMINUM 6063-T5.055' THICK 1 7/16" 2 5/1 6 L SASH BOTTOM PAIL ALUMINUM 6063- T5,050' THICK 11 3/8" L-- - 15/1C T----- SASH STILE GM-18507 ALUMINUM 6063- 75,050' THICK 2 3/16.. - 1 5/16" A FINLESS FRAME HEAD cm- 18553 At UMINUM 6063- T5,050' THICK 2 5/16- 3 3/4" FIN FRAME SILL cm- 18509 ALUMINUM 6063- T5,055' THICK L u2" )" V-j Lbl 11417rTIAll- PAIL ALUMINUM 6063- 75,055" THICK 2 3 FINLESS FRAME JAMB CM- 18513 Al UMINUM 6063- T5.050' THICK 1 3111" 2 5/16" FIN FRAME HEAD om 18503 AtUMINUA.46063- TS, 050' THICK 1 2 3/5" 1--- 2 3- 7' FIN FRAME JAMB CM-18.510 ALUMINUM 6063- T5,050' THICK REVISION"; EIESCRWTION DATE APPPUAD REVISED ANCkAOR SPACING & CHARTS REVISED GLASS 10102117 R.L. 5/8" - 1/8" ANN. - 1/8" ANN. 1/8" ANN, Df 90 PVH BY KURARAY MflAt RHNFOPCED PUTYL SPACED EXTERIOR INTERIOR 1/2" SITE SILICONE T-- SEAI,ANI SETTING PLOCK - GLAZING DETAIL MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON -IMPACT COMPONENTS N.G. 08-02549 SCALE NTS ll)A'E 12/29/14 IS"E"ll OF 11 L. ROBERTO LOMAS P.E. 14,12 WOODFORD RD LEWISVILLE, NC 27023 434 688,0609 A—aSClkh—spe — SIGNED: 1211412017 0 51 TAT Ors0:11R Luis R. Lomas P.E. FL No.: 62514 Florida Buildin471c, Code Online Pa(TZ:11e I of 3 14 BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats is Facts PubilCation$ FBC Staff BCIS Site Map Links Search Product Approval USER: Public User Product or ACDItCation Search > > Application Detail FL #FL15349-R9 Application Type Revision Code Version 2017 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlingerCmmiwd.com Windows Fixed Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, RE Validation Checklist - Hardcopy Received atavAdrd AAMA 506 AAMA/WDMA/CSA 101/1.S. 2/A440 Method 1 Option A 12/31/2017 12/31/2017 01/04/2018 Year 2011 2008 https://w-v,,NA,,.floridabuilding.orc,l r/pr _app dtl.aspx?param=wGEVXQA-tDqtH8572qvd XI... 1/31/2018P , Florida Building Code Online Page 2 of 3 Summary of Products FL # Model, Number or Name Description 15349.1 1185 PW 73 x 72 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL1PL3_49 df Approved for use outside HVHZ: Yes Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-60 04/03/2018 Other: CW-PG60 Installation Instructions L.L15349_R9 11 Sj-02jr78_pdf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports L,US340R 4 1 124,,Jf Created by Independent Third Party: Yes 15349.2 185 PW 159 x 54 Triple CHS Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No ELI5349 R3_1- 4' AP 15O Qdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant. No 01/24/2021 Design Pressure: +55/-55 Installation Instructions Other: R-PG55 Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 153493 185 PW Impact 72 x 72 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No ELJ142 PLL_(;AC AP '4 4df Approved for use outside HVHZ; Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 06/25/2021 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports Created by Independent Third Party: Yes 15349. 4 1185 PW Impact 159 x 54 Triple CHS Insulated Laminated Glass Limits of Use Certification Agency Certificitte Approved for use in HVHZ: No F 1 ''4 R 'A AP(- 9?7? ndf Approved for use outside HVHZ: Yes f_L- R—Al- AP-7 3f Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +55/-55 01/24/2021 Other: FW-R55, Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 1/8" annealed exterior - spacer - 3/32" annealed / 0,090 Solutia PVB / 3/32" annealed. Glass was Verified By: Luis Roberto Lomas 62514 bedded in Pecora 896 silicone with 5/8" glass bite. Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes S349. 5 185 PW Impact 96 x 60 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No APC 72.pdf Approved for use. outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/05/2020 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL 1 j34 K—1 - 0 8 - 01 6 1 ' f consisted of 5/32" annealed exterior - spacer - 5/32" Verified By: Luis Roberto Lomas 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports fLL5149 _ R3 AL c 1 227_7 Of Created by Independent Third Party: Yes Back Next i MS}_aaLr nR - I lh F)Q The State of Florida is an AA/EEO employe(, Lguxri h 7-`n `' `a^ s FI ri a.A=aaktill 'M https: l/,A-A,.floridabuildinc,.org,,,' r/pr app dtl.aspx?parani=wGEVXQw-tDqtH8572qvdV/1... I /') 1 /2 0 18 P11 _ Florida Building Code Online Page 3 of 3 Under Florida taw, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity_ Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850,487,1395. *Pursuant to Section 455.275(1), Florida Statute$, effective October 1, 2012, licensees licensed under Chapter 455, F.S. most provide the Department with an email address if they have one. The emails provided may be used to.- official Communication with the licensee. However email addresses are public record. If you do not wish to supply a per-wal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S,, piea$e Click Lg— Product Approval Accepts; M U Itl E a Credit Gai'd Safe 1-ittps:/,/,ArwA-w.floridabuilding.org." rlpr app dtl.aspx?param=wGEVXQA-tDqtH8572qvd'I... 1 /3) 1/2 0 18P NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE, FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD, 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2 OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE, WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1 X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10, WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09. 13, APPROVED IMPACT PROTECTIVE SYSTEM iS RE,Q IUREDFORTHISPRODUCTINWINDBORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. RE)ASIOW , DESCRIPTION DATE APPRMD REVISED INSTALLATION DETAILS 06/Ot/7S R.L, REVISED NAME AND ADDRESS 10/27/16 R.L. 15,FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16.FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17.FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL, LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 18. ALL FASTENERS TO BE CORROSION RESISTANT. 19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=OA2 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,OOOPSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (.048") FY=33KSL/FV=52KSI OR ALUMINUM 6063—T5 FU=3OKSI .048" THICK MINIMUM 20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN 1N SHEET 2. SIGNED: 1111512016 DKDOORS, LLCMIWINDOWSAND 650MAET ST. E N GRATZ, PA17030yXGtpSERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT NOTES TAT OF TABLE OF CONTENTS Ewc REY i`1. ;o10RIQ HEET NO. DESCRIPTION J.L. 08-02357 B i/X JO AL' 1\"v 1 NOTES SCALE NTS - 09/03/14 —'-' 1 OF 12 11 i1 2 — 3 ELEVATIONS, CHARTS AND GLAZING DETAILS L. ROSERTOLOMAS P E, 1432 WOODFORD RD LEWISv10.E. NC 27023 Luis R. Lomas P.E. FL No.: 62514 4 — 12INSTALLATIONDETAILS434-6880609 WO 7s@klo—pa.com REVISIONS 72 1/2- MAX FRAME WIDTH REV DESCR017tON DATE APPROVED 6- MAX 18' MAX O.C, 6" MAX NOTES: A REVISED INSTALLATION DETAILS 6/01/15 R.L. 1 1, MAXIAIUMDI-O: 69314'X66314 8 REVISED NAME AND ADDRESS 10/27/16 R.L. CHART #I Number of anchors required (without rigid fillers) MAX D.C. Name Frame width (m) Height 2400 3000 3600 1 42,00 48,00 54.00 60,00 69,00 72,50 ji HAS T;;----b HAS rtmbHASPamb] HAS Paint, HAS Jamb HAS P..b HAS Jamb HAS J-4, HAS Jamb 24,00 2 2 2 2 3 2 2 3 2 4 2 4 2 4 2 5 2 30,00 2 2 2 2 3 2 2 3 2 3 2 4 2 4 2 4 2 5 2 71 1/2- 36,00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 5 3 5 3 MAX 42,00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 5 3 6 3 FRAME 48.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 f, 3 6 HEIGHT 54 00 2 4 2 4 3 4 3 4 3 4 4 4 5 4 f, 4 60.00 2 4 2 4 1 3 4 3 5 3 5 4 A660024243535— 3 6 4 6 5 6 6 6 117O2S2535363645 7 6 7 REFER TO CHARTS ------SERIES 185ALUMINUM FIXED WINDOW 1 & #2 EX FERIOR VIEW CHART #PFORNUMBEROF ANCHORS REQUIRED Number of anchors required (with rigid fillers) 72 1/2- MAX FRAME WIDTH Rome Frame width 1m) 6" MAX 18" MAX O.C. filigbi 24.00 30.00 36.00 42.00 48,00 1 54.00 60,00 1 66,00 72.50 6' MAX in) HAS pabI HAS pamb H&Spamb HAS Jamb HAS pamhI HAS pamb HAS JmfI HAS pamb HAS Iamb 24.00 2 1 2 1 2 2 3 1 2 3 2 3 2 4 2 4 2 4 2 5 2 30,00 2 1 2 1 2 2 3 1 2 3 2 3 1 2 4 221 4 2 4 2 5 2 36,00 2-T3 T2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 6" 42,00 2 1 3 1 2 3 3 3 3 3 3 3 4 3 4 3 3 5 3 48.0012 3 3 3 3 3 3 3 3 4 3 4 3 4r454.00 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 W-0-0242434343444444 66,00 2 412 4 3 4 3 4 3 4 4 4 4 4 4 71 1/2- 71.50 2 S 1 2 5 1 3 5 3 5 4 5 1 4 1 4 MAX MAX D.C._ 1 1 FRAME T- I r SEE SHEETS 4-7FOR INSTALLATION DETAILS HEIGHT REFER TO CHARTS ---' SERIES 185 ALUMINUM FIXED DESIGNER WINDOW 1 & #2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED DESIGN PRESSURE RATING IMPACT RATING 60,OPSF NONE MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ , PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FLANGE & FINLESS ELEVATION & CHARTS DRAWN: 7 - J,L. 08-02357 ME NTS I DATE 09/03/14 1 S'WET 2 OF 12 L. ROSERTOLOAMSPE 1432 WOODFORD RD LEWISVILLE, NC 27023 4.34-688 0509 016mas@1110maSpe Coll SIGNED: 1111512016 I 'ilAf ' 9 OF 1 Z 0. Luis R. Lomas P.E. FL No.: 62514 72 1/2" MAX FRAME WIDTH -- 6" MAX — 6" MAX18" MAX O.C. — i F[-r i j 18" — MAX O,C. 71 1/2- MAX FRAME HEIGHT REFER TO CHART #3 --• SERIES 185 ALLIMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR VIEW ANCHORS REQUIRED 72 1/2" MAX FRAME WIDTH 6" MAX — 1 18_O.C. — 6" MAX 18" MAX O.C, 71 1/2" MAX FRAME HEIGHT I FER TO CHART #3 FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REQUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT HATING t60.OPSF NONE NOTES; 1. MAXIMUM D,L.O.: 69 X4'X 68 3/4' DESCRIPPON Pare MPROVED REVISED tNSTALLATiON DETAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 10/27/16 R,L. CHART #3 Number of anchors required (fin ins(allation) frame Frame width jmn Height 24,00 30.00 36,00 1 42.00 48.00 1 4,00 6000 66,00 72,50 Lin) NAS amb HAS amh HAS amb HAS amb HAS amb HAS amb HAS amb HAS amD HAS amb 24.00 3 3 1 3 3 3 3 1 4 3 4 3 4 3 5 3 5 3 6 3 30.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3 36.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3 42,00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4 48,00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4 54.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 6 4 6 4 60.00 3 5 3 5 3 5 4 5 4 5 4 5 5 5 5 5 6 5 66.00 3 5 3 5 3 5 4 5 4 5 4 5 5 5 5 5 6 5 71.60 3 fi 3 6 3 6 4 6 4 6 4 6 5 6 5 6y 6 fi SEE SHEET 8 FOR INSTALLATION DETAILS MI WINDOWS AND DOORS, LLC 650 W. MARKET ST, GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FIN ELEVATION & CHART MAWN. Pwc No. J.L. 08-02357 SG4.E NTS IDATE 09/03/14 SHEET OF 12 L, ROHEPTO LOMAS P_E. 1432 WOODFORD RDLEWISVILLE, Nf; 27023 434-688-0609 com SIGNED: 1111512016 91IIlL!!D/ iti •XC E N'Sl l6251 * = iT AT7r10. 4 IONACi 4 Luis R. Lomas P.E. FL No.: 62514 112" MIN, FIDGE DISTANCE WOOD FRAMING 1 1/4- MIN, METAL OR 2X BUCK EMBEDMENT STRUCTURE BY OTHERS BY QJHERS ITT-- BACKER RODBACKFRRODAPPROVED SHIM SPACE APPROVED SEALANT 10 WOOD SCREW SEALANT EXTERIOR EXTERIORINTERIOR 10 WOOD SCREW RIGID TILLER BACKER ROD BACKER ROD APPROVED APPROVED1/4" MAX. SEALANT SHIM SPACE SEALANT WOOD FRAMING METAL 11/4MIN. STRUCTURE-, OR 2XBUCKEMBEDMENTBYOTHERSBYOTHERS112- MIN. EDGE DISTANCE VERTICAL CROSS SECTION HOOD FRAMINC OR 2X BUCK INSTALLATION 1 1/ 4" MIN. 1/4" MAX* EMBEDMENT SHIM SPACE 1/2" 1111 c EDGEI I \ \ A INTERIOR 314" MIN, EDGE DISTANCE 3/4- MIN EDGE, DISTANCE 1/4" MAX SHIM SPACE T 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SKIS OR SELFM OLLING zzSCREWRIGIDFILLER 1/4- MAX. SHIM SPACE. 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4- MAX, SHIM SPACE INTERIOR 10 Wool) # 10 SIAS OR __j SCREW —/v SELF DRILLING SCREWS WOOD f EXTERIOR EXTERIOR METAL OR2X BUCK .. STRUCTURE BY OTHERS BACKER ROD BACKER ROD APPROVED BY OTHERS & APPROVED SEALANT SEALANT JAMB INSTALLATION DETAIL JAMB INSTALLATION DETAIL Woji--F- R-A--M-InC,—OR-2--X--B—O-C-K2X—TALIATION METAL STRUCTURE INSTALLATION RE14s*N5 I REVISED INSTALLATION DETAILS REVISED NAME: AND ADDRESS IR, 30/ 27/ 16 1 Rt NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITHASTM E2112 SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 01 Wtlfj// 650 W. MARKET ST. 0 GRATZ, PA 17030 0 SERIES 185 ALUMINUMFIXEDWINDOW73" X 72" NON -IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLERS r-;o TAT OF z 0 R lqP' DRAWN GREVJ. L. 1 08 -02357 B 111111110 CA" DATE NTSI09/03/14 js... 4 OF 12 Luis R. Lomas P.E. t ROBERTOLOMASPE 1432WOODF0140PLILEWI,';VILLF,NC 7023 FL No.: 62514 434 AM 0609com 2 1/2" MIN, EDGE DISTANCE CONCRETE/MASONRY BY OTHERS 4 1 1/4" MJNOPTIONALIXBUCK4EMBEDMENTSEENOTES3 - 7 SHEET I BACKER ROD A APPROVED 1/4" MAX,_J SHIM SPACE SEALANT 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON BACKER ROD APPROVED SEALANT 1/4" MAX, OPTIONAL IX BUCK SHIM SPACE SEE NOTE 3 -- 7 SHEET I CONCRETE/MASONRY BY OTHERS 14 1 1/4" MIN. EMBEDMENT 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION OWRIFTEIMASOIVRYMSTA ULA71ON REVISED INSTALLATION OETAILS REVISED NAME AND ADDRESS 1 1/4" MIN, EMBEDMENT CONCRETE/MASONRY BY DINERS 1/4" MAX. SHIM SPACE OPTiONAt IX BUCK SEE NOTES 3 - 7 SHEET I 3/16" TAPCON INTERIOR 2 1/2" MIN, EDGE DISTANCE EXTERIOR78ACKERROD APPROVED SEALANT JAMB INSTALLATION DETAIL ON—CR-filM—AS(-)P iii7TN-iTAL Xfi6i NOTES 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TORE DESIGNED INACCORDANCE WITH ASTM E2112 NIL AM0A D 10127116 Rl, SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 0111111/// 650 W. MARKET ST. 0v Lo GRATZ, PA 17030 0 fi 5 SERIES 185ALUMINUMFIXEDWINDOW73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITHUT FILLERS TAT OF R DRAWN REV9. 08-02357 0 N 11111 Luis R. Lomas P.E. 5,CALE NTSI -TI 09/03/14 1 SHEE' 5 OF 12 L. ROBERTO LOMAS PE 1432 WOODFOnf) RD LEWISVILLE, NO 27023 FL No.: 62514 434 6860609co WOOL) FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK By OTHERS 112- MIN, EDGE DISTANCE 1 1/4" MIN F EMBEDMENT X. SHIM SPACE RIGID FILLER 10 WOOD SCREW INTERIOR 10 WOOD SCREW RIGID FILLER 1/4- MAX. SHIM SPACE A 1 1/4- MIN. EMBEDMENT 112" MIN. EDGE DISTANCE VERTICAL CROSS SECTION wo6iiFf?AMiNGOR---2------- XD-UC-K-,I-NSTALLATlOt4 1 114" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE T RIGID FILLER 112" MIN. EDGE \ INTERIOR 10 woof) ---I I / SCREW WOOD f -/v OR 2X BUCK EXTERIOR BY OTHERS BACKER ROD APPROVED SEALANT dAM8 INSTALLA TION DETAIL WOOD FRAMING 2X BUCKliCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER POD - APPROVED SEALANT METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 3/4" MIN EDGE DISTANCE 1/4" MAX, it F SHIM SPACE RIGID FILLER To SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/4- MAX. F SHIM SPACE 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/1" MAX, SHIM SPACE. RIGID FILLER INTERIOR To SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER ROD BY OTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE-INSTALTA-fiiN L15CRIPMN REVISED lNSfALtATION DETAILS PEVISED NAME AND ADDRESS DATE At IWNEO R L NOTES I, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITH ASTM E2112 SIGNED: 11115,12016 MI WINDOWS AND DOORS, LLC 0,IIII/jt///o/ 650 W. MARKET ST. GRATZ, PA N17030S SF SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON—iMPACT FINLESS INSTALLATION DETAILS WITH RIGID FILLERS p TAT OF -4uZ Dv-ZSCALE DRAWN:76 No, REV ORI J. L, 08-02 a Al- EE1357NTSIVATE09/03/14 J`6 OF 12 L. ROBERTO LOMAS PE Luis R. Lornas P.E. 1432 WOOOFORD RD LEW;SVILLE, RC 27023 FL No.: 62514A34-688D609 rflo.as@kkmasper— Tv.Sraxs REY DESCR3PT*14 DATE APPROVED 2 1/2" MIN A REVISED INSTALLATION DETAILS 06/01/15 R.L. EDGE DISTANCE 8 REVSIED NAM1F AND AODRESSV". 10/27/16 R_7.___ CONCRETE/MASONRY -- - BY OTHERS < 99FL 1 114, MIN. OPTIONAL IX BUCK 1 1/4" MIN. EMBEDMENT_ ISEENOTES :3 - 7 ° Q EMBEDMENT SIIEET 1 CONCRETE/MASONRY SACKER ROD 1 1/4" MAX. j BY OTHERS 1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT - ON 1X SUCK • ' RIGID FILLER SEE NOTES 3 - 7 SHEET 1 - RIGID FILLER 3/16" TAPCON o EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16„ TAPCON BACKER ROG - T1Ab1 APPROVED RIGID FILLER SEALANT 1 f4" MAX. 2 1/2„ OPTIONAL_ iX DUCK SHIM SPACE MIN. SEE NOTE 3 - 7 \ EDGE SHEET 1 \ - DISTANCE EXTERIOR BACKER RODCONCRETE/MASONRY _ - - _ _ __` BY OTHERS - •-. ° & APPROVED 0 1 lf4" MIN. SEALANT EMBEDMENT 4` ° • JAMS INSTALLATION DETAIL e • CONCRETE/MASONRY JNSTALLATtON 2 1/2" MIN. , EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS 70 BE DESIGNED IN ACCORDANCE WITH AS TM E2112 SIGNED: 1111512016 DOORS, LLCMIWINDSDWw, 19I uLri0MARKETS GRATZ, PA 17030 ST, / 0 6725SERIES185ALUMINUMFIXEDWINDOW 73" X 72" NON -IMPACT nr - FINLESS INSTALLATION DETAILS WITH RIGID FILLERS G TATE oFK M1S' 10R'QA+ DRAWN: DWG NO. REY OS cr57 Luis R. Lomas P.E. 50KALE [aArcN1S 09/03/14 7 OF 12 L. ROBERTOLOMASPE. 1432 WOODFORD RD LEWISVY LE, NC 27023 FL 1d 0.: 62514434-688-OS03 rtbmasCa irlomaspe com WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 1/2" MIN. EDGE DISTANCE 1 1/4" MIN EMBEDMENT 1/4" MAX. SHIM SPACE 10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD & APPROVED SFALANI OtHINt) FLANGE 1/4- MAX. 0 SHIM SPACE Wool,) FRAMIN,%'1 1/4" MIN, OR 2X RUCK EMBEDMENTBYOTHERS 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X DUCK INSTALLATION 3/4- MIN METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 114- MAX. SHIM SPACE 10 SMS OR LF DRILLING REW EXTERIOR INTERIOR 10 SMS ORSELF1DRILLING SCREW BACKER ROD RIGID FILLER APPROVED SEALANT BEHIND FLANGE T 1/4" MAX. SHIM SPACE METAL_\ SERUCTURE By OTHERS 3/4" MIN EDGE DISTANCE VERTICAL GROSS SECTION METAL STRUCTURE INSTALLATION 1/4- MAX REVISED INSTALLATION DETAILS REVISED NAME AND ADDRESS care Ar,RavED 90/17/36 RA NOTES I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, Nf)fSHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BYOTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 3 1/4" MIN, 1/4" MAX, SHIM SPACE f FABE DMENT SHIM SPACE 112" MIN, 3/4" MIN, INTERIOR EDGE DISTANCE EDGE DISTANCE SIGNED: 1111512016 INTERIOR MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. f GRATZ, PA 17030 10 WOOD #10 SMS OR SCREW SELF DRILLING SERIES 185 ALUMINUM FIXED WINDOW 51 SCREWS If 73" X 72" NON -IMPACT WOOD VPAM;NG FLANGE INSTALLATION DETAILS WITHOUT FILLERS FTATV;0FOR 2X BECK EXTERIOR METAL EXTERIOR STRUCTURE BYOTHERSBACKERROD & BACKER ROD & DRAWN REV BY OTHERS APPROVED SEALANT APPROVED SEALANT J.L 08-02357 8 'kx BEHIND FLANGE BEHIND FLANGE JAMB INSTALLATION DETAIL JAMB INSTALLATION DETAIL NTS I"A" 09/03/14 15"E"18 OF 12 L ROBERTO LOMAS F.E.Luis R. Lomas P.E. JNST_ALLA-T_JONMETAL STRUCTURE INSTALLATION 1432 WOODFORD RD LEWISVILLE, NC 27OP3 r434668-0509 Rtomasna tAomasre.com FL No.: 62514 RE1ASfONS APPROVED -- 2 1/2" MIN. REV OE4r RIPTION A REVISED INSTALLATION DETAILS DATE C16/01/15 R.£. EDGE DISTANCE 13 REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS e 4 3 1/4` MIN. 14. _ 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK - 4- EMBEDMENT SEE NOTES 3 - 7 SHEET 1 z CONCRETES ASONRY - r cPACKER ROD & -" 1 4 MAX. OTHERS 1/4" MAX. APPROVED SEALANT SHIM SPACE Da _. SHIM SPACE BEHIND FLANGE OPTIONAL 1X BUCK - SEE NOTES 3 - 7 SHEET 1 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR BACKER ROD APPROVED SEALANT BEHIND FLANGE \\\ 1/4" MAX. 2 1/2 OPTIONAL 1X BUCK SHIM SPACE MIN. SEE NOTE 3 - 7 EDGE TSHEET1DISTANCE EXTERIOR CONCRETE/MASONRY BACKER ROD & BY OTHERS- A 1 1/4" MIN. APPROVED SEALANT BEHIND FLANGE41 a EMBEDMENT JAMB INSTALLATION DETAIL 4: ----4 — d CONCRE7EJMASONRYINSTALLANON y 2 1/2 MIN. - EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED: 1111512016 AND DOORS, PLCMIWINDOWSW. oK GRATZ, PA 17030Av y GENS 91 r NOTES: SERIES 185 ALUMINUM FIXED WINDOW 1lt'{j'' pyG.51 *= I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 73" X 72" NON-IMPACTSCft NOT SHOWN FOR CLARITY. FLANGE INSTALLATION DETAILS WITHOUT FILLERS r O, 7AT OF _ 2. PERIMETER ANDJOINTSEALANTBYOTHERSTOBEDESIGNEDINACCORDANCEWITRASTME2112DRAWN: Dwc r+o- REV '•i3OR10A' Z*';. 08-0 E357 B /0scAtE GATE NTS 09/03/14 9 OF 12 L. ROAERTOLOMASPE. Luis R. Lomas P.E. 1432 WOODFORD RDIEW1SV11LE, NC 27023FL No.: 52514 434-688-W9il7omas(>LNmaspe.com WOOD FRAMING Of? 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 1/2- MIN. EDGE DISTANCE 1 1/4" MIN, 4- EMBEDMENT 1/4" MAX. SHIM SPACE RIGID FILLER 10 WOOD SCREW EXTERIOR INTERIOR 1() WOOD SCREW BACKLR ROD & RIGID FILLER APPROVED SEALANT x W 1/4" MAX. BEHIND FLANGE SHIM SPACE WOOD I RALAING 7-1/4- MIN, OR 2X DUCK BY OTHERS EMBEDMENT 1/2 MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATLON 1 1/4" MIN. 1/4" MAX, EMBEDMENT SHIM SPACE r _ RIGID FILLER 1121! M11N, EDGE OISTANrE INTERIOR flio WOOD SCREW WOOD FRAMING OR 2X DUCK EXTERIOR BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE IExTgwQR -r INTERIOR 1/4" MAX. SHIM SPACE GID FILLER 10 SMS OR ELF DRILLING REW REVISED INSTALIANON DETAILS REVISED NAME AND ADDRESS 10 SMS OR SELF DRILLING SCREW BACKER ROD APPROVED SEALANT RIGID FILLER BEHIND FLANGE METAL - — ---- STRUCTURE 1/4" MAX. SHIM SPACE NOTES I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY, BY 0111ERS 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4- MAX, SHIM SPACE RIGID FILLER 3/4" MIN. J INTERIOR EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER ROD & BY OTHERS APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. IR ot GRATZ, PA 17030 vim~T SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS WITH RIGID FILLERS OF 4, Z7 Rv 08-02357 If( 11,0", Luis R. Lomas P.E, s7'E NTS 1"A" 09/03/14 151111T 10 OF 12 L. ROBERTO LOMAS PF 1432 WOODFORD RV LEWISVILLE, NC 27023 FL No.: 62514434-688-0609 tP s@lflomaspecom 2 112- MIN, EDGE DISTANCE CONCRETE/MASONRY BY OTHERS 1 114" MIN, OPTIONAI, IX HUCK EMBEDMENT SEE NOTES 3 - 7 SHErl I BACKER ROD & APPROVED SEALANT 9[HiND FLANGE EXTERIOR PACKER POO & - APPROVED SEALANT BEHIND FLANGE OPTIONAL IX BUCK - SFE NOTE 3 7 SHEET 1 CONCRETE/MASONRY BY OTHERS 1XTIAI SHIM SPACE RIGID FILLER 3/16" TAPCON INTERIOR 3/16" TAPCON RIGID FILLER 1/4- MAX. SHIM SPACE A 2 112- MIN. EDGE DISTANCE VERTICAL CROSS SECTION ONCRETEIMASOAWINSTALLATION 1 1/4" MIN EMBEDMENT CONCRETE/ MASONRY BY OTHERS OPTIONAL IX DOCK SEE NOTES 3 -- 7 SHELF I 3116" TAPCON 2 1/2- MIN, EDGE DISTANCE 1 1/4" MIN. EMBEDMENT REVISIONS DESCRIPTION REVISED INSTALLATION ERETARS ROASED NAME AND ADDRESS 1/4" MAX. SHIM SPACE RIGID FILLER INTERIOR EXTERIOR BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCAETEJMASONRY INSTALLATION D`a' ]___APPROVED L 10/27/16 SIGNED: 1111512016 Ml WINDOWS DOORS, LLC NOTES: 1, INTERIOR AAND EXTERIOR FINISHES, DYOTHERS, RET ST. 650 W. MASK GRATZ, PA 17030 R L L) NOT SHOWN FOR CLARITY. 6, SERIES 185 ALUMINUM FIXED WINDOW2. PERIMETER AND JOINT SEALANT BY01HERS TORE DESIGNED IN ACCORDANCE WITH ASTM E2112 73" X 72" NON -IMPACT 74 74TATR-FFLANGEINSTALLATIONDETAILSWITHRIGIDFILLERS 0k' ORAWN DWG 00 REV J.L, 08-02357 8 SHEII ,CALE NTS ID"" 09/03/14 OF 12 L. ROef"TO LOMAS P. E Luis R. Lomas P.E. 1432 WWVF0RV RD LEWISVILLE, MC 27023 FL No.: 62514434688-0609 d0RM.5gi,)o aape — APPROVED0 SEALANT BEHIND FIN 6 WOOD SCREW 3/8" MIN EDGE DISTANCE EXTERIOR 1 1/4- MIN. EMBEDMENT WOOD FRAMING BY OTHERS 1/4- MAX SHIM SPACE INTERIOR 1/4" MAX SHIM SPACE 71 --T 318" MIN j EDGE DISTANCE 6 WOOD SCREW APPROVED 1 1/4" MIN SEALANT EMBEDMENT BENIND FIN VERTICAL CROSS SECTION WOOD FRAMING oR2XBtAC INSTALLATION WOOD FRAMING BY OTHERS WOOD FIR 1/4" MAX BY OTHERS SHIM SPACE 6 WOOD v, INTERIORSCREW I I 1 1/4"4" 1 EMBEDMENT APPROVED SEALANT BEHIND FIN EXTERIOR 3/8- MIN EDGE DISTANCE JAMB INSTALLATION DETAIL W066 iFIAMhNG OR 2XBUCW1NS IALLA 7ION REviStONS REVISED INSTAI-LATIOLL DETAILS REVISED NAME AND AI)DI?E55 DATE AppROVEO I( R I, NOTES. I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73' X 72" NON -IMPACT FIN INSTALLATION DETAILS MAWN I tmc No- J.L. 1 08-02357 SCALE NTS ICA" 09/ 3/14 ls"'E'12 OF 12 L. RORERTOLOMASPF. H32 WOODFORD RD LEWISVILLE, NO 27023 434-6880609 lloma;Oalrk—spe— SIGNED: 11115.12016 R, L 0 E II v 0 ROt- Luis R. Lomos P.E. FL No.: 62514 Florida Building Code Online Page I of 3 M Z 13CIS Home Log In User Reqzstratior, Hot Topics i Submit Surcharge Stats & Facts Publications F5C Staff BC/S Site Map Links Search rProduct Approval00USER: PuDkC User R r v I Menu > P qVZ_or AppliL41(Qn rh > 6pLI& i n i.ist > Application Detail 7 t FL # FL15353-R.3 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/ Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd. com Authorized Signature Brent Sitlinger bsitlinger@miwd. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered, Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas, RE the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Unch, RE 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 Q I FL—I. d f2R3 _ 5tgndArdAAMA 450 Method I Option D YAM 2010 https:,,',', A' w\v.iloridabuildin,' r/pr _app dtl.aspx?param=wGEVXQNx,7tDqtH8572qvdWIS... 2/1 /2 0 18tp -'P 11 Florida Building Code Online Page 2 of 3 Date Submitted 10/16/2017 Date Validated 10/23/2017 Date Pending FBC Approval 10/26/2017 Date Approved 12/12/2017 Summary of Products FL tfi Model, Number or Name Description 15353.1 15764 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLISaS3 R3 11 0 144f Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion fLLS?Lj_R-' AG q, f 17. f span: 104-1/4". Created by Independent Third Party: Yes 15353. 2 15764 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No fLi235 R3 II -0143gB. f Approved for use outside HVHZ. Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant, Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion Created span: 83" by independent Third Party: Yes 15353. 3 -5765 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No ELL-1SDI Q-449B.pdf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion span: 156-3/8" Created by Independent Third Party: Yes 15353. 4 15765 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No LL-1'35 Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant, Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion ELj1-53-52-S3 AF,-J_12jk4BDqf span: 83". Created by Independent Third Party: Yes 15353. 5 CM-18514 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ; No 1`1-15353 R3 11 U-01442E.Rd-, Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FLi i53 R AF 12066tpdf length - 83". Created by Independent Third Party: Yes 15353. 6 CM-18520 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLI5353 R3 11 Q5,r Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion span - 156-3/8" Created by Independent Third Party: Yes 15353. 7 CM- 18523 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No fLL-5353_P 3_ 111_08-_0 1452 1-1-pdf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion Z5,P.p01span - 104-1/4". Created by Independent Third Party: Yes 5353. 8 CM-18531 Vertical Aluminum Mullion I Limits of Use Installation Instructions Approved for use in HVHZ: No EL_15_1_r2 P-1 !'-01443B df Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 https:,,; 1,A,-\,-"-.floridabuilding.org/"pr//P rapp dtl.aspx"param=wGEVXQA-tDqtH8,-72qN,,dv-vIS... 2/1,2018 Florida Buildinc, Code Onlinet Page 3 of 3 i 1: Impact Resistant: Yes Created by Independent Third Party: Yes i 1 Design Pressure: N/A Other: Max single window size: 52-1/8" x 84". Max mullion Evaluation Reports Ll75 _4S5 R3 AE_-5 I 20167BPff span - 83-, Created by Independent Third Party: Yes 15353.9 CM-18532 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No E1,_I535_3_P,3_11 Qa-0I453B_Ldf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion f_15353 R3 AP_S_12,177I . of span - 156-3/8" Created by Independent Third Party: Yes 15353.10 CM-18533 Vertical Aluminum Mullion Limits of Use I Installation Instructions Approved for use in HVHZ: No Fl 15 ': R T' 0 - 4448nrif Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion span: 83" Created by Independent Third Party: Yes 15353. 1.1 CM-18534 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No jLLIJ,S R3 II G8-01451,df Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion 1, 1. Q3-!a L f E0J.-h -5 12IM-Pi span: 156-3/8". Created by independent Third Party: Yes Back Next 26C) I Blair Stone Road, 5 1-4 7- 4 The State of Florida is an WBEO employer, ri h 7 -; ( Fl ri Q :: i ji mn 'm n t Under Florida law, email addresses are public records. 11 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, 2072, 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 D2D, Product Approval Accepts. M U Fga 9E IM Credit Card Safe 1- ittps:ll,A,,w-w.floridabuildin!2.org,l"pr,lpr_app_dtl,aspx?paran-i=wGEVXQ,A-tDqtH8572qvdNk'TS... 2/l/2018 NOTES: 1 ) T14E PRODUCT SHOWN FIFREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE, 2) WOOD FRAMING 10 BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 4) APPROVED IMPACT PROTECTIVE SYSTEM IS-RQT RK_QULRL(_> FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS Of' 10 WIND ZONE 3. 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULLJOkL, WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL. 1 6) SiNCLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS, INC. 7) DESIGN PRESSURE OF MULLED UNIT SHALL OF CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT, 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE: NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN. 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT. DESIGN PRESSURE TABLE INSTRUCTIONS: 1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16, 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT THE lNTERSEClION Or ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2. MULLION RATING MUST BE EQUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP I TRIBUTARY WIDTH = A-l-W-Z 2 REVISED 4NSIAU_Afl0N DEIAILS I REVISED ANCHORING NOTES & INSTL DEL 1 06/07/17 ANCHORING NOTES, 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS S14FET 3. 2) FOR ANCHORING INTO CONCRETE USE 1/4" ELCO ULTRCOH IAPCON WITH SUFFICIENT LENGTH 10 ACHIEVE A 1 1/4- MINIMUM EMBEDMENT WITH I" MINIIAUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 3) FOR ANCHORING INTO METAL USE #10 SMS OR SELF DRILLING SCREW WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL, LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS 514EET 3. 4) ALL FASTENERS 10 BE CORROSION RESISTANT. 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. C. MASONRY STRENGTH CONFORMANCE TO ASTM C-90, (;BADE N, TYPE I (OR GREATER). D. METAL STRUCTURE —STEEL TOGA (.048") FY=33KSI/FU=52KSI OR ALUMINUM 6063—T5 FU=30KSI .062" THICK MINIMUM. 6) FOR ATTACHING WINDOW UNITS TO MULLION USE #10 SELF TAPPING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A MINIMUM EMBEDMENT Of THREE THREADS PAST THE MULLION WALL. LOCATE SCREWS 6" FROM EACH MULLION END AND 12" MAX. O.C. THEREAFTER. STAGGER SCREWS AT EACH WINDOW. TABLE Or CONTENTS SHEET NO. DESCRIPTION I NOTES 2, CONFIGURATIONS AND DP CHART 3 INSTALLATION DETAILS 4 COMPONENTS MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 — VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES ORAWN, V. L. 08-01439 SCALE KITS I-'E 01/11/12 _F7" I OF 4 L POSERTOLOMASPE 1432 WOODFORD RD LEWISOLLE, FIG 2,023 434-668 C609 dl-as&d-asfe corm Rl. SIGNED: 1011312017 L o E Ny A . 4WfAfEOF 0 Luis R. Lomos P.E. FL No.: 62514 RF SONS107 107 3/8" 101 3/8" REV DESCRIPTION DATE a RROVEO COMBINED WIDTH COMBINED WIDTH COMBINED WIDTH A REVISED INSTALLATION DETAR,S 06/10/15 R t- WI W2 f W I W2 W IW2 6 REVISED ANC14ORING NOTES & IN511- DET, 06101117 R, L 83" 83" 83" FRAME FRAME WINDOW FRAME 4DOW tW HEIGHT WINDOW WINDOW HEIGHT WINDOW HOCHT MULLION SPAN) SPAN) SPAN} --l J---, L / A 107 3/ 8" 107 3/8" 101 3/11" COMBINED WIDTH COMBINED WIDTH COME31NED WIDTH W2 W2 ---- I W I W2 F- 7- T- 83" WINDOW 83" WINDOW 63" WINDOW FRAME FRAME( ff FRAME HERAifWIND / I'ViNDOVI, IrLWINVI HEIGHT NWINQQw- 41GHT -WINQf—W OwMULLION (MULLION WINDOW 2QW ( MULLIONSPAN) SPAN) SPAN) 11" LL -- WIW2 WI ----L W2 — W I W2 107 3/ 107 3/8" 107 3/8" COMBINED WIDTH COMBINED L—COMBINEDWIDTH ----'OMBINED WIDTH Design pressure ratin so Mullion span ( in) Tributary width ( in) 1S.t3 26-0-0 42.00 48,00 52,13 25.00 120.0 25-50 120,0 120,0 120,0 120.0 120.0 37.38 120,0 120.0 120,0 120,0 120,0 120.0 49,63 120,0 98,3 812 769 75.2 75A 62.00 71.0 5-- 2 27 9 .7 5.9 5— - 3, 2-3 65:63 69,6 431 330 29.6 27,4 26.3 72.00 49 32.7 24 421 8 19,9 19.0 400 2 1 20 1 1 LARGE AND SMALL MISSILE IMPACT, LEVELD, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND 00 NOT INCLUDE FLANGE, APP ROVED NTIONSiZ(R IGQff4MULTIPLEUNITSMAYBEMULLEDTOGETHERAS —LONG AS COMBINED WIDTHDOES NOT EXCIFE, 0 101316"AS SHOWN HEREIN, Design pressure rating ( pst) with rebar Mullion span (in) Tributary width (in) 1& 13 25. 50 36.00 42.00 46.00 52.13 25.00 120, 0 120.0 120,0 120.0 120,0 120L0 37,38 120, 0 120.0 120,0 1220,0 120,0 120,0 49.63 120, 0 98,3 812 76,9 75.2 75A 62.00 95, 2 70,0 53,3 48,1 44.8 43.4 65.63 80, 0 68,6 44,2 39.7 36,7 35.3. 72.00 603 43,9 32,8 29.2 26,7 25,5 64.00 37, 7 27.3 20.1 T 17.7 16,0 15A LARGE AND SMALL MISSILE IMPACT, LEVEL 0, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND 00 NOT INCLUDE FLANGE MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030- 0370 5764 - VERTICAL MULLION 83" MULLION SPAN APPROVED CONFIGURATIONS AND RATING CHARTS DRAWN: DWG No. 08-01439 SALE NTS DATE 01/11/12 FFE72 OF L. ROBERTO LOMAS P. E. t432WOOOFORE)POLEWtSViLLE.AtC27023434- 688 W9 SIGNED: 1011312017 E N 0 51 TAFE OF ORVDV' Luis R. Lomas P. E. FL No.: 62514 I" MIN EDGE DISTANCE MASONRY/CONCRETE BY 01HERS 1 1/4" MIN, EMBEDMENT IJ a II 1/4" ELCO ULTRACON TAPCON SECT57955 CLIP REVISIONS REVISE() INSTALLATION DEWLS R I - REVISED ANCHORING NOTES ,z INSTI- DET 06/07/17 RA - 22 OPTIONAL REBAR 10 SMS OR SELF DRILLING SCREWtill1 SECT,5764Dy' MULLION MT000022 LIP 10 WOOD SCREW 1 318- MIN. EMBEDMENT I ---- WOOD FRAMING/ 112- MIN. 2X BUCK EDGE — BY OTHERS DISTANCE VERTICAL CROSS SECTION MASCAIRYIr-ONCRETE AND WOOD FRAMING INSTALLANON NOTE: CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE, 112" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL INSTALLATION METAL STRUCTURE BY OTHERS MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLEIN SPAN INSTALLATION DETAILS PANN V. L, 08-01439 SCALE NTS DATE 01111112 ISHEET OF 4 L. RIOPERTO IOMAS P.F. 14,12 WOODrORD no LFW1.5VU E, HC 27023 434 W 6" SIGNED., 1011,312017 III 9 I I; ftI111111 r' NS (p o4WtA f7O-F 'w- ONAL40/1/ 11111 11 0 Gig Luis R. Lomas P.E. FL No.: 62514 2,140" SECT5764 MULLION ALUMINUM --- TC045S.Ii5''fFIJCK RF-185-2 REBAR 16 GA (0152) GALVANl,7FD STEEL 1. CLIPS MAY RE USED IN MASONRY/CONCRETE (DR WOOD FRAMING SJURSTRAl F- 2. FOR WOOD ?,(, METAL INSTALLATION USE A1.1- FOUR ANCHOR LOCAIIONS, 3. FOR CONCRETE INSTALLATION USE 7 ANCHOR tOCAT)ON', ONLY WJTH 3 1/4- SEPARATION OfTWI[LIN ANCHORS, 3,261 0.625" 0,843" 4,0W MT000022 CLIP 16GA (1063") GAL VAN17ED STEEL SEE NOTE 2 & 3, T141S SHEET, 3.750** ---- II or0, 0 375" 0.843" T- 1.562" 2X 00,210" 1,5 62" SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063-T5.125* THICK VFSCRk 1131l DATE REVISED INSTALLATION DETAILS R.L REVISED ANCHORING NOTES & INSTI. LET 06/07/17 R. L. 3.750" 0,422" 2.032" 2,875" 0.843" T-- SEC T5796 CLIP \- 2X 00,210" FOR CONCRETE INSfALEATION ALUMINUM 6063- T5 . 125' THICK MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN COMPONENTS DRAWN G NO V, L. 08-01439 SCAT NTS 1-' 01111112 ="T4 OF 4 L. ROBERTOLOMASPE. 1432 W<X7DFORD no LEWISVILLE, NC 27023 434 688 W,09 SIGNED: 1011,312017 9 L o.1, N p TAT YOF' 0NAL'M\\ Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page I of 3Z: 13CIS Home Log In user Registration Not Topics Submit Surcharge S' tats 6, Facts Publications Fl3c staff j. 5CIS Site Map Links Search V"k r Product Approval4USER: Public User Application Detail FL # FL13223-R4 Application Type Revision Code Version 2017 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(ct)jameshardie.cot'n Authorized Signature Pingsheng Zhu pingsheng,zhu@)ameshardie.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. Cigawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. - QA Entity Quality Assurance Contract Expiration Date 2/31/2020 Validated By John Southard, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL1322 R4 1 RFO ertifh of 1n t2en OtUt f Referenced Standard and Year (of Standard) $JAndArd ASTM C1186 ASTM E330 y-ew 2007 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect ELI_3223 R4 Eiv Rio -_LQ91B-1:/_fdTM C1:18, equlyal(Zaapdf http: ll'*,A-v,,-"7.floridabuilding.orgilpr"pr_app_dtl.aspx?parani=wGEVXQ,A,-tDqvRk-6bsN,Z66FC... 2/6/2018 Florida Building Code Online Page 2 of 3 Sections from the Code Product Approval Method Method I Option D Date Submitted 08/09/2017 Date Validated 08/25/2017 Date Pending FBC Approval 08/28/2017 Date Approved 10/10/2017 Summary of Products FL # j Model, Number or Name Description 13223.1 ICempanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes E Approved for use outside HVHZ: Yes fL12L21 R4 LINOA 1-/-040LktpAf Impact Resistant: Yes Design Pressure: N/A Wood Metal Framg_f Verified By: Ronald I. Ogawa 24121 Other: For use inside a HVHZ install in accordance with NOA 17-0406.06 Created by Independent Third Party: No Evaluation Reports f FL13223 R4 AE 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 HardiePan±i-_In_taI1ation f Approved for use outside HVHZ: Yes F I - 3 P4 11 NOA 17-a42fQL).f Impact Resistant: Yes Design Pressure: N/A f Other: For use inside a HVHZ install in accordance with Verified By: Ronald I. Ogawa 24121 NOA 17-0406.06 Created by Independent Third Party: No Evaluation Reports 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 R4 II N7-?4 6.if Approved for use outside HVHZ: Yes on';'plf Impact Resistant: N/A Design Pressure: N/A IQ aL _p_q_ fL13223R4_11 KI -26 --_17_P n I W 0 M al F ramgf Other: For use inside a HVHZ install in accordance with Verified by: Ronald I. Ogawa 24121 NOA 17-0406.06 Created by Independent Third Party: No Evaluation Reports FL 3 R4 LN A 17-01PLD6 df El j" ane!. -.j rriagpdf FLI32, 22 R4 AE RI j-26 17 Panel W ' M l Fr jf Created by Independent Third Party: Yes LpnM_ qLVj :: akQj_EWtr 5 n F, 7 11 hs The State of Florida is an AA/EEO employer. _Q Iynh7 -2 f Fl n n Under Florida law, email addresses are public records. If you (10 not want your e-mail address released in response to a public -records request, (10 not Send e,e- onic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.295, `Pursuant to Sec tion 455.275( 1), Florida Statutes, effective October 1, 2012, licensee$ licensed under Chapter 455, F.S. must provide the Department with an email acidness if they have one. The emails provided may be used for official communication with the licensee, However ematl 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 D2rt_. Product Approval Accepts: 77 U 9_4 EEM http:,111-\ k",A-w,.tloridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQ-\7,,tDqN!Rk6bs\:Z66FC... 2/16/2018 Florida Building Code Online Page 3 of 3 CYedCard Safe http: l,'II,A,,A-w.floridabuilding.orglpr,lpr_app_dtl.aspx9param=NN,GEVXQNA,tDq\,Rk,6bsvZ66FC... 2/61/2018 Florida Product Approval HardiePanelO Siding For use inside HVHZ: c, HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 17- 0406.06. 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 Reports RIO-2686-17 or RIO-2689-17. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. CLEARANCES Install siding and trim products in 1ompi;ance with l3cal building code reciurements to, clearance between he bott m edge of the siding arid the adjacerit finished grade. Maintain a Minimum 2" Jeatance between jaries Hardie" t and paths, products steps and driveways. Maintain a minimum 1 2" cleararIce I)etvvaen jarries Hiardie products and decking material. Figure 7 At the juncture of the root and vertical sul-aces f!ashr-g and countPlashin-1, snail be installed Per- the roofing manufacturer s instructions. Provide a minimum I "- 7' clezran-e beivieen, the roofing and the bottom edge of the Maintain a 1 i4,, Clearance between the bottom of James Hardie products and noh2orizal ,lashing. Do not caulk gap. I —TTFF—I Figure 5 "I'd I, concrete 6" min, I foundation laintain a minimum 1 " gap between gutter end caps and siding & trim. Figure 9 gutter and end cap Figure 6 11-7 min Do nor bridge (lours with HaidlePanel` siding, lion7orital points should always be created be,,,,vaeri floors (fig. 0), War r- FramingBarrier Figure 10 THorizorimntal 10 Trim sheathingg fascia ard,eparlel, BLOCKED PENETRATIONS Penetrations suci,, as hose bins and holes a, larger such as drver vents should have, a DIOCk of tntri around point of Penetration, GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resisan. galvanized, or stainless steel. Electro-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of oq,daiily, hot -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommiended 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 ioads. NOTE: Published Wind loads may not be applicable to all areas where Local Building odes have specific , uriscirclion, Consult .lamHar iie Technical Services if you are unsure o' applicable compliance documentation. Drive fasteners perpendicular to siding and framing. aslener heads STIOUld fit snug against siding 'no air spac,,+, Ifig, A) Do not over-dnive nail heads or drive nails at an angle. If nail is countersunk, fill nail hole and add a nail. {fig. B For wood f?"aming, under driven nails should be bit flush to the plank with a hammer (for steel framing, rerriove and replace nail) NOTE: Whenever a StLlCtU1-aI member is c,,esent, HardiePlank, should be fastened with even spacing ! a the structural member. The tables allowing drlecL to OR orplywood sriouls onl,r' be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails, Snug Flush 57,17 LMA Countersunk, fill & add nail Figure A Figure B do not under drive nails DO NOT STAPLEsiding and trim. Figure 8 1" - 2" min. refer to fig. 3 on page 1, KICKOUT FLASHING Because of the volume of water that can pour down a sloped roof, one of the most critical gashing details occurs where a roof intersects a sidewall. The roof must be flashed with step flashing. Where the termin roofI , ates, install a kickout to defiec, water away from the siding. It is best to install a self -adhering membrane on the wall before the suutascia and trim boards are nailed in place, and then come pack to install the kickout. Figure 11, Kickout Flashing To prevent water from dumping behind the siding and the e--o oft,,-,e roof intersection; install a "kickout" as required by JR0 code P , 935.2,8.3 Washing be a min, of 4"nign and 4' wide,' James Hardie recommends the kickout be angled between ' ' - 11 0' to maximize water deflection Figur NMIT lames Hardie products can be hand nailed or faslened with a pneumatic tool, Pneumatic fastening is highly recornmended. Set air presc aljc Sc} t!"Ll the fastener is driven snug with the surface of the sidina. A flush mount attachment on the oneumal! o tool is r ecornmendeq7, S Will r ei, cont! 31 the depth the nail is driver,. If setting the, nail depth 2-,oves diffic.ift, d- toose a besting that under &ves he nail. (Drive unJer driver nails snug with a smooth faced hammer - Does not apply for installation to steel framing), HS1236- P211 8113 ir±) H a rd i e Pane Vetlical Siding JamesHardie NSTAi.:. Ki47,N ',`QJREMEN 7,-- . Sr', —, I — EFFECTIVE SEPTEMBER 2013 Iim RESIDENTIA_ DN6 E --"Ml_` ON,_y - `RIM0 1 7 S to! trie, rncsl i ecen! verwin. SMOOTH - CIEDARMILL0 SELECT SIERRA 8 - STUCCO IMPORTANT. FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS. INSTALLATION OF HZ1 OTM PRODUCTS OUTSIDE AN HZ1 0' LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWKHARDIEZONE.COM OR CALL 1-866-942-7343 (866 9HARDIE) STORAGE & HANDLING: Store flat and keep dry and overed prior to installation. installing siding wet or saturated may result in Shrinkage at but joints. Carry planks on edge. Protect edges and corners from breakage, James Hardie is not responsible for damage caused by Improper storage and handling of the product. M,9199am CUTTING INSTRUCTIONS Gilt DOORS Po 1, CLit only usrag s,-,6ic arld snari: or sh,,,,ars (tnantwl, e.hctic orprwurnatic). a-td others in w 'rig area, 2. Position station in well -ventilated area 2. Use one of the following melho& a. Best: I. sm-'re, andsnap il, Srfe -' ( manual, elecit is o• pneumatic) NEEVER use F, power saw indoors b. Better I. Du! reducing circular saw, equipped with a alBER Use a 0"ailar saw blade Vial does not Gary the HardieBlaJe saw Woe trademark HardieBlade' saw blade and HEPA Q_uirr. extractarin NEVER dry sweep — Use wet suppression or HEF"AVacuum c, GcKv i. Dust reducing circular s&,, wilri a Harclie%de saw blade rily use for im to moderate cutlaig) Irnwrlant Note, For maximum protection (lowest respirable dust w(KILK11ort.,larnes Haidie, reciarriniends always using -Best' (evel cutting met nods wiiare, feasible. NIOSil-1- approva., respirators can be used Itwriluncticinvvith aborve cutting b a&tircesto furithe reduce dust extimores. Additional exiocisruie information is available tohn'lryou o4t mine he Most, aroblwtC alfting rnothodfor your ob requlr me its. tfGorlcnm still .xGliSal"K"X, oxPrisure Invols or you do no! comply wM tite above practices, you should aklifar, C0113LI14 a qualified industrial hygienist or contact JamesHardie for further information, 0 "" J GENERAL REQUIREMENTS: These instructions to be used for residential single family Installations only, For Commercial / Multi -Family installation requirements ;Jn to HardiePaner vetica, 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 HlirdieFa nel on a capillary break (rainscreenturring) as best practice. Information on installing ;arias Hardie products over foam car be located in JH Tech Bulletin 19 at ymtw. jarn2hardle'cOrn A water resistive barrier is rec-ired in accordance with local building cock requirements. The water -resistive barrier must be appropriately installed v0ln penevatior arc junction flashing in accordance vvitr) local building code requirements. James Hardie will assume no iesponsii-olity forwater infiltration. James Hardie does manufacture HardielVap,"Weatrr Earner, a non -woven ncti-perforated housewrapi, which complies with building code requirements. When installing James Hardie products all clearance aelaiis In figs. 5,6.7,8,921 0&11 must be followed. Adjacei it finished grademust slope away trorn 'he bidding in accordance with local building codes - typically a minimum of 6" in the first 1 r"', Do not installJarnesHardieproducts, such that the}' may renna'iin contac',withstanding water, n HarDielsanel vertical sidingmay be installed on vertical wall applications only, DO NOT use HiardiePanel vertical sidinn in Fss;a a! Trim applications. Some application at e not suitable fw 2'eolirP Refler to CulpPlus section page 3. DO NO! LIS' , star d base paint, or powder coating on James Hardie ' Isioducts. For larger I-oj , qno commercial andmulti -family orojects, where the span of the wall is significant in length, the designerand/or architect should 'Lake into consideration the coefficientofthemnalexpansionandmoisturemoverneoftheproductintheirdesign. These values can be found I .the echnical Bullet ri 8 "Expansion Characteristics'; at INSTALLATION: Joint Treatment Fastener Requirements * Vertical Joints - Installpanelsinmoderatecontact (fin. 1), alternatively Position fasteners 3/8" frompaneledgesandnocloserthanjointsmayalsobecoveredwithbattens, PVC or metal jointers or 2" away from corners. Donotnailintocorners. caulked (Not applicable to ColorPlusFinish) (fig. 2). HardiePanei Vertical Siding Installation * Horizontal Joints - Provide Z-flashing at all horizontal joints (fig, 3). Framing Must be provided at horizontalandverticaledgesfornailing. Figure 2 Figure 3 HardiePanel vertical siding must be joinedonstud. water -resistive barrier wafer-resistrve barrier Double stud may be required to maintain minimum edge 4 stud 2 x 4 stud nailing distances. baffler barer Figure 1IU g water - resistive barrier sheathingkeepnails 3/8' min, from panel edges plate -- keep fasteners 2' away from corners Hard,ePanel f Batten Joint "H" Joint erlit-.ai siding wate<resisilva barner aI 4 stud ca L 7 Figure 4 leave app'opl' ate sa p t)etween nccn I'l n r''a I I "I 'I panels, n'ieinCaulk' Slorra Caulk Joint moderate conlac', ]"xII& to av"ld ' lailinc fl,auk'Acr, caulk it- a', CoT arcewtr ,auk fl tMxngTnovll_ Srren. appliapplicationinstructions.irlions, jj tve u r:,,rarld;tinralinfo'rflatl0r r), Harriie'Alrar,"' Mar` e! narrei. consult farne,, Hardie, at 1 -66-4Har,!ie r ,vv,,v,%har iewiari.c,,rn N i .1 1 WARNING: AVOID BREATHINGSILICADUSTrircducls -',rnlair respranie -"ystalin A'Ga' wh, r fig 11" ""-ate n! tc cause caw.!r an,, Is crals:-efeitl IN an. NIS-i ro b2 a cause, of caw,,r t!cr. site tnee_ MksDoing aliafIardiinu vv' I-, o'Alc4r a : v'rlirlpie ;2 Sh8tnc.linqc vllV faaslW" lrsCsaw Nao", d losaw at"a"r..HEPA va--jur- n Trie MMOIOW& alea (4:w*a a nask, - re4walv irMV aocll'-.abe0",vemmen! 'q fiviner inizt 5, mr, - , ins"w1ix. te_01 ar"ie 1111 z oj"wic "I',ar-ur J 1 EPAv3cdun., j w,,, J rai,ur% rnrtfliofl on, swear, I' a,f itillieo 11111'manor' refer t", otr InStaliallop ir"31ru."lWins and Vatenal Safe.,,}, Data snee, available atwlm;' 1ARDI, 4J"i[ -,,' ADOUN, 1 C CUiWI'RNINSS MSMS AQ INS _A,__1AT'1 l0N INIST kr',TIONS MAY LEAD TC SERIOJS DE2,S)Nk 111,,;URCP DIA1 11 HS1236-PU31/13 CAULKING Fmbest, results use aoElautomericJokoSealant complying vithASTMC320GmUaNS.Class 25orhighormaLatex Joint Sealant complying with, A3TW0D34 Cou|king/Sa | an\mua\beapp!ioUinucoordanuaw8|`ikecuu|xiog/soalao,maVact-Ier'uwUtieninu:uctiuna.N*o: OSIQuad mswe assomeother caulking manufacturers Voriot allow tooling. DO NOT caulk nail heacs when usina C31oi'Plus produm, !efer to the ColorPlus ,ouch -up section CUT EDGE TREATMENT PAINTING Caulk, paint mm1meall field cut edges. DONO! use stain, oil/alkyd base paint, mpw-aCoating ooJmna Hurdiee Products, James Hardie products James Hardie touch -tip Nts,ate required U must bmpainted witNml80days torprimed product and S0days for mmimad.lOOif'oao/ylic. topccstsoe o\ouc:'upCu)orP!uspmUuo reoummenUa unu\pam/w onwoLForyppi'caUonm uaMormpain\munu(ac/uremopoc|0 iunu Bouk'm|{inyisrecommended Uthe siding |ssprayed. CO[ORPLUS'TECHNOLOGY CAULKING, iTOUCH- UP & LAMINATE Core should Uvtaken when handling and cutting James Hard|aCEColorPlmCR, products, During installation use awet soft cloth msoff, brush to gondymi0ooUanyremiduemmnotructiondust|oftonihepmdoct.thenhnuewithagardenhosm. Touch up nicks, scrapes and nail heads using the ColorPlus", Technology touch- up applicator. Touch- up should be used sparingly. large areas require toxrU-up.replace the damaged area with new HerdiuPona|",siding with Co{ nrP|uuTechnology, Laminate sheet must be removed immediately after installation of each course. Terminate non-(uctonycut edges into trim where possible, and caulk, Color matched caulks are available immyour Co|orP|uo"'product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available frorn 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 ColorPhis products. PmWemswith appearance mpe fomancnarising front use of third party touch-up paints mpaints used aatouch-up that are not James Hardie touch-up, will riot be covered under the James Hardie ColorPlus Limited Finish Warranty, T he following outlines the recommended applications fmColorPlus and Primed panels. Not all designsw0bnsuitable for every application: wExpooeUfaotenommUattonoisMomnommenUeUappiicoUcmkxCohrP|uxpmelpmducts Donot usetouch-up over fastener heads for smooth ColorPlus products - primed panel recommended For Co|orP| uopanel applications that require fasteners |nthe field, it is acceptable to use touch-up over fasteners for Cedarmill arid Stucco panel only, but correct touch-up application is important. Some color's may show touch-up when applied over fasteners. Trim is recommended to cover joints when appropriate, PAINTING JAMESHARUIE"SIDING AND TRIM PRODUCTS WITH COLORPLUS"TECHNOLOGY When repainting ColorP|uoproducts, James Hat die recommends the following regarding surface preparation and topcoal application: Enoure the Surface ioclean, dry, and free ofany Uust.dirt, ormildew w Repr{m|ng is normally not necessary l00%acrylic topcoats are recommended DO NOT use stain, oill'alkyd base paint,or powder coaling on James Hardie." Products Apply finish coal, in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature n nawnu mc s*m m mmmm muanzmmmmm nmmm o u n ue n as mamm U /s/w w a n y mm wa m xy m a p*mem w p.mwwwa°mm'*.amou/ amamm o, A0UiUnna||Nonnahon nw. sm.*m umm:ma s mom*v umm mInstallation^0 m m= mwommem o*o L=uu a*o m Wanan;en anUWamingous mi|aU|n )mr HIS-123C P3 6n3 ACMIM0 ACCREXTED July 30, 2017 Pingsheng Zhu, P.E. Product Compliance Engineer James Hardie Building Products 10901 Elm Ave, Fontana, CA 92337 Re: NOA-17-0406,06 Relative to FBC 2017 Project RIO-2679AA-17 Dear Pingsheng: After review of the 2017 FBC, it is my opinion that the current NOA-17-0406.06 is in compliance with the 2017 Florida Building Code. Referenced Standards in the 2017 FBC: 1 , Wood: AWC NOS-2015 & SDFINVS-2015 2, Structural Loads: ASCE/SEI-7-10 3, Concrete: ACE-318-14 4, Masonry; TMS402--10161ACIS30-13/ASCE--r-13 5. Structural SteeL AISC 360-10 (Including manual of steel construction 2010 (14"' edition)) 6, Cold -formed Steel AISI 100-12 7, Aluminum: ADM-1 -2015 In addition, I am making the following Statement of Independence as requested. - I , Ronald 09awa, does not have nor does it intend to acquire or will it acquire any financial interest in any company manufacturing or distributing products for which evaluations are issued. Z Ronald Ogawa is not owned, operated or controlled by any company manufacturing or distributing products it evaluates or inspect. I Ronald Ogawa Inc does not have, nor will it acquire a financial interest in any company manufacturing or distributing products for which reports are being issued. 4. Ronald Ogawa does not have, nor will rt acquire a financial interest in any other entity involved in the approval process of the product. Should you have any questions on anything, please contact me. Sincerely. Ronald 1. 01gawa, P. RI Ogawa & Associates, Inc. IAS Laboratory Approval, TL 360 to Quality Control Agency, AA-705 CRRC Approved Testing Laboratory for Solar Reflectance and Emissivity State of Florida Approved Validator and Third Party Quality Control Agency 714) 292-2602 r0nAEj2gRWqSM CC: Roger Ogawa - RI 09awa & Associates, Inc. Karen 09awa - RI 09awa & Associates, Inc. Lot) Address: 1985 Sampson Avenue, Corona. CA 92879 a Phone (714) 321-4939 * Fax (714) 908-1815 * E-mai!: rooer;`uric avyg com Mailing Address 16835 Algonquin St, #443, Huntington Beach, CA 92649 * Phone (702) 491-3710 * Fax (714) 909-1815 - E-mait com Engineering * Ouality Control * Product Deveiopment * Inspections * Code Consulting * Expert Witness * Testing MIAMIDADE MIAMI-DADE COUNTTYgoPRODUCTCONTROLSECTION 11805 S W 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) MiamL Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) ww-w.tniamidade.2ov/econqrn 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 design ed 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 I through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. 0gawa, P.E., bearing the Miarni-Dade County Product Control renewal 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 Resistant7 LABELING: A permanent label with the manufacturer's name or logo, Plant City, Florida, and the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1710.9.2 and 1710.9.3 on soffit panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date Or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal ofNOA. 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 ofthis 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 renews NOA # 15-0122.04 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. 17-0406.06 Expiration Date: May 1, 2022 Approval Date: May 4, 2017 017 Page I James Hardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under NOA # 13-0311.07" 1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; C, Installation Details Wood/Metal Stud Construction", sheets I through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald 1. Ogawa, P.E. B. TESTS "Submitted under NOA # 13-0311.0 7" 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. 100733361 COQ-004, dated 08/24/2012, with revision I dated 04/25/2013, signed and sealed by Pick 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. ATT 16423-3 ) PA 202 & 203 03/118/96 A. N. Reeves P.E. C. CALCULATIONS I. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS "Submitted under NOA # 15-0122.04" 1. Statement letter of code conformance to the 5"' edition (2014) FBC issued by Ronald I. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. 004-r7Oi*7 Carlos M. Utrera, P.E. Product Control Examiner NOA No. 17-0406.06 Expiration Date: May 1, 2022 Approval Date: May 4, 2017 E- 1 WAI L PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 Expiration Mate05 1/2022 By_ Miami-Datfe Product —Control h 11111% FuNids an WALL LENGTH ---------IStudSpacingat16" O.C. i V t s«wj ;'; ' i/y C lr `T •/\''jjJi * 1 Nails at 113" O.C. (typ.) 318"Minirnum Edge Distance Sheathing fastener, as described in Note I Panel fastener, as described in Note 2 HardiePanpl, Gempanel, Prevail Panel Siding Water -resistive barrier per FloridaFBuilding Code Section 1404. 2 5f8" thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 1 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, DETAIL A PrevailO Panel Sidilig materials are nonasbes: tos fiber -comment Products 5/ 8" thick / 5 ply APA rated tested in accordar-01- with ASTM ply, mod Sheathing in cl 186 Grade 11, Type A and meeting amodance, with Florida Buildling Code Section u" the requirements of the Florida Building Code. 2322, 3 water - resistive width Length Thickness barrier per Florida 41 5/16" Suilding Code 31Section 1404.2 DESIGN PRESS-M-R-E-EA31MG 2" X 4' S-P-F installation Design Pressure Wood Studs Wood Studs -76 psf Hardiepanel, Impact Resistant- SECj to C empanel, Planks installed over 518" thick / 5 Ply Prevail Panel APA rated plywood sheathing Siding CEm WLpKINAIl- PANEL SIPANG IN$TA -QE- TMLAAli installation shall be done In conformance with this Wice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code, Wood studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N, OA dote 1] %r thick 15 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida 131jilding Code Section 2322.3. Thesidingpanelsshallbeinstalledover5/8' thick / 5 ply APA rated plywood sheathing suppoJI&I byaminimumof21)(4" S-P-F wood studs spaced a maximum of 16'O.C. LNote2] The siding panel fastener shall be a 2" long, 0.223"I-ieaddiameter, o.o92, shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at 6" O.C. at panel edges andintermediatestuds; the fasteners shall be driven through the 5/8" thick 15 ply APA rated plywood sheathing into wood studs located at 16!'O,C. Fastenersshallhaveaminimumedgedistanceof3/6'and a minimum clearance of 2" from comers. HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAjLS wo()D STUD CONSTRLICTION FscM James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 PNLrPL, K-S0FF Creator E. Gonzales 1SCALE Date: 4/2412013 1 81150 1 OF 12 Fastener Spacing per Florida Building CodeSection 2322.H M 0,007i,* with tefWAA owl6as cv& Aempurw No Fastener Spacing per Florida Building Code Section 2322.3 MODUCT REVISED PRODUCT RENEWED J" convey* V/ft the f$ofida as complying with the FloridaB"ading CO& Building CodeAperVtOrAwNof1, e7 NOA-No. 17-0406.06 04+*!T IPat Expiration ke06/01/2022 By Miami prodna cwotaA By Miami-paduct Control f 9AM ' INGNOMINAL 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 jjjEATH- NQ It NOMINAL 5/8" THICK/ 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDNG CODE SECTION 2322,3 qLAQDINQ 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 0 01 0N '114 FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR T14ESE LOADS) 1] T- QUAM-A M4)V RE ED yws W1 the Fliftida Al 140 PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 Expira By_,., Miami- FF WALL LENGTH Stud Sparing at 16" O.C. REVISI it g pia _ i'rodixal q'»nRtotl vt 31e" Minimum SEE DETAIL A If518" thick / 5 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 No STATE FL O RV A S Q-'TIQN- JL-13 Distance Nails at 6" O.C. (typ.) Sheathing fastener, as described in Note 1. Panel fastener, as described In Note 2 HardiePanel1i) Siding Water -resistive barrier per Florida Building Code Section 1404.2 518" think / 5 ply APA rated plywood sheathing fastened to metal studs as desciibed in Note 1. tionD eO5/01/2022 209a, 3-55/8"X 1,518` Metal C-stud The wall and soffit frames are to be designedX ae Product Control by the Architect or Engineer of Record in bdI compliance with the Florida Building Code. Water - resistive barrier per Florida Building Code Section 1404.2 20ga, 3-5/8" X 1-618" MetalC- stod HardiePanel, cempariel ' Prevail Panel Siding Hard! ePane10, CempaneW, & Mevailt Panel Siding materials are nonasbestos fiber - cement products tested in accordance with ASTM C1 186 Grade 11, Type A and meeting the requirements o the Florida Building Code. FAt+ i 4WWRW-095i Width Length Thickness 4' 8,9,10' 5/16" PQqtQN- PRES$-UREV 9P -9t fJ)- Installation Design Pressure Metal Studs - 104 psf Impact Resistant - Panel installed over 516" thick / 5 ply APA rated plywood sheathing 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 HaTdiePanel, Cempanel, Prevail Panel Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N-O. A. Note 1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at fy'or, at panel edges and all intermediate supports using a No.8-18, 0.316'head diameter x 1-114' long bugle head screw The siding panels shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-5/8" X 1-5/8" Metal C-studs Spaced a maximum of 16" O.C. Note 2] The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-5/8' long* ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating -metal framing); the fasteners shall be spaced at 6" O.C, at panel edges and Intermediate studs; the fastener,; shall be driven through the 5/6'thick / 5 ply APA rated plywood sheathing into metal studs located at 16" O.G. Fasteners shall have a minimum edge distance of 3/8' and a minimum clearance of 2" from corners. Fax 909- 427-0634 Creator. E. Gonzales HARDIEPANEL, CEMPANFI, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92:337 DMI'la 8A,7-E 'Scm "o PNL-PLK- SOFF 112"- V- T I Date: 4f2412013 I SHUT 3 OF 12 REV 6.00in. 6. 00Yin. PRODUCT RENEWED as complying with the Florida Building Code 4OA-No. 17-0406.06 Miami a Product Control TREVLPRODUISJED as "voying V/0the s4nda Ut%6j1jb* co&- A=cVtMM 2- T- II II it VLj'jjCvqCT vj SM 0 owfloyixg With the flume pamog CO& 140 (5AVC606W fto&vd oi J=9AMINSQNOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16!'O.C. FASTENED WITH 5/8WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) TO BE DESIGNEC) THE WALL AND SOFFIT FRAMES ARE BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING x NOMINAL 51811 THICK 15 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6!'OC AT PANELEDGESANDALLINTERMEDIATESUPPORTSUSING A NO.8-18, 0.315" HEAD DIAMETER X I-1W LONG BUGLE HEAD SCRE\111 PAQQING 8-18,0.315" HEADTHEPANELISFASTENEDWITHNO. DIAMETER X 1 -5/8' LONG3 CORROSION RESISTANTRIBBEDBUGLEHEADSCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METALFRAMINO), PLACE SCREWS 6,, O.C. AT PANEL EDGES AND INTERMEDIATE STUDS uoln. Gadding Framing Sheathing it II ti 13GA 0, 121 STATE Of i N D LAD AREFOMETALANDwoODSTUDS, PROVISIONS FOR DIAPHRAGM ACTIO NOTTPARTOFTHISAPPROVAL (MUST PROVIDE ALTERNATE PROVISIONS NFOR GRAVITY TNETS ELOADS) REV 1 Stud Spacing at 16" O.C. as VVALL iEIGHT 3/4" Minimum Edge ]Distance QE- I t A as #N*" with t' c florkit L"Midt" E-;Qft pli A.6 Mi D emdo-, C*ftyvi PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 Expiration I)pteO5/01/2022 By Miami-D16e Product Control LENGT ying with toe FlatiM C.& .-H.- . — Sheathing fastener, as described in Note 1 10W- Nails at 16" O.C. (typ.) Siding fastener, as described in Note 2 HardiePlank, Cemplank, Prevail Lap Siding Water -resistive barrier per Florida Building Code Section 1404-2 5/8" thick 15 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 23223 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 P.RODU-Ql DETAIL A Hardiel"JankO, CemplankO, prevalle plank Lap Siding materials 518" thick 15 ply APA are nonasbestos fiber -cementproductstestedinaccordance vAthrratedplywoodateASTMC1186GradeIt, Type A andinsheathingrequirementsmeetingtherequireofthe accordance v0h Florida Building Code. Florida Building Code Section 2322.3Se, PANEL D)9FASi)!QW Water -resistive I-anpth Thickness barrier per Florida :59-1/2- 12, 51161, Building Code Section 14042 E51qlqfIKIES$-QgfLRATtN7Q 2"X4"S-P-F Installation Design Pressure XWood Studs Wood Studs -92 psf Lap Siding Impact Resistant — installed over 5/8" thick / 5 Ply3,PlanksONMCM114* tall X 5/16" APA rated plywood sheathing thick starter strip HARD -jJ--S' Acceptance, wish this Notice of the manufacturer's lnstaliation recommendations, and the applicable sections ofthe Florida Building Code. r Wood studs where Hardiei'lank, Cemplank, Prevail Lap Skiing will be tailed shall be designed by an Engineer or Architec# per the Florida Building Code and the requirements of this N,O.A- jNo#e 1 518" thick ! 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322.3. Planks shall be applied horizontally commencing from the bottom course of the wall with , I-1W wide laps at the top of the plank such that the exposure area of each plank Is:5 8-114" vertically, Note 2] The siding fastener shall be a 2-1/2' long, 0.223!' head diameter, 0.092" shank diameter, corrosion -resistant siding nail; The siding is fastened 8-114" O.C. vertically and I&, 0,C. horizontally; fasteners are driven into wood studs through 51811 thick / 5 ply APA rated plywood sheathing, fastenersareplacedIntheoverlappingareaapproximately314' from the bottom edge ofthe Ovedal)Ping Plank, Vertical joints shall be placed over studs. The planks shall be installed over 5/8" thick 15 ply APA rated plywood sheathing supported by aminimumof21IX4" S-P-F wood studs spaced a maximum Of Fasteners shall have a minimum edge distance of:319'. HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Ino. I0901 Elm Avenue Fontana, CA 92337 Sine FSGM WIG W PNL-PI-K-SOFF Creator. E. Gonzales ISCAL-9 112" = 1'-0' I Daie: 412,412013 5 OF 12 REV Fastener Spacing per Florida Oc CladdingBuildingCodeSection2322.3 I ------- ; ---------- PRODUCT RENEWED as complying with the Florida Building Code NOA-Mo. 17-0406.06 0. 75in 7_1 Expiration D;?je05/01/2022 By Miami-Wadfi Product Control PRWUCT REVL%D m vum;dy" wish The Fkw-Alt q=q'gUXC4* AI,Vtrinm N. t3-_3LI, Z1, BYTMim—l" ;Wc pTodt"- Co"fre4l Frarnina ing per FloridaFastenerSpaclSheathing SWding Code Section 2322.3 ER&MNQ NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WTH 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 WATRIWP NOMINAL , 918" THICK 15 PLY APA RATED PLYWOOD SHEATHING FASTEN50 IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 PLANKS. OVERLAP 1-114" THE EYPOSUR5 IS --8-1/4!' THE FLANKS ARE FACE NAILED WITH 2-1127 LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION - RESISTANT SIDING NAILS, -PLACED 3/4' UP FROM THE BOTTOM CDGE OF THE PLANK AT EACH STUD LOCATIOl' MODUC17 REVISED No. 21 STATE OF We Prod-1 ijill' o FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND 6WO LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION Jarntm Hardie Bulldlng Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300 SiZE Fax 0,09-427-0634 A PNL-PLK-SOFF Creator: E. Gonzales SCALP Date: 412412013 1 SHEET 6 or 12 WALL HEIGHT Stud Spacing at 16' O.C. WALL coo tq *ilh4v nmide Doi rID& Dft, il, BV cyf"A L; --- - STATamtiDFsi 810NA. 3/4' lAnimum, Edge Distance Nails at IQ" O.C, Op. I QEIAILA I,Rvbvcr Ylsw f doff 01111wel PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 Expiration 05/01/2022 By Miami--il),M6 Product Control Sheathing fastener, as described in Note I Siding fastener, as described in Note 2 HardiePlan;<, Cemplank, Prevail Lap Siding water -resistive barrier per Florida Building Code Section1404.2 k 5 ply APA rated plywood sheathing fastened to metal studs as described in. Note 1 11 2098, 3-5/8" X Metal C-stud The wall) and soffit frames are to be designed by the Architect or Engineer of Record in complian6e with the Florida Building Code. SEE DETAIL A 518"thick l5ply APA I rated plywood sheathing fastened to metal studs as described in Note 1 Water - resistive barrier per Florida Building Code Section 1404.2 E - R-{3Dt4It TL 0 E &JRit, TAOb! Hardi-PlariM, CempliankV, and Prevaii Plank Lap 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, LLAkK_Q[ KENSIQV5 Width Length Thickness 5 9- 1/2' 12' 5/161, a 3, 5/8"X 1-5/8' DESIGN PRESSURIE-RATURP meta; ("StudInstallationDesignPressureHar(rePlank, Metal Studs -92 psf Cemplank, Prevail Siding Impact Resistant - Lap 2101_1/4, tall X 5116, Planks installed over 518" thick / 5 ply thick starter strip APA rated plywood sheathing H kki) i I= aL " UP W PLANK - RFkE Y AtL1l1SIDING -iNS W. 4 A T 10N - DETAILSAllinstallation 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 HardiePlanX, 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 KOA dote 1] 5/ 6'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, 0-31 F'head diameterx 1-114' long bugle head screw Planks shall be applied horizontally commencing from the bottom course of the wall with 1-114" wide laps at the top of the plank such that the exposure area of each plank is 8-114'vertically. INote 21 The siding fastener shall be a minimum No, 8-18, 0,315" head diameter X 2-1/4" long* bugle head screw over metal studs (*or screw shall have at least 3 full threads penetrating metal framing); The siding is fastened s 8- 1/4" O.C. vertically and 16f'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 5/8!'thl,-'k 15 ply APA rated plywood sheathing supported by a minimum 20ga, Norninal 3- 5/8!'X 1-5/8" Metal G-studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 318", Fax 909427-0634 Creator., E, Gonzales HARDIEPLANK, CFMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc, 10901 Elm Avenue Fontana, CA 92337 NO owr. No I PNL-PLK-S0FF 112'- 1'-©" I Date: 412412013 1 SIKET 7 OF 12 PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 0.751n A— Expiration r) t 05/0112022 By Miami- cfalL. Product 'Control 1-----.--; - ------ 1— = --^ as gomp4ritz wilb &C Fumil1in Fkam" CO& A,cp R, NOMINAI-20 GAUGE 3-5/8" X 1-518" STEEL STUDS 16" O.C. FASTENED WITH 518" LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SIjE,kTIj[NQ NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC ATPANEL EDGES AND ALL INTERMEDIATE SUPPORTS U8114G A NO.8-18, 0.315" HEAD DIAMETER X 1-1/4* LONG BUGLE HEAD SCREW Jq-1AQ-Q-1N—Q PLANKS OVERLAP 1-114' THE ]EXPOSURE IS:; 8-1W THE PLANKS ARE FASTENED WITH NO, 8-18,0,315" HEAD DIAMETER X 2-1/4" LONG CORROSION - RESISTANT RISSED BUGLE HEAD SCREWS (SCREIAf SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACED 3/4" UP FROM THE BOTTOM EDGE OF TILE PLANK AT EACH PTI in t 0('.ATION 16 in, OC 6,00n.00 REVISED W03,4*11 *Ah Ow Fkwi& cqft Cladding Framing Sheathing FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION Jams Hardie Building Products, inc. 10901 Elm Avenue Fontana, CA 92337 N)one: 909-35(3-630 rlq =PJ1F SIZE cm NO j FFax909-427-063 A I PNL-PLK-SOF1F Creator: E, Gonzales SCALE 1" z 1 Date: 4 124/ZO 1 a-AWFT 8 OF 12 rs WALL PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 Expiratlon,&06/01/2022 By— Mi..7- he=.-.d..t —C..tr.1 WALL LENGTH Stud Spacin-9 at 16" O C- Nails at 4" O.G 3/80 Minimum Edge Distance Soffit fastener, as described in Note I HardieSoffit, Cemsoffit I 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, SEE DETAILA 2"X 4"S-P-F Wood Studs HardieSoffit, cemsom HardieSoffltS & CemsoffiM materials are nonasbestos fiber -cement products tested in accordance with ASTM G1 186 Grade 11, Type A and meeting the requirements of the Florida Building Code. QEEIFCQIMENqtQNS Width Length Thickness 4" & 1W Installation Design Pressure Wood Studs -70 psf P1ZC0VCTRLVLrM W P-Yj0YitW -ith The Flo" Building Cade Aexrp )40 f tty DGAW, No. 4 21 STATE- OF 4,G N7 810M HA-R.D],ES-QEF-tT-CEMSnEELT-P- A-NEIJNS-TALLAJ19N--aETAjL$ All Installation shall be done in conformancewlth 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.0-A. The soffit shall be installed over minimum 2"X4" S-P-F wood studs spaced a maximum of 16" 0. C, Note 1] The soffit fastener shall be a 2" long, 0,223" head diameter, 0.0920 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 316" and a minimum clearance of Z'frorn corners. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10001 Elm Avenue Fontana, CA 92337 SIZE REVFSCMNONo PNL-PLK-SOFF Creator: E. Gonzales ISCAL-M 112"= V-0" I Date:4;2412013 ISHEET 9 OF 12 Cladding Framing PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 Expiration Da 0510112022 EY 00)n Miami- Product Control PR&AJ&REVISED ash RE 0 V*Oying with the FIMA& compl).. ........ AcvepWW-Up 4gy "Z ,qC" Wol STATE Of Co .......... E- R-WNQNOMINAL 2" X 4!'S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-112' 16d COMMON NAILS (2 PER TOP ANO BOTTOM FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE CONNECTION) NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FLAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE THE SOFFITIS FASTENEDIAITH 2- LONG, 0.223" HEAD HARDIESOFFIT, CEMSOFFIT PANEL DIAMETER, 0.092" SHANK DIAMETER, CORROSION INSTALLATION DETAILS WOOD STUD CONSTRUCTION RESISTANT SIDING NAILS, PLACE NAILS 4!'O.C. AT PANEL EDGES AND INTERMEDIATE STUDS James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300 Silt FSCM '40 avr. no REV Fax 909-427-rOS34 A PNL-PL K-SOFF Creator: E. Gonzales SCALE Date: 4/2412013 T 10OF112 WALL LENGTH Stud Spacing at 16" O.C. i i T J WALL 0GHT ii J UANI-A TRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 Expiration By j 3/8" Minimum Edge Distance 112022 Nails at 6" O.C- (typ.) Soffit fastener, as described in Note I HardieSoffit, Cpmsoff-it 20ga, 3-5/8" 1-5/8" Meta! C-stud LThe wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the SESEE iqPRQlzL iE5 -P-QKVF1:I0N HardieSoffl* & CemsoffitO materials DF-TA.1L A are nonasbestos fiber -cement products tested In accordance vAth ASTM C1 186 Grade 11, Type A and meeting the requirements of the Florida Building Code. SAFE111 _Q1 M E,S Mlet-al C-stud Width Length Thickness H "'1-0 4f DESIGN PRESSURE-RATIM(i Installation Design Pressure Metal Studs -55 ""9 f' 1 0L A If. MOMC-17 REVI4V-D MODVCF REVIUD fts Cr*rrjYi" wim tie notwa as covoy* with t1w 04116 Bilildi" 01-ft paillaw Co& A,-M..O, No 1 Not 2 1 Avv""W I t IV -, 0 0 TE OF CCNVM ION. OYVA L All installation shall be done in conformance with this Notice of Acceptant-,'oyl% 6acturers 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 KOA 71e soffit shall be installed over minimum 20ga, Nominal 3-5tS" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Note 1] The soffit fastener shall be aminimum No. 8-18, 0.31 F'head diameter X 1-114" long* ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal framing);the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven Into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from corners. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 NO DAn p10 REV PNL-PLK-SOFF Florida Building Code. ---- Creator E.-Gonzales I rV = 1 DatwC2412013SHEET 1) 1 OF 12 Cladding Framing 6.00in. PRODUCT' REVISED PRODUCT RENEWED M cfaliplyimvo me I;U*W M'ODM-TRVA" as complying with the Florida pood;bF Cc4e aes-itb Building Code Aovegpb NOA-No. 17-0406.06 Amept- Expiration 05/01/2022 ByMiami•ryoduct Miami-DAdyr Product Control 1Z Ig r/ 0 NOMINAL 20 GAUGF: 3-518" X 1-516'STE::EL STUDS 16" O.C. FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREFASTENEDWITH5/8'VVAFER HEAD SCREWS (2 PER TOP 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, CEMSOMIT PANEL THE SOFFIT IS FASTENED WITH NO, 8-18,0,316- HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMr--Tt-:R X 1-114'LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HR;/E AT LEAST 3 James Hardie Building Products, Inc. FULL THREADS PENETRATING THE METAL FRAMING), PLACE 10901 Elm AvenueSCREWS6"O.C. AT PANEL EDGES AND INTERMEDIATE I CA 92337STUDSFontana Phone. 909-356-6300 SIZE F-Som NO DWG No RE Fax 900-427-0634 A PNL-PLK-SOFF 2013—TCreator: E, Gonzales SCALS V = V-0" I Date:,V247013 IiF-EIT 12 Or12 PROJECT RIO-2689-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE& BRAND FIBER -CEMENT PANELS TO WOOD FURRING SOLUTIONS 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 2 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 2 TABLE 1 B, ANALYSIS OF ALLOWABLE LOAD FOR #8 SCREW AT 10" Q.C. 2 JUSTIFICATION OF USING THE RESULTS ON LIGHT GAUGE STEEL FRAMING 2 DESIGN WIND LOAD PROCEDURES 3 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 4 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 4 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 4 TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 5-6 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2017 FLORIDA BUILDING CODE, AND THE 2015 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 1-3 RONALD L OGAWA ASSOCIATES, INC. 16835 ALGONOUIN STREET#443 HUNTINGTON BEACH, CA 92649 T)714-292-2602,(F)714-B47.4595 PROJECT: RIO-2689-17 EVALUATION SUBJECT HardiePanelQ Siding James Hardie Product Trade Names covered in this evaluation: HafdiePaneW, Siding, Cempanellb Siding, Prevail- Panel Siding EVALUATION SCOPE: ASCE 7-10 2017 Florida Building Code 2016International Building Code 2015 International Residential Code JAMES HARDIE BUILDING PRODUCTS, INC, 1-888-542-7343 info@-jameshardie.com EVALUATION PURPOSE: This analysis is to determine the maximum design 3-second gustwind speed to be resisted byan assembly ofHardiePanel (Cempanel. Prevail Panel) sidingfastened towood tunings on either wood or moral framing with nails orscrews. REFERENCE REPORTS: 1. intertek Report 102024363000-001A, Transverse load test on HardiePanel. TEST RESULTS: Table ta. Results of Transverse Load Testing Frame Fastener Ultimate Allowable Test Thickness Width Spacing Spacing Fastener Type Load Design Load' Report Number Agency in.) in.) Frame Tyee' fin.) in.) and Dimensions PSF) PSF) Failure Mode 102024363COQ-001 A intertek 0,3125 48 2X4 wood stud, 3(4" thick by 16 6 No. 8 X 1.25' long X 0.323' HD 160.7 53.6 pull through /fracture3.5" wide SPF furring ribbed bugle head screws 102024363COO-001A Intertek 0.3125 46 2X4 wood stud. 3f4" thick by 16 8 No. 8 X 1.25" long X 0.323" HD 131A 43.8 pull through3.5" wide SPF fumng ribbed bugle head screws 102024363COO-001A Intertek 0,3125 48 2X4 wood stud, 314" thick by 16 12 No. 8 X 1,25' long X 0.323" HD 106.1 35A pull through3.5' wide SPF furringribbed bugle head screws 1C2024363COO-001A intertek 0.3125 qg 2X4 wood stud, 3f4" thick by 16 6 0.090" shank X 0.215" HD x IS' 147.6 49.2 pull through /fracture3.5" wide SPF furring long ring shank nail 102024363COO-001A Intenak 0.3125 48 2X4 wood stud, 314" thick by 24 8 No. 8 X 1.25' long X 0.323' HQ 82 7 27,6 pull through /fracture3.5" wide SPFtuning ribbed bugle head screws 1. All fasteners were installed on furring without penetration into the framing members. 2. Allowable load is determined from ultimate load divided by a factor of safety of 3. 3, HardiePanel Siding complies with ASTM C1186, Standard Specification for Grade h, Type A Nan -asbestos Fiber -Cement Flat Sheets Table 1b. Analysis of Allowable Load for #8 Screw at 10" Q.C. 8 Screw Spacing FastenerS eacinq (in.) 12 10 Frames acin in. i6 16 16 Fastener Tributary area ft2 0.89 1.33 11 Allowable load 43.8 35 4 8J.1Individualfastenerload (lb. 38.9 47.2 The fastener load for #8 screw at 10" Q.G. was calculated as the average of the test results for 8" and 12" O.C. The allowable load for #8 screw at the spacing of 10" O.C, into furring can be calculated by interpolating the results of same fastener at 8" and 12" O.G., since both tests had same failure mode of fastener pull through from the panels. As shown in the table, the allowable load for #8 screws installed at 10" Q.C. to wood turning is 38.8 psf. Justification of Using the Results on Light Gauge Stool Framing In the subject configurations, all fasteners were attached to fuming only, so whether the furring is attached to wood or steel framing does not affect panels' transverse load capacity. It's the project engineer's responsibility to ensure the furring attachment and framing memebers to have sufficient load capacities. RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 T) 714-292-2602: IF) 714-847-4595 PROJECT RIO-2689-17 JAMES HARDIE BUILDING PRODUCTS, INC, 1--888-542-7343 info @ja meshardie. corn DESIGN WIND LOAD PROCEDURES: Fiber -cement siding transverse load 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 afactor of safety of 3 applied to the ultimate test load. Equation 1, q,=0.00256'K,*K,,,*K,V' fret ASCE 7-10 equation 30,3-1) q, velocity pressure at height z K, velocity pressure exposure coefficient evaluated at height z K,, topographic factor Equation 2, K,, wind directionality factor V basic wind speed (3-second gust MPH) as determined from 2015 IBC Figures 1609.3(1), (2), or (3), ASCE 7.10 Figures 26.5-IA, E, or C V=V. fref, 2016 tOC Section 1602.1 definitions) V„ , ultimate designwind speeds (3-second gust MPH) determined from 2016 ISC Figures 1609,3(1). (2), or (3), ASCE 7-10 Figures 26.5-1A, B, or C Equation 3, p=q,(GC,-GC,) [ref ASCE 7-10 equation 30,6-1) GC, product of extemal pressure coefficient and gust -effect factor GC, product of internal pressure coefficient and gust -effect factor p design pressure (PSF) for siding (allowable desgn load for siding) To determine design pressure, substitute q . into Equation 3, Equation 4, p=0.00256K,*K„"K,'V„'-(GC,:-GC„) Allowable Stress Design, ASCE 7-10 Section 2,4.1, load combination 7 Equation 5, 0,60 - 0.6w Iref. ASCE 7- 10 section 2 4, 1, load combination 7) D ,dead load W , wind load To determine the Allowable Stress Design Pressure, apply the load factor for IN (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, P. = 0-61p) Equation 7, p_ = 0.6*[0.00256-K,-K,-K,'V,'-(GC,-GC„ )I Equation 7is 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 8, V,,, = (p.,JO,6*0,00256*K,*K.*K,*(GC,-GC„ ))" Applicable to methods specified in Exceptions I througt? 3 of 2015 ISC Section 1609,1 1_ to determine the allowable nominal design wind speed (Vasa) for Hat0e Siding in Table 6, apply the conversion formula below, Equation 9, V. = V. - (o G)" (ref. 2015 18C Section 1609.3, 1) V_ , Nominal design wind speed (3-second gust mph) tref. 2015 IBC Section 1602, 1) RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 M 714-292-2602, (F) 714-847-4595 PROJECT: RIO-2680-17 Table Z Coefficients and Constants used in Determining V and p, K waft zone 5 Height (ft) Exp B Exp C Exp D Ka Kd GC, GC, 0-15 0.7 0,85 1.03 h:;60 1 0.85 14 0.I8 20 0.7 0'9 108 1 0.65 14 Q. 18 25 0.7 0.94 712 1 0,85 1.4 30 0.7 0,98 1,16 1 0.85 IA 018 0,18 35 0,73 1.01 1.19 1 0.85 1A 0.18 40 0,76 1.04 1.22 1 0.85 1.4 0.18 45 0YR5 1.055 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 1.2929 1 0.86 1.4 0,18 60 0.85 1.13 1.31 1 0.85 1.4 0,18 100 43 n,60 1 0085 1.8 0.18 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category IS, nd Speed 3-second gust) 100 105 110 115 1 120 130 140 150 160 170 180 190 200 210 Height (it) B a B a B 6 5 8 B B a B B 6 0-15 14.4 15.9 17.5 19,1 20.8 24.4 26.3 32,5 37.0 41.7 46.8 52.1 57.8 63.7 20 14.4 15.9 17.5 19.1 20.8 24.4 28,3 32.5- 37,0-- 41.7 46,8 52.1 57.8 63.7 26 14.4 116.9 17,5 i 20.8 24.4 28.3 32.5 37.0 41.7 46.8 521 57.8 633 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 21.7 25A 29,5 33.9 386 43,5 48,8 54.4 60.2 66A 40 15.7 17.3 19.0 20,7 22.6 26.5 303 35,3 401 45,3 50.8 56.6 62.7 691 45 16.2 17,9 19.6 21.4 23,3 27.4 313 36.4 41.5 46.8 4. 50 16.7 114 2'4 I 2 b . 17.1 4 2,8 48.3 54.1 60.3 66.8 73.7 55 257 2- 2'4.7 2&9 356 38.5 43.8 49.5 55.5 61 .8 68.5 75.5 77 _319.3 21.2 b 34 4_ 9.5 F47- 100 25.6 28.2 31.0 318 36,9 433+ 502 57,6 65.5 74.0 82.9 92.4 102.4 112.9 Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C, nd SR2eq3-second gustj 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height ( ft) C C C C C C C C C C C C C C 0- 15 17.6 19,3 21.2 23,2 2&2 29,6 34,4 39.5 44.9 50.7 56,8 63.3 70.1 77,3 20 18,620.5 22.5 24.6 26,7 31,4 36A 41.8 47.5 537 60.2 67,0 74.3 81.9 25 19A 21A 23.5 25,627.9 32.8 38'C' 416 49.6 56.0 62.8 70.0 77k 85,5 30 20.2 22.3 24.5 263 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 46.9 513 60.2 67.5 76.2 83.3 91.9 40 21,5 23.7 26.0 28A 30,9 36.3 42.0 48,3 54.9 62.0 69.5 77,4 85.8 94.6 45 22-0 24,2 26.6 29,1 51,6 3T 143. 1 49A 56.2 63.5 71.2 79,3 87.9 96.9 50 2Z5 24.8 27.2 29 7 32A 38.0 441 50,6 57.6 66.0 72,9 t 99,2 55 22,9 2512 72-77 46 3ZO 38.7 44 9 51,5 58.6 56.2 74.2 1; 101.0 60 23. 28, 30.8 767- T. 6 Wl 52A 69.7 6 76.5 541 93.2 100 32.6 35.9 39.4 43.1 1 46.9 55,0 63.8 73.3 83A 94,1 105,5 117,6 130.3 1 416 Table 6, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D, nd Speed (3-second ust 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height ( ft) D D D D 0 0 D 1) D D D D 0 0 0- 15 21.2 23.4 25.7 281 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 29.5 321 37.7 43Y 501 57,0 64.4 72.2 80.4 89,1 9-8.2- 25 23. 1 25.5 28.0 30.6 33.3 39,0 45.3 52,0 59.1 66.8 74,9 83A 92A 101.9 30 23,9 26.4 29.0 31.6 34.5 40A 469 53.8 61.3 69.2 77.5 86,4 95,7 106,5 35 24.5 27.1 293 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 56.6 64.4 72,7 81_.5 90.9 100.7 IM0 45 25.7 28.3 31,1 34.0 37,0 43A 503 57.8 6 . 42 83.2 92.7 102.7 113.3 50 26.2 28.9 37Y 11.1 671 15.7 484.9 94,6 104.8 115.5 55 26.6 29.3 l8 0 2 59.9 68.1 76.9 86.2 96A 106A 117.4 66 2 . 7f-9-r 32.7 45.7 5310 60,13 08. 1 1 100 37.0 40.8 44.7 48,9 53,2 62.5 72.5 77 _2 7776 106.8 147.9 63240 Tables 3, 4, and 5 are based,on ASCE 7-10 and consistent with the 2015 18C, 2015 IRC Iff- _ W N RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 T) 714-292-2602: IF) 714-847-4595 PROJECT: RIO-2689-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-886-542-7343 info@jameshardie.com Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and part 3) 6 Design Wind, Speed, Design Wind, Speed, VW 4,$ VaM 3second gust mph) a -second gust mph) Applicable to methods specified in [2015 IBC, Applicable to methods 2017 Felq Section specified in Exceptions 1 609.1.1. as detem fined 7y through 3 of [2015 IBC. 12015 IBC, 2017 FBCI 2017 FBC] Section Ftgurex 1609.3(1 ), (2), or 1609.1.1. 3)- Mnd exoosure cateaory 1 Wind exposure cateaor Coefficients -ad in Table 6 calculation. for S,dlno Product Minimum Thickness Ctn) inFastener in_) Type Fastener Sparing Frame Type Stud Spacing Building Height"' B C D B C D Alowable Design load ps0 Exp B 1 Exp C Exp D 1 Ks K, GCp I GC. HartlieParlal 5l16 48 No. 8 X 1.25. long X0ibbeHDribbed bugle head screws 6" O.C. into furring only 2X4 woad or ra ga. steel framing, a. 5' thick by 3.5' wide wood turning '•za 16 0-15 193 175 159 149 135 123 53.6 0,70 0.85 1,03 hs60 1 0,85 1A 0,18 20 193 170 155 149 132 120 63,6 0,70 0.90 1,06 1 0,85 1.4 0.16 25 193 166 152 149 129 118 53,e 0.70 0,94 112 1 0.85 AA 0.18 30 193 163 150 149 126 116 53.6 0.70 0,98 1.16 i 0.85 AA 0,18 35 189 160 148 146 124 114 53.6 0.73 1.01 ii9 1 0.85 1.4 0.18 40 185 158 146 143 122 Ila 53,6 0.76 1,Oa 1,22 1 0.85 t4 0.18 45 172 150 140 133 116 108 53.6 0.88 1,15 L33 1 0.85 IA 0.18 50 179 154 143 139 120 111 53.6 0,81 1.09 1,27 1 0.85 1.4 0.18 55 177 153 1A2 137 t19 110 53.6 0.83 1,11 1,29 i 0.85 1.4 0.18 60 175 152 141 135 117 109 53.6 0.85 1,13 1.31 1 0,85 1.4 0.18 100 145 128 120 112 99 1 93 53,6 0,99 126 1,43 h>601 1 I 0,85 1.8 0.16 HartliePanalb 5/16 48 No. 8 X 1.25' long X 0,323' HD ribbed bugle head screws 8" O.C. into furring only 2X4 wood or 20 ga, steel framing, 3/4' thick by 3.5" wide wood furring t7A 16 0-15 174 158 144 135 122 ill 43.8 0.70 0.85 1.03 hs60 i 0,05 1.4 0.16 20 174 154 140 135 119 109 43.8 070 0.90 1,08 1 0,65 1.4 0.18 25 174 150 138 135 116 107 43.8 0.70 0.94 1,12 1 0.85 a,4 0,18 30 174 147 135 135 114 105 43.8 0.70 c98 1,16 1 0.85 AA 0,18 35 171 145 134 132 112 103 418 0.73 1,01 Lt9 1 0.85 A,4 0.18 40 167 143 132 129 111 102 43.8 0,76 L04 1,22 t 0.85 1.4 0.18 45 164 141 131 127 109 101 43.8 0.79 1.07 1.25 1 0.86 1.4 0.18 50 162 140 129 125 loe 100 43.8 0.81 1.09 L27 1 0.85 1.4 0.18 55 160 138 128 124 107 99 43.8 0,43 1.11 1.29 1 0.85 14 0le 60 158 137 127 122 106 99 43.8 0.85 1.13 1,31 r 1 0,851 AA 0,18 100 131 116 101 90 43,8 0.99 1,26 1,43 h>60 1 0.85 1.8 OJB HardiaRanai@i 5/16 48 No, 8 X 1.25' long X 0.323" HD ribbed bugle head screws 10" O.C. into furring only 2X4 wood Or 20 ga. steel framing, 3/4' thick by 3.5" wide wood fumng ".1 16 0-15 164 149 135 127 115 105 38,8 0.70 0.85 1,03 hs50 1 0,85 14 0.18 20 164 145 132 127 112 102 36,8 0.T0 0,90 1.08 1 0,85 1.4 0,16 25 1654 141 130 127 110 100 We 0.70 0.94 t12 1 0.85 1A 0.1e 30 164 139 127 127 107 99 38.8 0.700.961A6 1 0.85 1.4 0.18 35 161 136 126 124 106 97 36.8 0.73 1,01 1.19 1 0.85 14 0,18 40 157 134 124 122 104 96 38.8 0.761,04 1.22 1 0.85 1.4 0.18 45 155 133 123 120 103 95 38.8 0,791,07 1.25 1 0.85 AA 0.18 50 152 131 122 118 102 S4 38.8 0,811,09 1,27 1 0,85 1.4 0.18 55 151 130 121 717 101 94 36.8 0.83 t.t? 7.29 1 0.85 14 0.18 60 149 129 120 115 100 93 36.8 0.85 1.73 1,31 1 0,85 1.4 0.18 100 123 95 38.8 C.991.26 1.43 h>50 1 0.85 1.8 0,18 HardiePanel 5116 48 No, 6 X 1, 25" Jong X 0.323' HQ ribbed bugle head screws 12" O.C. into furring only 2X4 wood or 20 ga. steel framing. 3/4' thick by 3.5° wide wood turning 16 0- 15 157 142 129 121 1t0 100 35.4 0.70 0.851.03 hs60 1 0.65 IA Q1e 20 157 138 126 121 107 98 354 070 0.90LOB 1 0.85 1A 0,18 25 157 135 124 121 105 96 35 4 0,70 0.94 1,12 1 QB5 1.4 0.18 30 157 132 122 121 103 94 354 0,70 0.98 1.16 1 0.85 1.4 0,18 35 153 130 120 119 101 93 354 0,73 1.01 1.19 1 0.85 1.4 0,18 40 150 128 119 116 100 92 35.4 0.76 1,04 1.22 1 0.85 1.4 0.18 45 148 127 117 115 98 91 35A 0,T9 t.07 1.25 i 0.65 t.a O.tB 60 146 125 116 113 97 90 35.4 0.81 1.09 1.27 1 0.85IA 0.18 55 144 124 115 111 96 89 354 OM 1,11 1,29 1 0.85 1A 018 60 142 123 114 110 95 89 35.4 0,85 1.13 1.31 1 0,65 14 018 100 118 91 35.4 0.99 1.26 1943 h160 1 0.85 1.8 0.18 CC pE 4,4, FL C) if/ ffrtrr RONALD 1. OGAWA ASSOCIATES, INC. 16635 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 T)714-292-260Z (F)714-847-4595 PROJECT: RIO-2689-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 infoQjameshardie. com Allowable, Ultimate Allowable, Nominal Design Wind, Speed, Design Wtnd, Speed. VuH e5VaW 3-second gust mph) 3-second gust mph) Applicable to mothods specified in 1201518C, Applicable to methods 2017 FBC[ Section specified in Exceptions 1 1609.1.1. as determined by through 3 of [2015 18C, 12015 IBC, 2017 FBC) 2017 F8C) Section Figures 1609,30),(2), or 16093.1. 3) Coefficients used in Table 6 calculations for ua Wind exposure category Wind e asurecategory Siding K, Product Minimum Thickness in) Wolin in.) Fastener Type Fastener Spacing in.) Frame Type Stud Spacing in.) Building Height'* s it') B CI DI B G D Allowable Design Load ps0 jExpejFxpC Exp D I K„ I K GC,, GC. 0-15 138 125 114 107 97 88 27.6 0.70 1 0.85 1,03 ha60 1 0.85 1.4 0,1B 20 138 122 111 107 94 86 27,6 0.70 0,90 1.08 1 0.85 1,4 0.18 HardiePanel® 5li6 48 No. 8 X 1.25" long X 0.323" MD ribbed bugle head screws 8" O.C. into furring only 2X4 woad or 20 ga. steel framing, 314' thick try 3.5' wide wood furring 24 25 138 119 107 92 27.6 0.70 0.94 1.12 1 0,85 1.4 0.18 30 138 117 107 91 27.6 0.70 0.98 1.16 1 0.85 1_4 0.18 35 135 115 105 89 27.6 0.73 1,01 1.19 1 0.85 1.4 0,18 40 133 113 103 88 27.6 0.76 1.Oa t22 1 0.85 1.4 0.18 45 131 112 101 87 27.6 0.79 1,07 1.25 1 0.85 t4 0.1a so 129 111 100 86 27.6 0.81 1.09 1.27 t 0.85 1.4 0.16 55 127 98 27,6 0.83 1.11 1.29 1 0.85 1.4 0.18 60 126 97 27.6 0.85 1.13 1.31 1 0.85 1.4 0,18 100 27.6 0.99 1.26 143 h>60 i 6.85 1.8 0,18 0-15 185 166 152 143 130 11B 49.2 0.70 0.85 1.03 hs6) 1 0,85 1.4 0,18 20 185 163 149 143 126 115 49.2 0.70 0,90 1.08 1 0.85 7.4 4.18 HardiePanel® 5y16 qg 0.090" shank X x 1, 5" HD x1_5'long ring shank nail 6" O.C. into furring only 2X4 wood or 20 ga. steel framing, 314' twidewck by 3.5' wide wood furring +?a 16 25 185 159 146 143 123 113 49.2 0.70 0.94 1.12 1 0.85 1.4 0.18 30 185 156 143 143 121 YI1 49.2 0.70 0.98 1.16 1 0.85 14 0.18 35 181 154 142 140 119 110 492 0.73 t.01 1.19 1 0.85 1A 0.18 40 177 151 140 137 117 108 49.2 0.76 L04 1.22 1 0.85 4A 0,16 45 174 150 S38 135 116 107 49.2 0,71) 1,07 125 t 0,85 L4 0,18 50 172 148 137 133 115 106 49.2 0.81 1.09 1.27 1 0.85 1.4 0.18 55 170 147 136 131 114 105 49.2 1 0.83 1.11 1.29 1 6.85 1.4 0.1 a 60 168 145 135 130 113 105 49.2 0.85 1.13 1.31 1 0.85 1 -1A 0.18 100 139 123 115 107 95 B9 49.2 1 0,99 1 1.26 1 1A3 1 h>60 1 0.85 1.6 0.le i. rumng anacnment to smacxurat framing memners or auemati o turning wain snap oe designed try an engineer. 2. Building height - mean roof height (in feet) of a building, except thatsave height shall be used forroofangle () less than or equal to W (2.12 roofslope). 3. V„ r - ultimate design wind speed. 4. V„a - nominal design -no speed 5. Linear interpolation ofbuilding height (s 60 8) and wind speed is pem noted. 6. Wind speed design assumptions per Analytical Method in ASCE 740 Chapter 30CBC Part 1 and Part 3: K „-I, KW0.86, GC,=-14 (h460), GC,-1.8 (h>60), GCp,-018. 7. Wood furring shall be preservative treated per AWPA. 8. Wood furring shad) be spec gravity of 0.42 or greater per AFPAINDS, or wood structural panel, conforming to DOC PS-i or DOC PS-2 or APA PRP-108. LIMITATIONS OF USE: 1) In High Velocity Hurricane Zones (HVHZ) install per Miami -Dade County Florida, NOA 17-0406.06 I 1 otesresif,, off w FLO?,`' f^'IOR/6ffff PROJECT RIO-2686-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE0 BRAND FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3 TABLE 1 B, SHEAR VALUES 3 DESIGN WIND LOAD PROCEDURES 4 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5 TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 6-7 LIMITATIONS OF USE 7 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2017 FLORIDA BUILDING CODE, AND THE 2015 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 41aaa' F cc SSIQ ' tPI'RdF,7lF. l RONALD L OGAWA ASSOCIATES. INC. 16835 ALGONOUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC, 1-888-542-7343 info@jameshardie.com EVALUATION SUBJECT HardlePanelt Siding James Hardie Product Trade Names covered in this evaluation: HardiePanel Siding, Gemparrele Siding, Prevail- Panel Siding EVALUATION SCOPE: ASGE 7-10 2017 Florida Building Code 2015 International Building Code® EVALUATION PURPOSE: This analysis is to determine the maximum design 3-second gust wind speed to be resisted by an assembly of HardiePanel (Cempanel, Prevail Panel) siding fastened to wood or metal framing with nails or screws. REFERENCE REPORTS: 1, Intertek Report 306791.3 (ASTM Cl 186) Material properties HardiePanel Siding 2. Ramtech Laboratories Report IC-1270-94 (ASTM E330) Transverse Load 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 3. Ramtech Laboratories Report IC-1271-94 (ASTM E330) Transverse Load Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches 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 a4d, 0.091 inch shank by 0,225 inch head diameter by 1,5 inch long ring shank nail 5, Ramtech Laboratories, Report IC-1 054-89 (ASTM E330) Transverse Load Test, 1/4" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 inches on center with a No 8 X I in. long X 0,323 in head diameter ribbed bugle head screw 6. Ramtech Laboratories, Report IG- 1055-89 (ASTM E330) Transverse Load Test, 114" Thick by 48 inch wide HardiePanel 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 11 149-9811554d (ASTM E330) Transverse Load Test, 114" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 and 24 inches on center with a ET&F 0,100 in. Knurled shank X 1.5 in. long X 0.26 in. head diameter pin fastener IL 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 IC-1274-94 (ASTM E72) Racking Shear Test, 5116" 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 10868-9711475 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on center with a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail 11. Ramlech Laboratories Report IC-1057-89 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed an 2X4 Hem -Fir wood studs spaced at 16 and 24 inches on center with a No 8 X I in, long X 0,323 in head diameter ribbed bugle head screw 12. Ramtech Laboratories Report 11284-9911580 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Her -Fir wood studs spaced at 16 and 24 inches on center with a ET&F 0.100 in, knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener 0 G A STATE OF 4- f I JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com TEST RESULTS: Table Ia, Results of Transverse Load Testing RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA $2649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 Fastener spacing in.) ff Allowable Frame Ultimate Design Thickness Width Spacing Perimeter Field Load Load' Report Number Test ency in,) in.) Frame Type in.) Supports Supports Fastener Type PSF) IC-1270-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 149 PSF) 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 4 6d common 141 47.7 10868-97/1475 Ramtech 0,3125 48 2X4 wood, SG Z 0,36 16 4 8 4d. 0.091 in. shank X 0.225 in. 90HDX1.5 in. 122g ring shank nail Min. No, 20 gauge X 3,625 in. X Min.No 8 X I in, tong X 0,323 in IC-1054-89 Ramtech 0.25 48 16 6 6 head diameter ribbed bugle 169.9 56.61.375 in metal stud head screw Min. No. 20 gauge X 3,625 in, X Min. No 8 X 1 in, long X 0.323 in IC-1055-89 Ramtech 0.25 48 1-375 in metal stud 24 6 6 head diameter ribbed bugle 91.9 30.6 head screw ET&F 0,100 ihknuded 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 X0.25 in, head 170 56.7 1.375 in metal stud diameter pin fastener ET& F 0.100 in. knurled shank X Min, No. 20 gauge X 3.625 in, X 11149-98/1554d Ramtech 0.3125 48 1,375 in metal stud 24 4 8 1.5 in, tong X 0.25 in. head 101 33,7 1 diameter pin fastener 1. Allowable Load is the Ultimate Load divided by a Factor of safety of 3. 2. HardleParall Siding complies with ASTM C 1186, Standard Specification for Grade 11, Type A Non -asbestos Fiber -Cement Fiat Sheets. Table I b, Shear Values Allowable Loads In Pounds Per Lineal Foot for Panel Shear Wags' 2 Fastener Spacing in.) Frame Ultimate Allowable Thickness Width Spacing Perimeter Field Load' Load' Report Number Test AgencyI in.) in.) Frame Type in.) Supports Supports Fastener T)m Pff) pq1C-1273- 94 Ramtech 0,3125 48 2X4 wood Hem -Fir 16 6 6 6d common 603.8 201.3 IC-1273- 94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 698.8 232.9 IC-1274- 94 Ramtech 0.3125 48 2X4 Wood Hem -Fir 24 6 6 6d common 460,0 153-3 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 0.226 in. 10868-9711475Ramtech0.3125 48 2X4 wood, SG ?., 0.36 16 4 8 HD X I ,5 in, long ring shank nail 595.4 198.5 Min. No. 20 gauge X 3.625 in. X Min. No 8 X 1 in. long X 9,323 in IC-1057- 89 Ramtech 0.25 48 1.375 in metal stud 16 & 24 6 6 head diameter ribbed bugle 990,0 123.8 head screw ET&F 0,100 in. knurled shank X 11284-99/ 1580 Reattach 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 1,375InmetalstuddiameterpinfastenerMin, No. 20 gauge X 3.625 in. X ET&F 0.100 in, knurled shank X 11284-99/ 15E 11125 48 1,375 in metal stud 1.5 in, long X 0.25 in. head 1060.0 132.5 diameter pin fastener 1. All board edges shall be supported by framing. Panels shall be applied with the long dimension either parallel or perpendicular to studs. 2. The maximum height -to -length ratio for construction in this Table is 2: 1. 3. In the steel framed assemblies the allowable load is based on the average load at 1/8 inch net deflection. STjF it RInt I Al 1. t I,, K, Wall Zone 5 Height (ft) Exp 8 Exp C I Exp 0 GCP GCp 0-15 0.7 0.85 1.03 fis60 1 0.85 1.4 0.18 20 03 0.9 1.08 1 0,85 1.4 0,18 25 0.7 0.94 1,12 1 0.85 1.4 0,18 30 0,7 0.98 1,16 1 0.85 1.4 0.18 35 0.73 1.01 1.19 1 0.85 1.4 0,18 40 0.76 1.04 1.22 1 0.85 1.4 0.18 45 0.785 1.065 1,245 1 0,86 1.4 0,18 50 0.81 1.09 1.27 1 0.85 1.4 0.18 55 am I'll 1.29 R 2HR5 1A 0,18 SO 0.85 1,13 131 1 1.4 0,18 100 0,99 116 1.43 h>601 1 1 0.85 1 -1.8 0.18 RONALD I. QGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT. RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 infogjameshand ie.com DESIGN WIND LOAD PROCEDURES: Fiber - cement siding transverse load 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 26.5-1 A, Figure 26.5- 18, and Figure 26,5-1 C. For this analysis, to calculate the pressures in Tables 3, 4, and 5, the load combination will be in accordance with ASCE 7- 10 Section 2.4 combining nominal loads using allowable stress design, load combination 7, Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure. Equation 1, q,=0,00256*K,*K,*K,V' (ret. ASCE 7- 10 equation 30.3- 1) qz velocity pressure at height z K, velocity pressure exposure coefficient evaluated at height z K,, topographic factor K,, wind directionality, factor V basic wind speed (3-second gust MPH) as determined from [2015 16C, 2017 FEC) Figures 1609.3(1), (2), or (3); ASCE 7-10 Figures 26.5-1A. B. or C Equation 2, VIVa ( ref 2015 18C & 2017 F8C Section 1602.1 definitions) V. , ultimate design wind speeds (3-second gust MPH) determined from 12015 IBC, 2017 FBC) Figures 1609.3(1), (2), or (3); ASCE 7-10 Figures 26. 5- IA. 8, or C Equation 3, p=q,*(GC,-GC,) (ref ASCE 7-10 equation 30.6- 1) GC, , product of external pressure coefficient and gust -effect factor GC, product of internal pressure coefficient and gust -effect factor p design pressure (PSF) for siding (allowable desgn load for siding) To determine design pressure, substitute q, into Equation 3, Equation 4, p-0.00256*K,*K,*K,-V,'-(GC,-GC,I Allowable Stress Design, ASCE 7-10 Section 2.4. 7, load combination 7 Equation 5, 0.6D + 0.6W (ref ASCE 7-10 section 2.4 1, load combination 7) D dead load W , wind load To determine the AllowableStress Design Pressure, apply the load factorfor W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, P. , 0.61p) Equation 7, p_ - 0.6*[0.00256*K,*Kn'Kd*Vt*(GCrGCpi)) Equation 7 is used to populate Table 3, 4, and 5 To determine the allowable ultimate basic wind speed for Horde Siding in Table 6, solve Equation 7 for V., Equation 8, V, - (p,/0.6*0.00256'K,*K,r*K,*(GCrGC,)) a' Applicable to methods specified in Exceptions I through 3 of [2075 18C, 2017 F8C] Section 1609, 1, 1., to determine the allowable nominal design wind speed (Vasil) for Hardie Siding in Table 6, apply the conversion formula below, Equation 9, V., = V. - (0.6)" (ref 2015 18C & 2017 FBC Section 1609,3, 1) V_, , Nominal design wind speed (3-second gust mph) (ref 2015 IBC & 2017 FBC Secho 5Offil........... Table 2, Coefficients and Constants -used in Determining V and p, t ST 0, 0 aEFae Tw RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 infood,jameshardie.corn Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category 8, Seeed (3-second 2ust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210Wind Height (ft) 8 B 8 6 B B B a B B a B 8 8 0-15 14.4 15.9 17,5 1-19.1 20.8 244 28,3 32,5 37.0 41.7 46A 52.1 57.8 63,7 20 14A 15.9 17.5 1-19.1 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 1-191 20.8 24A 28,3 32,5 37.0 41.7 46,8-- 521 57-.8 63.7 30 144 15.9 17.5 191 20.8 24.4 28.3 32.5 37.0 413 46.8 521 57.8 63.7 35 15,1 16.6 18,2 19.9 21.7 25A 29.5 33.9 38.6 43.5 48,8 5AA 60,2 66.4 40 15.7 173 19.0 20.7 22.6 26.5 30.7 35,3 40.1 45.3 50.8 56.6 62.7 6 .1 45 16,2 17.9 19.6 21.4 23.3 27.4 31.7 36.4 41.5 46.8 52.5 58.5 64.8 71,4 SO 16.7 18.4 20.2 22.11-24,1 28.2 32.7 37.6 42.8 48.3 54.11 60.3 66.8 73.7 55 17.1 18.9 20.7 22!1 2§1 61 1 45 5N 6 1 ' 8 68.5 5.5 60 7 FS- 71T 77 21.2471gj 2 239 7 7 63.3 70.1 77,3 100 25.6 28.2 31.0 318 1 -36,91 43.3 1 -50.2 1 -57.6 1 -65.5 1 -74.0 1 -82,9 1 -92.4 102.4 1-112.9 Table 4, Allowable Stress Design . Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C, Speed (3-second gust) 100 105 110 115 120 130 1 140 150 160 170 180 190 200 210Wind Height (ft) C C C C C C C C c C C C 0 C 0-15 17.5 19.3 211 23,2 25.2 29.6 34.4 39.5 AW9 50.7 56,8 613 701_ 77,3 20 18.6 20,5 22.5 24.6 26.7 31.4 36.4 41.8 47.5 533 60.2 67.0 74.3 81.9 25 19.4 21.4 23,5 25,6 27.9 32.8 38.0 43,6 419'6 56.0 62.8 70.0 77.6 85.5 30 20.2 22.3 24.5 26.7 291 34,2 39.6 46.5 51.8 58A 65.5 73.0 80.9 89.2 35 20.8 210 25,2 27,6 30.0 35,2 40.8 46,9 513 60.2 67.5 75.2 83.3 91,9 40 21'5 237 26.0 28A 30,9 36,3 42.0 0.3 54.9 62.0 69.5 77.4 85.8 94.6 45 220 24.2 26.6 29.1 31 6 371 43A 49.4 56,2 63.5 71.2 79.3 87.9 6.9 so 23 1, 241 29, 32.4 38.0 4.1 5 0.6-57.6 65.0 72,9 81,2 89,9 9.2 55 22; 5 2Z,2 3 303 330 38,7 44.9 951,5 558.6 66.2 74,2 823 91.6 101,0 60 z!) 1 9,7 61.4 7971- 3.2 102,8 100 3Z6 35,9 39A 411 46.9 55.0 63.8 1 -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, Speed ( 3-second gust 100 105 110 115 120 130 140 150 160 170 180 190 1 200 1 210 WindHeight ( ft) D D D b_ D D 1) 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 61A 68.8 763 85,0 93.7 20 22,3 24.6 27.0 29,5 32A 37.7 33 501 67.0 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 N.s 74,9 83.4 92.4 101.9 30 23.9 26.4 29,0 31.6 34,5 40A 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 56,6 64.4 72.7 81.5 90.9 1003 111.0. 45 25.7 1 -28.3 1 -31.1 1-34.0 37,0. 43A 50,3 57.8 65.7 74,2 83.2 92,7 102,7 113,3 50 26.2 28.9 21 7 I P.7T_-44.3 51.3 58.9 67,1 75.7 1 -84.9 94.6 1-104.8 1-115.5 55 26.6 1 -29.3 2 134 41 O 52.2 59.9 66.1 76.2 11 1 176 16 1 17.4 60 5ZM60.8 5 16 I_il100 g2 37.0 1 -40.8 j -44.7 1-48.91-53.21 62.5 1 -72.5 83,2 1 -94.6 106.8 119.8 1334 1-147.9 1 -1637 Tables 3, 4, and 5 are based on ASCE 7-10 and consistent with the 2015 IBC, 2015 IRC and the 2017 Florida Building Code RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT, RIO-2686-17 JES HARDIE BUILDING PRODUCTS, INC. I IIII /,f1AM- 888 542-7343 Of I infogiameshardie. com i Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3), N' 2015 18C, 2017 F8C 2015 18C, 2017 FSC OF 4,#_e % S ONN\- 41k Coefficients used in Table 6 calculations for Vw Allowable, Ultimate Design Wind, Speed, 3- second gust mph) Allowable, Nominal Design Wind, Speed, 3- second gust mph) Applicable to methods specified in [2015 IBC, 2017 FBC) Section 1. 1609.1 asdeterm,nedby Figures ( 2), or 4 Applicable to methods specified in Exception. I through 3 at 12015 IBC, 2017 FBCI Section 1609. 1.1. Wind exposure category Wind e sure category Siding Ki Product Product Thickness inches) Width inches} Fastener Type Fastener Spacing Frame Type Stud Spacing inches) Building Height' feet) 8 G D B I C D Allowabl DesigneLoad P$ F) ExpjExpjExpD K K,, Gr, GC. HardiePanelb 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.W fts60 1 I 0.85J-1,410,181 20 186 164 149 144 127 116 49.7 0.7 0,9 1,08 1 0.851-1.41 0_181 25 186 160 147 144 124 114 49.7 0,7 6.94 1,12 1 0-8 ST--1 4 r 0-1-8130 186 157 144 144 121 112 1 -493 07 0,98 1.16 1 0.a514 0,181 35 182 154 142 141 120 110 49,7 0.73 1,01 1A9 1 0,85 14 0.18 40 178 152 141 138 Ile 109 493 0,76 1,D4 1,22 1 T85 1,4 0.18 45 175 150 139 136 117 108 493 0,785 1.065 1,246 1 0.85 14 0,18 50 172 149 138 134 115 107 497 0,81 1,06 1 1.27 1 0.B5 1A 0,18 55 170 147 137 132 114 106 49,7 a 0,83 1,11 1.29 1 0.851A 0.18 60 168 146 136 1 130 113 105 49,7 0. &1, k51.13 1.31 1 10.85 1.4 018 100 131L 124 116 1 108 96 90 49,7 0,99 126 1,43 h>60 1 0,18 HardmPane& 5/16 48 6d common 4 2X4 wood Hem - Fir 16 0- 15 233 212 192 lei 164 149 78.7 03 h0.85 177 hs80 1 0.85 1A 0,18 20 233 206 188 181 159 146 783 0.7 0-.9 1,06 1 0.85 1A 0,18 25 233 201 185 let 156 143 78.7 o7 0.14 112 1 0,85 1 4 0.18 30 233 197 181 181 153 140 783 03 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 14 0.18 40 224 192 177 174 148 137 78,70.76 I.N 1,22 1 0.85 1A 0,18 45 220 189 175 171 147 136 78,7 0,785 1.065 1 2451 0,85 1A 0,18 150 217 187 173 168 145 134 78,7 0.81 1.09 1.27 1 0,85 1.4 0.18 55 214 185 172 166 144 133 787 0.83 1,11 I'29 1 0 -8S 1.4 0,181 60 212 184 171 164 142 132 78.7 O.&S 1.13 1.31 1 0.85 1.4 0,18 100 172_ 155 146 136 120 113 78,7 0,99 1,26 1A3 h>60 1 0.85 1.8 0.18 HardrePeneW 5/16 48 6d common 6 2X4 wood Hem- Fit 24 0. 15 147 134 121 114 103 04 313 0.7 0,85 1,03 h560 1 0.85 14 0.18 20 147 130 119 114 101 92 31.3 v 0.9 1,08 1 0,85 14 0.18 25 147 127 116 114 98 90 31,3 03 0.94 1 1,12 1 0,85 1.4 0.18 30 147 124 114 114 96 89 31,3 0.7 0.96 116 1 0.85 14 0.18 35 144 123 113 112 95 87 31.3 0.73 1.01 1.19 1 0.85 1.4, 0,18 40 141 121 112 109 94 86 31,3 0,76, l.D4 1 22 1 085,-1.4 0,18 45 139 119 110 108 92 86 31.3- 0,785 1.065 1,245 1 Z 0.85 1A 018 50 137 118 106 91 31.3 0,81 1.09 1.27 1 0.85 1.4 018 55 135 117 105 91 31.3 0.83 1.11 1.29 1 0.85 0.18 60 134 116 103 90 31.3 0.85 IAZ 1.31 1 0.85 1. 4 1A 018 IDO III 86 31.3 0.99 1,26 1.43 h160 1 0,851 1.8 Q. 18 HardiePanele 5/16 48 6d common 4 2X4 wood Hem - Fir 24 0- 15 182 165 150 141 128 116 47.7 V 0,85 1.03 hnM 1 0,851 1,4 018 20 182 160 146 141 124 11.347.7 03 0,91.08 1 0,85 IA 0.18. 25 182 157 144 141 121 111 473 03 0.94 1,12 1 0.85 1.41 0.181 30 182 154 141 141 119 109 47,7 0.7 0,981.16 085 14 018 35 178 151 139 138 117 108 47.7 0.73 1,01 1.19 L 1 0.85 1,4 0,18. 40 174 149 138 135 116 107 4T? 036 1.D4 122 1 0.85 IA 0,18 45 172 147 136 133 114 106 47.7 0.785 1.065 1245 1 0,85 IA DAB SO 169 146 135 131 113 105 473 0.81 1D9 1.27 1 0,85 1.4 0,18 55 167 144 134 129 112 104 47+7 0,82; 111 729 1 10+85 1+4 0,18 60 165 143 133 128 Ill 103 47,7 1.31 1-] 6+e5. 1+4 0,18 100 137_ 121 114 106 94 88 47,7 O 99 I.X 1,43 h>60 1 0.85 1,8 0118. HardiePanelV 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 Swood G4,36 16 0- 15 144 131 119 112 101 92 30.0 07 P0,7 1.01 0. 85 1+03 h$60 0.85 1 20 20144127116112989030,0 0.7 779 7_08L 1 11+.11 1! 411111 25 144 124 114 112 96 Be 30.0 0.7 0 9,41,12 1 0,861 1+4 1 olli; I 30 144 122 112 112 94 87 30.0 03 0.98 1116 1 0.85 1.4 0.18 35 141120 ill 109 93 86 30.0 1.19 1 0.85 1 40 138 118 107 92 30,0 036 1.D4 1.22 1 085 45 136 117 105 91 30.0 0. l.D5 1,24 1 0,8 018 50 134 116 104 89 30.0 0.81 1.09 1-27 1 0.85 1A 018 55 132 114 1. 30.0 0.83111 772-91 0.85 1,4 0.1860 IN1131018820p00.85 Ila 77- 1 085 1A 0,18 100 32t() 0.99 1.26 143 111601 1 0.851 1.8, 0,181 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 into@jameshardie.corn RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 9260 714-292-2602 714-847-4595 FAX PROJECT: RIO-268,&-17 Design Wind, Speed, I Design Wind, Speed, V,... V-,b.6, Applicable 10 Inothod, Applicable - 1specifiedin [2015 IBC, s . . % W pecift dt:in ca=, 2017 FBC) Section through ofJ12015 lac, 609.1.1. as oetem ned by 2017 FBc Section19Figures603(l), (2), or 1609l1.1. 13) Coefficients used in Table 6calculations for Vind exposure cateoorvl Wind exposure Product Product ThicknessWidth inches) inches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) Building Height' feet) Allowable Design Load PSF) ExD 8 Ext, C Exp 0 Kn K,, GC, GC„ 0-15 198 180 163 163 139 126 6 0.7 0.85 IM fc;80 1 0.85 1.4 018 HardrePanele 114 48 Min. No 8 X I in. long X 0,323 in head diameter ribbed bugle head 6 Min. No, 20 ga. 33 mil) X 3.625 in. X 1.375 in metal stud 16 20 198 175 159 153 135 123 56.6-- 0.7 ce 1,08 1 0.651 1A Ole] 25 198 171 157 153 132 121 56,6 07 0.94 112 1 E4 1.4 0181 30 198 167 154 153 130 119 56,6 0.7 0.98 1.16 1 0.851 141 0181 35 194 165 152 150 128 118 564 0.73 1.01 1,19 1 0,85 14 0.18 40 190 162 150 147 126 116 56,6 0.76 1.7 1,22 1 0.85 1,4 0.18 45 187 161 148 145 124 115 56.6 0.785 1.065 1.246 1 0.85 1,4 018 50 184 159 147 143 123 114 56,6 0,81 1,09 1.27 1 0,85 1A 0,18 c,185511821514614112211356.6 0.83 111 1.29 1 oes 7174screw' 60pi'-PIOF1180 156 145 139 121 112 56.6 ails 1.13 T3 -1 FTT 5-5 1A 0,18 13-2 12-4 115 102 96 56.6 0,99 1.26 1.43 h>60 1 1 10.85 1-8 0,11 0-15 1 146 1 132 120 113 102 93 30.6 0,7 0,85 1,03 h$60 1 a 85 1.4 018 20 146 128 117 113 99 91 30,6 0.7 0.9 1.08 HardiePanelS 114 48 Min. No 8 X I in. long X 0.323 in head diameter ribbed bugle head screW 6 Min. No. 20 ga. 33 mil) X 3.625 in. X 1.375 in metal stud 24 25 146 126 115 113 97 89 30.6 O.7 0,94 1.12 1 30 146 123 113 113 95 88 30.6 0.7 0.98 1.16 1 0.85 1 -1.4 0.181 35 143 121 112 110 94 86 30.6 0.73 1.01 1.19 1 0,85 1A 0.18 0 119 110 11 93 85 30.6 0.76 1.04 1.22 1 0.85 1.4 0,18 4512 13117 118 106 91 30,6 0,785 1,065 1.245 7 0.85 - 1.4 67 50 135 117 105 90 30A 0.81 1.09 1,27 1 0.85 1A 0,18 55 134 116 104 90 30.6 OM 1.11 1.29 q14&11 1A 0.18 60 t32 115 102 89 30,6 0,85 1.13 1,31 4.4 0.18 100 30.6 0.99 1.26 1,43 h>60 1 O.a5 1.8 0Ae HardutPanel(R) 5116 48 ET&F 0100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter 4 edge 8 field Min, No. 20 go. 33 mil) X 3.625 in. X 1.375 in metal 16 0-15 198 180 163 153 139 127 56.7 0,7 0.85 IM In:= 1 0.85, 1.41 0,18. 20 198 175 160 153 135 124 56.7 0,7 0.9 1.08 1 0,851 1 A 1 0,181 25 198 171 157 153 132 12i 56.7 0.7 0.94 1.12- 1. 1 0,85 1.4 0,181 30 198 167 154 153 130 119 56.7 0:7 0.98 1,16 1 0.85 1A 0,18 35 194 165 152 150 128 116 56.7 0.73 i.ol 1.19 1 0. 85 1.4 0,18 40 190 163 150 147 126 116 56.7 0.76 l.D4 1,22 1 0,85 1.4 0.18 45 187 161 149 145 124 115 56.7 0,755 1,055, 1,245 1 14 0.18 50 184 159 147 143 123 114 56.7 O.Ill 1.09 1, 27 1 85 0.85 1A Q.le 55 182 157 146 141 122 113 56.7 0.83 111 1.21ii 7 wa 1.4 0,18 pin fastener' stud 60 180 156 145 139 121 112 56.7 0 85 1.13 1.3`1 1 0.86 1.4 0.18 100 149 132 124 115 102 96 56.7 0.99JO,7 1.26 A3 h160 I O.M. 1.8 0,18 HardiePanalS 5/16 48 ET&F 0. 100 in. knurled shank X 1.5in. long X 0,25 in. head diameter pin fastener' 4edge 8 field Min. No. 20 ga. 33 mill X 3. 625 in. X 1.375 in metal stud 24 0- 15 153 139 126 118 107 98 33.7 0,7 0.85 1.03 hsso 0,85 1.4 0.18 20 1 153 1 135 123 118 104 95 33,7 03 0.9 1.08 L 1 0,85 1,4 0118 25 153 132 121 118 102 94 33.7 0.94 1.12 1 O.E15 1.4 0,281 301531291191181009233.7 03 0.98 1.16 1 0.85 1.4 0.a 35 150 127 117 116 99 91 33.7 0.73 1.01 1.19 1.4 018 40 147 125 116 114 97 90 33.7 0,76 1,04 1.22 L 1 R. t 0, 85 1.4 0.18 i45 144 124 115 112 96 89 33.7 0.785 1.(r.51,245 1 T85 1.4 81 50 142 1 122 113 110 95 88 337 0.81 1.09 1.27 1 08S i'A 0, 1 0. 18 55 1 121 113 10 tM 87 n7 0.83 P H- 4 p 'tt 0, tt 60 112 107 93 87 32,7 0.85 IL_ 1, 13 129 1. 31 14 0 1. 14to a1a100 115 89 33.7 0.% 1,26 1.11oas 1.81 0,18 1 - Screws shall enetrate in metal tra ing at was three lull I ads, I 0 G Alest114inch. 2. Knurled shank pins shall penetrate the metal framing at`except 3. Building height = mean roof height (in feet) of a building, except that eave height shall be used for roof angle G less than or equalto 10' (2-12 roof slope) it 11Z, . ......... 4. Vt ultimate design wind speed 5. V,,, = nominal design wind speed 6. Linear interpolation of budding height (Z 60 ft) and wind speed is permitted. 7. Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part I and Pan 3 Kz=l, K,,=0,85, GC,=-1.4 hs60), GC,=l (h,60) LIMITATIONS OF USE: 1) Fastener pullout must be evaluated when installed a species of woodstuds other than that which was tested, 2) In High Velocity Hurricane Zones (HVHZ) Install per Miami -Dade County Florida, NOA 17-0406.06 7 Florida Building Code Online Page I of 21 BCIS Home Log In User Registration not Topics Submit Surcharge Stats & Facts Publications i FBC SCIS Site Map Links Search d s. Product ApprovalbabrUSER: PuOlic user Atli 1 n i5t > Application Detail FL # FL12194-R6 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Aluminum Coils, Inc. 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsinc.com Gareth Rahman grahman@alumitiumcoilsinc.com Paul Frost 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcoilsinc,com Panel Walls Soffits Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 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 Validation Checklist - Handcopy Received Certificate of Independence 5gf, jic_ _fi n aI p- 0f Referenced Standard and Year (of Standard) 5t4ndard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Y-qa-r 2009 1-ittps:l','Nk-.floridabuilding.orai,'Prl<pr_app_dtl.aspx'?param=-vN7GEVXQ-w-tDquk24AUC%l fF-..- 2/l/2018 Florida Building Code Online Page 2 of 2 Product Approval Method Method I Option D Date Submitted 09/06/2017 Date Validated 09/06/2017 Date Pending FBC Approval 09/13/2017 Date Approved 12/12/20!7 Date Revised 12/15/2017 Summary of Products FL At 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 1,.Q2Lj '11, FB E l,u r117C Approved for use outside HVHZ: 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 o4_L4 5(fftlfinal Created by Independent Third Party: Yes R-1. CTI Next QDtAa_lj* :: 2kaj_aLgi T 11 h a—,Qe Fj -ZUI EhQ.e 4 The State of Florida is an AA/EEO employer, f FI r, ;: Prey Statement ::I IM n m Under Florida law, email addresses are public records. If you do not want your e-mad address released in response to a public -records request, do not send eleCtro ruC mail to this entity. Instead, contact the office by phone or by traditional mail. It you have any questions, please contact 8SQ.487.1.395. *Pursuant to Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address it they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not Wish to supply a personal address, please provide the Department with an email address which can be made available to the puolic, To determine if you are a licensee under Chapter 455, F.S., please click Dg_rg Product Approval Accepts: M Cl i&q FE a Cred,,' Gird Safe https:l,liw",-w.floridabuildinc,.orc,i,'pr,PIr_app_dtl.aspx?parain=wGEVXQw-tDquk-24AtTC%2fF-... 211/2018 1 2=11 TECHNICAL SERVICES, LLC EVALUATION REPORT Manufacturing Quality Assurance ALUMINUM COILS, INC. 5001VVea Knox Street Tampa, FL33O34 813)249-9743 Tampa, FIL Certificate oƒAuthorization No. 29824 I752OEdinburgh Dr Tampa, FL33647 823) 480-3421 FLORIDA BUILDING CODE 6 T" EDITION (2017) PR| Construction Materials Technologies (QUAS110) Issued September t2017 Category: Panel Walls Subcategory: Soffits Code Sections: 1404.51.1709.10 Properties: Wind Resistance xspsmswoea Entity atpprt No Standard Year Certified Testing Laboratories (TST1nrr) CTu\18*7m AAmA 1402 2009 Certified Testing Laboratories (TaT1o77) oTLAznr6VV AAmx14oz zooa PR/ Construction Materials Technologies (TSToara) ACm'003'02'01 AAmx14ou 2009 Pn/ Construction Materials Technologies (TaToa7a) xo/x'uuo'uo-oz AAmA 1402 2009 L/ M/TArown 1 This report ianot for use inthe MVMZ, 2Design wind loads shall bedetermined inaccordance with FBOSection 1609. 3 Soffits shall belabeled inaccordance with FBCSection 170g. 10. ` 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 aouroeo, the more restrictive and FBCcompliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements ofFBCsection 12032. 0. Field fastener withdrawal may be required by the AMJ for confirmation of existing substrates. All data aka|| 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 61G2O-3. ALUMINUM COILS, 8 0°0.. sonu, 0 TECHNICAL SERVICES, LLC PRODUCT DESCRIPTIONS 30" F~Chonne| Preformed nominal O.01O-inckthick, 3105 M'14aluminum F-channel. See Appendix D for dimension drawings. 3/8"J~Chenne| Preformed nominal O.O10-inchthick, 3105 M'14a|uminum J-channel. See Appendix Dfor dimension drawings. Fascia Preformed nominal O.O1S-inchthick, 3105 H-14aluminum fascia. See Appendix Dfor dimension drawings. 1GrO4Soffit PnafunneU nominal 0.0135-inohthick. 31O5H-14aluminum soffit paneap vdod in 16- inch sections. The reported net free ventilation mnaau are 22.3 in^8in.ft for the 'full vent' configuration and 11,1 in"8in.ftand for the 'center vent' configuration. See Appendix Dfor dimension drawings, ZZ ZZ zEoULuVmc anmp 12~ T4Soffit Preformed nominal 0D135'nc*th|ch. 3105 M-14 aluminum soffit anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in^8in.*for the fu|| vent' configuration and 4.2 in'8in.ft for the 'center vent' configuration. Gee Appendix D for dimension drawings, This evaluation report /sprovided for State mFlorida product approval under Rmeo1oz0-o. 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 no, imply warranty, mstanation, moommeom,u use, n,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, 6tr Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer. 10vt111111111, Vk- R. P E N T2017.09.01 IX No 74021 10:06:18 04' 00' 0 *. STATE OF 44/ A- D 0Zachary R. Priest, P.E. R \ Florida Registration No. 74021 0 N A Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A -Approved Systems (8 pages) 2) APPENDIX B - Installation Drawings (12 pages) 3) APPENDIX C - Design Wind Loads(4 pages) 4) APPENDIX D - Dimension Drawings (4 pages) ALC 15001.3 FL12194-R6 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, 0 TEcxmIcAL SERv|Cea.LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix The following notes shall beobserved when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1 .51 margin of safety per FBC Section 1404.5. 1. 2. RehartnLIMITATIONSandoeo|ionmof(hioevaivaUoowhonuaingthotab|o(s)be|ow. 3. Refer toINSTALLATION 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 rninimurn No, 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall hodesigned byothers in accordance with FBC requirements to meet the minimum design requirements for the project. 0, Unless otherwise specified, the Masonry substrate shall conform toASTMC80. Substrate attachment shall bndesigned byothers inaccordance with FBCmquimments to meet the minimum design requirements for the project. T Typical fastening details are as follows: a. 12"T4 Soffit— 12-incho. c. Fastener Fastener Location Location Fastener Fastener Fastener Fastener Location Location Location Location Fastener Fastener Location Location This evaluation report is provided for State mFlorida product approval Linder Ruleo1 G20-3. The manufacturer shall notify CREEK Technical Services, LLCuany 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, of other CREEK TECHNICAL SERVICES, LLC d. 16' 04 Soffit — 8-inch o.c, Fastener Location F Fastener Fastener ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J-# Approved Systems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 16J-# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channet Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP Na. Width pso Substrate F-Channel Substrate Panel Attachment Fascia Cap AttachmentAttachment Max. One (1) min, 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. I 3/4-inch long x 0.072-inch dia. x min. 3/16- 12F-1 16-inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch inch head dia. trim nail 40,0 24-inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 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- 64.2 spaced 24-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. 16-inch Masonry One (1) 14 ga. 5/8-inch long T nail spaced 8-inch o.c. Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch head dia. trip nail spaced 48 48 64.2 and securing each panel lap inch o.c. AL015001.3 FI-12194-R6 2 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify GREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 314- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples in diamond long x 3/8-inch head diameter Wood 1/4-inch crown staple 0.072-inch dia. x min. 1/4-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 I I I inch o.c. I I I Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1 -inch leg staple spaced max. 0.072-inch diameter finishing nail with min. 3/16- 53.3 12-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga. 1/4-inch crown x 1- 1-inch leg staple spaced max, 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood 4-inch o.c. and securing each finishing nail with min. 3/16- 53.3 spaced 16-inch o.c, panel lap inch head spaced 12-inch o.c. 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. 16-inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch x 0.072 inch dia. x min. 3/16-inch head dia. trim nail 25.6 inch o.c. O.C. spaced 36-inch o.c. Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 314-inch long 16F-4 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16-inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 48-inch o.c. ALC 15001,3 FL12194-R6 Page 3 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch tong T nail Wood 1-inch leg staple spaced 4-inch 0.072-inch diameter finishing nail with min. 3/16- 43.3 16-inch spaced 8-inch o.c. o.c. and securing each panel inch head spaced lap 16-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max Three (3) 18 ga, 1/4-inch crown x 1- 1-inch leg staple spaced 4-inch 0.072-inch diameter 16F-6 16-Inch Wood inch leg staples in diamond pattern Wood o.c. and securing each panel finishing nail with min. 3/16- 43.3 spaced 16-inch o.c. lap inch head spaced 16-inch o.c. Approved Systems for 16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width pso 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 tong x 0.072-inch dia. x 23.5 16J-1 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 spaced 24-inch o.c. nail spaced 48-inch o.c. ALC15001.3 FL12194-R6 Page 4 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal I x2 crown x 1 -inch leg No.2 SYP staple spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing 1) 18 ga. 1/4- One (1) min. 1.75-inch xOne Max, inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-I 12-inch Wood leg staples in 1) min, 2,25- Wood leg staple 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 staple spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 80/ 24F-2 12-inch Wood smooth shank rafter with one Wood leg staple spaced 8- finishing nail with min. 76.6roofingnailspaced1) 7d x 2,25- One (1) min. 1.75-inch inch o.c. ih 3/16-inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min, 3/16-inch head spaced 4-inch o.c. One (1) 18 ga. 1/4-inch crown x 1-inch leg Nominal I x2 staple spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1,75-inch x Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 80124F-3 12-inch Masonry inch long T nail rafter with one Wood leg staple spaced 8- finishing nail with min. 76.6spaced8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch 0.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 ruin. 3/16-inch head spaced I 4-inch o.c. ALCI5001.3 FL12194-R6 Page 5 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes of quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width Pso Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap AttachmentAttachment One (1) 18 ga.1/4-inch crown 1-inch leg Nominal 1x2 staple securing the No.2 SYP nailer of each female Three (3) 18 ga. 1/4- anchored to lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 1 -inch rafter with one 16-inch o.c. securing inch crown x 1 -inch 0.072-inch diameter 24F-4 Wood leg staples in each panel lap Wood keg staple spaced 8- finishing nail with thin, 80/-60 16-inch diamond pattern 1) min. 2.25- inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. inch x 7d ring One (1) min. 1.75-inch each panel lap 16-inch o.c. shank nail x 0.072-inch diameter24-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 staple securing the Nominal 1x2 nailer of each female One (1) min. 1 .5- No.2 SYP lock or spaced One (1) 18 ga, 1/4- One (1) min. 1.75-inch x inch x 11 ga. anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-5 Max, Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 16-inch roofing nail spaced 1) 7d x 2.25- inch o.c, and securing 3/16-inch head spaced 16-inch o.c. inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced I 4-inch o.c. ALC15001.3 FL12194-R6 Page 6 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LI C ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width Pso Substrate Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x 1 -inch leg staple Securing the Nominal 1x2 nailer of each female No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-6 16-inch Masonry inch long T nail rafter with one each panel lap Wood leg staple spaced 8- finishing nail with ruin. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- inch ox, and securing 3/16-inch head spaced inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c, nail 24-inch o.c. x 0.072-inch diameter finishing nail with min* 3/16-inch head spaced 4-inch o.c. ALCI5001.3 FL12194-R6 Page 7 of 8 This evaluation report is provided for State of Florida product approval under Rule 6IG20-3. 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 TECHMICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with One (1) 18 ga, 1/4- one (1) min. 2,25- inch crown x 1 -inch Nominal 1x2 inch x 7d ring shank leg staple spaced No.2 SYP Three (3) 18 nail straight -nailed 12-inch o,c, anchored to ga.1/4-inch crown through the rafter securing each panel One (1) 18 ga. %- One (1) min, 1.75-inch Max. rafter with one x 1-inch leg into the end of the lap inch crown x 1-inch x 0.072-inch diameter 24J-1 12-inch 1) min. 2.25- staples in diamond batten or two (2) Wood leg staple spaced finishing nail with min. 60 inch x 7d ring pattern spaced 16- min, 2.25-inch x 7d One (1) min. 1.75- 8-inch o,c. 3/16-inch head spaced shank nail inch o.c. ring shank nails toe- inch x 0.072-inch 12-inch o.c. nailed on either side diameter finishing24-inch o.c. of the batten at nail with min. 3/16- each batten/rafter inch head spaced intersection. Max, 4-inch o.c. rafter spacing is 24-inch o.c. . Nominal Ix2 No.2 SYP scabbed One (1) 18 ga. 114- between rafters with inch crown x 1-inch one (1) min, 2.25- leg staple securing Nominal 1x2 inch x 7d ring shank the nailer of each No.2 SYP Three (3) 18 nail straight -nailed female lock or One (1) 18 ga. anchored to ga.1/4-inch crown through the rafter spaced 16-inch o.c. inch crown x 1-inch One (1) min. 1.75-inch Max. rafter with one x 1 -inch leg into the end of the securing each panel leg staple spaced x 0.072-inch diameter 24J-2 16-inch 1) min. 2.25- staples in diamond batten or two (2) lap Wood 8-inch o.c and finishing nail with min, 53.3 inch x 7d ring pattern spaced 16- min. 2.25-inch x 7d ring shank nails toe- One (1) min. 1.75- securing each panel 3 16-inch head spaced 16-inch o.c. shank nail inch o.c. nailed on either side inch x 0.072-inch lap 24-inch o.c. of the batten at diameter finishing each batten/rafter nail with min. 3/16- intersection. Max. inch head spaced rafter spacing is 4-inch o.c. 24-inch o.c. ALC15001.3 FL12194-R6 Page 8 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION ALUMINUM COILS, INC Soffits Appendix B Note - Refer to the Apppom) SysTEms section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. Installation Detail Mfrs. 3/6" t'e-d dia , Heil wiLI, 'elr' , 14"' e,'qas-s-nc (for wexsl or G97' n.il or atul, mail or biock suLw'aL-Y' spac.<! a. no-j FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 12F-1 & 12F-3 CHANNEL wowd, C,,ncret.6 or block WaIl STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE: 16" O.C. FASCIA LIP 1/4" PAINTED S.S. 1 3/4" TRIM NAIL MIN, 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001,3 FL12194-R6 Page I of 12 This evaluation report is provided for State of Florida product approval under Rule 6IG20-3. 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, LILC System No. I Installation Detail 12F-2 3/4- X 1/4- ---, CROWN STAPLES USING A OW40NO PATTERN I F' CHANNEL CAN BE INSTALLED WITH THE NAILING FLANGE UP OR DOWN WOOD SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B 31W BETWEN SOFFIT STAPLEOPENRAFTERDIAMOND. PATTERN DETAIL SIAPUS FACIA BOARD M 3/4' X 1/4' CROWN 1-3/4' TRIM NAIL FAM BOAR STAPLE W ON CENTER 3/4I` TRIM JML1-3/4" TRIM NAIL] PAINTED S.S. PAINTED S.S. 48' —FASCIA CAP O.C. 3/4' X 1/4' CROWN STAPLE SOFFIT— ritax . 12 - i nch span SOFFIT SOFFIT 8c FASQA DEIAIL ALC 15001,3 FL12194-R6 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. CREEK TECHNICAL SERVICES, ILLC ALUMINUM COILS, INC Soffits MEMEM System No. Installation Detail OPEN RAFTER 31'0 KTVM SOFFIT STAPLE GIST DIAMOND PAT -TERN rQETAIL FACIA BOARD a- KT VEEN/ 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. Ucrawed to soffit with one(li go X PAINTED S.S. 48' FASCIA CAP 1121 X 3/8, head O.C. diLameter screw, 3/4' X 1/4' 1 1 o.c' CROWN STAPLE Offff—max, 12.4rich span SOFFIT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC 15001.3 FL12194-R6 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 I I- TRIM NAIL FASCIA BOARD PAINTED S FAS IA CAP SOFFIT 1--j- CROWN STAPLE OPEN RAFTER FASCIA BOARD 16F-1 SOFFIT &FASCIA 16F-5 DETAIL FASCIA CAP. REFER TO SOFFIT L FASCIA F* CHANNEL DETAIL SOFFIT; MAX. 16' SPAN MASONRY SUBSTRATE ALC 15001.3 FL12194-R6 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 of 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 No. I Installation Detail Min. 13/p I ttaad Ilia. nail watt'[' min. I =,4" C, ( t ot wcx--,A s -In'st r " t' -- ) or min 0 . 0 9 7 " di a . T- na i I cr atub nai with min' ccncrcLe or blc'ck a vxwe . FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 \—" F" CHANNEL Concrete or block W FASCIA LIP 1/4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.G. S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001.3 FL12194-R6 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 16F-4 ALUMINUM COILS, INC Soffits Appendix B C 4• X 1/ 2/0, RETVM SOFFIT STAPLE OPEN RAFTER STAPUS ERN 1-1 DIAM )ND PATTERN 3/4- X 1/4- -DETAILWNSTAPLCROES3/8 KIVMIUSINGADIAMOND ;IAPLESI T NPATTERN FACIA BOARD I \ " M 3/4' X 1/4' CROWN 1-3/4^ TRIM NAIL] STAPLE '8' ON CENTER F- CHANNEL CAN BE PAINTED S.S. 48' INSTALLED WITH THE D.C. NAILING FLANGE UP OR DOYM SOFFIT— max: 16-inch snan WOOD SUBSTRATE 1-3/4- TRIM NAIL PAINTED S.S. SOFFIT FACIA 80ARD FASCIA CAP 3/4^ X 1/4" CROWN STAPLE SOFFIT &...FASCIA DETAL ALC15001.3 FL12194-R6 Page 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. CREEK TECHNICAL SERVICES, LILC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I I- TRIM NAIL FASCIA BOARD PAINTED SS. FASCIA CAP SOFFIT OPEN RAFTER — I- CROWN STAPLE 1")J- CROWN SOFFIT FASCIA DIAMOND PATTERN; REFER TO DETAIL STAPLES USING A 16F-2 & SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL j FASCIA CAP; REFER TO SOFFIT & FASCIA DETAIL F" CHANNEL ---3/6,\ SOFFIT; MAX. 16" 11SPAN WOOD SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC 15001.3 FL12194-R6 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 16J-1 3/4- X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN CHANNEL 1-3/4, TRIM NAZI PAINTED S.S. 48" O.C. WOOD OR BLOCK SUBSTRATE SOFFIT—maX, 16-inch Spart ALUMINUM COILS, INC Soffits Appendix B 3/13 KTWM SOFFIT STAPLESIAPLES 1-1 DIAMOND PATTERN - FACIA BOARD -3/w WTVEEN /11 DETAI STARS$ FASCIA CAP 3/4- X 1/4' CROWN FACIA BOARD STAPLE "8* ON CENTERR 1-3/4* TRIM NAIL PAINTED S,S, FASCIA CAP 3/4- X 1/4' CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALC15001.3 FL12194-R6 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes of 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 1- 1140 NA1 FASCIA BOARD PAWTED S.S. 1-4, CROWN FASCIA CAP STAPLES USING A DIAMOND PATTERN; REFER TO 1-4- CROWN STAPLE SOFFIT STAPLE MONO PATTERN DETAC I TRIM NAIL FASCIA BOARD PANTED S,S, SOFFIT 9, FASCIA 2417-1 & \ i, DETAIL 24F-4 1-4- CROWN STAPLE FASCIA (APi REFER TO SOFFIT & FASCIA DETAk Nominal I'tz" SYP Canto Antho,eJ to SOFFIT; MAX, 24' F-CHANNEL Rafters vith one 7d king Shank Nait at emy Rafter WOOD SUBSTRATE- SOFFIT STAPLE DIAMOND PATTERN ALCI5001.3 FL12194-R6 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 6IG20-3. 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 SFRVICPS, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I I' TRIM NAIL FASCIA BOARD I-J' SMOOTH SHANK ROOF RAILS PAINTEDPAINTED S.S. OF",, SOFFIT I'q- CROWN STAPLE I TRIM HAIL--- FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA 24F-2 & DETAIL 24F-5 CROWN STAPLE FASCIA CAP: REFER SOFFIT & FASCIA DETAd tfomaqat 1%2' SYP F-CHANNEL Batten Anchored to SOFFIT~ MAX. 24- Ratters rith orte 7d R4 q Shank Na4 at every RafterWOODSUBSTRATE- ALC15001.3 FL12194-R6 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 6IG20-3. 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 System No. Installation Detail I J- TRI14 NAR. FASCIA BOARD PAINTED S.S. 14GA T-NAILS FASCIA CAP SOFFIT I'%j- CROWN STAPLE I TRIM NAIL FASCIA BOARD PAINTED SS. SOFFIT &FASCIA DETAIL2417-3 & 2417-6 1"A1" CROWN STAPLEFFASCIA CAP; REFER TO SOFFIT & FASCIA DETAIL Nominal, 1`12' SYP Batten Anthared to SOFFIT; MAX, 24' F-CRANNELL Rafters Lath one 7d Ring Shank Hail at eyery Rafter MASONRY - ALC-15001.3 FL12194-R6 Page 11 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 TECHNIICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I J' TRIM MAIL FASCIA BOARD PAINTED $ S. I-x CROWN FASCIA CAP STAPLES SOFFIT- 1USINGADIAMOND PATTERN; REFER TO—\ CANTHLEVERE0 CROWN STAPLE Soffit STAPLE RAFTERDIAMONDPATTERN DETAIL ttv FASM BOARD T-- SOFFIT & FASCIA I TRIM NAIL PAINTED S.S. DETAIL 24J-1 & 1-4' CROWN STAPLE 24J-2 FASCIA CAP; REFER TO SOFFIT I FASCIA DETAIL Norn(nal I- x 2' SYP battens Cabtlod betweeqfabm aALl SOFFIT; MAX. Z4' 1-CMANNEE, —Wedwl 1h on. I } 7d 'fog s st. I all sraight-naded through the after Into the end WOOD SUBSTRATE— at the hatters orIwo-(2) Id pingsoam nabs toe -nailed on either 94de of Via pattern at We tatterv,.ftet intersection SOFFIT STAPLE DIAMOND PATTERN ALC 15001. 3 FL12194-R6 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes of quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL.. SERVICES., LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609 of the FBC and ASCE 7-10 under the following provisions 1. Wind speeds for risk category I, II, 111, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Ka = 0.85 7. Vm is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1609.1.3 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 (0A x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001.3 FL12194-R6 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 ALUMINUM COILS, INC Soffits Appendix C Ji' _<., pesi n Wind Pressures for Soffitsiin Exposure B°;= 3oilding Zone"hiType Basic Wend Speed mph 120 w 130 ` 140150 16 :~ 174 180 ; 190 200 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 3T9 42.2 46.8 4 40 18.3 2L5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 Enclosed 60 20.5 24.0 2T8 32.0 36.4 41.1 1 46.0 51.3 56.8 Negative 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 Loads) 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 5T8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 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 30 10.8 10.8 12.7 12.7 14.7 14.7 16.9 16.9 19.2 19.2 21.7 21.7 24.3 24.3 27.1 27.1 30.0 30.0 4 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 Enclosed 60 13.1 15.4 1T8 20.5 23.3 26.3 29.5 32.9 36.4 Positive 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 Loads) 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 27A 5 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 1 13.1 15.4 17.8 20.5 1 23.3 26.3 29.5 32.9 36.4 ALC15001.3 FL12194-R6 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for,Soffits in Exposure C Building Type Zone", Mean Roof Hei2ht.(ft)',' Basic Wind Speed777-7, 3 0 140 50 160 170- 190 200 20 25 21.7 22.6 25.4 26.6 29.5 30.8 33.8 35A 38.5 40.2 43,5 45.4 48.7 50.9 54.3 56.7 60.2 62.8 30 23.6 27.7 321 36.9 41.9 47.3 53.1 59,1 65.54 4 25,0 29A 34.1- 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30,8 35.7 41,0 46,6 52.6 59.0 65,8 72,9 Enclosed 60 27,2 31.9 37,0 42.5 48.3 1 -54.6 61.2 68.2 75,5Negative Loads) 20 263 31,4 36.4 41.8 47.5 533 60.2 67.0 747 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39,6 45.5 51.8 58.4 65.5 73.0 80.954030,9 363 42.1 48,3 54.9 62.0 69.5 77.5 85,8 50 32A 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52,5 59.7 67A 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 30 14,5 15.1 17.0 17.7 19.7 20.6 22,6 23.6 25.8 26.9 29.1 303 32.6 34.0 36.3 3T9 40.3 42.04 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 263 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 2T9 31.2 34,8 38.5 25 14.5 17.0 191 22.6 25.8 291 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42,054016,0 18.8 21,8 25A 28.5 32,2 36.1 40.2 44.5 50 16.8 19.7 22.9 263 29.9 33.7 3T8 42.1 46,7 60 J 17.4 1 20.5 1 23.7 27.2 31.0 35.0 39.2 43.7---1 48.4 ALC 15001.3 FL12194-R6 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C En Wind -Pressures for Soffits in Exposure DesiqBuilding Type Zone Mean-.-, Roof H i2htjft BasicWind Speed mph) Z 120 130 4 50 160 17 180, 190 200 20 26,0 30.5 35A 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 4 30 40 27. 9 29. 4 32. 8 34. 5 38. 0 40. 0 43. 6 45. 9 49. 6 52. 2 56, 0 58. 9 62. 8 66. 1 70. 0 73. 6 77. 5 81. 6 50 30.6 35.9 41.6 4T8 54.3 613 68.8 76.6 84.9 Enclosed 60 31.5 37.0 42,9 493 561 63.3 70,9 79.0 87.6 Negative Loads) 20 32.1 37.7 43.7 1 57.0 64.4 72.2 80A 89.1 25 33.3 39.1 453 52.0 59.2 66.8 74.9 83A 92.4 30 34.5 40A 46.9 53.8 61,3 69.2 77.5 86.4-- 95.7 5 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 3T7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 1 60 1 -38.9 453 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 29A 33A 37.8 423 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 45A 50,6 56.1 Positive 20 16,7 19.5 22.7 26,0 29.6 33.4 37.5 41.7 463 Loads) 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 60 19. 6 20. 2 210 23. 7 26. 7 27. 5 30, 6 31. 6 34. 8 35. 9 393 40. 5 44. 1 45. 4 49. 1 50. 6 54. 4 56. 1 ALC 15001.3 FL12194-R6 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, CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" — 3/8" J-Channel 3/4" — 8" HEM 3/4" 3/8' ISOMETRIC VIEW 3/8- PROFILE LSOKJUIC VIEW 3/8, PROFU ALUMINUM COILS, INC Soffits Appendix D ALC 15001.3 FL12194-R6 Page I of 4 This evaluation report is provided for State of Florida product approval under Rule 6IG20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes of 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" 7/81, 1/8" HEM 6"FASCIA 7" BLANK 1/4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001.3 FL12194-R6 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3, The manufacturer shall notify CREEK Technical Services, LI-C of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16" Q4 Soffit L2511LP- 0,12'r1p 18* BLANK 3 / 8 PROFILE ALUMINUM COILS, INC Soffits Appendix D ALC15001.3 FL12194-R6 Page 3 of 4 This evaluation report is provided for State of Florida product approval Linder Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes of quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 3 1/8" 1 314- 3 112- 1/2" 1/2" I/V 13.75" BLANK 3/8" PROFILE 217E'QF 7/81, 1 _ 3 1/8" 3/6" ALUMINUM COILS, INC Soffits Appendix D ENE) OF REPORT ALC15001.3 FL12194-R6 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 of 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 I of 3 8CIS Home . Log In User Registration Hot Topics , Submit Surcharge StatS 8, Facts Publications , FBC Staff BCIS Site Map , Links Search Product Approvald *r (A USER: Public User Proguct A ,m n > aEggy , r Aii i n_a rch > Aap n is, > Application Detail FL # FL7006-RI0 Application Type Revision Code Version 2017 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified by IKO Industries, Ltd 40 Hansen Road South Brampton, NON -US L6W 3H4 708) 496-2800 Ext 200 rmetzOOI@tampabay.rr.com Robert Metz rmetz00I@)tampabay.rr.com Bob Metz REMCO of Pinellas 456 Avila Circle NE Saint Petersburg, FL 33703 727) 776-5261 rmetzQOI@tampabay.rr.com Don Shaw IKO Industries LTD 120 Hay Rd. Wilmington, DE 19808 717) 579-6706 don.shaw@iko.com Roofing Asphalt Shingles Certification Mark or Listing FM Approvals - CER Locke Bowden Validation Checklist - Hardcopy Received SIADAmd ASTM D3161 modified to 110 mph ASTM D3462 ASTM D7158 Class H ASTM E108 Year 2016 2010 2011 2011 littps:,,',',A,,A-\A,!.floridabuiIding.org/pr/pr_app_dtl.aspx?param=wGEVXQ,A-tDqse7mYBd2b-'IK,.. 2/6/2018 Florida Building Code Online Page 2 of 3 Product Approval Method Method I Option A Date Submitted 10/08/2017 Date Validated 10/30/2017 Date Pending FBC Approval Date Approved 11/01/2017 Summary of Products FL # Model, Number or Name Description 7006.1 Cambridge, Cambridge HD, Laminated architectural fiberglass asphalt shingle Biltmore and Biltmore HD manufactured at IKO's Kankakee, IL; Hawkesbury, Ont.; Wilmington, DE; Sylacauga,AL and Toronto, Ont, plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R,1 CA L ATM D 1 9 26 Approved for use outside HVHZ: Yes 2017' from df Impact Resistant: N/A F1 7OQ6 RIO C CAC Letter - ASTM_D3462 letter - (9-26- 22L-7_) pdfDesignPressure- N/A Other: LL-7-09-6—R1 Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions D:at Iion jat rctiansfor FB (-7 df 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 This is a 12" x 12" fiberglass asphalt shingle used to cover the hip and/or ridge of an asphalt shingle roof system manufactured at IKO's Kankakee, IL, Toronto, Ont, and Brampton, Ontario plants, Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes L,67D_06Rj()_L SAC kSTM 4 , Shingle le ter Approved for use outside HVHZ: Yes ZUZ)_.p df Impact Resistant: N/A Design Pressure: N/A 2017 from FM. f Other: 26 Quality Assurance Contract Expiration Date 12/ 31/2020 Installation Instructions Laatti n FL70 Inatr- uctions or FB FL790§ df Verified by: Duc T Nguyen RE 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 EL L70-U--P1LQ-Q--C Approved for use outside HVHZ: Yes fmmlj[.-P-if Impact Resistant: N/A Design Pressure: N/A 2017Lpdf Other: Quality Assurance Contract Expiration Date 12/31/ 2020 Installation Instructions Instructions f9r FBC FL7006 p-df EL7006 RLQjl Roofing2roL0,',5- in Verified by: Duc T Nguyen RE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: https:,/i/ Nk-\N,NA,.floridabuilding.orc,,`/pr/pr app dtl.a-spx?param=wGEVXQAtDqse7mYBd2b')K... 2/6/2018 Florida Building Code Online Page ') of 3 7006,4 Marathon Plus AR, Superglass Plus 3 tab fiberglass asphalt shingle manufactured at IKO's AR Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.; I I Sylacauga, AL and Kanakakee, IL plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes L7006 R Q C CAC,r -A TV, D j I IetL:' 9 -2 6 - Approved for use outside HVHZ: Yes 71 from FM F Impact Resistant: N/A L(2 IettgL±2_41L Design Pressure: N/A Other: ASTn E10 l(ttEr- P J_f Quality Assurance Contract Expiration Date 12/20/2020 Installation Instructions In ta[igLQn LnsLrjtLt1gn for FBC FL22QLpdf Verified by: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: hack Next n T F ED9,at_g52-4 -L4_UThe State of Florida is an AA/EEO employer. 6l;' 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. It you have any questions, please contact 850,487.1395. *Pursuant to Section 455.275(l), Florida Statute$, effective October 1, 2012, licensees licensed under Chapter 455, F.S. Must provide the Department with an email address if they have one. The email$ provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an 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: M U 0 Es M crpdi C'ard Safe https:,',', Ar"-A,.floridabuilding.orglprlpr_app_dtl,aspx?parai,ii=\,\TGEVXQ-,N,tDqse7mYBd2b3K... 2/6/2018 KJ T E C H N 0 L 0 G K E S October 27.2017 KOIndustries, Ltd 12OHay Rd. Wilmington, DE108OS 8ir(s). PRI Construction Materials Technologies has completed a technical review and attached sealed shingle instructions incompliance the 2O17Florida Building Code. This review was completed based on the receipt of following evidence from |KO Industries, Ltd: 1) |KO Shingle Application Instructions —3-Teb Shingles EN'3Tab_App|na_ 8AGXEFS-2D12-11_refonno ed2013'O2-revO7/13-F|ohda) 2) |K0 Laminated Shingles Application Instructions EN'Laminated_App|ns_ 8TTEFS-2O12-04_reforma ed2013'O2-ravO7/13-F|ohda) 3) iKOHip and Ridge 12Application |netruc1iona EN-HipandRidge 12_3HRTri-2O13-08_ reformatted2U13-OO) 4) |KO Lauding Edge Plus Shingle Application Instructions EN-3LEP-Th-2012-06_refonnatted2013-03) 5) ASTN1 O3181 Test Report (FM Approvals Project No. 3040847) The attached instructions should be used in conjunction with the published manufacturer's application instructions and applicable code. |nthe event the instructions conflict, these instructions shall govern. Statement of Inder)endence: PR|Construction Materials Technologies and/or Ducl[Nguyen, FLP.E.donot have nor plan 0oacquire afinancial interest inany company manufacturing cvdistributing products for which the test reports are issued. Signed: Signed: Managing D rector Florida R4- gistbir—ed Professional Engine" P. E. Number: 65034 Date: October 27.2O17Date: Dotober27 2017 Attachments: A)|KOShingle Application Instructions - 3-Tab B)|KOLaminated Shingles Application Instructions C)|KOHip and Ridge 12Application Instructions D)|KOLeading Edge Plus Application Instructions Construction Matenals Technologies, LLC, 641uBadger cinve Tampa, FL 33610Tel 813- 621-57777Fax 813-621/5840 e-mail: Site: hltpJW"i.pncmt.com mo Installation Instructions for Asphalt Shingles Page zmn U U^K U kn U~^K K UU K»~t^K ^-~ U~V KDU — - Shingle - Application Instructions 3-Tab Shingles NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTKON WITH |KO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. |NTHE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming ho2O17FBC. 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 underlaymend 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 hoot 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 untop of any underlay along rake edges and directly tothe 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" diameterheads, long enough 0openetrate through plywood or3/4"into boards. Use 4nails per shingle placed G-1XT'above the butt edge, approx. 1^ and 13^from each end and 1/2''above each cutout. Drive nails straight oothat nail head iu flush with, but not cutting into shingle surface. NAILING ONSTEEP SLOPES: For steep slopes of21^per foot (60° nrmore, use Gnails per shingle placed asshown below. Ensure that nonail iswithin Z' ofajoint/cutout ofthe 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 amaximum average exposure of5-5X3 . STEEP SLOPES NAILS NAILS DO NOT NAIL INTO OR ABOVE THE SEALING STRIP pmConstruction wotenalsTechnologies, ucwoBadger Dnve Tampa, FL 33610 nel:m3-s21-5rn enm3- s//am e-mail webSite hRp1Mww,phcrM,corn mo Installation Instructions for Asphalt Shingles Page omo UKOLaminated Shingles Application Instructions ASTM D3161, Class F — Cambridge, Cambridge HID, and CRC Biltmore AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CDN0UCTk]N VVDH |NO'8 PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. |NTHE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming kz2O17FBC. UNDERLAYMENT: Applied in accordance with building code requirements, For areas where the roof slope is less than 4^ per foot down to2^ per foot, use layers ofundedaymend 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 gnaa1er, 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 ontop 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 least3/8" diameter heads, long enough topenetrate through plywood or3/4^into boards. Use 4nails per shingle placed inthe nail line 7'3/8^ below the top edge, approx. 1''and 13^infrom each end, Drive nails straight aothat nail head isflush with, but not cutting into shingle surface. NAILING ONSTEEP SLOPES: For steep slopes of21^ per foot (6O)ormore, use Snails per shingle placed aashown below. Ensure that nonail iowithin 2^ofajoint/cutout ofthe 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 ofdirect sunlight, ' EXPOSURE: Installed shingles shall have a maximum average exposure of5'7/8^ M NAIL LINE _ NAILING ' STEEP SLOPES APPLICATION Use six nalis as shown, El I n, Er) CEMENT — PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY ponnowonpTHE SHINGLE ConsMiction Matenals Technologies, LLC.w12Badger Dnve Tampa. FL 33610Tel 813-621-57,77 Fax mM21-584e- mad wAM,,pr1Crrd.00M 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 CONJUCTIO.N WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. Cut hip and ridge shingles into thirds, using the perforation marks as a cutting guide. These shingles are designed for a 5 1/8" (130 mm) exposure. (For a neater appearance, the top of each side of each piece has been factory trimmed on a 1" (25 mm) taper (see drawing). Bend each piece over the hip or ridge, and nail 5 5/8" (143 mm) above the butt edge 1" (25 mm) in from each edge, exposing each piece 5 1/8" (130 mm). Apply hip pieces starting at the lower end of the hip, working up toward the ridge. On hip roofs, apply ridge pieces starting at each end, meeting in the middle. On gable roofs, apply ridge pieces starting at the end opposite to the prevailing wind direction and continue to the other end. Note: To obtain a three-dimensional effect, (which is recommended, but not required), apply hip and ridge shingles double thickness by stacking 2 pieces on top of one another, the lower piece extending about 3/4" (19 mm) further than the top piece (see diagram). The final shingle should be set in cement, and the exposed nail heads of the final shingle should be covered with cement. Prior to application in cold weather, storing the shingles in a heated area will allow for easier bending. NOTE: SHINGLES MUST BE APPLIED PROPERLY. THEYARE DESIGNED FOR USE AS HIP AND RIDGE SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POOR APPLICATION OR FAILURE TO PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS, REVIEW ALL APPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS. J. ra_', TAPER CUT PRI Construction Materials Technologies, LLC. 64112 Badger Drive Tampa, FL 33610 Tel 813-621.5777 Fax: 813-621-5840 e-mail, matehalstesting@pdcmt.com WebSne, httpllwww,pncmt.com mo Installation Instructions for Asphalt Shingles Page uofo U u` Edge Plus A U^K n InstructionsLeading _-_ Application D3161'Class F—IKOLeading Edge Plus) NOTE THESE INSTRUCTIONS SHALL BE USED IN CONJUCTON WITH |KO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. |NTHE 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 393/8'x131/4"(18OUmmx33Smm)|KOLeading Edge Plus strip iaperforated lengthwise for separation into two (2) shingles. Take one IKO Leading Edge Plus strip and fold flat at perforation to separate. 3. Take one ofthe separated shingles 3Q3/8^xG508''(1U0Ommx168mm)and remove approximately 20"(500 mm). Install this shingle on the lower left corner of the roof deck, granule side up, with the factory installed sealant adjacent to the eaves. The shingle should overhang the rake edge and eaves byanominal 1/4''( Smm)minimum. Fasten the shingle \othe roof deck with nails located 3^to4^(75 mmto1UOmm)from the eaveedge and 1^(25mm)infrom 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^to4''(7Smmto100mm)from the rake edge and 1''(25mm)infrom each end. 5. Repeat Steps 3 — 4 for the right lower corner of the roof deck. NAILING: Use galvanized (zinc coated) roofing nails, 11or12gauge, with st least 3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4" (20 mm)into boards. Use 4nails per shingle placed 3^ to4^(75mmto1OOmm)from the eeveedge and approximately 1^and 13''(25mmand 33Omm)infrom each end, Ei 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 sealantadjacent hothe 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 |KO Leading Edge Plus. In this vvay, 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. Consiftiction Materials Technologies, LLC.w1uBadger Drive Tampa, a3361uTel: m-5777 Fax 81-621- 5840*-mail, (,,0M Florida Building Code Online Pace I of 2 3CIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Mal) Links Search Product Approvaldbr4, USER: Public Use, RM= Apjt, v,( MgnV , EMggg- Agpc,h n i5 > Application Detail mm" Te7zFL # FL15216-R3 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Subcategory Compliance Method InterWrap, Inc. 32923 Mission Way Mission, NON -US 00000 551) 574-2939 rintupasCaNnterwrap. com Eduardo Lozano elazano@interwrap. com Eduardo Lozano 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap. com Roofing Underlayments Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nierninen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA, Inc. - QA Entity Quality Assurance Contract Expiration Date 09/30/2019 Validated By John W, Knezevich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code fjL5_(- 12QL7_QL_M1 Nit-inenp_ff 51andarg ASTM D1970 (tear) ASTM D226 (physicals) Y- OM2015 2009 haps: // xvww. fl oridabuil ding. org/pr/pr_app_dt 1. aspx?param=wGEVXQv,,tDqv_3 ) vVVKJZ IQ... 2//6/2018 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved or vroclucts Method I Option D 10/10/2017 10/11/2017 10/15/2017 12/12/2017 FL # Model, Number or Name Description 115216.1 I Rh,.R..f Underlayments Synthetic roof underlayments Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ. Yes Impact Resistant: N/A Design Pressure: N/A Other: See ER Section 5 for Limits of Use, Installation Instructions ELJ 5216 R3jj 7 10 FINLLIR INTERWRAP RHIN pnQF Fl IC?16. Verified By: Robert Nierninen PE-59166 Created by Independent Third Party: Yes Evaluation Reports KLndf Created by Independent Third Party: Yes F_-kl F71 2601 Blair Stone Road. jjjIlan@mac Ft 32399 Eb9n :_Q,0-487-1824 The State of Florida is an WEED employer. Lgayrrg h7- f F n :: Privacy n i i it m n 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 Seaton 455.275(l), 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 tjrgt Product Approval Accepts: LE-E131 Cred' ". Card Safe https://N,,T",-w,.tloridabullding.org/pr/pr—app_dtl.a,spx?param=wGEVXQNk,-tDqv3yVVKJZIQ... 2116/12 0 18 TRIINJERD EVALUATION REPORT ntermnaA| nu 3I923Mission Way Mission, 8[ V2V-6E4 Canada 551)574- 2939 EXTERIOR RESEARCH & DESIGN, LLC Certificate of Authorization #9583353[HR| ST|ANSTREET, UNIT #13 OXFORD, [TO647 PHONE: ( J0])26Z- 9Z45 Evaluation Report 140510 2.12-113 FL2S216'R3 Date ofIssuance: O2/ 17/2012 Revision3: 10/10/2017 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen' P.E. for use of the product under the Florida Building [ode and Florida Building [ode, Residential Volume. The products described herein have been evaluated for compliance with the 6th Edition (2017) Florida Building [ode sections noted herein, Dcscmpnum: 8hinoRoofUndedayments Lxasums: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. ownmuEo[owpuAmce:ThisEva| uationReportisva| i6unb|suchtimeasthename6pnuduct(s)changes'therefenenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen' P.E. if the product changes orthe referenced Quality Assurance documentation changes. Trinity IERDrequires acomplete review ofthis Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Eva|uated" may be displayed in advertising literature, If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. IwxPecrmm:Uponrequest'acopyofthisentireEva|uatiunReportshaUbeprovidedtntheuserbythemanufocLureror its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert ].&«.Niemnen,PE Florida Registration No. 59O66, Florida DCAANE983 Nieminen, P.E. on 10/10/2017. This does not serve as an The facsimile seal appearing was authorized by Robert electronically signed document CERTIFICATION opINDEPENDENCE: z, Trinity | cno doe, not have, nor does it intend to acquire or will it acnv/,e, a financial interest in any company manufacturing o, distributing products nevaluates. 2 Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. a. xuucrt m/cm/ne"' P.E. doe` not have nor will acquire, oAvanc/a| interest in any company manufacturing ordistributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P,E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. s. This /sabuilding code evaluation. Neither Trinityl ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, o,previous versions thereof, is/was used for permitting o,design guidance unless retained ROOFING COMPONENT EVALUATION: Scors: Product Category: Roofing Sub -Category: Undedayment Compliance Statement: RhiooRuofUndedaymems' as produced by |ntenwrap, Inc., has demonstrated compliance with the following sections of the 6* Edition (2017) Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.1.1,T1507.1 1 u^mn/ma Breaking Strength, p|iam|uv ASTIVI o226 zooe 1507.11 Tear Strength xsTwozs7o znzs 3. RsFensmccs: Entity Examination\ Reference Date TS(TsTzsuy) Physical Properties 100539395[0Q-006 10/27/2011 oS(TSTzsVs) Physical Properties 10Vs39395CO0,002 10/27/2011 rs(rsTzsoy) phvuc^|p,opemes zonsseayscoO,000 03/14/2014 pm(rsTso7o) s7moly7n;Tear strength ocp-aau'nz-oz 10/03/2017 T3(Quxz673) Quality Control Service Confirmation 09/38/2017 4^ PRODUCT DESCRIPTION: 41 RhinoRoufU2O is a muhi|ayeed polymer woven coated synthetic roof underlaymenzavai|ab|e in 42-inch wide rolls, and can be produced in various other sizes; meets FBC 1507.1.1 (Exception). 5. LIMITATIONS: 5.1 This is a building code evaluation. NeitherThnhy|ERD nor Robert Nieminem' P.E. are, in anyway the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting o,design guidance unless retained specifically for that purpose. 52 This Evaluation Report is not for use in FB[ MVMZjurisdictions. . 53 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 54 RhinoRoofUndedaymems may be used with any prepared roof cover where the product isspecifically referenced within F8[approva| documents. If not listed, a request may be made to the Authority Having Jurisdiction for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable Roof Covers: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Shingles Nail -On Tile Foam -On Tile Metal Wood Shakes Shingles Slate or Simulated Slate RhinoRoof U20 Yes No Yes yes No 5/6 Exposure Limitations: RbinoRoofW2Oshall not beleft exposed for longer than 3V'daysafter installation. Exterior Research and Design, uc Evaluation Rewmwmmm,1z'113 Certificate v/Aumoumm, o*9so o"'EDITION (zo17 pmcmow*vxzEVALUATION ruszzo-Ry RhinoRoof unuenavmems Revision 3.zu/zuouo Page zm3 TRINITY ERD msTALmT|0m: 6.1 RhinoRoof Uodedaymems shall be installed in accordance with |ntenw, p, Inc published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior tuapplication. 6.3.1 Shall be installed in compliance with the requirements for ASTIVI D226,Type | or U undedaymentin FBC Table 1507.1.1 for the type of prepared roof covering to be installed, taking into account the wider sheet - width for double -layer applications, 6.3.1 Fasteners: For exposure <24 hours. corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, urthose noted in6.4.2.The use ufstaples isprohibited. 6.32 For exposure > 24 hours up to maximum 30days corrosion resistant fasteners shall be minimum }inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. End (vertical) laps shall be minimum 6-inches and side (horizont|)|aFoshaUbeminimum4-indhes. Refer to nteommp, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use ofevery-other fastening location printed on the surface is acceptable. For exposure >24 hours uptomaximum 30-days' use ofevery fastening location printed on the surface is required. When batten systems are to be installed atop the under(oyment, the under|ayment need only be preliminarily attached pending attachment ofthe battens unthe same day. Battens shall not bepositioned over cap nails. If this occwo, remove the cap nail and patch the hole in accordance with |ntemvrap published instructions. 64.3 End (vrdca|} laps shall beminimum l2- inchesand side (hurizonta|)laps shall beminimum half -sheet-width p|us1inch. Double layer application; begin by fastening a half - width plus 1-inch garter strip along the eaves Race a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side ( horizontal) laps, resulting in adouble-layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official orAuthority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Qingdao, China QUALITY ASSURANCE ENTITY: ntertekTesting Services mAInc. —OWA1673; U6O8Q3644OO END OFEVALUATION REPORT - Exterior Research and Design, uc Evaluation Report wo 10.02z2-n3 Certificate vyAuthorization m5o e=EDITION (zo1r)racwom'xvxzEVALUATION ru5216-*3 nmovnvmund*,lavmeots xevuions: 10/10/2017 Page 3*3 Rhi R f' U20 RhinoRoof°U20 Installation Instructions Rh|noRoof U20 is an air, water and vapor barrier and therefore must be installed above a properly ventilated opace(s). Follow ALL building codes applicable to your geographical region and structure type asitisconsidered avapor barrier. DECK PREP: Protrusions {nzm the deck area must be removed and decks shall have no voids, damaged o, unsupported areas, Deck surface should befree ofdebris, dry and moisture free. USE: RhinoRoof U20must bocovered byprimary roofing within 60 days of application. U20 is designed for use under; asphalt o, synthetic yhiog|es, metal in residential app|icatioos, and cedar shakes that have been primed. APPLICATION: For slopes from 4:12and higher RhinuRoof U20iuto6elaid out horizontally (panaUe|)tothe eavewith the printed side up. Horizontal laps should be 4^ and Vertical laps should be 6~andanchore6 approximately l^ in from the edge. For low slope applications it is recommended to overlap 50% plus 1^. for complete definition of low slope and guidelines consult authorities having jurisdiction. U20 product isnot recommended for slopes less than 2:12. The use of roofing hammer, pneumatic air o,gas driven fastener tools is acceptable. The use ofstraight edge cutting knives isrecommended. FASTENERS: For same day coverage with primary roofing RhinuRoof U20can beanchored with corrosive resistant 3/8^ head ^ 1^ leg roofing nails (ring shank preferred, smooth leg accepta6|e),The use ofevery other anchoring location printed on the product is also acceptable. |fU20 will beleft exposed for upto60days the product must beanchored with 1^ plastic ormetal cap smooth o,ring shank roofing nails and anchored inall locations printed onthe facer. DONOT USE STAPLES: the use ofstaples to penetrate Rh<noRoof~ U20miU void war,anty. ANCHORING: All anchoring nails must be Hush. 90 degrees tothe roof deck, and tight with the wnderayment surface and the structural roof deck. Where seams and joints require sealant oradhesive use a low solvent plastic roofing cement meeting ASTMD-4S86Type 1'orFederal Spec SS-153 Type 1 such as Karnak. Henry, OAP, K4B. Geoce| or equivalent. Acceptable alternatives are butyl rubber, urethane, and EDPMbased caulk ortape sealant EXTENDED EXPOSURE: KRhinoRonf*U2O product will beexposed longer than 24hours and vpto60days then product mum be attached to the structural roof deck using a minimum 1 ^ diameter plastic o,metal cap roofing nails (ring shank preferred but smooth leg acceptable). Miami Dade approved tin tags/metal caps are also acceptable, and itisrecommended for best performance to use with the rough edge facing up, For extended exposure it is always recommended to anchor on every printed position on the facer. RhinoRoof^ U20 is not designed for indefinite outdoor exposure. For extended exposure conditions where driving rain or strong winds are expected it is recommended to take additional precautions such as doubling the lap widths. Alternately or in addition to a compatible sealant could 6eused between the laps orapeel and stick tape could be applied to the overlaps. CAUTION - READ GOOD SAFETY PRACTICES BELOW Good safety practices should befollowed unsteep slope roofs, such as use of tie -offs, toe boards. ladders and/or safety ropes and personal body harnesses. Follow OSHA guidelines. Slip resistance may vary with surface conditions from debris that accumu|ates, weather, footwear and roof pitch. Failure ,o use proper safety gear can env|t in serious irju,y. Depending on roof pitch and surface conditions, blocking may berequired tosupport materials on the roof and is good safety practice. Remember to seal the nail holes after removing blocking. Inte Roofing Products Division Charleston, SC ° Vancouver, ° Mission, 8C ° on a| DC Web: www.| nterWmp.com/nooGng | E-mail: info@inte^w, p,com Florida Building Code Online Pace I of 2 BOS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search bProduct Approval USER: Public Use, d' QF Meng > L,2qk,,t , Al, h > Application Detail P, '31"' ITIIF i", FL # FL16994-R5 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer Southeastern Metals Mfg, Co. Address/Phone/Email 11801 Industry Drive Jacksonville, FL 32218 904) 696-4682 jhkelsey0semetals.com Authorized Signature Jeremy Kelsey jhkelsey@semetals.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - 1-lardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/20/2020 Validated By Locke Bowden 41 Validation Checklist - Hardcopy Received Certificate of Independence EL16994 RS fedi dt_y nt Liijia [. L) d f Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1503.5 1709.2 Product Approval Method Method 2 Option B https://xA,ww, flori dabuil ding. org/pr/pr_app_dtl. aspx?param=wGEVXQxxtDqvB wYu 9TrZN. .. 2/6,12018 Florida Building Code Online Page 2 of 2 Date Submitted 09/26/2017 Date Validated 10/10/2017 Date Pending FBC Approval 10/15/2017 Date Approved 12/12/2017 Summary of Products FL tx Model, Number or Name Description 16994.1 Off Ridge Vent 4-ft, 6--ft, and 8-ft off ridge vents for use with asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ: No E Approved for use outside HVHZ: Yes jiatgnt final.Dd` Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: +0/-18 Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports fLIUltj R 5A E SLM 14001.5a __2017 K_EyaLResort ff- final pf Created by Independent Third Party; Ye 16994. 2 Tile Off Ridge Vent 4-ft, 6-ft, and 8-ft off ridge vents for use with clay or concrete the Limits of Use Installation Instructions Approved for use in HVHZ: No ELL(592zl_11 FM14001 5LZQ17 FBC Eor Tile, Approved for use outside HVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: +0/-9 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use, Evaluation Reports LUL, 0_94R5 A-_&4001. b vl RWn Til E( jpf VenLfinal. pdf Created by Independent Third Party: Yes back D F- 7— qnn RT It hF Bbgat_L59-4L7-L824 The State of Florida is an AA/EE0 employer, C-11ght 2007-2013 State of RQnj?i :: ELLy m Lqj:n AgY 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 4 55.275(l), 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 Approntal Accepts: 77 V CredCard Safe https:"/,A, NA, NA,.floridabuilding.orv-,,'prl/pr_app_dtl.aspx?parani=wGEVXQw,tDqNeBNATYu9TrZN... 2/6/2018 Certificate of Authorization Na. 29824AR "M Fl 17520 Edinburgh Drr. Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE, 6T" EDITION (2017) Manufacturer: Southeastern Metals Manufacturing Co., Inc. (SEMCO) Issued October 10, 2017 11801 Industry Drive Jacksonville, FL 32218 800) 874-0335 httl21/www.semetals,com Manufacturing Plant: Jacksonville, FL Quality Assurance: UL LILC (QUA1743) SCOPE Category: Roofing Subcategory: Roofing Accessories that are an Integral Part of the Roofing System Code Sections: 1503,5, 1709.2 Properties: Roof Ventilation REFERENCES Ent-ty PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Zachary R. Priest, P.E. (CREEK Technical Services) PRODUCT DESCRIPTION Report No. Standard Year SEM-029-02-01 ASTM E 330 2014 SEM-031-02-01 ASTM E 330 2014 SEM14003 Calculations 2014 Off Ridge Vent: Minimum 26 ga. ASTM A792 or ASTM A653 CS Type B steel-, Shall conform with FBC Section 1503,2 Maximum dimensions of the vent are 24-inch wide x 102-inch long x 4,25-inch high, Vent is available in nominal 4-ft, 6-ft and 8-ft sizes. SEM14001,5a FL16994-R5 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. Southeastern Metals Manufacturing Co., Inc. CREEK Off Ridge Vent TECHNICAL SERVICES, LLC PRODUCT APPLICATION Deck Type: Minimum 7/10inch APA span rated OSB sheathing or 15/32-inch APA span rated plywood sheathing for new and existing roof deck (Deck shall bedesigned byothers in accordance with FDC requirements) Roof slope: Minimum2:12 Installation Height: Maximum33-ft Roof Cut - Out: 2.5-inchwide x42-inohopening for the nominal 44ftvent 25-inchwide xO6-inchopening for the nominal O'ftvent 25-innhwide x90-inchopening for the nominal 0-ftvent Attachment Method: Cut-out opening as prescribed above into the sheathing located e minimum 6-inch off the ridge. For asingle vent, install the vent asclose to the center ofthe roof length as possible. Multiple vents should be evenly spaced along the roof length. Remove interfering shingle nails around the perimeter of the opening and any debris phcv to placing vent, Apply ASTN D 4580 or ASTIVI D 3409. Type | roofing cement/mastic to the underside of the perimeter flange to continuously surround and seal the flange. Position the vent over the opening inthe roof sheathing. Slide the top and side flanges of the vent underneath the shingles and allow the bottom flange to lie on top of the shingles. Attach the vent with #9 x min, 1.5-inch HWH screws with 0.5- inch sealing washers or min. 12 ga. x 1-1/4- inch ring shank nails with min. 3/8-inch diameter heads having sufficient length to penetrate through the sheathing a minimum of 3/8-inch. The fasteners shall be located 1-inch from the edge of the flange and 5,5- inches oo along all four a|gas of the vent. All loosened shingles shall be adhered down with mofcement/moa1io, When nails are used to attach the vent, all penetrations through the vent flange shall be sealed using ASTM D 4586 nrASTM D 3409. Type | mofingoemant/maaUc. Allowable Roof Coverings: Asphalt shingles Maximum Design 4J.5psffor 4-ft and 6-ftvents Pressure 4Vpsffor O'*vent Pressures calculated using 2:/margin msafety perr504.e This evaluation report iaprovided for State of Florida product approval under Rule s1G2n- 3, The manufacturer shall notify CREEK Technical Services, uomany product changes mquality assurance changes throughout the duration for which this report wvalid, This evaluation report does not express nor imply wavvmy, instuxuopn, recommended use, mother product attributes that are not specifically addressed herein. Southeastern Metals Manufacturing Co., Inc. CREEK Off Ridge Vent TECHNICAL, SERVICES, LLC LIMITATIONS 1) Fire Classification isoutside the scope ofthis evaluation. 2> This report isnot for use inthe MVMZ. 8) The roof deck and deck attachment shall be designed by others in accordance with the FBC. 4) SEIVICO vents shall be installed in strict compliance with this evaluation report and the manufacturer's published installation instructions. |nthe event ofconflict, the more restrictive installation shall beenforced. 5) Deck substrates shall beclean, dry, and free from any irregularities and debris. All fasteners inthe deck shall bechecked for protrusion prior Vzinstallation. 8) Installation ofthe roof assembly isoutside the scope ofthis evaluation. 7) 8EIVIC0 vents are intended \oprovide passive ventilation for anenclosed attic in residential construction applications 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule O182O-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 6'r Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer. o 701 l v.c vv x aoharyR. Priest, P.E. Florida Registration No. 74U21 Organization No, ANE9( 341 Z CERTIFICATION opINDEPENDENCE CREEK Technical Services, LLudoes not have, nor will uacquire, a financial interest many company manufacturing ovdistributing 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. Prieu, P.E. n000 not have, nor will a,q"/=, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary n.Priest, P.edoes not have, nor will acquire, afinancial interest i^any other entity involved mthe approval process mthe onmuu, END opREPORT This evaluation report is provided for State mFlorida product approval underRule o1G20-n.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, iou=:aovn recommended use. o,other product attributes that are not specifically addressed herein. MIAMI-DADE COUNTY MIAMI- PRODUCT CONTROL SECTIONN" 11805SW 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) Southeastern Metals Manufacturing Company, Inc. 11801 Industry Drive Jacksonville, FL 32218 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 of the Florida Building Code. DESCRIPTION: Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. 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 renews and revises NOA No. 08-0423.01 consists of pages I through 3. The submitted documentation was reviewed by Juan E. Collao, R.A. NOA No.: 13-0814.08 Expiration Date: 04/15/19 Approval Date: 01/23/14 Page I of 3 ROOFING ASSEMBLY APPROVAL Category: Roofing Sub -Category: Ventilation Material: Steel Minimum Slope: 2:12 TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED By APPLICANT: Manufactured by Test Product Applicant Dimensions Specifications Description Weather Vent Vent: 4-1/2"x 19" x 46" TAS 100 Galvanized metal roof vent Deck Flange: 24" x 52" Thickness: 0.0217 inch. MANUFACTURING LOCATION 1. Jacksonville, FL EVIDENCE SUBMITTED Test Agency Test Identifier Test Name/Report PRI Asphalt Technologies, Inc. TAS 100 SEM-002-02-01Z:1 ICC-ES AC 13 ) 2 SEM-027-02-01 APPROVED APPLICATIONS: Deck Type: Wood Deck Description: 15 /32" or greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roofs Date 08/14/03 01/07/14 Cutout: Mark a 3 1/2" x 46" opening centered between layout lines and aligned minimum 6 inches from the ridge. Set blade to thickness of sheathing and cut opening. Brush away sawdust and debris. I., Zn Installation: Vents should be evenly spaced on the rear slope of the roof. Center vent in opening and set it in a 1/8"thick of an approved ASTM D 4586 asphalt roofing cement. Secure vent to the roof deck with 1-1/4" galvanized ring shank roofing nails spacedI — approx. 8" o.c. and I" from the outside edge of the flange. Use a minimum of 18 nails per vent. Seat all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawing herein). Net Free Area: 99 square inches. VIAMIDADCOUNTYIN NOA No.: 13-0814.08 FIJPOE UZ INWExpiration Date: 04/15/19 Approval Date: 01/23/14 Page 2 of 3 Li.mITATIONS: 1. Refer to applicable building code for required ventilation. 2. _Weather Vent shall comply with the manufacturer's current published application instructions and the requirements set forth in the applicable building code. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. Weather Vent shall not be installed on roof mean heights greater than 33 feet. S. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9N-' ) of the Florida Administrative Code. 6. All approved products listed herein shall be labeled and shall bear the imprint or identifiable marking of the manufacturer's name or logo, city, state, and following statement: "Miami -Dade County Product Control Approved" or the Miami -Dade County Product Control Seal as shown below: KMIAMI-DA.DE COUjuitsyl4go DRAWINGS ROOF FLANGE NAIL PLACEMENT 0 0 • END OF THIS ACCEPTANCE NOA No.: 13-0814.08 Expiration Date: 04/15/19 Approval Date: 01/23/14 Page 3 of 3 Joky Addre! Parcel ID: CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 18 1 - DOCUrnerited Construction Value: S L0200 C11-1, Type ofWork: dew L—TAdditionH AlterationLJ Repair Description of Work. Plan Review Contact Pet -son: Phone: Street: City. State Zip: Fax: Historic District: Yes M -\o R Residential Ercloniniercial 0 DemoEl Cliari(II.Yeof U-seEl NJoN,e [] 4 Title: Email: Prop rty Owner Information C- zlPhone: Resident of property? : Contractor Information Na rile Phone: L_ j 7, -v Fax: 1 City. State Zip: C-'_ 0 State License No,: Name: Street: City, St, zip: Bonding Company. Address: Arch itact/Eng i nee r Information Phone: Fa X: E- mail: Mort- aue Leader: address: TO OWNER: YOUR I-AILURETO RECORDA NOTICE OFCOMMENCEVENT MAY RESULT INVOUR MYLNG TWICE FOR MPROVEMENTS '10 YOUR PROPERTY. A NOTICE 01: COMNIENCLNILN'l NIL'S-f l."F RECORDED AND POSTLD ON THE lot"ISITE BEFORE THY'_ FIRST INSPECTION. IV ) OL' INTL ND To Oil-l'.,kl\ FINANCING, CONSULT R [TH YOUR LENDER OR AN ATT-ORNEY BEFORE RFCORDING YOUR NO'HCE of: CONI 10FACEM FIN T, n' : 1" a <" Z,' v, ,,, t ion, I ai ! 5*1% S rL11_n.i1:"-' I unders-Ind that a separ-me [WI-Mit ITIUSt be SeCLU-ed for electrical Nark. PILIM'DiJI". si-r"S' pools furnaces. boilers, 11(:aters' tonks.and air condiriorters. etc. 0. w_N01 _IC_ In addition to tllc IC<j U ire urents of this pelrut, there ill' . be additional r--trictions applicable to this pj(p,rz} that 1,zla\ bc C,)Und in the JlUbtlC records of this county, and there way be additional p:.,l-,jjjzS Froulwhor gov-PrrollTltal entitic, suctl a At'at'«r nana<?enlentdistricts, state aucnciei, or federal mcncics. Acceptance of pc-rtrlit is \ erification that I Will 110tif\ the 0,Vr of the Propci-ty of the rc qulrerneilts ofFlorida Lie-u La%%, FZ> 7 1 ',. The Cl'V Of SJ.!lf0Fd r,,quirzs pi,. anent of plan rzn i,%V fc a- ttl4 LiMe of Subniiva! A :opof the CkCCUted conz:-a,:t ia m order to calculate a Plan review cliar:g;., and \% ill be considered the " stmlald construction val,,)e of the Job at tll« tizll of'subl-nival the actual corlstt.lcuoll \ alue witi, be fieurd bIS,-d on the cue -tent [CCValuation TaA« in effect at the tirtl: the Perrin k issuod, ill aCcol-dance villl local ordul:4 Ice. should calculal.J cllara-s '111-lured of the CXecutcd coln1ract ew,;-d lh- a:rual cojlsjr-,jc;0jj credit will be applied to your porl-nit feewhen the perinit is issued. OWNER'S AFFIDAVIT: I certify that all of the for- egoing infot-niation is accurate and that all work will be done in compliance with all applicable laws t-egulatirl(, y r , Coll Struction ariAzouing, 1: ni 1e%l-,- 0\\ isP rsonatiy Known to NI,- or Proc!uced Its I-\,)- of ID S: _i -, :-.a - . Da7 STEPHANIE RALLO Ai Commission # FF 175017 Katie Expires November 9, 2018 RWdNoTyF!I OWM40 10 10,\I, to Proclluc,-d ID Type, of M BELONVIS FOR OFFICE USE QN-LN Pernii-ts Required: B 111cii 1, g, F I .,: -rl C a 1 R N 1; C Ill .1 n i C Ll 1, P I u n-i", 111 _zcia _ El i7oo , El COBSO-LI('tiOnTN_j)C: 0CCLIPallCV t'Se: Flood Zone: Total Sq Vt of 131do: Min. OCCUpaiicy Load: NQNv Construction: Flecti- ic - "—Of'Allips Fire Sprinkler P(:vnfli: Yes 11 N o El :-- o -i,, M'RONALSZOXINCi' ENGPEERINCJ' C () ) I N I F NT .1 I, ' i-ILITIES, FIR' L: of Stories: Nu llibino - # Of, Futures 11 - il-e AJ21- ni Perill; 1t: Yes 1-1 \,o R WASTE \V,-,,TEP11 01 BUILDING & FIRE PREVENTION PERMIT APPLICATIONLA Application No: -7)- Documented Construction Value: $ Job Address: (000 LtN Historic District: Yes El No Parcel ID: Residential CommercialEl Type of Work: New 1,4Addition El AlterationEl Repair El DemoEJ Change of UseEl Move 11 Description of Work: Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Name Phone: Street: Resident of property? City, State Zip: Contractor Information Name IJVI'(vlr" 415 Phone: ILN Street: do- Fax: City, State Zip: C tot -31 State License No.: Arch itectlEng ineer Information Name: Phone: Street: Fax: City, St, Zip: E- mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FRC 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 Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current [CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature OfOvxlner/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID _ Type of ID.__ Signature - 6t - 5on for/Agent Ditc I Print Contractor/Agent's Name 77SiimaturkpfNotary-Stirte of Fforida j" Datt, 0 OFF 120155 otlZx'X Contractor/Agent is Personally Kn Produced ID Type of ID P Permits Required: BuildingE] Electrical P Mechanical 0 Plumbing[] GasE] RoofE] Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min, Occupancy Load; ft of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes n No[] # of Heads APPROVALS: ZONING: ENGINEERING: UTILITIES: FIRE: Fire Alarm Permit: YesF1 NoE] WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application r' okvu 1<6-14-7 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ 9896.00 Job Address: 8830 Loon Lane, Sanford, FL 32773 Historic District: Yes C] No Parcel ID: 17-20- 1- 0-105 Residential® Commercial F] Type of Work: New 9 Addition AlterationEl Repair Demo Change of Use Move Description of Work: Install new 2.5 ton & new 3-ton HVAC with duct work Plan Review Contact Person: Paula Bagley Title: Permit Clerk Phone: 407-975-2762 Fax: Email: permitting@onestopcooling.com Property Owner Information Name Park Square Homes Street. 5200 Vineland Rd #200 _ Phone: 407-529-3000 Resident of property? : City, State Zip: Orlando, FL 32811 Contractor Information Naxne One Stop Cooling & Heating, LLC Phone: 407-975-2762 Street: 7225 Sandscove Cou City, State Zip: Wipter Par , Fi ,1270 State License No.: CAC 032444 Architect/ Engineer Information Name: Street: City, St, Zip: Phone: Fax: E- mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE "TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECI`ION. 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 cornmenced 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: 5th Edition (2014) Florida Building Code ttcvised: June 30, 2015 Permit Application N_0TICri: 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 ofthe 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 issucd OWNER'S AFFIDAVIT: I certify that all of the fot be done in compliance with all applicable laws regul Signature ref vner/Agem Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type ofID information is accurate and that all work will IustructiPn and zoning. I P le 8/9/2018 ofdontractor/Agort Date Kevin Stine Ptint Contfactor/Agcut's Name Signature KELLY WEBSTER Notary Public - State of Florida Commission # FF 978034 MY Gomm. Expires Apr 4. 2020 Contractor/AgetlT 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: YesF1 No P 11 of Heads - Fire Alarm Permit: Yes] NoE] APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: WASTE WATER: BUILDING: Revised: June 30,2015 Pennit Application FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Application Number . . . . . 18-00001472 Date 8/09/18 Application pin number . . . 466880 Property Address . . . . . . 3830 LOON IN Parcel Number . . . . . . . . 17.20.31.502-0000-1050 Application type description NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Application valuation . . . . 438383 Application desc noc on file Owner Contractor PARK SQUARE HOMES PARK SQUARE HOMES 5200 VINELAND RD SUITE 200 ORLANDO FL 32811 407) 529-3000 Structure Information 000 000 ---------------------- Construction Type . . . . . VB, Occupancy Type . . . . . . RESIDENTIAL USE GROUP Flood Zone . . . . . . . . NONE Other struct info . . . . . ELEC - # AMPS 200.00 PLUMBING FIXTURES 24.00 NUMBER OF STORIES 2.00 SQUARE FOOTAGE 4434.00 Permit . I . . . . MECHANICAL - NEW RESIDENTIAL Additional de5c . . Phone Access Code 1069582 Permit pin number 1069582 Sub Contractor . ONE STOP COOLING & HEATING INC Permit Fee . . . . 110.00 Issue Date . . . . 8/09/18 Valuation . . 9896 Expiration Date . . 2/05/19 Qty Unit Charge Per Extension BASE FEE 110.00 Special Notes and Comments All projects within the City shall use WastePro for debris removal. Please contact WastePro at 407.774.0800. Normal hours for inspections are from 7:30 through 4:30 Monday through Thursday. Please be aware you must contact the Building Official to schedule a Friday or after hours inspection. This is required since not every inspector is licensed to do every type inspection. Communication is the key, so please contact the Building Official if you have any questions at 407.688.5058 or at dave.aldrich@sanfordfl.gov Water impact fee $1343.00 Sewer impact fee $3025.00 Other Fees . . . . . . . . 01-APPLCTN FEE -ELECTRIC 25.00 01-APPLCTN FEE -BUILDING 25.00 01-APPLCTN FEE -MECHANIC 25.00 01-APPLCTN FEE -PLUMBING 25.00 01-BLDG PLAN REVIEW 1542.00 02-CURB CUT/DRIVE - SIF 40.00 iRD BUILDING BARK AVE ORD, FL 32771 SALE MID: 9520 Store: 4616 Term: 2903 REF# ' 00000017 Batch #: 012 RRN: 822116019684 08/09/18 12:48:42 CK N Invoice #: 181472 Trans ID: 468221605226819 PPR CODE: 027477 Manual CNP 5092 -/_ 139.03 vED OPY n L if"", 031 0 $1A 83 4' FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE a PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. FIRE INSPECTIONS CITY OF SANFORD 407,562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 2 Application Number . . . . . 18-00001472 Date 8/09/18 Application pin number . . . 466880 Other Fees . . . . . . . . 01-FIRE IMP-RS 9-2017 383,81 01-LIBRARY IMPACT FEE 54,00 01-PARKS IMP-RS SINGLE 17 1103.95 01-POLICE IMP-RS 09.1.17 384.82 01-BLDG REINSPECTION 35.00 01-SEM CNTY RD IMPACT FEE 705.00 01-SCHOOL IMPACT FEE 5000.00 WD IMPACT:SINGLE FAMILY 1343.00 SD IMPACT:SINGLE FAMILY 3025.00 01-BLDG DCA SURCHARGE 52.80 01-BLDG DBPR SURCHARGE 76.77 Fee summary Charged Paid Credited Due Permit Fee Total 110.00 00 .00 110.00 Other Fee Total 13846.15 13817.12 .00 29.03 Grand Total 13956.15 13817.12 .00 139.03 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. FIRE INSPECTIONS CITY OF SANFORD 407,562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541,2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 3 Application Number . . . 18-00001472 Date 8/09/18 Property Address . . . . 3830 LOON LN Parcel Number . . . . . . . 17.20.31.502-0000-1050 Application description . . . NEW SINGLE FAMILY HOME - DETACHED Subdivision Name Property Zoning . . . . . PUD Permit . . . . . . MECHANICAL - NEW RESIDENTIAL Additional desc . . Phone Access Code 1069582 Permit pin number 1069582 Required Inspections Phone Insp Seq Insp# Code Description Initials Date 10 409 MH01 MECHANICAL ROUGH IN 1000 410 MH02 MECHANICAL FINAL UNIVERSAL Workordeject No: 0110.19385350-2 700817,0000 No: ENGINEERING SCIENCES Report Date: 6/18/2018 Consultants In: Geotechnical Engineering * Environmental Sciences Geophysical Services # Construction Materials Testing - Threshold Inspection 93 BuildingInspection - Plan Review - Building Code Administration 3532 Maggie Blvd, Orlando, 32811 - P: 407.4210504 - F: 407.423.3106 In -Place Qensily T2gt ort Client: UES Technician: Christian Acevedo 5200 Vineland Road, Suite 200 Orlando, FL 32811 ,--'date Tested: 06/18/2018 Project: Wyndham Preserve, House 1-61"Testing Area Tested: Lot # 105- 3830 Loon Lane Type of Test; Material: Native Field: ASTM D-2937 Drive Cylinder Methoc Reference Datum: 0 = Bottom of Footing Laboratory: ASTM D 1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range MaximumC)ptimum Density Pcf) Moisture Field Dry Density Pcf) Field Moisture Soil Compaction Native Depth inch) Pass or Fail 6 East Footing 0-1 ft 106.8 10.6 106.7 93 100 N/A Pas: 7 North Footing 1-2 ft 106.8 10.6 108.7 10.3 102 N/A Pas: 8 West Footing 1-2 ft 106.8 10.6 110.5 9 103 N/A Pas! 9 Northwest Corner of Pad (TOF) 1-2 ft 106.8 10.6 1082 10.5 101 N/A Pas: 10 Southeast Comer of Pad (TOF) 2-3 ft 106,8 10.6 1107 11.1 104 N/A Pas Remarks: TOF- TOP OF FILL fl- 0- k6, -4 ---h- '11 --# - - -9,4-6,1 --f,, -4 -41-;-6- It U DESCRIPTION AS FURNISHED: Lot 105, WYNDHAM PRESERVE, as recorded in Plat book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America Q D= 90°00'00 " R=25.00' .--- L=39.27' C=35.36' CB=S 45R16'57" E LOT 106 N 69R43'03" E 77,50' I I 24.80' 24.80' LOT 105I9 25.00' 18.7 O I 22.3' 50 0 oI I N I ON 4'0vC)` FOUNOA eA 70F•.T0' OF ry'i OF FORMFORMAVERAGE 27,29' I 2 rylj T P. 4.7 O l1,F ry OQ a •., it.3' 29.0' 25.00, t O 4A q0 25,20' 25,20' 10' UTIL. ESMT. P.C. N 89°43'03" E (B•B) 52.50' T 1 h q H Q 9 LOT 104 7,50' 7.50' SETBACKS AS FURNISHED FRONT = 25'(•) REARSIDE - 5' (ao' LOT) L fOlY LL E 7.5' (60' LOT) 10' ( 75' LOT) 50' PRIVATE RIW) SIDE STREET - 25' (60' & 75' LOT) 15' ( 40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS, NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM PLOT PLAN AREA CALCULATIONS OF 2 IN SUCCESSION AT 25 TOTAL LOT AREA 8,778 # SQUARE FEET PROPOSED s FINSHEO SPOT GRADE ELEVATIONS FLATWORK ON/OFF LOT = TOTAL # SQUARE FEET FLATWORK PERDRAINAGEPLANSGDRIVE617/ 122- 7J9 # SQUARE FEET FOUNDATION/PAD 2,474 # SOUARr FEET ten— PROPOSED DRAINAGE FLOW Q WALKS JO/ 1,093 1,123 # SQUARE FEET RATIO223 LOT GRADING ttPE A REAR DECK t SQUARE FEET OSoo5,J40/ 1.017= 6,357 t SQUARE FEET POOL DECK N/A # SQUARE FEET PROPOSEDF.F. PER PLANS ® 27. }' Q NOTE, FRONT SIOEWAtK ANO STRU7 LOCATION TAKEN FROM PUNS PROWOED BY CUENT • NOT M4 VERIFIED CRUSE jVNEKER--SCOTT ASSOC,INS': - LAND SURVEYORS P • PEAT P-0A. • PpJNr a 5400 E. COLONIAL OR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 u!s F • FIX TIP, • IT ICA, NOTM. tP. . NIJM R[PC PZZ • PDU? OF REVERSE C AtVAT E IRAi(NI ROD ROINT CDN'ONID CMlVATUK L THE LN400 AW DOES NEREFF CEITRFY RAT TM SVRVEY MEETS W STMONO'vCF PRACTR:E SET RTRM III THE f1ARIM NDMD CF OA& CR • CD!CRETE l.$UM T W, • RAAMt SET SR. IR •D AS% RR • NITKUiAE PROR35DO DOMEDATTH AND MAPS = R! CH AND NO i RCC ApllRflSlWIlJVE CODE PURSEANT To CSARE N 471.011, FEORWA STAtDES 1. C SUMFROKS St OR CONES ME NOT VALID. QLOIREG10. 1 0' O P. VJTNESS C, U.R . ROWT W CODAW_WWICE ". • CN.CJAATCD PDC. • pF CdllhX.fNENi • PERIANENT REFERENCE lQRRKNT TW S Y WAS REP WORE TIO D TO W S WY R NOCWf J. t/NS SURVEY WAS PREPARED FROM RILE RNORIMRON fWMISr(kL TO 1NE SURVEYOR. RIERE WY OE O1TlER RESiR/C170NS DA FASET4NIS 1RAi AfRECT tRfS PRDPERR'. 4. IW UNOCfWROtRW 1MPROVEAIENTF INVE OEE'N SlWWN. UonOiNERCEFf. S NTEEEDf. Ff. FUOS, ltiT L T[OJ A • 4 AJYK SSE.. • SCTMGIc 4D[ 3. iMR SURVEY K PREPARED RJR TiW SOLE RENEi OF RWSE Comm fO N10 SNIXJCO NOt ,' RLLEF UPp, YY AlfY OTNER ENRFr. awCrE/ V EACDOOF-Vni M METMMP,1; O`0` D.C,W F{ 1.K . 5 T RJ. . MS[ KARIl4 D. OWENSWNS E & A N!ED WaN Of WPROVYFIp NERCON SNOO[O 0& 8E U88 TO NECONSIR(.'CT R01/NO.KfLINES. pFARNGS. ARE SfFED hSSOMEP IHRM MR) QN RK 4Nf SFIOM)! AS fK4E 9F.VtINC (Rd) uim • M.- CLFC, • — IINR FEIEE R. nEWXWS, r SNOW. ARE 8ASED ON NATPp MOM VVIT1CA. MTINf OF 1929. UNLESS On'tAWSE NOTEp R. COMFK ATE OF AUIHOPoTATWN MP. 4 96, VvcGVNOOFEHG[ CIO COMRETE ELDCK .—. PC. POINT R' CURVATUFE P. T. POINT OF TANGENCY DATE T- ORDER No, DESF - DESCED'I" CERTIFIED BY... ....._- R RAOIVS _. _... _.___.... E ARE EENDTN PLOT PLAN 1-15-18 5760-17 C - CWRY REV= PLOT PLAN (MOVED A/C PAD) 03-21--18 C. • CNARD SCARING FORA400ARD FOUNOAIION/ELFV_. 06-11-2015 3804-I8 NORTH THIS 9WLOtNG\PROPERTY DOES NOT LIE WITHIN THE ESTAOUSHED 100 YEAR FLOOD PLANE AS PER `FIRM- I TOM Jf. GRUSENMEYER, R.LS. / 4714 LAMES W. SCOTT, R.L.S b' 4801 ZONE -X' MAP / f1117CQOFp F (09-18-07) Revision It Response to Comments 0 ""'J" i""' REVISION City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit# 18-1472 Submittal Date 10.08.18 Project Address: 3830 Loon Lane (Wyndham Preserve lot 105) Contact: Michelle Parkison Ph: 407-529-3135 Fax: Email: mparkison&Parksquareh.omes.com Trades encompassed in revision: E3 Building El Plumbing El Electrical El Mechanical 11 Life Safety El Waste Water Department El Utilities El Waste Water 0 Planning 0 Engineering 0 Fire Prevention 0 Building General description of revision: Added Drop Header Detail at Kitchen ROUTING INFORMATION Approvals f 0 - e ,<-. /& a Revision EX Response to Comments City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit# 18-1472 Submittal Date 1.7.19 Project Address: 3830 Loon Lane (Wyndham Preserve lot 105) Contact: Michelle Parkison Ph: 407-529-3135 . Fax: Email: mparkisongparks quareh.omes.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention Building General description of revision: Revised Energy CaIcs - Duct Layout Only ROUTING INFORMATION Approvals I. dd- FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 105 3449 Cypress A LHG - W Builder Name: One Stop Cooling and Heating Street: 3830 Loon Lane Permit Office: City of Sanford N'tr-t" City, State, Zip: Sanford , FL , 32773 Permit Number: Owner: Park Square Homes Jurisdiction: 691500 V Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2 1. New construction or existing New (From Plans) 9. Wall Types (3751.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=1 1.0 1791.00 IF b. Concrete Block - Int Insul, Exterior R=4.1 1586.70 ft2 3. Number of units, if multiple family 1 c, Frame - Wood, Adjacent R=1 1.0 373.33 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (2291.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 2291.00 ft2 6. Conditioned floor area above grade (ft2) 3449 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R 112 7. Windows(387.0 sqfL) Description Area a. Sup: Attic, Ret: Attic, AH: Attic 6 376,4 a. U-Factor: Dbl, U=0.55 240.00 1112 b. Sup: Attic, Rot: Attic, AH: 2nd Floor 6 3114 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 72.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 34.8 SEER:16.00 b. Central Unit 28,6 SEER:16.00 c. U-Factor: Dbl, U=0.54 60.00 112 SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor: other (see details) 15.00 ft-, a. Electric Heat Pump 33.0 HSPF:9.00 SHGC: other (see details) b. Electric Heat Pump 27,8 HSPF:9.00 Area Weighted Average Overhang Depth: 2391 ft. Area Weighted Average SHGC: 0.231 14. Hot water systems a. Electric Cap: 50 gallons8. Floor Types (3449.0 sqft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 1882.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 1158.00 ft2 None c. other (see details) R= 409.00 112 15. Credits Pstat Glass/Floor Area: 0.112 Total Proposed Modified Loads: 90.86 PASSTotalBaselineLoads: 93.95 I hereby certify that the plans and specifications covered by Review of the plans and this calculation are in compliance with the Florida Energy specifications covered by this z 0 Code. Digitally signed by Will Webster calculation indicates compliance g 'z Will WebsterD,,,: .0,9.,,..4 11:41:57 -05'00 with the Florida Energy Code. PREPARED BY: Before construction is completed DATE: this building will be inspected for 1:4 compliance with Section 553.908 I hereby certify that this building, 9necl, is in compliance Florida Statutes. with the Florida Ene rg go OWNER/ AGE CID WIE1 BUILDING OFFICIAL: DATE: DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.3.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2). Compliance with a proposed duct leakage Cjn requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with ANSI/RESNET/ICC 380, is not greater than 0.030 Qn for whole house. 1/ 17/2018 11:15 AM EnergyGaugeS USA - FlaRes2017 Section R4 .4. pliant Software 10 " 4 Page 1 of 5 FORM R405-2017 PROJECT Title: Lot 105 3449 Cypress A LHG Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 3449 Lot # 105 Owner Name: Park Square Homes Total Stories: 2 Block/Subdivision: WYNDHAM PRESERVofUnits: 1 Worst Case: No PlatBook: Builder Name: One Stop Cooling and Heatin Rotate Angle: 0 Street: 3830 Loon Lane Permit Office: City of Sanford Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Sanford Family Type: Single-family FL, 32773 New/Existing: New (From Plans) Comment: CLIMATE Design Temp Int Design Temp Heating Design Daily TempVDesignLocationTMYSite97.5% 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL—ORLANDO—INTL—AR 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1882 17559.1 2 Block2 1567 14103 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Intil ID Finished Cooled Heated 1 1 st Floor 1882 17559.1 Yes 1 1 1 Yes Yes Yes 2 2nd Floor 1567 14103 No 4 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor Over Other Space 2nd Floor ---- ---- 1158 ft2 0 0.29 0 0.71 2 Slab -On -Grade Edge Insulatio 1 st Floor 170 ft 0 1882 ft2 0.29 0 0.71 3 Floor over Garage 2nd Floor ---- ---- 409 ft2 11 0.29 0 0,71 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck PitchV # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 2562 f? 0 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 2291 ft2 N N 1/17/2018 11:15 AM EnergyGauge@ USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2017 CEILING Ceiling Type- - -- Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1 st Floor 30 Blown 2291 ft2 0.1 Wood WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below RVatue--f-raction-_Absor.--_Grade?/..-- 1 N Exterior Frame - Wood 2nd Floor 11 54 6 9 0 490.5 ft2 0 0.25 0.8 0 2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 48 6 9 4 452.7 ft2 0 0 0.8 0 3 E Exterior Frame - Woad 2nd Floor 11 45 0 9 0 405.0 ft2 0 0.25 0.8 0 4 E Exterior Concrete Block - Int Insul 1 st Floor 4.1 45 0 9 4 420.0 ft2 0 0 0.8 0 5 S Exterior Frame - Wood 2nd Floor 11 54 6 9 0 490.5 ft2 0 0.25 0.8 0 6 S Exterior Concrete Block - Int Insul 1st Floor 4.1 60 0 9 4 560.0 ft2 0 0 0.8 0 7 W Exterior Frame - Wood 2nd Floor 11 45 0 9 0 405.0 ft2 0 0.25 0.8 0 8 W Exterior Concrete Block - Int Insul 1 st Floor 4.1 16 6 9 4 154.0 ft2 0 0 0.8 0 9 Garage Frame - Wood 1st Floor 11 40 0 9 4 373.3 ft2 0 0.25 0.8 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 W Insulated 1st Floor None 39 3 8 24 ft2 2 Wood 1st Floor None 46 2 8 8 21.3 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall OverhangVOrntIDFramePanesNFRCU-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 n 1 Metal Low-E Double Yes 0.55 0.22 N 45.0 ft2 1 ft 0 in 0 ft 9 in Drapes/blinds None 2 n 2 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 It 0 in 0 It 9 in Drapes/blinds None 3 n 2 Metal Low-E Double Yes 0.55 0.22 N 45.0 ft2 1 It 0 in 11 ft 2 in Drapes/blinds None 4 n 2 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 It 0 in 11 ft 2 in None None 5 n 2 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 ft 0 in 11 ft 2 in Drapes/blinds None 6 e 3 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 It 0 in 0 It 9 in Drapes/blinds None 7 e 3 Metal Low-E Double Yes 0.54 0.25 N 8.0 ft2 1 ft 0 in 0 It 9 in Drapes/blinds None 8 e 4 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 1 ft 0 in 0 ft 9 in Drapes/blinds None 9 e 4 Metal Low-E Double Yes 0.58 0.25 N 72.0 ft2 10 It 0 in 0 ft 0 in None None 10 s 5 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 It 0 in 0 It 9 in Drapes/blinds None 11 S 5 Metal Low-E Double Yes 0.54 0.25 N 15.0 ft2 1 ft 0 in 0 It 9 in Drapes/blinds None 12 s 6 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 1 ft 0 in 0 ft 9 in Drapes/blinds None 13 s 6 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 It 0 in 11 ft 2 in Drapes/blinds None 14 w 7 Metal Low-E Double Yes 0.55 0.22 N 45.0 ft2 1 It 0 in 0 It 9 in Drapes/blinds None 15 w 7 Metal Low-E Double Yes 0.55 0.25 N 15.0 ft2 1 ft 0 in 0 It 9 in Drapes/blinds None 16 w 7 Metal Low-E Double Yes 0.54 0.25 N 6.0 ft2 1 ft 0 in 0 It 9 in Drapes/blinds None 17 w 7 Metal Law-E Double Yes 0.54 0.25 N 15.0 ft2 1 ft 0 in 0 ft 9 in Drapes/blinds None 18 W 8 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 4 It 0 in 2 It 2 in Drapes/blinds None 1/17/2018 11:15 AM EnergyGaugeQ USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2017 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 592 ft2 592 IF 58 It 9.33 It 1 INFILTRATION Scope Method SLA CFM 50 ELA EqLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000408 3693.9 202.79 381.38 .367 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ Split HSPF:9 33 kBtu/hr 1 sys#1 2 Electric Heat Pump/ Split HSPF:9 27.8 kBtu/hr 2 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ Split SEER: 16 34.8 kBtu/hr 1044 cfm 0.75 1 sys#1 2 Central Unit/ split SEER: 16 28.6 kBtu/hr 858 cfm 0.75 2 sys#2 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 50 gal 80 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft2 DUCTS Supply ---- Return ---- Air CFM 25 CFM25 HVAC # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool I Attic 6 376.4 ft Attic 94.1 W Prop, Leak Free Attic --- cfm 56.5 cfm 0.03 0.50 1 1 2 Attic 6 313.4 It Attic 78.35 If Prop. Leak Free 2nd Floor --- cfm 47.0 cfm 0.03 0.50 2 2 1/17/2018 11:15 AM EnergyGaugeg USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2017 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolinglJan Feb Marf f A r Ma X Jun X Jul Au Se Oct Nov Dec He Jan Feb X] Mar Apr MayI Jun Jul XjAu xl Sep Oct NovDectX] Ventin [ ]]] Jan lX Feb XJ] Mar A r May 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 80PM808078787878787878787878 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78PM787878787878787878787878 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 68PM686868686868686868686666 1/17/2018 11:15 AM EnergyGauge@ USA - FlaRes2017 Section R405.4.1 Compliant Software Page 5 of 5 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescrietive and ERI Methods 3830 Loon Lane Permit Number: Sanford , FL , 32773 MANDATORY REQUIREMENTS See individual code sections for full details. SECTION R401 GENERAL R401.3 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 Statutes) 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 code compliance for the building. A copy of the EPL display card can be found in Appendix RD. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4.1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. 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 R402.4.1.1, 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 not exceeding seven air changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals), Testing shall be conducted by either individuals as defined in Section 553,993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i) or 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. Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing buildings in which the new construction is less than 85 percent 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. 6. Supply and return registers, if installed at the time of the test, shall be fully open. R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907. 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 1 Ol/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. 1/17/2018 11:15 AM EnergyGaugeO USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 1 of 5 MANDATORY REQUIREMENTS - (Continued) R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air toopencombustionfuelburningappliances, the appliances and combustion air opening shall be located outside the building thermal envelope orenclosedinaroom, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirementsofTableR402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall befullygasketedandanywaterlinesandductsintheroominsulatedinaccordancewithSectionR403. The combustion air duct shall be insulated where itpassesthroughconditionedspacetoaminimumofR-8. Exceptions: 1. Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. 2. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential, R402.4.5 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 notmorethan2.0 cfm (0.944 Us) when tested in accordance with ASTM E283 at a 1.57 psf (75 Pa) pressure differential. All recessedluminairesshallbesealedwithagasketorcaulkbetweenthehousingandtheinteriorwallorceilingcovering. R403.1 Controls. SECTION R403 SYSTEMS R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controlsthat, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that form the primary air containment passagewaysforairdistributionsystemsshallbeconsideredductsorplenumchambers, shall be constructed and sealed in accordance with SectionC403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5) or7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes, to be "substantially leak free" inaccordancewithSectionR403.3.3. R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percentofthedesignairflowratewhentestedinaccordancewithASHRAE193. R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods: 1. Rough -in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including themanufacturer's air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test. 2. Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during thetest. Exceptions: 1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the buildingthermalenvelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.4 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41 °C) or below 55°F (13°C) shall be insulated to a minimum of R-3. R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including thatcausedbysunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can causedegradationofthematerial. Adhesive tape shall not be permitted. R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory). Heated water circulation systems shall be inaccordancewithSectionR403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible. R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system returnpipeshallbeadedicatedreturnpipeoracoldwatersupplypipe. Gravity and thermosiphon circulation systems shall be prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within theoccupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature andwhenthereisnodemandforhotwater. R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systemsshallautomaticallyadjusttheenergyinputtotheheattracingtomaintainthedesiredwatertemperatureinthepipinginaccordancewiththetimeswhenheatedwaterisusedintheoccupancy. 1/17/2018 11:15 AM EnergyGaugea USA - FlaRes2017 - FBC 6th Edition (2017) Complian Page 2 of 5 MANDATORY REQUIREMENTS - (Continued) R403.5.5 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. R403.5.6 Water heater efficiencies (Mandatory). R403.5.6.1.1 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). R403.5.6.1.2 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. R403.5.6.2 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 meet the criteria of Section R403.5.6.2.1. R403.5.6.2.1 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. R403.6 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 including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6.1 Whole -house mechanical ventilation system fan efficacy. When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be powered by an electronically commutated motor. R403.6.2 Ventilation air. When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. 1. The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable Indoor Air Quality, shall be the maximum rates allowed for residential applications. 2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. 3. If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19, space permitting, or R-10 otherwise. R403.7 Heating and cooling equipment (Mandatory). R403.7.1 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 that affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM CFM) MINIMUM EFFICACY a CFM/WATT) AIRFLOW RATE MAXIMU CFM) Range hoods Any 2.8 cfm/watt Any In -line fan Any 2.8 cfm/watt Any Bathroom, utility room 10 1.4 cfm/watt 90 Bathroom, utility room 90 2.8 cfm/watt Any For SI: 1 cfm = 28.3 Umin. a. When tested in accordance with HVI Standard 916 1/17/2018 11:15 AM EnergyGauge@ USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 3 of 5 MANDATORY REQUIREMENTS - (Continued) R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not lessthanthecalculatedtotalloadbutnotmorethan1.15 times greater than the total load calculated according to the procedure selected inSection403.7, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of theequipmentshallnotbelessthanthecalculatedlatentload. The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacturer'sexpandedperformancedatashallbeusedtoselectcooling -only equipment. This selection shall be based on the outdoor design dry-bulbtemperaturefortheloadcalculation (or entering water temperature for water -source equipment), the blower CFM provided by the expandedperformancedata, 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 temperatures shall be for the indoor dry bulb and relative humidity used for the loadcalculationandshallbeadjustedforreturnsidegainsifthereturnduct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multiple -family residential equipment sizing may be selected so that its cooling capacity is less than the 2. 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 multiple -family units, the capacity ofequipmentmaybesizedinaccordancewithgooddesignpractice. R403.7.1.2 Heating equipment capacity. R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to SectionR403.7.1,1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even ifthedesignheatingloadis1.15 times greater than the design cooling load, R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1. R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burnersshallnotbelessthanthedesignloadcalculatedinaccordancewithSection13403.7.1. R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on anintermittentbasis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled topreventcontinuousspacecoolingorheatingwithinthatspacebyoneormoreofthefollowingoptions: 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. R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with SectionsC403andC404oftheIECC—Commercial Provisions in lieu of Section R403. R403.9 Snow melt and ice 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 50°F (10°C), and noprecipitationisfallingandanautomaticormanualcontrolthatwillallowshutoffwhentheoutdoortemperatureisabove40°F (4.81C). R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spasshallbeinaccordancewithSectionsR403.10.1 through R403.10.5. R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is anintegralpartoftheheatermountedontheexterioroftheheater, or external to and within 3 feet (914 mm) of the heater. Operationofsuchswitchshallnotchangethesettingoftheheaterthermostat. Such switches shall be in addition to a circuit breaker for thepowertotheheater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots. R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset scheduleshallbeinstalledforheatersandpumpmotors. Heaters and pump motors that have built-in time switches shall be in compliance with thissection. Exceptions: 1. Where public health standards require 24-hour pump operation. 2. Pumps that operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor -retardant cover on or atthewatersurfaceoraliquidcoverorothermeansproventoreduceheatloss. Exception: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recoveredenergy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required. R403.10.4 Gas- and oil -fired pool and spa heaters. All gas- and oil -fired pool and spa heaters shall have a minimum thermalefficiencyof82percentforheatersmanufacturedonorafterApril16, 2013, when tested in accordance with ANSI Z 21.56. PoolheatersfiredbynaturalorLPgasshallnothavecontinuouslyburningpilotlights. 1 /17/2018 11:15 AM EnergyGauge@ USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 4 of 5 R403.10.5 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. R403.11 Portable spas (Mandatory)he energy consumption of electric -powered portable spas shall be controlled by therequirementsofAPSP-14. SECTION R444 ELECTRICAL POWER AND LIGHTING SYSTEMS R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall behigh -efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high -efficacy lamps. Exception: Low -voltage lighting. R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights. 1/17/2018 11:15 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 5 of 5 FORM R405-2017 ENERGY PERFORMANCE LEVEL (EPL) ESTIMATED ENERGY PERFORMANCE INDEX* = 97 The lower the EnergyPerformance Index, the more efficient the home. 3330 Loon Lane, Sanford, FL, 32773 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=11.0 1791.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1586.70 ft2 3. Number of units, if multiple family 1 c, Frame - Wood, Adjacent R=11.0 373.33 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=30.0 2291.00 ft2 6. Conditioned floor area (ft2) 3449 b. N/A R= ft2 7. Windows" Description Area c. N/A R= ft2 a. U-Factor: Dbl, U=0.55 240.00 ft2 11. Ducts a. Sup: Attic, Ret: Attic, AH: Attic R ft2 6 376.4 SHGC: SHGC=0.22 b. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 313.4 b. U-Factor: Dbl, U=0.58 72.00 ft2 SHGC: SHGC=0.25 12. Cooling systems kBtu/hr Efficiency c. U-Factor: Dbl, U=0.54 60.00 ft2 a. Central Unit 34.8 SEER:16.00 SHGC: SHGC=0.25 b. Central Unit 28.6 SEER:16.00 d. U-Factor: other (see details) 15.00 ft2 SHGC: other (see details) 13. Heating systems kBtu/hr Efficiency a. Electric Heat Pump 33.0 HSPF:9,00 Area Weighted Average Overhang Depth: 2.791 ft. b. Electric Heat Pump 27.8 HSPF:9.00 Area Weighted Average SHGC: 0.231 8. Floor Types Insulation Area 14. Hot water systems a. Slab -On -Grade Edge Insulation R=0.0 21882.00 ft2 a. Electric Cap: 50 gallons EF: 0.9 b. Floor Over Other Space R=0.0 115&00 ft2 c. other (see details) R= 409.00 ft2 b. Conservation features None 15, Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building 114E ST 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 corn atures. Builder Signature: Date: ° Address of New Home: City/FL Zip:, GHQ WV, 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. Email EnergyGauge tech support at techsupportQa energygauge.com 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. 1/17/2018 11:15 AM EnergyGaugeO USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 105 3449 Cypress A LHG - W Builder Name: One Stop Cooling and HeatingStreet: 3830 Loon Lane Permit Office: City of Sanford City, State, Zip: Sanford , FL , 32773 Permit Number: Owner: Park Square Homes Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall requirements The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. Breaks or joints in the air barrier shall be sealed. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffittheinsulationandanygapsintheairbarriershallbesealed. shall be aligned with the air barrier. Access openings, drop down stairs or knee wall doors to unconditioned attics aces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity withsealed. a material having a thermal resistance of R-3 per inchKneewallsshallbesealed. minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows, skylights The space between window/door jambs and framing, and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed toincludinginsulation. maintain permanent contact with the underside of above -garage subfloor decking, or floor framing cavity insulationandcantileveredshallbepermittedtobeincontactwiththetopsidefloors) of sheathing, or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace walls. Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned s ace shall be sealed. Batts in narrow cavities shall be cut to fit, or narrow Narrow cavities 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 spac as, Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the buildingshallbesealedtothedrywall. thermal envelope shall be air tight and IC rated. 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 Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shallonexteriorwalltubsshallseparatethemfromtheshowersandtubs. be insulated. Electrical/phone box or The air barrier shall be installed behind electrical or communication exterior walls 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. Concealed When required to be sealed, concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids In rliiifin ..t .. I.. w --- "lv , 1—F. avll vl ivy W—IS aliall VG III a;.'l0IUGIIII:G will] We pravl5luns of IGG-400. 1/17/2018 11:15 AM EnergyGaugeO USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 Project Summary Job: Lot 105 3449 Cypress A L.. wrightsoftDate: 05/22/2017 SYS 1 By. LF/BP One Stop Cooling and Heating 7225 Sardscove Cow, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOrigStopCooling.com License: CAC032444 Project Information I For: Park Square Homes 3830 Loon Lane, Sanford, FL 32773 Notes: Design Information Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 IF Outside db 92 OF Inside db 68 OF Inside db 74 IF Design TD 26 OF Design TD 18 IF Daily range M Relative humidity 50 Moisture difference 49 grAb Heating Summary Sensible Cooling Equipment Load Sizing Structure 17952 Btuh Structure 13661 Btuh Ducts 2505 Btuh Ducts 7944 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh gone) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 20457 Btuh Use manufacturer's data n Rate/ swing multiplier 0.97 Infiltration Equipment sensible 21044 Btuh Method Simplified Latent Cooling Equipment Load Sizing ConstructionqualityAverageFireplaces 0 Structure 1788 Btuh Ducts 1721 Btuh Central vent (0 cfm) 0 Btuh Heatin Area coolin none) ft2) 184 1889 Equipment latent load 3509 Btuh Volume ( ft3) 17570 17570 Airchanciei&/ hour 0.32 0.16 Equipment Total Load (Sen+Lat) 24552 Btuh Equiv. AVF (cfm) 94 48 Req. total capacity at 0.75 SHR 2.3 ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANE Trade TRANS Model 4TWR6036H1 Cond 4TWR6036H1 AHRI ref 7562981 Coil TEM6A0C36H31 ++TDR AHRI ref 7562981 Efficiency 9 HSPF Efficiency 13.0 EER, 16 SEER Heating input Sensible cooling 26100 Btuh Heating output 33000 Btuh @ 470F Latent cooling 8700 Btuh Temperature rise 0 OF Total cooling 34800 Btuh Actual air flow 0 cfm Actual air flow 1160 cfm Air flow factor 0 cfm/Btuh Air flow factor 0.054 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0B6 Capacity balance point = 30 OF Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. IJ41- ,!,! ghitssscpft- 2018-Feb-26 10:24:37 Right- SiteO Uriversal2018 18.0.11 RSUI 6877 Page 1 ACssALHG - W\Lot',05 3449 Cypress ALHG - W.rup Calc = W8 House faces: W Project Summary Job: Lot 105 3449 Cypress AL.. wrightsoft- Date: 05/22/2017 SYS 2 By. LF/BP One Stop Cooling and Heating 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCooling.rom License: CAC032444 I Proiect Information For: Park Square Homes 3830 Loon Lane, Sanford, FL 32773 Notes: Design Information Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 92 OF Inside db 68 IF Inside db 74 OF Design TD 26 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 49 grAb Heating Summary Sensible Cooling Equipment Load Sizing Structure 11103 Btuh Structure 14353 Btuh Ducts 2051 Btuh Ducts 6441 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 13154 Btuh Use manufacturers data n Rate/swing multiplier Equipment load 0.97 20253 BtuhInfiltrationsensible Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 Structure 2599 Btuh Ducts 1394 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling none) Area (ft2) 1646 1646 Equipment latent load 3992 Btuh Volume (ft3) 14816 14816 Airchanves/hour 0,43 0.22 Equipment Total Load (Sen+Lat) 24245 Btuh Equiv. A F (cfm) 106 54 Req. total capacity at 0.75 SHR 2.3 ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANS Trade TRANE Model 4TWR6030H1 Cond 4TWR6030H1 AHRI ref 7562380 Coil TEM6A0B30H21 ++TDR AHRI ref 7562380 Efficiency 9 HSPF Efficiency 13.0 EER, 16 SEER Heating input Sensible cooling 21450 Btuh Heating output 27800 Btuh g 470F Latent coaling 7150 Btuh Temperature rise 0 IF Total cooling 28600 Btuh Actual air flow 0 Cfrn Actual air flow 953 cfm Air flow factor 0 cfm/Btuh Air flow factor 0.046 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.84 Capacity balance point= 21 OF Calculations approved byACCA to meet all requirements of Manual J 8th Ed. fjfi- !P!tmc'irt- 2018-Feb-26 10:24:37 Riglt-Suite® Universal 2018 18.0.11 RSU1 6877 Paget ss A LHG - W\Lot 105 3449 Cypress A LHG - W,rLp Calc = MJ8 House faces: W IF wrightsoft° Right -JCS Worksheet SYS 1 One Stop Cooling and Heating 7225 Sandsoove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 -9307 Web: vw w.0neStopCooling.00m license: CAC032444 Job: Lot 105 3449 Cypress ALHG -... Date: 05/22/2017 By: LF/BP 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area SYS 1 170.0 It 9.3 It d 1889.3 it? Gbrm 43.0 It 9.3 It heaVcool 18.5 x 14.5 It 268.3 ft2 Ty Construdion number U-value Btuhfl- T) or HTM B Area (f12) or perimeter (ft) Load Btuh) Area (fr) or perimeter (ft) Load BWh) Heat Cool Gross N/P/S Heat Cool Gross N,P/S Heat Cool 6 11 GVL12B-0sa G 4A5-2om 4135-2fm 13A-4ocs 4A5-2om 4A5-2omd 12B-Osw 4B5-2tm 4135-21m 13A-4ocs 4A5-2om 4135-21m 128-Osw 4A5.2om 4A5-2om 4135-2(m 4B5-2fm 13A-4ocs 4A5-2om 11 DO 12B-0sw 4A5-2om 13A-4ocs 4A5-2om 4A5-2om 4135-2Im 4B5-2fm 12C-Osw 11DO 1613-30ad 19C-19cscp 22A-om 0.097 0.550 0.540 0,143 0.550 0.580 0.097 0.540 0.540 0.143 0.550 0.540 0.097 0.550 0.550 0.540 0.540 0.143 0.550 0.390 0.097 0.550 0.143 0.550 0.550 0.540 0.540 0.091 0.390 0.032 0.049 1.180 ne ne ne ne ne ne se se se se se se sw sw sw sw sw sw sw sw nw nw nw nw nw nw nw n 0.00 0.00 0.00 3.73 14.35 15.14 0.00 0.00 0.00 3.73 14.35 14.09 0.00 0.00 0.00 0.00 0.00 3.73 14.35 10.18 0.00 0.00 3.73 14.35 14.35 14.09 14.09 2.38 10.18 0.84 0.00 30.80 0.00 0.00 0.00 2.90 22.14 27.72 0.00 0.00 0.00 2.90 21.01 24.09 0.00 0.00 0.00 0.00 0.00 2.90 14.59 12.27 0.00 0.00 2.90 22.14 22.14 26.99 23.59 1.51 12.27 1.76 0.00 0.00 0 0 0 419 30 72 0 0 0 558 30 4 0 0 0 0 0 153 15 24 0 0 451 15 45 4 4 372 21 662 0 1889 0 0 0 317 0 0 0 0 0 524 5 0 0 0 0 0 0 114 13 24 0 0 383 0 0 0 0 351 21 662 0 170 0 0 0 1181 431 1090 0 0 0 1956 431 56 0 0 0 0 0 427 215 244 0 0 1430 215 646 56 56 833 217 553 0 5236 0 0 0 917 664 1996 0 0 0 1517 630 96 0 0 0 0 0 331 219 294 0 0 1109 332 996 108 94 528 262 1165 0 0 0 0 0 172 30 0 0 0 0 93 0 0 0 0 0 0 0 0 0 0 0 0 135 15 15 0 0 0 0 185 0 268 0 0 0 142 0 0 0 0 0 93 0 0 0 0 0 0 0 0 0 0 0 0 105 0 0 0 0 0 0 185 0 43 0 0 0 530 431 0 0 0 0 347 0 0 0 0 0 0 0 0 0 0 0 0 391 215 215 0 0 0 0 155 0 1324 0 0 0 411 664 0 0 0 0 269 0 0 0 0 0 0 0 0 0 0 0 0 304 332 332 0 0 0 0 325 0 0 0 j G G G P C F F 6 c) AED excursion 0 74 Envelope loss(gain 15274 11260 3609 2564 12 a) Infiltration b) Room ventilation 2678 0 970 0 677 0 245 0 13 Internal gains: Qacupantsg 230 Applianees(other 1 230 1202 1 230 0 Subtotal (lines 6 to 13) 17952 13661 4286 3039 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 14% 58 % 0 0 0 17952 2505 0 0 0 13661 7944 14 % 58 % 0 0 0 4286 598 0 0 0 3039 1767 Total room load Airrequired (cfm) 20457 0 21605 1160 Z84 0 4gp7807 258 Calculations approved byACCA to meet all requirements of Manual J 8th Ed F+ wright oft RigtY-SuitegUniversal 2018 18.0.11 RSU16877 2018-Feb-2610:24:37Page 1 ssALHG - W \Lot 105 3449 CypressA LHG - W.rup Calc = MA House faces: W wrightsoft^ Right-J® Worksheet SYS 1 One Stop Cooling and Heating 7225 Sandscove Court. Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wvw ,0neStopCooling.00m Ucen e: CAC032444 Job: Lot 105 3449 Cypress A LHG - ... Date: 05/22/2017 By: LF/BP 1 Room name TIt1 Bth 1 2 3 Exposed wall Room height 0 it 9.3 it heat/cool 10.0 it 9.3 1t heat/cool 4 5 Room dimensions Room area 5.5 x 3.5 it 19.3 ft2 9.0 x 10.0 it 90.0 IF Ty Construction U-value or HTM Area 012) Load Area (112) Load number Btuw--O Btuhrtr) or perimeter (it) Btuh) or perimeter (it) Btuh Heat Cool Gross N./P/S Heat Cool Gross N/P/S Heat Cool 6 11 yJ I--GG 12B-0sw 4A5-2om 4B5-2fm 13A-4ocs 4A5-2om 4A5.2omd 12B-0sw 465-21m 0.097 0.550 0.540 0.143 0.550 0.580 0,097 0.540 ne ne ne ne ne ne se se 0.00 0.00 0.00 3.73 14.35 15.14 0.00 0.00 0.00 0.00 0.00 2.90 22.14 27.72 0.00 0.00 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 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 4B5-2fm 13A-4ocs 0.540 0.143 se se 0.00 3.73 0.00 2.90 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 4B5-2fm 1213-0sw 4A5.2om 4A5-2om 4B5-2fm 4B5-2fm 13A-4ocs 0.550 0.540 0.097 0.550 OZ50 0.540 0.540 0.143 se se sw, sw sw sw sw sw 14.35 14.09 0.00 0.00 0.00 0.00 0.00 3,73 21A1 24.09 0,00 0.00 0.00 0.00 0.00 2.90 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04A5-2om 11 DO 126-0sw 4A5-2om 13A-4ocs 4A5.2om 4A5-2om 4135-21m 465-2fm 12C-0sw 11 DO 16B-30ad 19C-19cscp 22A-tarn 0.550 0.390 0.097 0.550 0.143 0.550 0.550 0.540 0.540 O,091 0.390 0.032 0.049 1.180 sw sw nw nw nw nw nw nw nw n 14.35 10.18 0.00 0.00 3.73 14.35 14.35 14.09 14.09 2.38 10.18 0.84 0.00 30.80 14.59 12.27 0.00 0.00 2.90 22.14 22.14 26.99 23.59 1.51 1227 1.76 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 19 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 0 0 0 0 0 0 0 93 0 0 4 0 0 0 0 0 90 0 0 0 0 89 0 0 0 0 0 0 0 0 10 0 0 0 0 332 0 0 56 0 0 0 0 0 308 0 0 0 0 258 0 0 108 0 0 0 0 0 0 W G PI-D C F F 6 c) AED excursion 0 15 Envelope lossrgain 0 0 697 380 12 a) Infiltration b) Room ventilation 0 0 0 0 158 0 57 0 13 Internal gains: Ooatpants@ 230 0 0 0 0Appliancesrother10 Subtotal (lines 6 to 13) 0 1 854 437 14 15 Less external load Lesstransfer Redistribution Subtotal Duct loads 140/6 58% 0 0 0 0 0 0 0 0 1 1 14% 58% 0 0 0 854 119 0 0 0 437 254 Total room load Air required (cfm) 0 0 2 0 973 0 691 37 Calculations approved bvACCA to meet all reauirements of Manual J 8th Ed sue {.r wrigFstsot2018-Feb-2610:24:37 Right-SuteO Universal 2018 18.0.11 RSU16877 Page 2 ssALHG - W\Lot 105 3449 Cypress A LHG - W.rcp Calc = W8 House faces: W wrightsoft, Right -JCS Worksheet SYS 1 One Stop Cooling and Heating 7225 Sardscove Gourt, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: vwow.OreStopCooling.com Licerse: CAC032444 Job: Lot 105 3449 Cypress A LHG - ... Date: 05/22/2017 By: LF/BP 1 Room name olwic Pan 2 Exposed wall 0 It 7.5 If 3 Room height 9.3 If heat/cool 9.3 If heat/cool 4 Room dimensions 1.0 x 40.3 If 8.5 x 7.5 It 5 Room area 40.3 fr' 63.8 W Ty Construction U-value or HTM Area (ftz) Load Area (ft2) Load number Btuh4C-fl Btuh/tz) or perimeter (ft) Btuh) or perimeter (ff) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 126-0sw 0.097 ne 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 ne 0.00 0.00 0 0 0 0 0 0 0 0 4B5.2trn 0.540 ne 0.00 OAO 0 0 0 0 0 0 0 0 13A-flocs 0.143 ne 3.73 2.90 0 0 0 0 0 0 0 0 11 4A5.2om 0.550 ne 14.35 22.14 0 0 0 0 0 0 0 0 LL 4A5-2omd 0.580 ne 15.14 27.72 0 0 0 0 0 0 0 0 U! 12B-Osw 0.097 se 0.00 0.00 0 0 0 0 0 0 0 0 485-21m 0.540 se 0.00 0.00 0 0 0 0 0 0 0 0G 4B5-2fm 0.540 se 0.00 0.00 0 0 0 0 0 0 0 0 V613A-4ocs 0.143 se 3.73 2.90 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 14.35 21.01 0 0 0 0 0 0 0 0 465.2fm 0.540 se 14.09 24.09 0 0 0 0 0 0 0 0 1213-0sw 0.097 sw 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 sw 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2om 0,550 sw 0.00 0.00 0 0 0 0 0 0 0 0 4135-21m 0.540 sw 0.00 0.00 0 0 0 0 0 0 0 0 465.21m 0.540 sw 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-4ocs 0.143 sw 3.73 2.90 0 0 0 0 0 0 0 0 4A5-2om 0.550 sw 14.35 14.59 0 0 0 0 0 0 0 0Lam_(; D 11 DO 0.390 sw 10.18 12.27 0 0 0 0 0 0 0 0 W I-C 126-0sw 0.097 nw 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 0.00 0.00 0 0 0 0 0 0 0 0 13A-4ocs 0,143 nw 3.73 2.90 0 0 0 0 70 66 245 190 4A5-2om 0.550 nw 14.35 22.14 0 0 0 0 0 0 0 0 G 4A5-2om 0,550 nw 14.35 22.14 0 0 0 0 0 0 0 0 G 485-21m 0.540 nw 14.09 26.99 0 0 0 0 0 0 0 0 4B5-2fm 0.540 nw 14.09 23.59 0 0 0 0 4 0 56 94 P 12C-Osw 0.091 2.38 1.51 0 0 0 0 79 79 188 119 11 DO 0.390 n 10.18 12.27 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.84 1.76 0 0 0 0 0 0 0 0 F 19C-19uscp 0.049 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-Rxn 1.180 30.80 0.00 40 0 0 0 64 8 231 0 6 c) AED excursion 0 20 Envelope lossigain 0 0 721 424 12 a) Infiltration 0 0 118 43 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 0 0 Appliances/other 1 0 Subtotal (lines 6 to 13) 0 1 839 467 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 1 839 467 15 Duct loads 1 141/. 58% 0 1 149/. 58 % 117 271 Total room load 0 2 956 738 Air required (dm) 0 0 0 40 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wrige tsoft 2018-Feb-2610:24:37 Right-SuteOUniversal 2018 18.0.11 RSU16877 Page 3 ss A LHG - W\L of 105 3449 Cypress A LHG - W.rup Calc = MJ8 House faces: W d, 9- wrightsoft, Right-JO Worksheet SYS 1 One Stop Cooling and Heating 7225 Sandscove Court, Wirter Park, FL32792 Phone:(407) 629 -6920 Fax: (407) 629 - 9307 Web: wwwOneStopCoolingoom License: CAC032444 Job: Lot 105 3449 Cypress A LHG Date: 05/22/2017 By: LF/BP 1 Room name Gath Kit 2 E>posed wall 43.5 It 0 It 3 Room height 93 It heat/bool 9.3 It heat/cool 4 Room dimensions 1.0 x 525.5 It 1.0 x 240.0 It 5 Room area 5255 W 240.0 W Ty Construction U-value or HTIVI Area Or) Load Area (w) Load number Btuh4F-fl Btuh4r) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat cool 6 12(3-0sw 0.097 ne 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 ne 0.00 0.00 0 0 0 0 0 0 0 0 4135-2fm 0.540 ne 0.00 0.00 0 0 a 0 0 0 0 0 13A.40cs 0.143 ne 3.73 2.90 209 137 512 397 0 0 0 0 1 G 4A5-2om 0.550 ne 14.35 22.14 0 0 0 0 0 0 0 0 G 4A5-2omd 0580 ne 15,14 27.72 72 0 1090 1996 0 0 0 0 0.097 so 0.00 0.00 0 0 0 0 0 0 0 0 GL1213-0sw 4135-2frn 0.540 se 0.00 0.00 0 0 0 0 0 0 0 0 G 4B5-2fm 0.540 se 0.00 0.00 0 0 0 0 0 0 0 0 13A-flocs 0,143 se 3.73 2.90 195 165 617 479 0 0 0 0 4A5-2om 0.550 so 14.35 21.01 30 5 431 630 0 0 0 0 4B5-2fm 0,540 se 14D9 24D9 0 0 0 0 0 0 0 0 V 12B-0sw 0.097 sw 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 sw 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 sw 0.00 0.00 0 0 0 0 0 0 0 0 4E5-2fm 0.540 sw 0,00 0.00 0 0 0 0 0 0 0 0 4B5-2(m 0540 sw 0.00 0,00 0 0 0 0 0 0 0 0 13A-4ocs 0.143 sw 3.73 2.90 0 0 0 0 0 0 0 0 4A5-2om 0550 sw 14.35 14.59 0 0 0 0 0 0 0 0G D 11DO 0.390 S'N 10.18 1227 0 0 0 0 0 0 0 0 t--G- 1213-0s,N 0.097 nw 0.00 0.00 a 0 0 0 0 0 0 0 4A5-2om 0550 nw 0DO 0.00 0 0 0 0 0 0 0 0 V 13A-flocs 0,143 nw 3.73 2.90 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 14.35 22.14 0 0 0 0 0 0 0 0 4A5-2orn 0.550 nw 14.35 22.14 0 0 0 0 0 0 0 0 1 4E5-2(m 0.540 nw 14.09 26.99 0 0 0 0 0 0 0 0 465-2fra 0.540 nw 14.09 23.59 0 0 0 0 0 0 0 0 PL-D 12C-0sw 0.091 2.38 1.51 0 0 0 0 186 165 391 248 11DO 0.390 n 10.18 1227 0 0 0 0 21 21 217 262 C 168-30ad 0,032 0.84 1.76 473 473 395 831 0 0 0 0 F lgc-lgcscp 0,049 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-Om 1.180 30.80 0.00 526 44 1340 0 240 0 0 0 6 c) AED excursion 161, 60 Envelope loss/gain 4384 4172 608 450 12 a) Infiltration 685 248 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Owipants P 230 0 0 0 0 Appliancestother 0 1200 Subtotal (lines6 to 13) 5069 4420 608 1650 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 759 328 311 203 14 Subtotal 5828 4748 919 1853 15 Duct loads 14% 58% 813 2761 149] 58% 128 1077 Total room load 6641 7509 1047 2930 Air required (cfm) I I I 1 01 157 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. 2018-Feb-26 10:24:37 Right-SuleO Uriversal 2018 18.0.11 RSU1 6877 Page 4 ss ALHG - W\Lot 105 3449 Cypress ALHG - W.rLp Cale-NU8 House (aces W AL wrightsoft, Right-JO Worksheet SYS 1 One Stop Cooling and Heating 7225 Sardscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 -9307 Web: www.OneStopCooling.com License: CAC032444 Job: Lot 105 3449 Cypress ALHG -... Date: 05/22/2017 By: LF(BP 1 Room name Stair 1 Pow 2 Exposed wall 15.0 If 6.0 It 3 Room height 9.3 It heat/cool 9.3 If heal/cool 4 Room dimensions 11.0 x 11.0 It 6.5 x 6.0 It 5 Room area 121.0 ft2 39.0 IF Ty Construction U-value Or HTM Area (ft2} Load Area (112) Load number Btutff-+) Btuh/ t2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Coal 6 UtJ 126-0sw 0.097 ne 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 ne 0.00 0.00 0 0 0 0 0 0 0 0 G 4B5-2fm 0.540 ne 0.00 0.00 0 0 0 0 0 0 0 0 13A-4ocs 0.143 ne 3.73 2.90 37 37 139 108 0 0 0 0 11 G 4A5-2om 0.550 ne 14.35 22.14 0 0 0 0 0 0 0 0 4A5-2omd 0.580 ne 15.14 27.72 0 0 0 0 0 0 0 0 12B-Osw 0.097 se 0.00 0.00 0 0 0 0 0 0 0 0 G 465-2fm 0.540 se 0.00 0.00 0 0 0 0 0 0 0 0 465-2fm 0.540 se 0.00 0.00 0 0 0 0 0 0 0 0 13A-4ocs 0.143 se 3.73 2.90 102 102 382 296 56 52 193 150 4A5-2om 0.550 se 14.35 21.01 0 0 0 0 0 0 0 0 465-2fm 0.540 se 14.09 24.09 0 0 0 0 4 0 56 96 12B-0sw 0.097 sw 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 sw 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 sw 0.00 0.00 0 0 0 0 0 0 0 0 4B5-2(m 0.540 sw 0.00 0.00 0 0 0 0 0 0 0 0 4B5-2fm 0.540 sw 0.00 0DO 0 0 0 0 0 0 0 0 13A-4ocs 0.143 sw 3.73 2.90 0 0 0 0 0 0 0 0 4A5-2om 0.550 sw 14.35 14.59 0 0 0 0 0 0 0 0 11 DO 0.390 sw 10.18 1227 0 0 0 0 0 0 0 0 12B-Osw 0.097 nw 0.00 0.00 0 0 0 0 0 0 0 0 4A5.2om 0.550 nw 0.00 0.00 0 0 0 0 0 0 0 0 13A-4ocs 0.143 rtw 3.73 2.90 0 0 0 0 0 0 0 0 4A5.2om 0.550 nw 14.35 22.14 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 14.35 22.14 0 0 0 0 0 0 0 0 4(35-2fm 0.540 nw 14.09 26.99 0 0 0 0 0 0 0 0 465.2fm 0.540 nw 14.09 23.59 0 0 0 0 0 0 0 0 P 12C-0sw 0.091 2.38 1.51 0 0 0 0 0 0 0 0 11 DO 0.390 n 10.18 1227 0 0 0 0 0 0 0 0 C 166-30ad 0.032 0.84 1.76 0 0 0 0 0 0 0 0 F 19C-19cscp 0.049 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpm 1.180 30.80 0.00 121 15 462 0 39 6 185 0 6 c) AED excursion 17 2 Envelope loss/gain 983 387 434 249 12 a) Infiltration 236 86 95 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) 1219 472 529 283 Lessexternal load 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 1219 472 725 318 14 Subtotal 0 0 1254 600 15 Dudloads 14 % 58*/ol 0 0 141/6 58% 175 349 Total room load 0 io 1429 949 Air required (cfm) 0 0 51 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrigFwtso^ ^""'""' f`tRigl> t-Sute®Urversa1201818.0.i1 RSU16877 2018-Feb-261024:37 5K Page ss ALHG - Mot 105 3449 Cypress ALHG - W.np Calc = W8 House faces: W wrightsoftx Right -JCS Worksheet SYS 1 One Stop Cooling and Heating 7225 Samiscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629.9307 Web: wwwOneStopCooling.00m License: CAC032444 Job: Lot 105 3449 Cypress A LHG - ... Date: 05/22/2017 By: LF/BP 1 2 3 4 5 Room name Exposedwall Room height Room dimensions Roam area Study 27.5 It 9.3 It heaVcool 1.0 x 125.5 It 125.5 ft' Foy 5.0 It 9.3 It heat/bool 1.0 x 173.0 It 173.0 111 Ty Construction number U-value Biuh4I2--F) Cr HTM BtuhfCI Area (ft) or perimeter (ft) Load Btuh) Area (III) or perimeter (ft) Load BWh) Heat Cool Gross N/P/S Heat Cool Grass N!P/S Heat Cool 6 11 V 12B-Osw 4A5-2om 4B5-2fm 13A-40cs 4A5-2om 4A5-2omd 12B-0sw 4B5-2fm 465-2fm 13A-4ocs 4A5-2om 4135-2fm 12B-09N 4A5.2om 4A5-2om 4135-2fm 4B5.2fm 13A-4ocs 4A5-2om 11 DO 12B-0sw 4A5-2om 13A-4ocs 4A5-2om 4A5-2om 4B5-2fm 4B5-2fm 12C-0sw 0.097 0,550 0.540 0.143 0.550 0.580 0.097 0.540 0.540 0.143 0.550 0.540 0.097 0.550 0.550 0.540 0.540 0.143 0.550 0.390 0.097 0.550 0.143 0.550 0.550 0.540 0.540 0.091 ne ne ne, ne ne ne se se se se se se sw sw sw sw sw sw sw sw nw nw rtw nw nw nw nw 0.00 0.00 0.00 3.73 14.35 15.14 0.00 0.00 0.00 3.73 14.35 14.09 0.00 0.00 0.00 0.00 ODO 3.73 14.35 10.18 0.00 0.00 3.73 14.35 14.35 14.09 14.09 2.38 0.00 0.00 0.00 2.90 22.14 27.72 0.00 0.00 0.00 2.90 21.01 24.09 0.00 0.00 0.00 0.00 0.00 2.90 14.59 12.27 0.00 0.00 2.90 22.14 22.14 26.99 23.59 1.51 0 0 0 0 0 0 0 0 0 112 0 0 0 0 0 0 0 107 15 0 0 0 37 0 0 0 0 0 0 0 0 0 0 0 0 0 0 112 0 0 0 0 0 0 0 92 13 0 0 0 37 0 0 0 0 0 0 0 0 0 0 0 0 0 0 417 0 0 0 0 0 0 0 343 215 0 0 0 139 0 0 0 0 0 0 0 0 0 0 0 0 0 0 323 0 0 0 0 0 0 0 266 219 0 0 0 108 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 47 0 24 0 0 0 0 0 0 0 107 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 23 0 24 0 0 0 0 0 0 0 107 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 84 0 244 0 0 0 0 0 0 0 254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 65 0 294 0 0 0 0 0 0 0 161 WW G I-G D P L-D 11 DO 16B-30ad 19C-19cscp 0.390 0.032 0.049 n 10.18 0.84 0.00 1227 1.76 0.00 0 2 0 0 2 0 0 2 0 0 4 0 0 3 0 0 3 0 0 2 0 0 4 0G F F 22A-pam 1.180 30.80 0.00 126 28 847 0 173 5 154 0 6 c) AED excursion 97 19 Envelope loss/gain 1963 1017 738 506 12 a) Infiltration b) Room ventilation 433 0 157 0 79 0 29 0 13 Internal gains: Qoatpants @ 230 Applianceslother 0 0 1 0 0 010 Subtotal (lines 6 to 13) 2396 1174 817 534 Less external load 0 0 0 0 14 15 Less transfer Redistribution Subtotal Ductloads 1 14% 58 % 0 242 2638 368 0 158 1332 7751 14 % 58 % 0 817 0 0 0 534 0 0 Total room load Air required (ctm) I I 3006 102107 113 0 0 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wriglrCsof!^ 2018-Feb-2610:24:37 Right- SuiwteCSUiversa120781$.0.11RSUi6877 Page6 ss A LHG - W\Lot 105 3449 Cypress A LNG - W .%p Calc = MJ8 House faces: W r wrightsoftx Right -JCS Worksheet SYS 1 One Stop Cooling and Heating C, rt Winter Park FL 32792 Pime: MOT 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOt eStopGooling.com License: CAC032444 Job: Lot 105 3449 Cypress A LHG - ... Date: 05/22/2017 By: LF/BP 1 Room name Din 2 Exposed wall 12.5 It 9.3 It heaUcool3Roomheight1.0 x 183.8 It4Roomdimensions183.8 If? 5 Room area Ty Construction U-value Or HTM Area (ft2) Load Area Load number BOAM-19 Btuh ) or perimeter (ft) Bluh) or perimeter Heat Cool Gross N/P/S Heat I Cool Gross NrP/S Heat Cool 6 126-0sw 0.097 ne 0.00 0.00 0 0 0 0 0 04A5-2om 0.550 ne 0.00 0.00 0 0 0465-2frn 0.540 ne 0.00 0.00 0 0 0 13A-4ocs 0.143 ne 3.73 2.90 0 0 0 0 0 11 4A5-2om 0.550 ne 14.35 22.14 0 0 0 4A5-2omd 0.580 ne 15.14 27.72 0 0 0 0 V/ 126-0sw 0.097 se 0.00 0.00 0 0 0 0 0 0I-G 4B5-2fm 0.540 se 0.00 0.00 0 0 L_.G 4B52fm 0.540 se 0.00 0.00 0 0 0 0 0 0 13A-4ocs 0.143 se 3.732.90 0 0 4A5- 2om 0.550 se 14.35 21.01 0 0 0 0 0 0 465-2fm 0.540 se 14.09 24.09 0 0 0 12B-09w 0.097 sw 0.000.00 0 0 0 4A5- 2om 0.550 sw 0DO 0.00 0 0 0 0 0 0 4A5-2om 0.550 sw 0.00 0.00 0 0 4B5. 2fm 0.540 sw 0.00 0.00 0 0 0 0 4B5- 2fm 0.540 sw 0DO 0.00 0 0 0 0 0 13A-4ocs 0.143 sw 3.73 2.900 0 0 4A5- 2om 0.550 sw 14.35 14.59 0 0 0 0 0 0 11DO0.390 sw 10.18 1227 0 0 0 126-0sw O.097 nw 0.00 0.00 0 0 0 4A5- 2om 0.5500. 143 nw nw 0. 00 3. 73 0. 00 2. 90 0 116 0 86 0 322 0 250 13A-4ocs 0 0 0 0 4A5-2om 0.550nw 14.35 22.14 30 0 431 664 4A5-2om 0.550nw 14.35 22.14 0 0 0 4B5-2fm 0.540nw 14.09 26.99 0 465- 2fm 0.540 nw 14.09 23.59 0 0 0 0 0 P12C-Osw 0.0912.38 1.51 0 0 0 11 DO0.390 n 10.18 1227 0 0 0 0 C 166-30ad 0.032 0.84 1.76 0 0 0 0 0 F19C-19c Scp 0.049 0.00 0.000 0 0 F 22A-tom 1.180 30.80 0DO 184 13 385 0 6 c) AED excursion 198 Envelope loWgain 1138 1112 12 a) Infiltration 197 71 0 b) Room ventilation0 13 Internal gains: Occupants@ 230 0 0 Appliancestother 0 Subtotal ( lines 6 to 13) 1334 1183 Less external load 0 0 0 Lesstransfer00 0 Redistribution1334118314Subtotal14% 580% 186 688 Ductloads15Total room load 1521 F871 110 01100Airrequired (dm) Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. l. h wrighc saftcg 2018- Feb-2610:24:37 Right- SutectUriversal201818.0.11 RSU16877 Pagel ss A LHG - Mot 105 3449 Cypress A LHG - W .rup Cale = MJ8 House faces: W A., 9w wrightsoft• Right-JO Worksheet SYS 2 One Stop Cooling and Heating 7225 Sand,,vove Cow, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407)629-9307 Web: wwwOmStopCootirg.com License: CAC032444 Job: Lot 105 3449 Cypress ALHG Date: 05/22/2017 By: LF/BP 1 Room name SYS 2 Vbrm 2 3 4 5 Exposed wall Room height Room dimensions Room area 198.9 it 9,0 It d 16463 W 55D it 9.0 It heatl000l 1.0 x 324.5 It 324,5 112 Ty construction number U-Value Btuh4f2-fl or HIM BtuhiW) Area (tr) or perimeter (it) Load Btuh) Area 011) or perimeter (ft) Load Btuh) Heat cool Gross N/P/S Heat cool Gross N/P/S Heat Cool 6 11 VL12B-Osw 4A5-tom 4B5-21m 13A-4ccs 4A5-tom 4A5-2omd 4135-2fm 0.097 U50 0.540 0.143 0.550 0.580 0.097 0.540 ne ne ne no ne ne se se 2.53 14.35 14D9 0.00 0,00 0.00 2.53 14.09 2,82 22.14 23.59 0.00 0.00 0.00 2.82 19.65 405 15 8 0 0 0 491 4 382 0 0 0 0 0 472 2 7 215 113 0 0 0 1194 56 1076 332 189 0 0 0 1329 79 167 15 0 0 0 0 176 0 152 0 0 0 0 0 176 0 384 215 0 0 0 0 444 0 427 332 0 0 0 0 495 0 G 2 T:-212B-Osw 0 4B5-2fm 13A-4ocs 4A5-tom 4B5-2fm 12B-Osw 4A5-2om 4A5-2om 4B5-2fm 4B5-2tm 13A'4ocs 0.540 0143 0550 0,540 0.097 0,550 0.550 0.540 0.540 0.143 s,- se sc sw sw sw sw sw sw 14D9 0.00 0,00 0.00 2.53 14.35 14,35 14,09 14.09 0,00 22.31 0.00 0.00 0.00 2,82 21.01 22.50 19.65 2054 0.00 15 0 0 0 405 45 15 6 15 0 3 0 0 0 324 8 3 3 5 0 211 0 0 0 820 646 215 85 211 0 335 0 0 0 913 946 337 118 308 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 0 0TDG0.0011DO4A5-2om 128-0sw 4A5-2om 13A-4ocs 4A5-2om 4A5-2om 4135-2fm 4B5-2frn 12C-0sw 11DO 16B-30ad 19c-19cscp 22A-tpm 0.550 0.390 0.097 0.550 0.143 0.550 0.550 0.540 0.540 0,091 0.390 0.032 0.049 1,180 Sw sN nw nw nw nw nw nw nw n 0.00 0,00 2,53 14,35 0,00 0.00 0DO 0.00 0.00 0,00 0,00 0.84 044 ODO 0 0.00 2B2 22.14 0,00 0.00 0.00 0.00 0.00 0.00 0.00 1.76 0.31 0,00 0 0 491 45 0 0 0 0 0 0 0 1646 419 0 0 0 446 0 0 0 0 0 0 0 0 1646 419 0 0 0 1128 646 0 0 0 0 0 0 0 1375 186 0 0 0 1255 996 0 0 0 0 0 0 0 2895 131 0 0 0 153 30 0 0 0 0 0 0 0 325 0 0 0 0 12-3 0 0 0 0 0 0 0 0 325 0 0 0 0 311 431 0 0 0 0 0 0 0 271 0 0 0 0 347 664 0 0 0 0 0 0 0 571 0 0 t--G V G R c F F 6 c) AED excursion 5961 43 Envelope loss/gain 8069 11835 2056 2878 12 a) Infiltration b) Room ventilation 3034 0 1098 0 839 01 304 0 13 Internal gains: 0ocupants@ 230 4 920 2 1 460 Appliances/other 1 500 0 Subtotal (lines 6 to 13) 11103 14353 28951 3641 14 15 Less external load Less transfer Redistribution Subtotal Duct toads 18% 1 451N.1 0 0 0 11103 2051 0 0 0 14353 6441 18%1 45% 0 0 0 2895 535 0 0 0 3641 1634 Total room load Air required (cfm) 1 1315410 20794 953 3430 0 5275 242 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed Rigli-Sute(& Unversal 2018 18.0.11 RSU1 6877 2018-Feb-26 10:24:37 4 (5K ._ss ALHG - W\Lot 105 3449 Cypress ALHG - W rup Calc = MJ8 House faces: W Page 8 AL- 9- wrightsoft, Right-JO Worksheet SYS 2 One Stop Cooling and Heating 7225 Sardscove Court, Wirqer Park, FL 32792 PhDne: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OriStopGooling.com License: CAGO32444 Job: Lot 105 3449 Cypress A LHG Date: 05/22/2017 By: LF/BP 1 Room name Tit K/bth 2 Exposed wall 0 ft 12.0 R 3 Room height 9.0 If heaV000l 9.0 It heall000l 4 Room dimensions 3.5 x 55 It 1D x 154B If 5 Room area 193 IF 154,8 ft' Ty Construction U-Value or HTIVI Area (fr) Load Area (ft) Load number BtuW-19 Btuh.V) or perimeter (ft) Btuh) or penmeter (ft) 6tuh) Heat Cool Gross N/RIS Heat Cool Gross NP/S Heat Cool 6 12B-0sw 0.097 no 2.53 2.82 0 0 0 0 0 0 0 0 4A5-2om 0,550 ne 14.35 22.14 0 0 0 0 0 0 0 0 4B5-2(m 0,540 ne 14,09 23.59 0 0 0 0 0 0 0 0 V6 13A'4ocs 0.143 ne 0.00 0.00 0 0 0 0 0 0 0 0 1 6 4A5'2om 0.550 ne 0DO 0DO 0 0 0 0 0 0 0 0 4A5-2omd 0.580 ne 0.00 0.00 0 0 0 0 0 0 0 0 12B-0sw 0,097 se 2,53 2.82 0 0 0 0 0 0 0 0T=GG 4135-21rn 0,540 se 14.09 19.65 0 0 0 0 0 0 0 0 4135-2frn 0,540 se 14,09 22.31 0 0 0 0 0 0 0 0 13A-4ocs 0.143 so 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 so 0.00 0.00 0 0 0 0 0 0 0 0 4135-21m 0.540 se 0.00 0,00 0 0 0 0 0 0 0 0 12EI-0sw 0.097 sw 2.53 2.82 0 0 0 0 0 0 0 0 4A5-2om 0.550 sw 14.35 21.01 0 0 0 0 0 0 0 0 4A5-2orn 0.550 sw 14.35 22.50 0 0 0 0 0 0 0 0 4135-2ftn 0.540 sw 14.09 19.65 0 0 0 0 0 0 0 0 465-2frn 0540 sw 14D9 20,54 0 0 0 0 0 0 0 0 T= 13A-flocs 0.143 sw 0.00 0DO 0 0 0 0 0 0 0 0 4A5-2om 0.550 f,,N ODO 0.00 0 0 0 0 0 0 0 0 11DO 0390 sw 0.00 0.00 0 0 0 0 0 0 0 0 t 12B Osw 0.097 nw 2,53 2.82 0 0 0 0 108 93 235 262 4A52om 0.550 nw 14.35 22.14 0 0 0 0 15 0 215 332G v 13A-4ocs 0.143 nw 0.00 OX)o 0 0 0 0 0 0 0 0 4A,5-2om 0550 nw 0.00 0.00 0 0 0 0 0 0 0 0 G 4A5-2om 0550 rrvv 0.00 0.00 0 0 0 0 0 0 0 0 465-2trn 0.540 nw 0.00 U0 0 0 0 0 0 0 0 0 465-2frn 0.540 nw 0.00 0.00 0 0 0 0 0 0 0 0 R 12C-Osw 0.091 0,00 0.00 0 0 0 0 0 0 0 0 11DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 c 1613-30ad 0.032 0,84 1.76 19 19 16 34 155 155 129 272 F lgc-lgcscp 0,049 0.44 0.31 0 0 0 0 0 0 0 0 F 22A-tom 1.180 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 1, 98 Envelope IoWgain 16 33 w 964 12 a) Infiltration 0 0 183 66 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) 16 331 763 1030 Less external load 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 0 0 3 5 14 Subtotal 16 33 766 1036 15 Duct loads 1 180/01 45% 1 3 is 18,/.l 141 465 r Total room load 19 48 907 1500 Air required ((*n) of 2 0 6111 Calculations approved by ACCA to meet all requirements of Manual J8th Ed. 2018-Feb-26 10:2437 Right-SuteS Unversal 2018 18.0.11 RSUI 6877 Page 9 ss A LHG - W\LoI 1,05 3449 Cypress A LHG - W.rk;) Calc = W8 House faces: W 9- wrightsoft, Right-J® Worksheet SYS 2 One Stop Cooling and Heating 7225 Sandscove Court, Winder Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopGoolitg.com License: CAC032444 Job: Lot 105 3449 Cypress A LHG - ... Date: 05/22/2017 By: LF/BP 1 Room name N wic 2 Exposed wall 31.5 It 0 It 3 Room height 9.0 ft heat/cool 9.0 It heat/== 4 Room dimensions 11.5 x 20.0 It 3.0 x 6.0 It 5 Room area 230.0 ft2 18.0 w Ty Construction number U-value BtuftV-fl Or HTM Btu V) Area (ft2 or perimeter (ft) Load Btuh) Area (ft2) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 T 128-0sw 4A5-2om 4B5-2fm 0.097 0.550 0.540 ne ne ne 2.53 14.35 14D9 2.82 22.14 23.59 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 G 13A4ocs 4A5-2om 0.143 0.550 ne ne 0.00 0.00 0.00 0,00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G 4A5-2omd 12B-09N 465-21m 0.580 0.097 0.540 ne se se 0.00 2.53 14.09 0.00 2.82 19.65 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LG 4B5-2(m 13A- 4ors 0. 540 0. 143 se se 14. 09 0. 0022. 310. 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5- 2om 4B5- 2fm 0. 550 0. 540 0. 097 se se sw 0. 00 0. 002. 530. 00 0. 002. 82 0 0 104 0 0 83 0 0 209 0 0 232 0 0 0 0 0 0 0 0 0 0 0 0 4A5- 2om 4A5- 2om 0. 550 0. 550 sw sw 14. 3514. 3521. 01 22. 50 15 0 3 0 215 0 315 0 0 0 0 0 0 0 0 0 t412B-0sw 4B5. 2fm 4135- 2fm 13A- 4ocs 0. 540 0. 540 0. 143 sw sw sw 14. 0914. 090. 00 19. 65 20, 54 0. 00 6 0 0 3 0 0 85 0 0 118 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5- 2om 11 DO 12B- Osw 0. 550 0. 390 0. 097 sw sw nw 0. 000. 00 2. 530. 000. 00 2. 82 0 0 180 0 0 180 0 0 456 0 0 507 0 0 0 0 0 0 0 0 0 0 0 0 jG4A5-2om 13A- 4ocs 0. 550 0. 143 nw nw 14. 350. 0022. 14 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5- 2om 4A5- 2om 4B5- 2(m 0. 550 0. 550 0. 540 nw nw nw 0. 000. 000. 000DO 0. 00 0, 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 465- 2tm 12C- Osw 0. 540 0. 091 rw 0.000. 000. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PD 11 DO 16B- 30ad 0. 390 0. 032 n 0.00 0. 840. 00 1. 76 0 230 0 230 0 192 0 404 0 18 0 18 0 15 0 32 CF 19C-19cscp 0.049 0.44 0.31 167 167 74 52 2 2 1 0 F 22A-4)m 1.180 0.000.00 0 0 0 0 0 0 0 0 6 c) AED excursion 89 1 Envelope loss/gain1230 1718 16 31 12 a) Infiltration b) Room ventilation 480 0 174 0 0 0 0 0 13 Internal gains: Occupantsr?a 230 0 0 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 1711 1892 16 31 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 5 10 16 31 14 Subtotal 1716 1903 0 0 15 Duct loads 18 % 45% 317 854 18% 45 % 0 0 Total room load 2033 12756 0 10 Air required (dm) 0 126 0 0 Calculations approved bV ACCA to meet all requirements of Manual J 8th Ed. id- wria t tsatt 2018-Feb-2610:24:37 1\ Right-SuiteftUniversal 2018 18.0.11 RSUt6877 Page 10 ss A LNG - WU.ot 105 3449 Cypress A LHG - W.np Calc = W8 House faces: W ALrF wrightsoft, Right-JO Worksheet SYS 2 One Stop Cooling and Heating 7225 Sandscove Court, Winter Park, Fi, 32 792 Phone: (407) 629 - 6920 Fax; (407)629-9307 Web: wwwOteStopCoolii)g.com Licerrse: CAC032444 Job: Lot 105 3449 Cypress A LHG Date: 05122/2017By: LF/BP 1 Room name 13th 3 Tlt3 2 Exposed wall 0 It 8.0 it 3Room height 9,0 It hoat/cool 9,0 It heat/cool 4 Roomdimensions 6.0 x 6.0 It 6.0 x 5.5 It 5 Room area 36.0 fl? 33.0 It' Ty Construction U- value or HTM Area OF) Load Area (fr) Load number BtutvW-+) Btuh/ W) or perimeter (4) Btuh) or perimeter (ft) 13tih) Heat Cool Gross N/PS Heat Cool Gross N/P/S Heat Cool 6 1213-09N 0.097 ne 253 2.82 0 0 0 0 0 0 0 0 4A5-2om 0. 550 ne 14.35 22.140 0 0 0 0 0 0 0 4135-2finn 0. 540 ne 14.09 23.590 0 0 0 0 0 0 0 13A-flocs 0. 143 ne 0.00 0.000 0 0 0 0 0 0 0 11 4A5-2om 0.550 no 0.00 0.000 0 0 0 0 0 0 0 4A5-2ornd 0. 580 ne 0.00 0.000 0 0 0 0 0 0 0 0.097 so 2.53 2.820 0 0 0 9 9 23 25 T:::12(3-0sw G4135-2trn 0,540 se 14.09 19.65 0 0 0 0 0 0 0 0 G 4135-2trn 0.540 so 14.09 22.31 0 0 0 0 0 0 0 0 13A-flocs 0. 143 se 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2onn 0. 550 a 0.00 0.000 0 0 0 0 0 0 0 4135-2(rn 0540 se 0.00 00 0 0 0 0 0 0 0 0 vk12B-Osw 0. 097 sw 2.53 282 00 0 0 54 47 118 131 4A5-2om 0. 550 sw 14.35 21.01 0 0 0 0 0 0 0 0 4A5-tom 0, 550 sw 14.35 22.500 0 0 0 0 0 0 0 4135-2trn 0. 540 sw 14.09 19,65 0 0 0 0 0 0 0 0 4B5-21na 0. 540 sw 14.09 20.540 0 0 0 8 3 106 154 13A-4ocs 0, 143 sw 0.00 0DO 00 0 0 0 0 0 0 4A5-tom 0, 550 sw 0.00 0.000 0 0 0 0 0 0 0 D 11DO 0. 390 sw 0.00 0.00 0 0 0 0 0 0 0 0 t--" 1213-0s,N 0.097 rrw2.53 2.82 0 0 0 0 9 9 23 25 4A5-tom 0.550 nw 14.35 22.14 00 0 0 0 0 0 0 0.143 nw 0. 00 0.00 0 0 0 0 0 0 0 0 4A5-tom 0.550 nw 0.00 0.00 00 0 0 0 0 0 0 N13A'4ocs 4A5-tom0, 550 nw 0,00 0.00 0 0 0 0 0 0 0 0 4135-2frin 0,540 nw 0,00 0.00 0 0 0 0 0 0 0 0 4135-21m 0.540 nw 0.00 ODO 0 0 0 0 0 0 0 0 R L-D 12C- Osw0.091 0.00 0.00 0 0 0 0 0 0 0 0 11DO 0,390 n 0.00 0.00 0 00 0 0 0 0 0 C 1613-30ad 0.032 0.84 1.76 36 36 30 63 33 33 28 58 F 19C-19csCP 0.04, 9 0.44 0.3136 36 16 11 33 33 15 10 F 22A-tDm 1.180 0.00 0DO 0 0 0 0 0 0 0 0 6 c) AED excursion 2 47 Envelope loWgain 46 72 311 451 12 a) Infiltration 0 0 122 44 b) Room ventilation 0 0 0 0 13 Internal gains: 0coupanisp 230 0 0 0 0 Appliancesiother 1 0 1 01 Subtotal (lines 6 to 13) 46 721 433 495 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 46 72 433 495 15 Duct loads 18% 450% 9 32 18% 451% 80 1 222 Tofal room load 55 105 513 717 Air required (cfm) 01 51 1 1 01 33 Calculations aggroved by ACCA to meet all requirements of Manual J 8th Ed. Ii-wrightssof2018-Feb-26 10: 24:37 Right-Suteg Universal 2018 18. 0.11 RSUI 6877 Page 11 ss ALHG - W\Lot 105 3449 Cypress A LHG - W.rup Calc = MJ8 House tares: IN 1. 9w wrightsoft, Right -JCS Worksheet SYS 2 One Stop Cooling and Heating 7225 Sandscove Court, Wir4er Park, Pl. 32792 Plane: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.0wStopCooIing.Gom License: CAG032444 Job: Lot 105 3449 Cypress A LHG Date: 05/22/2017 ay: LF/BP 1 Room name Brm 4 Wic 5 2 Exposed wall 14.4 It 5.5 0 3 4 Room height Room dimensions 9D It heatf000l 1.0 x 144.0 It 9.0 ft heal/cool 1,0 x 18.9 It 5 Room area 144.0 ff 18.9 fly Ty Con&ucton number U-Value Btut-ff-+) or HTM Btuh/f?) Area Or) or perimeter (ft) Load Btuh) Area (ft) or perimeter (ft) Load Btuh) Heat C004 Gross N,,P/S Heat Cool Gross N/P/S Heat Cool 6 V 1213-0sw 4A5-2om 4B5-2trn 0,097 0.550 0.540 ne ne ne 2.53 14.35 14D9 2.82 22.14 2159 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 13A-flocs 4A5-2om 0143 0.550 ne ne 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T12B' 4A5-2omd 09w 4B52frn 0,580 0.097 0.540 ne se se 0.00 2,53 14.09 0.00 2.82 19.65 0 32 0 0 32 0 0 80 0 0 89 0 0 0 0 0 0 0 0 0 0 0 0 0 G 465-M 13A-4ocs 0,540 0.143 se se 14.09 0.00 2231 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 4B5-2fm 1213-0sw 0.550 0.540 0.Q97 so se sw 0.00 0.00 2.53 0.00 0,00 2B2 0 0 99 0 0 77 0 0 194 0 0 216 0 0 50 0 0 50 0 0 125 0 0 139 4A5-2om 4A5-2om 0.550 0550 sm sw 14.35 14,35 21.01 22-50 0 15 0 3 0 215 0 337 0 0 0 0 0 0 0 0 4B5-2fm 4B5-2trn 0.540 0.540 0.143 sw s sw 14D9 14.09 0.00 19.65 20,54 0.00 0 8 0 0 3 0 0 106 0 0 154 0 0 0 0 0 0 0 0 0 0 0 0 0 f13A-flocs 4A5-2om 11DO 1213-0sw 4A5-2om 0.550 0390 0,097 0,550 0.143 SIN sw nw nw nw 0.00 0.00 2.53 14.35 0.00 0.00 0.00 2.82 22,14 0.00 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 0 D t-G vk13A-4ocs 4A5-2om 4A5-2om 485-2fm 0.550 0,550 0.540 nw nw nw 0.00 0,00 0.00 0.00 0.00 OX 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4B5-2fm 12C-Osw 0540 OD91 nw 0.00 0.00 0.00 0,00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0RL-D 11DO 1613-30ad 0.390 0.032 n 0.00 0.84 0.00 136 0 144 0 144 0 120 0 253 0 19 0 19 0 16 0 33C F 19C-19cscp 0.049 0.44 0.31 144 144 64 45 0 0 0 0 F 22A-4)m 1.180 0.00 0DO 0 0 0 0 0 0 0 0 6 c) AED excursion 131, 6 Envelope loss/gain 779 1225 141 167 12 a) Infiltration 221 80 84 30 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 ApplianoesVother 0 0 Subtotal (lines 6 to 13) 1000 15351 225 197 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1000 1535 225 197 15 Duct loads 1 18% 45% 1 185 689 18% 1 45o/oi 42 88 Total room load 1184 2224 266 2816 Air required (cm) 01 102 0 1313 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2018-Feb-26 1024 37 Right-SAeO Universal 2018 18,0.11 RSU1 6877 Page 12 ss ALHG - W\Lot 105 3449 Cypress ALHG - W.rLv Calc=MJ8 House faces: W LL 9- wrightsoft, Right -JCS Worksheet SYS 2 One Stop Cooling and Heating 7225 Sardscove Court, Winter Park, FI-32792 Plore:(407) 629 -6920 Fax: (407) 629 -9307 Web: www.OmStopCoolit-g.com License: CAC032444 Job: Lot 105 3449 Cypress A LHG Date: 05/22/2017 By: LFIBP 1 Room name Brim 5 Bth4 2 Exposed vQII 27.5 It U It 3 Room height 9D It heatlCciol 9.0 It heat/cool 4 Room dimensions 1D x 154A It 13.0 x 6.0 It 5 Room area 154.4 IV2 78,0 IF Ty Construction U-value Or HTM Area (ft) Load Area (tI2) Load number BtuW--'g Btuh/W) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Meat Cool Gross N/P'S Heat Cool Gross N/P/S Heat Cool 6 12B-0sw 0.097 ne 2.53 2.82 0 0 0 0 0 0 0 0 4A5-2orn 0550 ne 14.35 2214 0 0 0 0 0 0 0 0 485-2fm 0.540 ne 14.09 2159 0 0 0 0 0 0 0 0 13A-flocs 0,143 ne U0 0,00 0 0 0 0 0 0 0 0 1 4A5-tom 0.550 ne 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2omd 0.580 ne 0.00 0.00 0 0 0 0 0 0 0 0 12B-ob,N 0,097 se 2.53 2.82 108 108 273 304 54 50 127 141 4B5-2fm 0.540 se 14,09 19B5 0 0 0 0 4 2 56 79 4135-2fm 0,540 sr, 14.09 22.31 0 0 0 0 0 0 0 0 13A-4ocs 0143 se 0DO 0.00 0 0 0 0 0 0 0 0 4A5-tom 0550 so 0.00 0.00 0 0 0 0 0 0 0 0 4135-2fm 0.540 se 0.00 0.00 0 0 0 0 0 0 0 0 G 12B-0sN 0.097 sw 2,53 2.82 99 69 175 194 0 0 0 0 4A5-tom 0,550 sw 14.35 21.01 30 5 431 630 0 0 0 0 4A5-2om 0550 m 1435 22.50 0 0 0 0 0 0 0 0G G 4135-21m 0.540 sw 14,09 19.65 0 0 0 0 0 0 0 0 4135-21m 0,540 sw 14.09 20,54 0 0 0 0 0 0 0 0 13A-4ocs 0,143 sw 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 sw 0.00 0,00 0 0 0 0 0 0 0 0 11DO 0.390 sw 0,00 0.00 0 0 0 0 0 0 0 0 12B-0sw 0.097 nw 2.53 2.82 41 41 103 114 0 0 0 0 4A5-2orn 0.550 rrvv 1435 22,14 0 0 0 0 0 0 0 0 13A-flocs 0.143 nw 0,00 0.00 0 0 0 0 0 0 0 0 4A5-2om 0550 nw 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 0.00 0.00 0 0 0 0 0 0 0 0 4135-2frn 0,540 nw 0.00 0,00 0 0 0 0 0 0 0 0 4B5-2ftn 0.540 rvw 0.00 0.00 0 0 0 0 0 0 0 0 Q 12C-0sw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 11D0 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0,032 0.84 1.76 154 154 129 271 78 78 65 137 F lgc-lgcscp 0.049 0.44 031 0 0 0 0 0 0 0 0 F 22A-Mm 1.180 0.00 0,00 0 0 0 0 0 0 0 0 6 c) AED excursion 153, 16 Envelope loWgain 1110 1668 248 373 12 a) Infiltration 419 152 91 33 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1529 2050 340 406 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 409 478 14 Subtotal 1529 2050 748 884 15 Duct loads 1 181% 45% 2831 920 18'/.1 45% 138 397 Total room load 18121 2969 1 887 1281 Air required (dm) 0 136 0 59 Calculations approved by ACCA to meet all requirements of Manual J18th Ed, 4- 2018-Feb-26 1024.37 AF-4K ^-" " Right-Sule6 Universal 2018 1U.1 1 RSUl 6877 Page 13 ALHG-W\Lot1053449CypressALHG-W.rLp Calc.W8 House faces: W j L9- wrightsoft, Right -JCS Worksheet SYS 2 One Stop Cooling and Heating 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OrieStopCoolirxj.com License: (,AC032444 Job: Lot 105 3449 Cypress A LHG Date: 05/22/2017 By: LF/BP 1 Room name Stair 2 Bonus 2 3 Exposed vQII Room height 18.5 ft U If heaV000l 20.5 If 9D It heat(cool 4 5 Room dimensions Room area 1,0 x 100.0 ft 100.0 IF 1.0 x 280.6 ft 280.6 W Ty Construction number U-value Btuh42_fl Or HTM Btuh/tr) Area (fr) or perimeter (ft) Load Btuh) Area (w) or perimeter (ft) Load h) Heat Cool Gross N/P/S Heat Cool Gross I N/P./S Heat cool 6 11 1213-0sw 4A5'20M 4135-21rn 13A-flocs 4A5-2om 4A5-2omd 4135-2fm 0.097 0.550 0.540 0.143 0,550 0.580 0.097 0.540$a ne ne ne ne ne ne se 2.53 14.35 14.09 0.00 0.00 0.00 2.53 14D9 2.82 22.14 23,59 0,00 0.00 0.00 2.82 19,65 68 0 0 0 0 0 99 0 68 0 0 0 0 0 84 0 171 0 0 0 0 0 213 0 190 0 0 0 0 0 237 0 171 0 8 0 0 0 14 0 163 0 0 0 0 0 14 0 413 0 113 0 0 0 34 0 459 0 189 0 0 0 38 0T:::1213-0sw G G 4(35-2fm 13A-flocs 0.540 0.143 se se 14M 0.00 22.31 0.00 15 0 3 0 211 0 335 0 0 0 0 0 0 0 0 0 4A5-2om 465-2fm 126-Osw 4A5-2om 4A5-2om 0550 0.540 0.097 0.550 0.550 so se sw sw sw 0.00 0.00 2.53 14.35 14.35 0.00 0.00 2.82 21,01 22.50 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 0 G G G 465-21m 4135-21m 13A-4ocs 0.540 0.540 0,143 sw sw sw 14D9 14,09 0.00 19.65 20.54 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G 4A5-2om 11DO 1213-0sw 0.550 0.390 0,097 sw sw nw 0.00 0DO 253' 0.00 0.00 2.82 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G D t-G 4A5-2om 13A-flocs 0.550 0,143 nw nw 14.35 0.00 2214 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 4A5-2om 4135-2frn 0.550 0,550 0,540 rw nw nw 0.00 0.00 0.00 0.(X) 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4135-2frn 12C-Osw 0.540 0.091 ryw 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0P1D11DO 168-30ad 0,390 0.032 n 0.00 0.84 0.00 1.76 0 100 0 100 0 84 0 176 0 281 0 281 0 234 0 493C F 19C-19cscp Q.M 0.44 031 0 0 0 0 38 38 17 12 F 22A-tom 1.180 0.00 0,00 0 0 0 0 0 0 0 0 6 c) AED excursion 84 38 Envelope loss/gain 678 1021 811 1154 12 a) Infiltration 282 102 313 113 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 AppliancesViehor 0 0 0 0 0 0 Subtotal (lines 6 to 13) 1 961 1124 1123 1261 Lessex:tennal load 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 961 1124 555 652 14 Subtotal 0 01 1679 1919 15 Dudloads 18% 45% 0 0 18-/.l 45% 310 861, Total room load 01 I 1989 2780 Air required (ctm) 0 0 I , 0 127 fid- Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2018-Feb-26 1024:37 Right-SweOUniversal 2018 18.0.11 RSU16877 Page 14 W.rup Calc = MJ8 House faces: WssALHGW\Lot 105 3449 Cypress ALHG 1- wrightsoftA Right -JCS Worksheet S YS 2 One Stop Cooling and Heating 7225 Sardscove Court, Winter Park, FL 32792 Phore: (407) 629 - 6920 Fax (407) 629 - 9307 Web: www.OneStopGooling.com License: CAC032444 Job: Lot 105 3449 Cypress A LHG - ... Date: 05/22/2017 By: LF(BP 1 Room name faun 2 Erposed wall 0 ft 3 Room height 9.0 ft heal/cool 4 Room dimensions 1.0 x 54.9 ft 5 Room area 54.9 fie Ty Construction number U-value Btuh4F-fl Or HTM Btuh/(F) Area (fF) or perimeter (ft) Load Btuh) Area or perimeter Load Heat Cool Gross N/P/S Heat Cool Gross NiP/S Heat Cool 6 126-0sw 0.097 ne 2.53 2,82 0 0 0 0 4A5-2om 0.550 ne 14.35 22.14 0 0 0 0 4B5-2fm 0.540 ne 14.09 M9 0 0 0 0 13A-40cs0.143 ne 0.00 0.000 0 0 0 11 4A5-2om 0.550 ne 0.00 0.00 00 0 0 4A5-2omd 0,580 ne 0.00 0.00 00 0 0 12B-Osw 4B5-2fm 0.097 0.540 se se 2. 53 14.09 2.82 19.65 0 0 0 0 0 0 0 0 4B5- 2fm 0.540 se 14.09 22.31 0 0 0 0 13A-4ocs 0.143 se 0.00 0.00 0 0 0 0 4A5-2om 4B5-2fm 0.550 0.540 se se 0. 00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 126- 0sw 0.097 sw 2.53 2.82 0 0 0 0 4A5.2om 0.550 sw 14.35 21.01 0 0 0 0 4A5-2om 0.550 sw 14.35 22.50 0 0 0 0 465-2fm 0.540 sw 14.09 19.65 0 0 0 0 465-2fm 13A•4ocs 0.540 0.143 sw sw 14D9 0. 00 20.54 0.00 0 0 0 0 0 0 0 0 G 4A5- 2om 0.550 sw 0.00 0.00 0 0 0 0 D 11 DO 0.390 sw 0.00 0.00 0 0 0 0 Vj/ f-•-- G 126 -0sw 0.0 97 nw2.53 2.82 0 0 0 0 4A5-2om 0.550 nw 14.35 22.14 0 0 0 0 13A-4ocs 0.143 nw 0.00 0.00 0 0 0 0 4A5-2om 0.550 nw 0.00 0.00 0 0 0 0 4A5-2om 0.550 nw 0.00 0.00 0 0 0 0 465-21m 0,540 nw 0.00 0.00 0 0 0 0 465-2fm 12C-0sw 0.540 0.091 nw 0. 00 0.00 ODD0. 00 0 0 0 0 0 0 0 0 P I-D11 DO 16B-30ad 0.390 0.032 n 0. 00 0.84 0.00 1.76 0 55 0 55 0 46 0 96 C F19C- 19cscp 0.049 0.44 0.31 0 0 0 0 F 22A- tpm 1.180 0.00 0,00 0 0 0 0 6 c) AED excursion 17 Envelope loss< gain 46 79 12 a) Infiltration 0 0 b) Room ventilation 0 0 13 Internal gains: Ocaupants@ 230 0 0 ApplianceVother 500 Subtotal (lines 6 to 13) 46 579 Less external load 0 0 Less transfer 0 0 Redistribution 4 9 14 Subtotal 50 588 15 Dudloads I 18% 45%1 9 264 Total room load I I 59 1 852Air required ( dm) 0 39 Calculations approved by ACCA tomeet all requirements of Manual J 8th Ed. wrRghtsoft'^ 201$• Feb-261024:37 AC Pr w..•:...............„__, Right- SuteOUnversal2018 18.0.11 RSU16877 Page 15 ss A LHG - W1Lot105 3449 Cypress A LNG - W .rup Calc = W8 House faces: W wrightsoft Duct System Summary Job: Lot 105 3449 Cypress AL.. Date: 05/22/2017 SYS 1 By: LF/BP One Stop Cooling and Heating 7225 Sandscove Court, Wirler Park, FL 32792 Phone: (407% 629 - 6920 --ax: (407) 629 - 9307 Web: wwwOneStopCooling.com License: CAC032444 For: Park Square Homes 3830 Loon Lane, Sanford, FL 32773 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.253 /0.087 in H2O 0.124 in/1 00ft 0 Cfm 275 Cooling 0.50 in H2O 0.16 in H2O 0,34 in H2O 0.253 /0,087 in H2O 0.124 in/1 00ft 1160 cfm Name Design Btuh) Htg Cfm) CIg Cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Eqv Ln (ft) Trunk 6th 1 C 691 0 37 0.137 4.0 Ox 0 AFx 35.1 150.0 sty Din c 1871 0 100 0.176 6.0 Ox 0 AFx 187 125.0 SO Gath C 3754 0 202 0.170 8.0 Ox 0 AFx 24.3 125.0 SO Gatt'i-A C 3754 0 202 0.174 8.0 Ox 0 AFx 15.3 130.0 SO Gbrm C 2403 0 129 0.130 7.0 Ox 0 AFx 39.8 155.0 st5 Gbrm-A c 2403 0 129 0,129 7.0 Ox 0 AFx 41.3 155.0 st5 Kit C 2930 0 157 0.180 8.0 Ox 0 AFx 10.9 130.0 SO Pan C 738 0 40 0.153 4.0 OX0 VlFx 35.4 130.0 SO Pow C 949 0 51 0.127 5.0 Ox 0 VlFx 45.2 155.0 st4 awic C 2 0 0 0.137 4.0 Ox 0 VlFx 34.9 150.0 st5 Stwy c 2107 0 113 0,124 7.0 Ox 0 AFx 50.0 155.0 st4 Tiff C 2 0 0 0.137 4.0 Ox 0 VlFx 34.5 150.0 st5 Trunk Htg Cig Design Veloc Diam H x W Duct Name Type Cfm) cfm) FR fpm) in) in) Material Trunk st4 PeakAVF 0 164 0.124 470 8.0 0 x 0 VinlFlx SO sty PeakAVF 0 295 0.129 542 10.0 0 x 0 VinIFIx SO sti PeakAVF 0 1160 0.124 656 18.0 0 x 0 VinIFIx wrightsoft- 20 18-Feb-26 10:24 39 Z A- A - 1- 1-11'.-'-"- . . .... '.- RigII-Sute6UrvversaI2018 18.0.11 RSU16877 Page 1 A [.HG - Wlot 105 3449 Cypress A LHG - W.rufn Calc = MJS House faces: W I Return Branch Detail Table Name Grille Size (in) Htg Cfm) Cig Cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mal Trunk rb2 Ox 0 0 1160 70.2 0.124 656 18.0 Ox 0 AFx wrightsoft,, 2018-Feb-26 1024:39 Right-SuteSUndversal 2018 M0.11 RSU16877 Page 2 14C ,.Ss ALHG - Mot 105 3449 Cypress ALHG - W.rtp Cale =W8 House faces: W Duct K SuK maKy SYS 2 One Stop Cooling and Heating For: Park Square Homes 3830Loon Lane, Sanford, FL32773 Job: Lot 1nso«4yCypress xL— Date: 05/ 22/207 By. uFIep Heating Cooling External static pressure Pressure losses 016 inH20 0]8 nH2O Available static pressure 034 inH2O 0.34 inH2O Supply/ return available pressure 0.237/0.103 inH2O 0237/0.103 inH20 Lowest friction rate 0.143 in/100h 0.148 in/100ft Actual air flow U ohn 953 ohn Total effective length (TEL) 228 ft Name Design Btuh) Htg cfm) Clg Cfm) Design FR Diarn in) HxW in) Duct Matl Actual Ln ( ft) Ftg. Eqv Ln ( ft) Trunk Supply Trunk Detail Table Name Type cfm) cfm) FIR fpm) in) in) Material Trunk xo,o-Fob-c 10: 24s9 nwIV-omteOu*eoa/o/,o/ au.onau`oor/ Page Grille Htg Cig TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) cfm) cfm) ft) FR fpm) in) in) Opening (in) Matl Trunk rb4 Ox 0 0 140 69.0 0.149 522 7.0 Ox 0 VlFx rtl rbl Ox 0 0 813 65.1 0.158 583 16.0 Ox 0 IFx rtl Name Trunk Type Htg cfm) Cig cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk rti PeakAVF 0 953 0.149 683 16D 0 x 0 VinIFIx wrightsoftl' 2018-Feb-26 1024 39 Act:. Right-SuteO Urwersal 2018 18.0.11 RSU1 6877 Page 4 14C'C$" ssALHG-W,LotlOS3449Cypress ALHG-W.rLp Calc=WS House faces: W Static Pressure and Friction Rate Job: Lot 105 3449 Cypress AL.. wrightsoft, Date: 05/2212017 SYS 1 By: LF/BP One Stop Cooling and Heating 7225 Sand scove court, Winter Park, FL 32792 PN)na: (407) 629.6920 Fax (407)629-9307 Web: wwwOneStopCooliN.com License: CAC032444 Project Information For: Park Square Homes 3830 Loon Lane, Sanford, FL 32773 Available Static Pressure Heating Cooling in H2O} (in H2O} External static pressure 0.50 0.50 Pressure losses Coil 0 0 Heat exchanger 0 0 Supply diffusers 0.03 0.03 Return grilles 0.03 0.03 Filter 0.10 0.10 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.34 0.34 Total Effective Length Supply Return ft) ft) Measured length of run -out 14 20 Measured length of trunk 36 0 Equivalent length of fittings 155 50 Total length 205 70 Total effective length 275 Supply Ducts Return Ducts Friction Rate Heating in/1 00ft) 0.124 OK 0.124 OK Cooling in/1 00ft) 0.124 OK 0124 OK Fitting Equivalent Length Details Supply 4X=35, 11 M=20, 11 G=5, 11 G=5, 11 M=20, 11 1=1 0, 11 G=5, 1 A=35, 11 G=51 11 G=5, 11 G=5, 11 G=5: TotalEL=1 55 Return 6M=20, 5E1 =1 0, 11 G=5, 11 G=5, 11 G=5, 11 G=5: Total EL=50 wrlghtsoFt® 2018-Feb-26 10 24:39 Z K1. 1111- 1111.'-' 1 , --' Rigttt-SuteO Universal 2018 18,011 RSU1 6877 Page I A LHG - W\Lot 105 3449 Cypress ALHG - W.rup Calc = W8 House faces: W wrightsoft, Static Pressure and Friction Rate Job: Lot 105 3449 Cypress AL.. Date: 05/22/2017 SYS 2 B)r. LF/BP One Stop Cooling and Heating 7225 Sardscove Court, Wirker Park, FL 32792 Phone: (407; 629 - 6920 Fax: (407) 629 - 9307 Web: www.0neStopCoolirg.com Uoertse: CAC032444 Project Information For: Park Square Homes 3830 Loon Lane, Sanford, FL 32773 Available Static Pressure Heating Cooling in H2O) in H2O) External static pressure 0.50 050 Pressure losses coil 0 0 Heat exchanger 0 0 Supply diffusers 0.03 0.03 Return grilles 0.03 0.03 Filter 0.10 0.10 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.34 0.34 Total Effective Length Supply Return ft) ft) Measured length of run -out 17 4 Measured length of trunk 16 10 Equivalent length of fittings 125 55 Total length 159 69 Total effective length 228 I Friction Rate Supply Ducts Return Ducts Heating in/1 00ft) 0.149 OK 0.149 OK Cooling irvi0oft) 0.149 OK 0.149 OK Fitting Equivalent Length Details Supply 4X=35, 11 A=20, 11 G=5, 11 G=5, 11 G--5, 1 A=35, 11 G=5, 11 G=5, 11 G=5, 11 G=5: Total EL=1 25 Return 6M=201 11 G=5, 11 G=5, 5E1 =1 0, 11 G=5, 11 G=5, 11 G=5: TotalEL=55 rT!?htsoftI 201 8-Feb-26 10:24:39 Rigfl-Suteg Uriversal 2018 1&0.11 RSUI 6877 Page 2 ss A LHG - W\Lot 105 3449 Cypress A LHG - W.rup Calc = MJ8 House faces: W N RV VTR Level I 16X16 Gbrrn 1 14 l0X8 r'7 1 OX8 129 cfm 129 cfm 7" T' Ret Riser 16 x 16 18 l 8 RA Gath 4" 4 EF 1 VTW 1160cfm o 8x4Tito EF 1 VTW 0 cfm 1 Oxl 0-2 10x10-2 202 cfm Sup Riser / 202 cfm 37 cfrn FBB 2 8x4 4" Bth 1 8x4 Qwic0cfm FBB 1 Din dl 57 CfM 1 OX6 J 1 OX1 0-1 loocfm 4" Stair 1 Foyoy 8x4 40 cfm FBB 3 Pan EF 1 VEF1 loxl", 5l0xlQ5" 0 IEF1 = 50 CFM Fan EF2 = 80 CFM Fan PoPow EF3 = 110 CFM Fan EFL1 = 50 CFM Fan 113, 113 Om EFL2 = 80 CFM Fan 10> 1 OX8EFL3 = 110 CFM Fan VTR Vent to Roof 7 lox 10 VTW Vent to Wall DV = Dryer Vent RV = Range Vent StudStu, y Lineset Chase Condensate Thermostat 18/8 SRB = Small Reduction Box LRB = Large Reduction Box GARAGE FBB = Field Built Box 1 OX6 51 chn Job M Lot 105 3449 Cypress A LHG - W One Stop Cooling and Heating Scale: 1: 97 Performed by LF/LM for: Page 1 Park Square Homes 7225 Sandscove Court RightSuiteV UnNersal 2018 3830 Loon Lane 18.0.31 RSU21856WinterPark, FL 3-77 92 2019-Jan-0411:3250Sanford, FL. 32773 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 ess A LH G - W Redline 1-4-19.rup I I www.OneStopCooling.com I I N' t Mbrm 1 M 121 cirn 1 OX8 121 cfm Level 2 Ret Riser Sup Riser 18 " 1OX6 7" CF 69 cfm 18X18 Ttk7" 61. EF1 VTR 16 FI 2 ckn - 24x18RA 4" 8x,8 LRB 1 Mw< c \ 1OX10 2_16" 16 63cfm1 0x1 Q-2 63 cftn 5 On 8x4 Job M Lot 105 3449 Cypress A LHG - W Performed by LRCM for: Park Square Homes 3830 Loon Lane Sanford, FL 32773 DV\ V'FR Stair 2 7 Bonus 4" faun 1 OX8 r-, 8X4 127 0M 16 " 39cftn 24x18RA 1OX10 51, 59 CfMEF1 0VTR 813 cfm 1 OX6 7 Bth4 SRB 1 10 41OX107" 136 cfrn 4 1 M 140 cftn1OX10RA V\Iic5 1P9 EFI VTR 8x4 Bryn 4 0 33 cirri Brrn 5 TIt3 One Stop Cooling and Heating 7225 Sandscove Court Winter Park, FL 32792 Phone: ( 407) 629 - 6920 Fax (407) 629 - 9307 www. OneStopCooling.com Scale: 1 : 97 Page 2 Right - Suited Universal 2018 180. 31 RSU21856 2019- Jan-0411:32:51 essA LHG - W Redline 14-19,rup 15 U htV8a[s. Inc 776 Bennett Drive Longwood, Florida 32750 To: Local Building Department RE: Blower Door Test & Duct Leakage Test Reports Tbwhom itmay concern, K k u p ^ « ~ This letter ishorequest that the attached forms beaccepted for compliance ofthe 2O17Florida Building Code statute R402.4. 1.2 Envelope leakage testing (Blower Door Testing) and R403.3.3 Duct testing. The attached forms were provided by the Florida Building Commission as the accepted forms to be submitted. These forms are listed on the 2017 Florida Building Code, Energy Conservation Technical Assistance Manual, Document Number: TAM-2017-1.0, released February 02, 2018, pages R-78 through R'80(page numbers 1SQ-1G1). Web link provided for quick access Vothe TAM document httpsxttimyurl.cqn/2017FBC'TA&N These forms meet all three required Residential Energy Efficiency Compliance Paths listed under R401.2, Prescriptive, Performance, and Energy Rating Index (ERI) paths. VVeare working with building departments across Florida bustandardized the form submittal process and would like your department to allow these forms to meet compliance. If there are any issues with accepting these forms, please reach out to me directly and I will ensure that we submit any specific form that you will require. Tim Smith (407)-$ 51-3236 tanrith@151ightyeamm'omnn Respectfully, 15 Lightyears, Chief Operations Officer Energy Technical Advisor RESNET Quality Assurance Designee UECC Residential Energy Inspector/ Plans Examiner Member, Building Officials Association of Florida Member and Code Development Committee participating member Also, representative Aothe Florida Building Commissions, Energy Technical Advisory Committee for the 8OAF-CDC FORM R405.4.1-2017 Envelope Leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Ijurisdiction: Permit #: job Information Builder: Y22 munity: 4 49 Address: xirk-o Unit: City: State: L Zip: Lci _771 Air Leakage Test ReSURS Passing resulm most meet either the Performance, Prescriptive, or ERI Method 0 PRESCRIPTIVE METHOD- The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour at a pressure of 0.2 inch w.g. (50 pascals) in Climate Zones I and 2. RaERFORMANCE or ERI MIETHOD- The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceedingtheselectedACH(50) value, as shown on FORM R405-2017 (Performance) or R406-2017 (ERI), section labeled as Infiltration, sub -section ACH50, ACH(50) specified on Form R405-2017-Energy Cok (Performance) or R40C 2017 (ERI): I L—Z--i S" x 60 0, 4/ Methgd fgr calculating bul ding volume 2- ACH(50) CFM(50) B-01ding Volume 0 Retrieved from architectural plans A -PASS (Mechanical Ventilation is not required) 0 Code software calculated PASS (with Mechanical Ventilation) 0 Field measured and calculatedFA) L R402.4.1.2 Testing. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure or 0.2 Inch w.g. (50 Pascals), Testing shall be conducted by either Individuals as defined In Section 553,993(5) or (7), Florida Statues, or individuals licensed as set forth in Section 489.105(3)(f), (g), or (1) or an approved third 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. Duringtesting: 1.Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other Infiltration control measures. 2.Dampers including exhaust, intake, makeup air, back draft and flue dampers shall be closed, but not sealed beyond Intended Infiltration control measures, 3.lnterlor doors, if Installed at the time of the test, shall be open. 4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. S.Heating and cooling systems, If Installed at the time of the test, shall be turned off. 6.Supply and return registers, if installed at the time of the test, shall be fully open. Testing Company Company Name: 15 Ligh!years, Inc Phone: (855)-438-1515 1 hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of TesterDate of Test: Printed Name of Tester. Kyle Higgins License/ Certification #: BHEDTG Issuing Authority: RESNET I I FORkA R402-2017 Duct Leakage Test Report Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Ijurisdiction: Permit #: job Information Builder: llLot: ComamfilyLaionAddress: r. Unit: City: State: Zip: 3.2:2,7 Duct Leakage Test Results System 1 cfm25 System 2 cfm25 System 3 cfm25 Sum of any additional systems cfm25 Total of all systems cfm25 0 Prescriptive Method cfm25 (Total) To qualify as "substantially leak free" Qn Total must be less than or equal to 0.04 if air handier unit is installed. If air handier unit is not installed, Qn Total must be less than or equal to 0,03. This testing method meets the requirements in accordance with Section R403.33. Is the air handler unit installed during testing? Ej YES (gyQ",,) E]NO (sQ) erformance / ERI Method cfm25 (Out or Total) To qualify using this method, Qn must not be greater than the n proposed duct leakage Qn specified on Form R405-2017 or R406-2017. Tata[ of all Total Conditioned Leakage Type selected on Form Qn specified on Form R405-2017 systemsSquareFootageR405- 2017 (Energy Calcl or R406-2017 (Energy Calc) or R406-2017 I rorzfL. PASS DFAIL Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC380 by either individuals as defined in Section 553. 993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489,105(3)(f), (g) or (i), Florida Statutes. Testing Company Company Name: 15 Ligh!years, Inc Phone: - (855)-438-1515 1 hereby verify that the above duct leakage testing results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: Date of Test: Printed Name of Tester: Kyle Higgins Lice nse/Certification #: BHEDTG Issuing Authority: RESNET Certificate of Achievement THIS ACKNOWLEDGES THAT Kyle Higginj, AAS MET THE STANDARD REQUIRED BY RESNET, AS A CERTIFIED RATING FIELD INSPECTO12 RFI # BHEDTG Certification Date: November 11, 2018 Certification Expires: November 11, 2021 Tim Smith, RESN ET Quality Assurance Designee 15 1*1A0'*htvears9 / RESNET QA Provider # (1998-199)