Loading...
HomeMy WebLinkAbout2659 Magpie Way 18-4678 NEW SFHCITY OF SANFORD DEC If 2018 OBUILDING & FIRE PREVENTION ff PERMIT APPLICATION L4 CaApplicationNo: Documented Construction Value: $_54,!@&00 7's Job Address: 2659 Magpie Way, Sanford, FL 32773 Historic District: Yes No Parcel ID: 17-20-31-502-0000-0860 Residential X Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Title: Permitting Manager Phone:407-529-3135 Fax: Email:mparkison(dc parksquarehomes.com Property Owner Information Name Phone: Street: Resident of property? : No City, State Zip: Contractor Information Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Fax: 407-529-3001 City, State Zip: Orlando, FL 32811 State License No.: CRC1330351 Architect/Engineer Information Arch. / MJS Home Designs Arch. 407-629-6711 Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606 Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eng./ PO Box 530783, Debary FL 32753 Fax: City, St, Zip: 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. 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 L 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 of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. a• Signature of Own /Agent Date Vishaal Gupta Print Owner/Agent's e a 3 l82a-,, Sigiiatife of Notary -State of Florida Date . MICHELLE PARKISOIN o >' `' Notary Public - Stale of Florida h` c ; 1#; • = Commission # GG 157861 fiIIIVI, _ ' My Comm. Expires Nov 5, 2021 Bonded through National Nolary Assn. Owner/Agent is y mlivW11 L%J Ivik, o Produced ID Type of ID 1 31 Signature of Contractor/Agent Date Vishaal Gupta Print Contractor/Agent iganatu rySNota-ta' teoffoid Date' 8 r11-ow-n MIICHELLE P.ARKISONtaryPublic- Stale of FloridaCommission # GG 157861 Comm Expires Nov 5, 2021ndedthroughNationalNotaryAssn. ' Contractor/Agenn own to e or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: 14 -20• I$ UTILITIES: COMMENTS: ENGINEERING: 1K-re_ I Z-5-1 S FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. i arcelow-c-1 ca, i Rr4gc - I iytrt SA, Flood Zone: AT -rRC44ED of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: JIF Z- / f--1 4 Revised: June 30, 2015 Pennit Application m CITY OF SANFORD DEC 4 2018 BUILDING & FIRE PREVENTION PERMIT APPLICATION Y Application No: Documented Construction Value: $ 154,200.00 Job Address:, 2659 Magpie Way, Sanford, FL 32773 Historic District: Yes No Parcel ID: 17-20-31-502-0000-0860 Residential 0 Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Phone:407-529-3135 Fax: Name Street: City, State Zip: Title: Permitting Manager Email: mparkison(&arksquarehomes.com Property Owner Information Phone: Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Fax: 407-529-3001 State License No.: CRC1330351 Architect/Engineer Information Arch. / MJS Home Designs Arch. 407-629-6711 Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606 Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eng./ PO Box 530783, Debary FL 32753 Fax: City, St, Zip: Bonding Company: Address: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED -AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 511 Edition (2014) Florida Building Code Revised: June 30, 2015 Pennit Application r\ NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current 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. iw I a Signature of Own /Agent Date Vishaal Gupta Print Owner/Agent's ne a•3•Ig Signatute of Notary -State of Florida Date MICHELLE PARKISON o , x Notary Public- Slale of Florida Commission # GG 1 o My Comm. Expires Nov 5, 2021 r;;,' ;:' Bonded through lalional tiolaryAssn. Owner/Agent 1s o Produced ID Type of ID 1 •3• Signature of Contractor/Agent Date Vishaal Gupta Print Contractor/Agent' a•3•8 Signatu of Notary -State of Florid Date St MIICHELLE PARKISON Notary Public - Slate of Florida Commission # GG 157861k e My Comm. Expires Nov 5, 2021 Bonded through ; lalional `:olary Assn.. Contractor/Agen mownoMe-or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: l s u_l-N-1 r, Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: f'59 la SWASTE WATER: i' A BUILDING: Revised: June 30, 2015 Permit Application SERVICES DEPARTMENT Flood Zone Determination Request Form Name: Daphne Clark Firm: Park Square Homes Address: 5200 Vineland Road, Suite 200 City: Orlando State: FL Zip Code: 32811 Phone: 407-257-6940 Fax: Email: parksquare@permitspermitspermits.com Property Address: 2659 Magpie Way Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-0860 Phone Number: 407-529-3000 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) h is Kati nBip lr la lmli ii ,i iI'P Nh p l JIIi`Au`ti I)pl i, awis ly''9 .k amrty ir—a L e?h f M ha. 4)t ti+ ° Y'i Rr 41 Sri p',+ %€ h R„ r OFFICIALaUSE ONLY .e-`arve > . ` ..,._A Flood Zone: X Base Flood Elevation: NSA Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: W floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 18-4678 Reviewed by: Michael Cash, CFM Date: December 5, 2018 Application for Paved Driveway, WalkwayIncluding Right -of -Wayg9Y Fti°R;Landscaping in Right -of -Way187 www.sanfordfl.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 Sidewalk or Use & 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 0sidewalkconstructionover100squarefeetofconcreteorothermaterialonthesubjectparceland / or any construction of a a driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the Know whars below. size and location of the existing right—of-way and use shall be provided or application could be delayed. Call before you dig. 1. Project Location/Address: 9(.06q L Yt Wi C-Z, UvCA, —_ L ZG1-13 2. Proposed Activity: X Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: Construction of new driveway for new single family residence This application is submitted by: Property Owner. Signature: Address: 5200 Vineland Rd Suite 200 Orlando, FL 32811 Phone: (407) 529-3135 1 Fax: Print Name: Vishaal Gupta Email: mparkison@parksquarehomes.com Date: try -j- IQ Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read 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 i. Approved: )AAAEngineering Site Inspected by: Special Permit Conditions: Official Use Only Fee: Date: Date: Date: Date: 12 — 5'- ?o 18. Date: November 2015 ROW use Driveway.pof DESCRIPTION AS FURNISHED: Lot 86, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. PLOT' PLAN FOR/CERTIFIED TO: Park Square Enterprises, LLC a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America TRACT B STORMWATER TRACT) S 89043' 03" W 60.00' 24.80' 24.80' 24.80' 15.00' 14 0' 15.00' VU LANAI 16.0' 15.00, LOT 86 0 W d PROPOSED RESIDENCE 2392-BARCELONA-C 2 CAR GARAGE RIGHT O OOCOV'D. U O LOT 87 ^ 0 ENTRY LCj LOT 85 15.00' 8.0' O O N 1 1, 00' 3.0'x4.0' o AC 15,00' N SETBACKS AS FURNISHED FRONT = 25'(') REAR = 20' SIDE = 5' (40' LOT) 7.5' (60' LOT) 10' (75' LOT) SIDE STREET = 25' (60' & 75' LOT) 15' (40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM OF (2) IN SUCCESSION AT 25' PROPOSED = FINSHED SPOT GRADE ELEVATIONS PER DRAINAGE PLANS 3 111 ' 15.00" DRIVE 25.201. . — 25.20' — — 10' UTIL. ESMT. 1 361.64'4 P. WALK S 89043' 03" W (B.B) 60.00' 111A GPIE TVA Y 50' PRIVATE R/W) PLOT PLAN ONLY PLOT PLAN AREA CALCULATIONS NOT A SURVEY TOTAL LOT AREA 6,900 f SQUARE FEET FLATWORK ON/OFF LOT = TOTAL .t SQUARE FEET FLATWORK G DRIVE 40,3111 0= 513 t SQUARE FEET FOUNDATION/PAD 1,641 t SQUARE FEET PROPOSED DRAINAGE FLOW F WALKS 69/300= 369t SQUARE FEET REAR PATIO 117 t SQUARE FEET LOT GRADING TYPE A MOD Oe SOD 4,5601251 = 4,810 t SQUARE FEET FRONT PORCH DECK 99,t SQUARE,FEET PROPOSED F.F. PER PLANS = 24.2' Q POOL DECK N/A t SQUARE FEET NOTE: FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY CLIENT + NOT FIELD VERIFIED ' Cl? IISL'NWJKER-,SCOTT & ASSOC, INCH - LAND URV-'YOBS LEGEND - LEGEND - P = PLAT PAL. = POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 F FIELD TYP, = TYPICAL NOTES: IP. IRON PIPE PR.C. = POINT OF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRAC710E SET FORTH BY THE FLORIDA BOARD OFI.R. = IRON RED P.C.C. POINT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER W-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472,027. FLORIDA STATUESC.N. = CONCRETE MONUMENT BAD. RADIAL SET I.R. = 1/2' IR. r/BLB 4596 N.R. NON -RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND. ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID. REC, RECOVERED W.P. = WITNESS POINT J. THIS SURVEY WAS PREPARED FROM iTILE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICT70NS P.O.B. POINT OF BEGINNING CALC. • CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. P.O.C. PONT OF COMMENCEMENT PAX = PERMANENT REFERENCE MONUMENT 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. 2 CENTERLINE Ft. FINISHED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE REUED UPON BY ANY OTHER ENTITY. NtD NAIL 6 DISK B.S1.. = BUILDING SETBACK LINE R/W RIGHT-OF-WAY BH. BENCHMARK 6. DIMENSIONS SHOWY FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. ESMT. = EASEMENT B.B. BASE BEARING 7. BEARINGS, ARE„BASED ASSUMEDDATUM. AND ON THE LINE SHOWN AS BASE BEARING (B.B.) DRAIN. = DRAINAGE 8. ELEVA UTIL. UTILITY T7ONS:,,IF SHOWN, ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED. CLFC. = CHAIN LINK FENCE 9. CERTIFICATE. OF AUT!!ORIZA_ifON No. 4596. WD. FC. = WOOD FENCE C/ B = CONCRETE BLOCK P. C. POINT OF CURVATURE SCALE 1= = 20' — DRAWN BY: P. T. = PONT OF TANGENCY DESC. _ DESCRIPTION CERTIFIED BY: DA1F ORDER No. R = RADIUS L = ARC LENGTH PLOT PLAN 11-08-2018 7432— 18 ELTA C = CHORD C. B. = CHORD BEARING Z) NORTH ". THIS BUILDING\PROPERTY DOES NOT LIE WITHIN - THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRM' TOM X.. ?,RUSENhfEYER, R.L.S.- rY 4714 ZONE = X" MAP B 12117CO090 F (09-28-07) DAMES W.'5C0TT, R.L:S f/ 4801 -, COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 18100009 DATE: December 03, 2018BUILDINGAPPLICATION #: 18-10000929 BUILDING PERMIT NUMBER: 18-10000929 UNIT ADDRESS: MAGPIE WAY 2659 17-20-31-502-0000-0860 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 ENTERPRISES LLC ADDRESS": 5200 VINELAND ROAD STE 100 ORLANDO FL 32811 LAND USE: SINGLE FAMILY RESIDENCE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 2659 MAGPIE WAY / WYNDHAM PRESERVE / SFR FEE BENEFIT RATE UNIT TYPE DIST SCHED RATE CALC UNITS UNIT TYPE TOTAL DUE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 ROADS -COLLECTORS 1.000 dwl unit 705.00N/A Single Family Housing .00 1.000 dwl unitFIRERESCUEN/A 00 LIBRARY CO -WIDE ORD 00 Singgle Family Housing 54.00 SCHOOLS CO 1.000' dwl unit 54.00WIDEORD Single Family Housing 9,000..00 1.000 dwl unit 9,000.00PARKSN/A LAW ,ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 9,759.00 PERSONS ARE ADVISED THAT. THIS IS A STATEMENT OF FEES DUE UNDER THESEMINOLECOUNTYROAD, FIRLRESCUE, LIBRARY AND/OR EDUCATIONALISSUANCEOFABUILDING.PE IT. PERSONS. ARE ALSO ADVISED THAT ANY RIGHTS OF.THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES" MUST BE EXERCISED BY FILING'A WRITTEN REQUEST WITHIN 45 CALENDARDAYSOFTHEDATE'ABOVE, BUT NO'LATER'THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF_THE-COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE _PICKED UP, OR REQUESTED, FROM THE BUSINESS "OFFICE: 11,01 EAST. FIRST STREET, SANFORD FL, 32771; 407-665-7356.' PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 11'01 EAST FIRST STREET SANFORD., FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE. THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO,LONGER VALID IF A BUILDING PERMIT IS NOTISSUEDWITHIN60CALENDARDAYSFROMTHEDATEABOVE Grant Maloy, Of The Circuit Court & n t # 01901 9150 Book.-9299 Page-.1466; (1 PAGES)rRCDSeminole2/15/2019t3:441:05 PM REC FEE $10.00 THIS INSTRUMENT PREPARED BY Name Michelle Parkison Address 5200 Vineland Road Suite 200 Orlando Florida 32811 NOTICE O{F COMMENCEMENT L ) ` (7PermitNumber - DD t3 -10 Parcel ID Number 17-20-31-502-0000-0860 CERTIFIED COPY GRANT MALOY A= EM( OF THE C.IRCVF COURTJDCOr, P i ROL.r.Ei'? SE;viINC)L Ot:N-",; FLOI IDt, BY Date DEPUl' I' CLERK L 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 86 Wyndham Preserve Plat Book 81 / Pages 93-102 2659 Magpie Way, 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 Name and address Park Square Enterprises LLC 5200 Vineland Rd Suite 200 Orlando FL 32811 Interest in property Fee Simple Fee Simple Title Holder (if other than owner listed above) Name Address 4 CONTRACTOR Name Park Square Homes Phone Number 407-529-3000 Address 5200 Vineland Road Suite 200 Orlando Florida 32811 5 SURETY (If applicable, a copy of the payment bond is attached) Name N/A Address N/A Amount of Bond N/A 6 LENDER Name Fifth Third Bank Phone Number Address 5050 Kingsley Dr MD 1 MOC3J Cincinnati OH 45227 7 Persons within the State of Flonda Designated by Owner upon whom notice or other documents maybe served as provided by Section 713 13(1)(a)7 Florida Statutes Name Phone Number Address 8 In addition Owner designates to receive a copy of the Lienor s Notice as provided in Section 71313(1)(b) Florida Statutes Phone number 9 Expiration Date of Notice of Commencement (The expiration is 1 year from date of recording unless a different date is specified) WARNING TO OWNER ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713 PART I SECTION 713 13 FLORIDA STATUTES AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION IF YOU INTEND TO OBTAIN FINANCING CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT c Signature of Owner or Lessfie or ne feaAuthorized Officer[DuectodPartn r n Vishaal Gupta, Executive Vice President Print Name and Provide Signatory s TiHelORce) State of P 1CyA&-- County of 1 ' jam' `' f , The foregoing instrument was acknowledged before me this I 1 day of_J t ir l 20 by V IS hu o j Lt Who is personally known to me Its OR Name of perso make g statement who has produced identification type of identification produced COSINNE Ni DONOGHUE Notary Public - Stalo of Florida Notary Signature t Commission N GG 170872 T' ,„ My Comm Expaus Feb 8, 2022 LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: la. 3 lg I hereby name and appoint: an agent of David Mercer Park Sauare Homes Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): The specific permit and application for work located at: d(059 noaS %e -, . So r_,Fcsd F L Street Address) Expiration Date for This Limited Power of Attorney: License Holder Name: Vishaal Gupta State License Number: CRC1330351 Signature of License Holder: STATE OF FLORIDA COUNTY OF Orange The foregoing instrument was acknowledged before me this 3 day of_, 2001E , by Vishaal Gupta who is Xpersonally known to me or who has produced as identification and who did (did not) take a ath. a Sign re Notary Seal) Print or type name t 11CHELLEPARKISON Notary Public - State of Florida Notary Public -State of ns l:.if. .: M 61 Conim.E61rxpiesNov782021 Commission No. ( -1 Bcp Bonded m uuoh Narwai NoleryAssn. My Commission Expires: I I .5 Rev. 08.12) RECORD COPY FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 086 Barcelona C RHG Opt MBth - N Builder Name: Park Square Homes Street: 2659 Magpie Way Permit Office: City of Sanford State, Zip: Sanford , FL , Permit Number:# 1 8 _ / [ Owner: f V$ USA jr07City, Park Square Homes Jurisdiction: 691500v Design Location: FL, Orlando County: Seminole (Florida Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types (2911.7 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=11.0 1521.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1185.30 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 205.33 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (1483.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1483.00 ft2 6. Conditioned floor area above grade (ft2) 2413 b. N/A R= ft2 Conditioned floor area below grade (W) 0 c. N/A 11. Ducts R= ft2 R ft2 7. Windows(288.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 482.6 a. U-Factor: Dbl, U=0.55 165.00 ft2 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 64.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 47.0 SEER:16.00 c. U-Factor: Dbl, U=0.54 ,; 59.00 ft2 SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 45.5 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 2.759 ft. Area Weighted Average SHGC: 0.233 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2413.0 sqft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 1186.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 930.00 ft2 None c. other (see details) R= 297.00 ft2 15. Credits Pstat Glass/Floor Area: 0.119 Total Proposed Modified Loads: 70.87 PASSTotalBaselineLoads: 73.44 I hereby certify that the plans and specifications covered by Review of the plans and O, VE STATE this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance Digitally signed by Rafael lzquierdoRafaelIZCjuierdopate: 2o183,271e:25:42-05-00' with the Florida Energy Code. fnn ,ti O PREPARED BY: Before construction is completed DATE: this building will be inspected for compliance with Section 553.908 0 > I hereby certify that this buildi sl d, is in compliance Florida Statutes. r 5 CO3DwiththeFloridaEnergye. OWNER/AGEN f S BUILDING OFFICIAL: . DATE: DATE: Z' Compliance requires certification by the air handler 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 Qn 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. 11/27/2018 4:23 PM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 5 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT PROJECT Title: Lot 086 Barcelona C RHG Op Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 2413 Lot # 86 Owner Name: Park Square Homes Total Stories: 2 Block/Subdivision: WP of Units: 1 Worst Case: No PlatBook: Builder Name: Park Square Homes Rotate Angle: 0 Street: 2659 Magpie Way 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 , New/Existing: New (From Plans) Comment: CLIMATE Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site 97.5 % 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 2413 22072.8 SPACES Number Name Area Volume Kitchen Occupants Bedrooms- InfilID Finished Cooled Heated 1 1st Floor 1186 11029.8 Yes 1 1 1 Yes Yes Yes 2 2nd Floor 1227 11043 No 4 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Raised Floor 2nd Floor ---- ---- 131 ft2 11 0.29 0 0.71 2 Floor over Garage 2nd Floor ---- ---- 166 ft2 11 0.29 0 0.71 3 Slab -On -Grade Edge Insulatio 1 st Floor 127 ft 1186 ft2 0.29 0 0.71 4 Floor Over Other Space 2nd Floor ---- ---- 930 ft2 0.29 0 0.71 ROOF Roof Gable Roof Rad Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Barr Absor. Tested Tested Insul. (deg) 1 Hip Composition shingles 1563 ft2 0 ft2 Medium N 0.9 N 0.9 No 0 18.4 ATTIC Area RBS IRCCV # Type Ventilation Vent Ratio (1 in) 1 Full attic Vented 300 1483 ft2 N N 11 /27/2018 4:23 PM EnergyGauge@ USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 2 of 5 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1st Floor 30 Blown 1483 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar BelowoSpace 1 N Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft2 0 0.25 0.8 0 2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 8 0 9 4 74.7 ft2 0 0 0.8 0 3 E Exterior Frame - Wood 2nd Floor 11 54 6 9 0 490.5 ft2 0 0.25 0.8 0 4 E Exterior Concrete Block - Int Insul 1st Floor 4.1 44 6 9 4 415.3 ft2 0 0 0.8 0 5 S Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft2 0 0.25 0.8 0 6 S Exterior Concrete Block - Int Insul 1 st Floor 4.1 30 0 9 4 280.0 ft2 0 0 0.8 0 7 W Exterior Frame - Wood 2nd Floor 11 54 6 9 0 490.5 ft2 0 0.25 0.8 0 8 W Exterior Concrete Block - Int Insul 1st Floor 4.1 44 6 9 4 415.3 ft2 0 0 0.8 0 9 Garage Frame - Wood 1st Floor 11 22 0 9 4 205.3 ft2 0 0.25 0.8 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 N Insulated 1 st Floor None 39 3 8 24 ft2----- 2 Wood 1st Floor None 39- 2 8 -8 21.3 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. v 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 15.0 ft2 1 ft 4 in 1 ft 4 in Drapes/blinds None 2 n 1 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 ft 4 in 1 ft 4 in Drapes/blinds None 3 n 1 Metal Low-E Double Yes 0.54 0.25 N 12.0 ft2 1 ft 4 in 1 It 4 in Drapes/blinds None 4 e 3 Metal Low-E Double Yes 0.54 0.25 N 8.0 ft2 1 ft 4 in 1 ft 4 in Drapes/blinds None 5 e 3 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 ft 4 in 1 ft 4 in Drapes/blinds None 6 e 3 Metal Low-E Double Yes 0.54 0.25 N 15.0 ft2 1 ft 4 in 1 ft 4 in Drapes/blinds None 7 e 4 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 ft 4 in 11 ft 7 in Drapes/blinds None 8 e 4 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 8 ft 0 in 1 ft 4 in Drapes/blinds None 9 s 5 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 1 ft 4 in 1 It 4 in Drapes/blinds None 10 s 6 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 1 ft 4 in 1 It 4 in Drapes/blinds None 11 S 6 Metal Low-E Double Yes 0.58 0.25 N 64.0 ft2 7 ft 4 in 1 ft 4 in None None 12 w 7 Metal Low-E Double Yes 0.54 0.25 N 12.0 ft2 1 It 4 in 1 ft 4 in Drapes/blinds None 13 w 7 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 ft 4 in 1 ft 4 in Drapes/blinds None 14 w 8 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 ft 4 in 11 ft 0 in Drapes/blinds None 15 w 8 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 1 ft 4 in 11 ft 7 in Drapes/blinds None 16 W 8 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 ft 4 in 11 It 7 in Drapes/blinds None 11/27/2018 4:23 PM EnergyGauge@ USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 3 of 5 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 ft2 455 ft2 64 ft 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000407 2575.2 141.37 265.87 .2187 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ Split HSPF:9 45.5 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ Split SEER: 16 47 kBtu/hr 1410 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 50 gal 40 gal 120 deg— —None SOLAR HOT WATER SYSTEM - FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft2 DUCTS V # Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 482.6 ft Attic 120.65 Prop. Leak Free 2nd Floor --- cfm 72.4 cfm 0.03 0.50 1 1 11/27/2018 4:23 PM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 4 of 5 FnRM R4f15-Pn17 INPUT SUMMARY CHECKLIST REPORT TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin [ Jan [ Feb Mar A r May X Jun X Jul Aug Se Oct Nov Dec Heating `X Jan lX Feb tX Mar f Apr f May 4 Jun Jul Aulxl SeP Oct Nov Dec Ventin [ Jan [ Feb X Mar A r Ma Jun Jull 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 MASS Mass Type Area Thickness Furniture Fraction Space Default(8 Ibs/sq.ft. 0 ft2 0 ft 0.3 1 st Floor Default 8 Ibs/s .ft. 0 ft2 0 ft 0.3 2nd Floor 11/27/2018 4:23 PM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 5 of 5 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods ADDRESS: 2659 Magpie Way Permit Number: Sanford , FL , 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 enveloT)W 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 L/s/m2), when tested according to NFRC 400 or AAMA/ WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. 11/27/2018 4:23 PM EnergyGauge@ USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software 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 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. R403.1 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 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)(fy, (g)or (i)'1_Fl6`rida 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: 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 the manufacturer'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 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°C) or below 55°F (130C) 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. 11/27/2018 4:23 PM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software 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. Residential buildings designed to be operated at a positive indoor pressure or for mechanical ventilation shall meet the following criteria: 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 11/27/2018 4:23 PM EnergyGaugeO USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software 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. El 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 50oF (101C), and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F (4.8°C). R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 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 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. 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 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. 11/27/2018 4:23 PM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software 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. 11/27/2018 4:23 PM EnergyGaugeO USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 5 of 5 2017 EPL DISPLAY CARD ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 97 The lower the Energy Performance Index, the more efficient the home. 1. New home or, addition 1. New (From Plans) 12. Ducts, location & insulation level a) Supply ducts R 6.0 2. Single-family or multiple -family 2. Single-family b) Return ducts R 6.0 c) AHU location 2nd Floor 3. No. of units (if multiple -family) 3. 1 4. Number of bedrooms 4. 4 5. Is this a worst case? (yes/no) 5. No 6. Conditioned floor area (sq. ft.) 6. 2413 7. Windows, type and area a) U -factor: (weighted average) 7a. 0.555 b) Solar Heat Gain Coefficient (SHGC) 7b. 0.233 c) Area 7c. 288.0 8. Skylights a) U-factor;(weighted average) 8a. NA b) Solar Heat Gain Coefficient (SHGC) 8b. NA 9. Floor type, insulation level: a) Slab -on -grade (R-value) b) Wood, raised (R-value) c) Concrete, raised (R-value) 10. Wall type and insulation: A. Exterior: 1. Wood frame (Insulation R-value) 2. Masonry (Insulation R-value) B. Adjacent: 1. Wood frame (Insulation R-value) 2. Masonry (Insulation R-value) 11. Ceiling type and insulation level a) Under attic b) Single assembly c) Knee walls/skylight walls d) Radiant barrier installed 9a. 0.0 9b. 11.0 9c. 10A1. 11.0 10A2. 4.1 10131. 11.0 10132. 11 a. 30.0 11 b. 11 c. 11 d. No 13. Cooling system: Capacity 47.0 a) Split system SEER 16.0 b) Single package SEER c) Ground/water source SEER/COP d) Room unit/PTAC EER e) Other 14. Heating system: Capacity 45.5 a) Split system heat pump HSPF 9.0 b) Single package heat pump HSPF c) Electric resistance COP d) Gas furnace, natural gas AFUE e) Gas furnace, LPG AFUE f) Other 15. Water heating system a) Electric resistance EF 0.90 b) Gas fired, natural gas EF c) Gas fired, LPG EF d) Solar system with tank EF e) Dedicated heat pump with tank EF f) Heat recovery unit HeatRec% g) Other 16. HVAC credits claimed (Performance Method) a) Ceiling fans b) Cross ventilation No c) Whole house fan No d) Multizone cooling credit e) Multizone heating credit f) Programmable thermostat Yes Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. I certify that this home has complied with the Florida Building Code, Energy Conservation, 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 based9-kistalled code compliant features. Builder Signature:`- < Date: 1l ' 3U - 1 Address of New Home: 2659 Magpie Way City/FL Zip: Sanford, FL 11 /27/2018 4:23:42 PM EnergyGaugeg USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) 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 086 Barcelona C RHG Opt MBth - N Builder Name: Park Square Homes Street: 2659 Magpie Way Permit Office: City of Sanford City, State, Zip: Sanford , FL , Permit Number: Y U Owner: Park Square Homes Jurisdiction: 691500 Design Location: FL, Orlando c 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 dropped ceiling/soffitanyg /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 sealed. with a material having a thermal resistance of R-3 Knee walls shall be sealed. per inch 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 subfloor 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 Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space 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 Ds. 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 izytpnri hi hincl piping 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 sorinkler cover plates and walls or ceffilInas. a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400. 11/27/2018 4:24 PM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 Project Summary Job: Lot 086 Barcelona C RHG ... wrightsoft® i Date: 07/02/2017 Entire House By: LF/LM One Stop Cooling and Heating Plan: RHG 7225 Sandscove CoW, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopGoolirg.com License: CAGO32444 For: Park Square Homes 2659 Magpie Way, Sanford, FL Notes: Weather: Orlando Executive AP, FL, US Winter Design Conditions Summer Design Conditions Outside db Inside db Design TD Heating Summary 44 OF 68 OF 24 OF Structure 20419 Btuh Ducts 3299 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 23719 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heating Cooling Area (ft2) 2504 2504 Volume (ft3) 22889 22889 Air changes/hour 0.41 0.21 Equiv. AVF (cfm) 156 80 Heating Equipment Summary Make Trane Trade TRANE Model 4TW R6048H1 AHRI ref 7563627 Efficiency Heating Input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 28 OF 9 HSPF Outside db 93 OF Inside db 74 OF Design TD 19 OF Daily range L Relative humidity 50 Moisture difference 46 grAb Seri:,__._ --: sible Cooling Equipment Load;Sizing Structure - 21273 Btuh- Ducts 11232 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh 45500 Btuh @ 47°F 0 OF 0 cfm 0 cfm/Btuh 0.50 in H2O Use manufacturer's data n Rate/swin multiplier 0.98 Equipme%mensible load 31725 Btuh Latent Cooling Equipment Load Sizing Structure 3488 Btuh Ducts 2317 Btuh Central vent (0 ctm) 0 Btuh none) Equipment latent load 5805 Btuh Equipment Total Load (Sen+Lat) 37530 Btuh Req. total capacity at 0.75 SHR 3.5 ton Cooling Equipment Summary Make Trane Trade TRANE Cond 4TWR6048H1 Coil TEM6AOD48H41++TDR AHRI ref 7563627 Efficiency 13.0 EER,16 SEER Sensible cooling 35250 Btuh Latentcooling 11750 Btuh Total cooling 47000 Btuh Actual air flow 1567 cfm Air flow factor 0.048 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.85 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Filwriohtsoft- 2018-Nov-2312:39.44 e• •••^^^• •<, • M Right-Sute@Uriversal 2018 18.0.31 RSU16202 Page 1 ACCk L Templot 086 Barcelona C RHG Opt MBth- N.rnp Calc= MA Front Door faces: N t - wrightsoft° Right-M Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCooling.com License: CAC032444 Job: Lot 086 Barcelona C RHG Opt.. Date: 07/02/2017 Byy: LF/LM Pfan: RHG 1 Room name Entire House FOY 2 Exposed wall 296.0 ft 17.5 It 3 Room height 9.1 It d 9.3 It heaUcool 4 Room dimensions 1.0 x 168.0 It 5 Room area 2503.5 ft2 168.0 ftz Ty Construction U-value Or HTM Area (ft) Load Area OF) Load number Btuh4 -F) Btuh/W) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 1213-0sw 0.097 n 2.31 2.89 270 239 552 690 0 0 0 0 G 4A5-2om 0.550 n 13.09 13.51 15 0 196 203 0 0 0 0 465-2fm 0.540 n 12.85 13.78 4 0 51 55 0 0 0 0 4B5-2fm 0.540 n 12.85 13.78 12 0 154 165 0 0 0 0 11 13A-4ocs 0.143 n 3.40 3.00 74 50 172 151 74 50 172 151 D 11 DO 0.390 n 9.28 12.54 24 24 223 301 24 24 223 301 128-0sw 4A5-2om 0.097 0.540 e e 2.31 12.85 2.89 29.73 491 8 453 0 1045 103 1306 238 0 0 0 0 0 0 0 0 4A5-2om 0b50 e 13.09 27.55 15 0 196 413 0 0 0 0 4135-2fm" 0.540 e 12.85 29.73 15 0 193 446 0 0 0 0 13A-4ocs 0.143 e 3.40 3.00 414 395 1344 1183 88 73 250 220 4A5-2om 0.550 e 13.09 27.55 15 0 196 413 15 0 196 413 f-G 4135-2fm 0.540 e 12.85 13.78 4 8 51 55 0 0 0 0 y/ 126.0sw 0.097 s 2.31 2.89 270 240 554 693 0 0 0 0 G 4A5-2om 0.550 s 13.09 13.51 30 60 393 405 0 0 0 0 13A-4ocs 0.143 s 3.40 3.00 279 185 630 554 0 0 0 0 4A5-2om 0.550 s 13.09 13.51 30 60 393 405 0 0 0 0 4A5-2omd 0.580 s 13.80 16.02 64 128 883 1025 0 0 0 0 12B-0sw 0.097 w 2.31 2.89 491 464 1070 1338 0 0 0 0 4A5-2om 0.540 w 1Z85 29.73 12 0 154 357 0 0 0 0 4A5-2om, 0.550 w 13.09 27.55 15 0 196 413 0 0 0 0 13A-4ocs z 4A5 2o6 0.143 0.550 w w 3.40 13.09 3.00 27.55 414 15 365 0 1242 196 i ,1093 413 r ti _ 0 0 0 0 0 0 0 0 4A5-2om 0.550 w 13.09 27.55 30 0 393 827 0 0 0 0 485-2fm 0.540 w 12.85 29.73 4 0 51 119 0 0 0 0 P 12C Osw 0.091 2.17 1.57 205 183 397 288 0 0 0 0 11 DO -" 1613-30ad 0.390 0.032 n 9.28 0.76 12.54 1.78 21 1488 21 1488 198 1133 267 2650 0 0 0 0 0 0 0 0C F 19A-Obscp 0.295 2.64 2.06 132 132 348 272 0 0 0 0 F 19C-19csm 0.049 0.40 0.32 165 165 67 52 0 0 0 0 F ' , 22A-tprn _ 1.180 28.08 0.00 1191 127 3567 0 168 18 491 0 6 c) AED excursion 0 31 Envelope loss/gain 16341 16790 1332 1116 12 a) Infiltration 4078 1632 246 98 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 Appliancestother 5 1150 1700 0 0 0 Subtotal (lines 6 to 13) 20419 21273 1 1577 1214 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 1577 1214 14 Subtotal 20419 21273 0 0 15 Duct loads 16 % 53 % 32991 11232 16 % 53 % 0 0 Total room load 23719 32505 0 0 Air required (cfm) I 0 1567 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. fl- wrig F tsoft^ 2018-Nov-231239:44 4C P Right -Suite® Universal 2018 18.0.31 RSU16202 Page L Temp\Lot 086 Barcelona C RHG Opt MBth- N.rp Calc = MJ8 Front Door faces: N wrightsoft' Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Cotat, W inter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopGoolirg.com License: CAC032444 Job: Lot 086 Barcelona C RHG Opt.. Date: 07/02/2017 By: LF/LM Plan: RHG 1 Room name LOFT DIN 2 Exposed wall 16.0 It 34.5 It 3 Room height 9.0 It heaVomol 9.3 It heaUmol 4 Room dimensions 1.0 x 281.8 It 14.0 x 13.0 It 5 Room area 281.8 ft' 182.0 ft' Ty Construction number U-value BtuMF--F) Or HTM Btuh/W) Area (ftz) or perimeter (ft) Load Btuh) Area 012) or perimeter (ft) Load Stuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12B-Osw 0.097 n 2.31 2.89 0 0 0 0 0 0 0 0 4A5-2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0G 4135-2fm 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0 L G 4135-2fm 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0 11 13A-flocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 D 11 DO 0.390 n 928 12.54 0 0 0 0 0 0 0 0 1213-0sw 4A5-2om 0.097 0.540 e a 2.31 12.85 2.89 29.73 18 0 18 0 42 0 52 0 0 0 0 0 0 0 0 0 4A5-2om 0.550 e 13.09 27.55 0 0 0 0 0 0 0 0 465-2fm 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0 13A-4ocs 4A5-2om 465-2fm 0.143 0.550 0.540 e e a 3.40 13.09 12.85 3.00 27.55 13.78 0 0 0 0 0 0 0 0 0 0 0 0 121 0 0 121 0 0 411 0 0 362 0 0 y/ 128-0sw " 0.097 s 2.31 2.89 0 0 0 0 0 0 0 0 G 4A5-2om 0.550 s 13.09 13.51 0 0 0 0 0 0 0 0 13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 130 100 341 300 4A5-2om 0.550 s 13.09 13.51 0 0 0 0 30 30 393 405 4A5-2omd 0.580 s 13.80 16.02 0 0 0 0 0 0 0 0 y/ 1213-0sw 0.097 w 2.31 2.89 126 114 263 329 0 0 0 0 4A5-2om 4A5-2om 0.540 0.550 w w 12.85 13.09 29.73 27.55 12 0 0 0 154 0 357 0 0 0 0 0- 0 0 0 0I3G 13A-,4ocs _: 4A5-2om 0.143 0.550 w w 3.40 13.09 3.00 27.55 0 0 0 0 0 0 0 0 70 0 70 0 237 0 209 0 4A5-2om 465-2(m 12C Osw 0.550 0.540 0.091 w w 13.09 12.85 2.17 27.55 29.73 1.57 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0PI D 11 DO .-. 1613-30ad 0.390 0.032 n 9.28 0.76 12.54 1.78 0 282 0 282 0 215 0 502 0 176 0 176 0 134 0 313C F 19A-Obscp 0.295 2.64 2.06 0 0 0 0 0 0 0 0 F_ 19C-19cscp 0.049 0.40 0.32 6 6 2 2 0 0 0 0 F 22A-tpm 1.180 28.08 0.00 0 0 0 0 182 35 969 0 6 c) AED excursion 102 73 Envelope loss/gain 676 1344 2485 1517 12 a) Infiltration b) Room ventilation 217 0 87 0 484 0 194 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 893 1431 2969 1710 Less external load 0 0 0 0 Lesstransfer Redistribution 0 141 0 262 0 0 0 0 14 Subtotal 1034 1693 2969 1710 15 Ductloads 16% 53% 167 894 16% 53% 480 903 Total room load Air required (cm) I 120210 2586 125 3449 0 2614 126 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. FW wrightsotFt' 2018-Nov-2312:39:44 Right-State®Uraversal201818.0.31 RSU16202 Paget L Temp\Lot 086 Barcelona C RHG Opt MBth - N.np Calc = MJ8 Front Door faces: N wrightsoft° Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwoneStopCooling.com License: CAC032444 Job: Lot 086 Barcelona C RHG Opt.. Date: 07/02/2017 By: LF/LM Plan: RHG 1 Room name GATH KIT 2 Exposed wall 32.0 It 11.5 it 3 Room height 9.3 ft heat/oDol 9.3 It heaV000l 4 Room dimensions 1.0 x 286.0 ft 13.5 x 11.5 It 5 Room area 286.0 ft2 155.3 ft2 Ty Construction number U-value Btuh4F-09 Or HTM Btuh/f?) Area (ft2) or perimeter (ft) Load Btuh) Area 09 or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12B Osw 4A5-2om 4135-21m 0.097 0.550 0.540 n n n 2.31 13.09 1225 2.89 13,51 13.78 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 11 L G 465-2(m 13A-4ocs 0.540 0.143 n n 12.85 3.40 13.78 3.00 0 0 0 0 0 0 0- 0 0 0 O 0 0 0 0 0Vt/ L-D 11 DO 0.390 n 928 12.54 0 0 0 0 0 0 0 0 G 126-0sw 4A5-2om 0.097 0.540 e e 2.31 12.85 2.89 29.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L G 4A5-tom4135-2fm 0.550 0.540 e' a 13.09 12.85 27.55 29.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-4ocs 4A5-2om 465-2fm 0.143 0.550 0.540 e e e 3.40 13.09 12.85 3.00 27.55 13.78 0 0 0 0 0 0 0 0 0 0 0 0 107 0 0 107 0 0 364 0 0 320 0 0 1 12B-0sw 4A5-2om 0.097 0.550 s s 2.31 13.09 2.89 13.51 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0G ti 13A-4ocs 0.143 s 3.40 3.00 149 85 289 254 0 0 0 0 4A5-2om 4A5-2omd 0.550 0.580 s s 13.09 13.80 13.51 16.02 0 64 0 64 0 883 0 1025 0 0 0 0 0 0 0 0 126-0sw 4A5-2om 4A5-20m _ 0.097 0.540 0.550 w w w 2.31 12.85 13.09 2.89 29.73 27.55 0 0 0.--- 0 0 0 0 0 0- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0G 13A-4ocs _ 4A5-2om 0.143 0.550 w w 3.40 13.09 3.00 27.55 149 15 119 0 404, 196 356 413 0 0 0. 0 0 0 0 0 4A5-2om 465-2fm4,_ 12C Osw 0.550 0.540 0.091 w w 13.09 12.85 2.17 27.55 29.73 1.57 15 0 0 0 0 0 196 0 0 413 0 0 0 0 0 0 0 0 0 0 0 0 0 0PI c-D 11DO 166-30ad 0.390 0.032 n 928 0.76 12.54 1.78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0C F 19A-Obscp 0.295 2.64 2.06 0 0 0 0 0 0 0 0 IF 19C-19cscp 0.049 0.40 0.32 0 0 0 0 0_ 0 0 0 F 22A-tpm _ 1.180 28.08 0.00 286 32 899 0 155 12 323 0 6 c) AED excursion 41 65 Envelope loss/gain 2868 2503 687 256 12 a) Infiltration 449 180 161 65 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 0 0 Appliances/other 0 11200 Subtotal (lines 6 to 13) 3317 2682 848 1520 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 479 331 439 191 14 Subtotal 3796 3013 1288 1712 15 Duct loads 16 % 53% 613 1591 16 % 53% 208 904 Total room load 4410 4604 1 14961 2615 Air required (dm) I 0 222 0 126 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. tti wrigFstsoft- 2018-Nov-2312.39:44 9C A " "" """" Right-Suite®Urrversal 2018 18.0.31 RSU16202 Page 3 L Temp\Lot 086 Barcelona C RHG Opt MBth- N.rup Calc = MJ8 Front Door faces: N f- wrightsoft° Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Coat, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCooling.com License: CAC032444 Job: Lot 086 Barcelona C RHG Opt.. Date: 07/02/2017 Byy: LF/LM Plan: RHG 1 Room name BED/OFFI WIC 2 Exposed wall 10.0 it 5.0 ft 3 Room height 9.3 ft heaU000l 9.3 ft heaUcool 4 Room dimensions 11.0 x 10.0 ft 5.0 x 5.0 it 5 Room area 110.0 ftz 25.0 ft' Ty Construction U-value Or HTM Area (ft) Load Area (ftz) Load number BtuhWfl Btuh/ftz) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12B-torn 0. 550 n 2.31 2.51 0 0 0 0 0 0 0 0 4A5- tom OS50 n 13.09 13.51 0 0 0 0 0 0 0 0 4B5- 2fm 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0 11 4B5- 2fm 13A- 4ocs 0. 540 0. 143 n n 12. 85 3. 40 13. 78 3. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D 11 DO 0.390 n 9.28 12.54 0 0 0 0 0 0 0 0 12B- Osw 4A5- 2om 0. 097 0. 540 e e 2. 31 12. 85 2. 89 29. 73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G 4A5- 2om 4B5- 2fm 0. 550 0. 540 e a 13. 09 12. 85 2755 29. 73 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 13A- 4ocs 4A5- 2om 4B5- 2fm 0. 143 0. 550 0. 540 e e e 3. 40 13. 09 12. 85 3. 00 27. 55 13. 78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12B- Osw 4A5- 2om 0. 097 0. 550 s s 2. 31 13. 09 2. 89 13. 51 0 0 0 0 0 0 0 0 0 0 0 0 0 0- 0 0 13A- 4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 4A5- 2om 4A5- 2omd 0. 550 0. 580 s s 13. 09 13. 80 13. 51 16. 02 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12B- 0sw 4A5- 2om 4A5- 2om`. 0. 097 0S40 0. 550 w w w 2. 31 12. 85 13. 09 2. 89 29. 73 27. 55 0 0 0-.- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A- 4ocs 4A5- 2om 0. 143 0. 550 w w 3. 40 13. 09 3. 00 27. 55 93 0 78 0 265 0 234 0 47 0 47 0 158 0 139 0 4A5- 2om 4B5- 2tm 12C- Osw 0. 550 0. 540 0. 091 w w 13. 09 12. 85 2. 17 27. 55 29. 73 1. 57 15 0 0 0 0 0 196 0 0 413 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PL- D 11 DO . 16B- 30ad 0. 390 0. 032 n 928 0. 76 12. 54 1. 78 0 0 0 0 0 0 0 0 0 0 0" 0 0. O 0 0 CF 19A-Ob6cp 0.295 2.64 2.06 0 0 0 0 0 0 0 0 F 19C-19cscp 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F _ 22A-tpm 1.180 28.08 0.00 110 10 281 0 25 5 140 0 6 c) AED excursion 131 7 Envelope loss/gain 743 778 299 132 12 a) Infiltration 140 56 70 28 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) 883 1064 369 161 Less external load 0 0 0 0 Lesstransfer 0 0 0 0 14 Redistribution Subtotal 365 1248 281 1346 0 369 0 161 15 Duct loads 16 % 53 % 202 711 16 % 530 60 85 Total room load Air required (cfm) 1450 0 2056 99 428 10 245 12, Calculations approved byACCAto meet all requirements of Manual J 8th Ed. Ii. F wrightsoR 2018-Nov-2312:39:44 Right- Suite®Urrversal201818.0.31 RSU16202 Page L Templet 086 Barcelona C RHG Opt MBth- N.rup Cale= MJ8 Front Door faces: N 1- wrightsoft' Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wvvw.OneStopCoolirg.com License: CAC032444 Job: Lot 086 Barcelona C RHG Opt.. Date: 07/02/2017 Byy: LF/LM Pfan: RHG 1 Room name HALL STR1 2 Exposed wall 0 ft 7.5 it 3 Room height 9.3 ft heat/cool 9.3 it heaVoDol 4 Room dimensions 1.0 x 44.0 it 1.0 x 65.3 ft 5 Room area 44.0 ft2 65.3 112 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number BtuhR +2 BtuhV) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vtl 12B-0sw 0.097 n 2.31 2.89 0 0 0 0 0 0 0 0 4A5-2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0 4B5-2fm 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0 I-G- GG 4B5-2rm 0.540 n 12.85 13.78 0 0 0 0-. 0 0 0 0 11 13A-4ocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 t-D 11 DO 0.390 n 928 12.54 0 0 0 0 0 0 0 0 126-0sw 0.097 e 2.31 2.89 0 0 0 0 0 0 0 0 4A5-2om 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0 4A5-2om ° 0.550 e 13.09 27.55 0 0 0 0 0 0 0 0 485-2fm. 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0 VIJ 13A-4ors 0.143 e 3.40 3.00 0 0 0 0 70 70 237 209 4A5-2om 0.550 e 13.09 27.55 0 0 0 0 0 0 0 0 4B5-2fm 0.540 e 12.85 13.78 0 0 0 0 0 0 0 0 V 12B-0sw 0.097 s 2.31 2.89 0 0 0 0 0 0 0 0 t-G 4A5-2om 0.550 s 13.09 13.51 0 0 0 0 0 0 0 0 13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 s 13.09 13.51 0 0 0 0 0 0 0 0 V---CGG 4A5-2omd 0.580 s 13.80 16.02 0 0 0 0 0 0 0 0 126-0sw 0.097 w 2.31 2.89 0 0 0 0 0 0 0 0 4A5-2om 0.540 w 12.85 29.73 0 0 0 0 0 0 0 0 4A5-2om 0.550 w 13.09 27.55 0-- 0 0 0 0 0 0 0 13A-4ocs. 0.143 w 3.40 3.00 0' 0 0 0 0 0 0 0 4A52om ,' 0.550 w 13.09 27.55 0 0- 0 0 0 0 0 0 4A5-2om 0550 w 13.09 27.55 0 0 0 0 0 0 0 0 4135-2fm 0.540 w 12.85 29.73 0 0 0 0 0 0 0 0 P 12C Osw` 0.091 2.17 1.57 0 0 0 0 0 0 0 0 11 DO 0.390 n 928 12.54 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.76 1.78 0 0 0 0 0 0 0 0 F 19A-Obscp 0.295 2.64 2.06 0 0 0 0 0 0 0 0 F 19C-19cscp 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-tpm; 1.180 28.08 0.00 44 0 0 0 65 8 211 0 6 c) AED excursion 0 10 Envelope loss/gain 0 0 448 199 12 a) Infiltration 0 0 105 42 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) 0 0 553 241 Less external load 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 0 0 553 241 14 Subtotal 0 0 0 0 15 Duct loads 16% 53% 0 0 16% 53% 0 0 F1 Total room load -T 0 0 0 0 Air required (dm) 0 0 0 0 Calculations awroved by ACCA to meet all requirements of Manual J 8th Ed. FW wrightsoR 2018-Nov-2312:39:44 Right-Sute®Universal 2018 18.0.31 RSU16202 Page 5 L Templot 086 Barcelona C RHG Opt MBth- N.rup Calc = MJ8 Front Door faces: N wrightsoft' Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Court, W inter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCooling.com License: CAC032444 Job: Lot 086 Barcelona C RHG Opt.. Date: 07/02/2017 Bgy LF/LM Pfan: RHG 1 Room name BTH1 LAUN 2 Exposed wall 6.0 ft 3.0 It 3 Room height 9.3 ft heaVcuol 9.3 It heaVcnol 4 Room dimensions 11.5 x 6.0 It 1.0 x 86.5 it 5 Room area 69.0 i2 86.5 ft' Ty Construction number U-value Btuh4F--°F) Or HTM Btuh/ft2) Area (ft) or perimeter (ft) Load Btuh) Area (ftz) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 128-0sw 0. n 2. 2. 0 0 0 0 0 0 0 4A5-tom 0.550550 n 13.00 9 13.5151 0 0 0 0 0 0 0 00 4135-2fm 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0 485-2fm " 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0 11 13A-4ocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 D 11 DO 0.390 n 928 12.54 0 0 0 0 0 0 0 0 126-0sw 0.097 e` 2.31 2.89 0 0 0 0 0 0 0 0 4A5-2om 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0 4A5-2om 0.550 e 13.09 27.55 0 0 0 0 0 0 0 0 465721m ,. 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0 V J G 13A-4ocs 0.143 e 3.40 3.00 0 0 0 0 28 24 81 72 4A5-2om 4135-2tm 0.550 0.540 a e 13.09 12.85 27.55 13.78 0 0 0 0 0 0 0 0 0 4 0 4 0 51 0 55G V J 12B-0sw 0.097 s 2.31 2.89 0 0 0 0 0 r 0 0 0 T-G 4A5.2om 0.550 s 13.09 13.51 0 0 0 0 0 0 0 0 13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 0,550 s 13.09 13.51 0 0 0 0 0 0 0 024A5-2om 4A5.2omd 0.580 s 13.80 16.02 0 0 0 0 0 0 0 0 Ut/ 1213-0sw 4A5-2om 0.097 0.540 w w 2.31 12.85 2.89 29.73 0 0 0 0 0 0- 0 0 0 0 0 0 0 0 0 0 4A5-2om = 0.550 w' 13.09 27.55 0 0 0 0 0 0. 0 0 13A-40cs 4A5-2om 0.143 0.550 w w 3.40 13.09 3.00 27.55 56 0 52 0 176 0 155 0 0 0 0 0' 0 0 0 0 4A5-2om 4B5-2fm 12C-Osw 0.550 0.540 0.091 w w 13.09 12.85 2.17 27.55 29.73 1.57 0 4 107 0 0 107 0 51 232 0 119 168 0- 0 98 0 0 76 0 0 165 0 0 120PI D 11D0 .. 0.390 n. 928 12.54 0 0 0 0 21 21 11198 267 C 1613-30ad 0.032 0.76 1.78 0 0 0 0 0 0 0 0 F 19A-Obscp 0295 2.64 2.06 0 0 0 0 0 0 0 0 F 19C-19c= 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-tpm ; 1.180 28.08 0.00 69 6 169 0 87 3 84 0 6 c) AED excursion 33 42 Envelope loss/gain 628 475 580 472 12 a) Infiltration b) Room ventilation 84 0 34 0 42 0 17 0 13 Internal gains: Occupants @ 230 0 0 0 0 Applianoesiother 0 500 Subtotal (lines 6 to 13) 712 508 622 989 Less external load 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 0 0 847 652 14 Subtotal 712 508 1469 1641 15 Duct loads 16 % 53 % 115 268 16 % 53 % 237 866 Total room load 827 777 1706 2507 Air required Pal) 0 37 0 121 Calculations awroved WACCAto meet all requirements of Manual J 8th Ed rw 201 B-Nov-231 2:39:44 r Right-Suite®Unversal2018 18.0.31 RSU16202 Page 6 L Temp\Lot 086 Barcelona C RHG Opt MBth- N.rup Calc = MJ8 Front Door faces: N wrightsoft° Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OmStopCooling.com License: CAC032444 Job: Lot 086 Barcelona C R H G Opt.. Date: 07/02/2017 Byy: LF/LM Pfan: RHG 1 Room name WED MTOI 2 Exposed wall 46.0 It 3.5 It 3 Room height 9.0 ft heaV000l 9.0 ft heaV000l 4 Room dimensions 1.0 x 320.3 ft 3.5 x 5.5 ft 5 Room area 320.3 ft2 19.3 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area M) Load number Btuh4F---F) Btuh/Itz) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 126-0sw 0.097 n 2.31 2.89 0 0 0 0 0 0 0 0 4A5-2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0 4135-2fm 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0 4135-2fm 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0 11 13A-4ocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 D 11 DO 0.390 n 928 12.54 0 0 0 0 0 0 0 0 0. 540 e 2.31 2. 73 110 110 270 338 0 0 0 04A5-2o4A5-tom. 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0 4A5-2om 0.550 e 13.09 27.55 0 0 0 0 0 0 0 0 465-2tm 0.540 e 12.85 29.73 0 0 0 0 0. 0 0 0 13A-4ocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 e 13.09 27.55 0 0 0 0 0 0 0 0 4135-2fm 0.540 e 12.85 13.78 0 0 0 0 0 0 0 0 J 126-0sw' 0.097 s 2.31 2.89 149 119 274 342 32 32 73 91 t-G 4A5.2om 0.550 s 13.09 13.51 30 30 393 405 0 0 0 0 tl13A- 4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 s 13.09 13.51 0 0 0 0 0 0 0 0 4A5-2omd 0.580 s 13.80 16.02 0 0 0 0 0 0 0 0 1213-0sw 0.097 w 2.31 2.89 149 134 308 385 0 0 0 0 4A5-2om 0.540 w 12.85 29.73 0 0 0. 0 0 0 0 0 4A5-2om 0.550 w 13.09 27.55 15 0 196 413 0 0 0 0 13A-4ocs - 0.143 w 3.40 3.00 0/ 0- 0 0 0 0 0 0 4A5 2om 0.550 w 13.09 27.55 0 0- 0 0 0 0 0 0T-G 4A5-2om 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0 465-2(m 0.540 w 12.85 29.73 0 0 0 0 0 0 0 0 P 12C Osw" 0.091 2.17 1.57 0 0 0 0 0 0 0 0 11D0 _ 0.390 n 928 12.54 0 0 0 0 0 0 0 0 C 166-30ad 0.032 0.76 1.78 320 320 244 570 19 19 15 34 F 19A-Obscp , 0.295 2.64 2.06 120 120 317 247 0 0 0 0 F 19C-19cscp 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-tpm 1.180 28.08 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 82 6 Envelope losstgain 2001 2619 87 119 12 a) Infiltration 625 250 48 19 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 2 460 0 0 Applianoes/other 0 10 Subtotal (lines 6 to 13) 2626 3329 135 138 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2626 3329 135 138 15 Duct loads 1 16 % 53 % 424 1758 16 % 53 % 22 73 Total room load 1 3051 5087 157 211 Air required (cfm) 0 245 0 10 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. A - 2018-Nov-2312:39:44 AC6k Right-Suite®Universal 201818.0.31 RSU16202 Pagel L Temp\Lot 086 Barcelona C RHG Opt MBth- N.rnp Calc = MJ8 Front Door faces: N wrightsoft' Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Coot, Winder Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopGooling.com License: CAC032444 Job: Lot 086 Barcelona C RHG Opt.. Date: 07/02/2017 Byy: LF/LM Pfan: RHG 1 Room name MBTH KWIC 2 Exposed wall 21.5 If 8.0 It 3 Room height 9.0 ft heaU000l 9.0 ft heaUcool 4 Room dimensions 1.0 x 136.0 It 10.5 x 8.0 ft 5 Room area 136.0 ft' 84.0 ttz Ty Construction number U-value BtuMt2-°F) Or HTM Btuh ) Area (ft2) or perimeter (ft) Load Btuh) Area OF) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 yJ 126 4A5-20tom 4B5-2rm 0. 0.550550 0.540 n n n 2.31 13.09 12.85 2. 13.5151 13.78 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 11 G 4135-2fm 13A-4ocs 0.540 0.143 n n 12.85 3.40 13.78 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0V>/ L-D 11DO 1213-0sw 4A5-2om . 0.390 0.097 0.540 n e e 9.28 2.31 12.85 12.54 2.89 29.73 0 104 8 0 96 0 0 220 103 0 276 238 0 0 0 0 0 0 0 0 0 0 0 0G 4A5-2om 465-2frn 0.550 0.540 e e 13.09 12.85 27.55 29.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ 13A-4ocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0 4A5-20m 0.550 a 13.09 27.55 0 0 0 0 0 0 0 0II-G- G 4135-2fm 0.540 e 12.85 13.78 0 0 0 0 0 0 0 0 Vf/ 12B-0sw 4A5-2om 0.097 0.550 s s 2.31 13.09 2.89 13.51 90 0 90 0 208 0 260 0 0 0 0 0 0 0 0 0G 13A-4ocs 4A5-2om 4A5-2omd 0.143 0.550 0.580 s s s 3.40 13.09 13.80 3.00 13.51 16.02 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 tj 126 Osw 4A5-2om 4A5-2om 0.097 0.540 0.550 w w w 2.31 12.85 13.09 2.89 29.73 27.55 0 0 0---__ 0 0 0 0 0 0 0 0 0 72 0 0 72 0 0 166 0 0 208 0 0 G 13A-4ocs 4A54om - 0.143 0.550 w w 3.40 13.09 3.00 27.55 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 4135-2frn 12C-Osw `' 0.550 0.540 0.091 w w 13.09 12.85 2.17 27.55 29.73 1.57 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0PI L-D 11DO 16B-30ad 0.390 0.032 n 928 0.76 1254 1.78 0 136 0 136 0 104 0 242 0 84 0. 84 0 64 0 150C F 19A-Olscp 0.295 2.64 2.06 0 0 0 0 0 0 0 0 F 19C-19cscp 0.049 0.40 0.32 0 0 0 0 0 0_ 0 0 F 22A-tpm 1.180 28.08 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 8 16 Envelope losstgain 635 1023 230 341 12 a) Infiltration 292 117 109 43 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliancestother 0 0 Subtotal (lines 6 to 13) 927 1140 339 385 Less external load 0 0 0 0 14 Less transfer Redistribution Subtotal 0 187 1114 0 341 1482 0 0 339 0 0 385 15 Duct loads 16% 53% 180 782 16% 53% 55 203 Total room load Air required (cfm) 1293 0 2264 109 394 0 588 28 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wrightsoTt 2018-Nov-23 12:39:44 A` "^"' '-Right-SUteOUniversal 201818.0.31 RSU16202 Page L Temp\Lot 086 Barcelona C RHG Opt MBth- N.rgp Calc = MJ8 Frond Door faces: N wrightsoft° Right-M Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCoolirg.com License: CAC032444 Job: Lot 086 Barcelona C RHG Opt.. Date: 07/02/2017 Bgy LF/LM Pfan: RHG 1 Room name I BED3 2 Exposed wall 0 ft 27.0 ft 3 Room height 9.0 ft heaV000l 9.0 it heaVocol 4 Room dimensions 3.5 x 5.5 ft 1.0 x 139.3 ft 5 Room area 19.3 ft' 139.3 112 Ty Construction number U-value Btuh41 °F) Or HTM Btuw) Area (ft) or perimeter (ft) Load Btuh) Area 011) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V+/ 126-Osw 0. n 2.31 0 0 0 0 99 84 194 242 4A5-2om 0.550550 n 13.09 1351351 0 0 0 0 15 0 196 20303 4B5-2fm 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0 t-((;' 4B5-2fm 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0 11 13A-4ocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 D 11 DO 0.390 n 928 12.54 0 0 0 0 0 0 0 0 G 4A5-2om 0.097 0.540 e a 2.31 12.85 2.89 29.73 0 0 0 0 0 0 0 0 18 0 18 0 42 0 52 0J 12B-0sw 4A5-2om 4135-2fm 0.550 0.540 e e' 13.09 12.85 27.55 29.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-4ocs 4A5-2om 0.143 0.550 e a 3.40 13.09 3.00 27.55 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4135-2fm 0.540 e 12.85 13.78 0 0 0 0 0 0 0 0 126-0sw 0.097 s 2.31 2.89 0 0 0 0 0 0 0 0 4A5-2om 0.550 s 13.09 13.51 0 0 0 0 0 0 0 0 13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 s 13.09 13.51 0 0 0 0 0 0 0 0 4A5-2omd 0.580 s 13.80 16.02 0 0 0 0 0 0 0 0 12B-Osw 0.097 w 2.31 2.89 0 0 0 0 126 126 291 364 4A5-2om 0.540 w 12.85 29.73 0 0 0 0 0 0 0 0 4A5-2om 0.550 w 13.09 27.55 0 0 0 0 0 0 a0 0 VVV(JJJ 13A=4ocs 4A5-2om 0.143 0.550 w w 3.40 13.09 3.00 2755 0 0 0 0 0 0 0 0 i 0 0 0 0 0 0 0 0 4A5-tom 465-2fm 12C Osw 0S50 0.540 0.091 w w 13.09 12.85 2.17 27.55 29.73 1.57 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0P 11 DO 16B-30ad 0.390 0.032 n 928 0.76 12.54 1.78 0 19 0 19 0 15 0 34 0 139 0 139 0 106 0 248C F F 19A-Obscp 19C-19cscp 0.295 0.049 2.64 0.40 2.06 0.32 0 0 0 0 0 0 0 0 0, 85 0 85 0 34 0 27 F 22A-tpm: 1.180 28.08 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 1 62 Envelope loss/gain 15 33 863 1074 12 a) Infiltration 0 0 367 147 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 1 230 Applianceslother 1 0 1 0 Subtotal (lines 6 to 13) 15 33 1230 1451 Less external load 0 0 0 0 Lesstransfer 0 0 0 0 14 Redistribution Subtotal 15 0 33 0 5 1235 11 1462 15 Dud loads 16 % 53 % 0 0 16% 53%1 200 772 Total room load Air required (dm) 0 0 0 0 1434 0 2233 108', Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. rw wrigFftsoR` 2018-Nov-2312:39:44 4C P. Right-SUte®Universal 201818.0.31 RSU16202 Page L Temp\Lot 086 Barcelona C RHG Opt MBth- N.rtp Calc = MJ8 Front Door faces: N wrightsofta Right-M Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.0neStopCoolirg.com License: CAC032444 Job: Lot 086 Barcelona C RHG Opt.. Date: 07/02/2017 Byy: LF/LM Pfz RHG 1 Room name BTH3 T013 2 Exposed wall 5.5 It 15.0 ft 3 Room height 9.0 ft heaVcool 9.0 ft heaVcuol 4 Room dimensions 6.0 x 5.5 ft 5.5 x 7.5 ft 5 Room area 33.0 f? 41.3 ft2 Ty Construction U-value Or HTM Area (ftz) Load Area (ftz) Load number Btuhrfk +- Btuw) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V)J 12130sw 0.097 n 2.31 2.89 50 44 100 126 50 44 100 126 4A5-2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0 4135-2(m 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0 I-G- GG 485-2(m 0.540 n 12.85 13.78 6 0 77 83 6 0 77 83 11 y! 13A-flocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 L-D 11 DO 0.390 n 9.28 12.54 0 0 0 0 0 0 0 0 0.097 e 2.31 2.89 0 0 0 0 68 68 156 195 G 4A5-20m 0.540 a 12.85 29.73 0 0 0 0 0 0 0 0T 12130sw 4A5-2om 0.550 e 13.09 27.55 0 0 0 0 0 0 0 0 4135-2tm ' 0.540 a 12.85 29.73 0 0 0 0 0 0 0 0 13A-4ocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 465-21m 0.550 0.540 e e 13.09 12.85 27.55 13.78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0L-G y/ 12B-0sw 4A5-2om _ 0.097 0.550 s s 2.31 13.09 2.89 13.51 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0G 13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 s 13.09 13.51 0 0 0 0 0 0 0 0G G 4A5-2omd 0.580 s 13.80 16.02 0 0 0 0 0 0 0 0 Uf 1213-0sw 0.097 w 2.31 2.89 0 0 0 0 18 18 42 52 4A5-2om 4A5-2om 0.540 0.550 w w 12.85 13.09 29.73 27.55 0 0- 0 0 0 0 0 0 0 0 0 0 0 0 0 0I-CG 4A5-2om 0.143 0.550 w w 3.40 13.09 3.00 27.55 0 0 0 0 0 0 0 0 0- 0 0 0 0 0 0 015G13A- 4ocs 4A5-2om 4135-21m 12C-Osw 0.550 0.540 0.091 w w 13.09 12.85 2.17 27.55 29.73 1.57 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0P RLD 11D0 :._ _ 166-30ad 0.390 0.032 n 928 0.76 12.54 1.78 0 33 0 33 0 25 0 59 0 41 0. 41 0 31 0 73C IF 19A-Obscp 0295 2.64 2.06 0 0 0 0 0 0 0 0 F 19C-19cscp 0.049 0.40 0.32 33 33 13 10 41 41 17 13 F 22A-tpm.... 1.180 28.08 0.00 0 0 0 0 0 0 0_ 0 6 c) AED excursion 13 25 Envelope loss/gain 216 265 423 516 12 a) Infiltration b) Room ventilation 75 0 30 0 204 0 82 0 13 Internal gains: Oocupants@ 230 0 0 0 0 Appliancestother 0 0 Subtotal (lines 6 to 13) 291 295 627 598 Less external load 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 291 295 627 598 15 Dud loads 16 % 53 % 47 156 16 % 53% 101 316 Total room load 338 450 728 913 Air required (cfm) 0 22 0 44 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. FW wrigFftsoFt` 2018-Nov-2312:39:44 4C P Rig ht-Suite®Universal 2018 18.0.31 RSU16202 Page 10 L Temp\Lot 086 Barcelona C RHG Opt MBth- N.rcp Calc = MA Front Door faces: N wrightsoft' Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sandsoove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwKOneStopCooling.com License: CAC032444 Job: Lot 086 Barcelona C RHG Opt.. Date: 07/02/2017 Byy: LF/LM Pfan: RHG 1 Room name STR2 BED 2 2 Exposed wall 7.0 It 19.5 ft 3 Room height 9.0 ft heat/cool 9.0 ft heaVcool 4 Room dimensions 13.5 x 7.0 It 1.0 x 144.0 ft 5 Room area 94.5 ftz 144.0 ft2 Ty Construction number U-value BtuhRt +- Or HTM Btuh/ft2) Area (ft) or perimeter (ft) Load Btuh) Area 011) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12B-Osw 0.097 n 2.31 2.89 0 0 0 0 72 68 157 196 4A5-2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0 4B5-2fm 0.540 n 12.85 13.78 0 0 0 0 4 0 51 55 465-2fm . 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0 11 13A-40cs 0.143 n 3.40 3.DO 0 0 0 0 0 0 0 0 D 11 DO 0.390 n 928 12.54 0 0 0 0 0 0 0 0 1213-0sw 0.097 e 2.31 2.89 63 48 111 139 104 89 204 255 G 4A5-2om 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0 4A5-2om 0.550 e 13.09 27.55 0 0 0 0 15 0 196 413 4B5-2fm 0.540 a 12.85 29.73 15 0 193 446 0 0 0 0 13A-4ocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 e 13.09 27.55 0 0 0 0 0 0 0 0 t--G 4135-2fm 0.540 e 12.85 13.78 0 0 0 0 0 0 0 0 V J 12B-Osw 0.097 s 2.31 2.89 0 0 0 0 0 0 0 0 I-G 4A5-2om _ 0.550 s 13.09 13.51 0 0 0 0 0 0 0 0 v 13A-4as 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 s 13.09 13.51 0 0 0 0 0 0 0 0I-C I-G 4A5-2omd 0.580 s 13.80 16.02 0 0 0 0 0 0 0 0 yJ 12B-Osw' 0.097 w 2.31 2.89 0 0 0 0 0 0 0 0 4A5-2om 0,540 w 12.85 29.73 0 0 0 0 0 0 0 0 I-GG 4A5-2om _ 0.550 w 13.09 27.55 0- 0 0 0 0 0- 0 0 13A-4ors 0.143 w 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om ' 0.550 w 13.09 27.55 0 0- 0 0 0 0 0 0 4A5-2om 0.550 w 13.09 27.55 0 0 0 0 0 0 A 0 f- 4135-21m 0.540 w 12B5 29.73 0 0 0 0 0 0 0 0 P 12C Osw.` 0.091 2.17 1.57 0 0 0 0 0 0 0 0 PLD 11 DO 0.390 n 928 12.54 0 0 0 0 0 0 0 0 C 166-30ad 0.032 0.76 1.78 95 95 72 168 144 144 110 256 F 19A-Obscp 0295 2.64 2.06 0 0 0 0 12 12 32 25 F 19C-19tscp 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-tpm_ _ 1.180 28.08 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 69 14 Envelope loss/gain 376 822 750 1187 12 a) Infiltration 95 38 265 106 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 1 230 Appliances/other 0 0 Subtotal (lines 6 to 13) 471 860 1015 1523 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 471 860 152 278 14 Subtotal 0 0 1168 1802 15 Duct loads 16 % 53 % 0 0 16 % 53 % 189 951 Total room load Air required (cfm) 0 0 0 0 1356 0 2753 133' Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wrightsofC- 2018-Nov-23 12:3944 ACZ`A "` "' Right-Suite®Uriversal201818.0.31 RSU16202 Page 11 L TemptLot 086 Barcelona C RHG Opt MBth - N.rnp Calc = M,18 Front Door faces: N Duct System Summary Job: Lot086 Barcelona C RHG... wrightsoft® Date: 07/02/2017 Entire House By: LF/LM One Stop Cooling and Heating Plan: RHG 7225 Sardscove Court, Witter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCooling.00m Licerse: CAC032444 For: External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Park Square Homes 2659 Magpie Way, Sanford, FL Heating 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.253 / 0.087 in H2O 0.108 in/100ft 0 cfm 314 ft Cooling 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.253 / 0.087 in H2O 0.108 in/100ft 1567 cfm Name . Design Btuh) Htg cfm) Clg cfm) Design FIR Diam. in) H x W in) Duct Matl Actual Ln (ft) Ftg EqV Ln (ft), ; ; Trunk BED2 c 2753 0 133 0.151 7.0 Ox0 VIFx 27.3 140.0 st5 BED/OFFI c 2056 0 99 0.133 6.0 Ox 0 VIFx 40.6 150.0 st3 BED3 c 2233 0 108 0.142 6.0 Ox0 VIFx 32.6 145.0 st5 BTH1 c 777 0 37 0.130 4.0 Ox0 VIFx 44.6 150.0 st3 BTH3 c 450 0 22 0.153 4.0 Ox 0 VIFx 25.5 140.0 st5 DIN c 2614 0 126 0.108 7.0 Ox 0 VI Fx 63.6 170.0 st4 GATH c 2302 0 111 0.108 7.0 Ox 0 VI Fx 63.1 170.0 st4 GATH-A c 2302 0 111 0.114 7.0 Ox 0 VIFx 57.6 165.0 st4 KIT c 2615 0 126 0.109 7.0 Ox 0 VIFx 62.6 170.0 st4 LAUN c 2507 0 121 0.137 6.0 Ox 0 VIFx 40.1 145.0 st3 LOFT c 2586 0 125 0.210 6.0 Ox0 VIFx 15.5 105.0 st2 MBED-A c 5087 0 245 0.161 9.0 Ox0 VIFx 32.2 125.0 st6 MBTH c 2264 0 109 0. 164 6.0 Ox0 VIFx 29.6 125.0 st6 MTOI c 211 0 10 0.177 4.0 Ox 0 VI Fx 28.0 115.0 st6 MW IC c 588 0 28 0. 162 4.0 Ox 0 VI Fx 31.4 125.0 st6 T0I3 c 913 0 44 0.156 4.0 Ox 0 VI Fx 26.7 135.0 st5 W Ic c 245 0 12 0. 133 4.0 Ox 0 VI Fx 45.6 145.0 st3 wM ar,i g, ,h,,, t.Fsof® 2018-Nov-2312:39:46 Right-Suite®Uriversal2018 18.0.31 RSU16202 Page 1 ACC....L TempLot 086 Barelore C RHG Opt MBth - N.rup Calc = MA Front Door faces: N Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st1 PeakAVF 0 743 0.108 695 14.0 0 x 0 VinlFlx st4 PeakAVF 0 474 0.108 603 12.0 0 x 0 VinlFlx st3 st3 PeakAVF 0 743 0.108 695 14.0 0 x 0 VinlFlx st1 st5 PeakAVF 0 306 0.142 561 10.0 0 x 0 VinlFlx st2 st6 PeakAVF 0 393 0.161 500 12.0 0 x 0 VinlFlx st2 st2 PeakAVF 0 824 0.142 770 14.0 0 x 0 VinlFlx Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) cfm) cfm) ft) FR fpm) in) in) Opening (in) Mat Trunk rb1 Ox 0 0 1459 80.6 0.108 669 20.0 Ox 0 VIFx rb2 Ox 0 0 108 38.6 0.226 403 7.0 Ox 0 VIFx wrightsoft, 2018-Nov-2312:39:46 Righ[-Suite@Unversal201818.0.31 RSU16202 Page 2 L Temp\Lot 086 Barcelona C RHG Opt MBth- N.rup Calc= MJ8 Front Door faces: N Static Pressure and Friction Rate Job: Lot086 Barcelona C RHG... wrightsoft® Date: 07/02/2017 Entire House By: LF/LM One Stop Cooling and Heating Plan: RHG 7225 Sandscove Cart, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCooling.00m License: CAC032444 For: Park Square Homes 2659 Magpie Way, Sanford, FL Y ^iw...k. sv".'=a:fii-hA.:a"F 3. w tA".EF.:::-".u.i.M.'&!ie%vCn'TCs'-SX::.`:i"_P" ,,..7:.+i.:.3G,_kwi+l[il:'z:.::a-..£.f'_K,vffi:.:$MD:=+'i v.£R1 AtiW'HK4:FYi.=' 'e(_i":.: 4vAF[i:Y„nS°3.[!b'v<#m'S.] cv •.:";-saa L.:'_:_.:. ¢*.,",.. Availa;ble'Static`Pressure; '• r CoolingHeating External static pressure 0.50 0.50 Pre&sure 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 ram,. .,ry €' ' 0' ir'3 3 } e Supply Return ft) ft) Measured length of run -out 12 6 Measured length of trunk 52 0 Equivalent length of fittings 170 75 Total length 234 81 Total effective length 314 Heating Cooling i n/100ft) (i n/100ft) Supply Ducts 0.108 OK 0.108 OK Return Ducts 0.108 OK 0.108 OK yq ... - . J, L dn*d'TIY i;+t":ti;. '-due? !'" .kr:B..- 'yR7` fitting Equwalent LengthT Details Supply Return 6M=2016A3=40, 5E1=10,11 G=5: TotalEL=75 wrightsoft" 2018- Nov-2312:39:46 y rRight-Suite® Urrversal201818.0.31 RSU16202 Page 1 C,(>t 9 L TemptLot 086 Barcelona C RHG Opt MBih- N.np Calc = MJ8 FfOrt Door paces: N Level 1 DIN / , 2 RECESSUGHTS 1 ' t GT)PRFANtUTEE f® I AF 10X8 126 cfm F I( OPT)) 10X1 4 RECESS — lT. F 3 111 dT e FI - \ i I pf® ii ^ \ i f,OPi) avIRE I 1 .. ;. CLG. ITE aP D.ANT O l I ]„ AP, i 126drri u s / i' 10X10-2 10X8 I illcfm_ F1 1 12+. 1 GATH' 42 KIT 4 1Tr jdsmEa i l i I I T1OX6/' BED10FFI i STR` I! L) i i ' ( MPRE-HIRE FAN LITE lI FBB2 II s.o. ------ L i Foy I rj F 9. AF _- 10X6 — - - - i r 121 d40x10 m - (Oj 4 4HALLI yyQ GFI i( ` DV VTR ,-- LAUN BT 1. H1 37 cfm •" is iiy i I GFT it f f s EF1 = 50 CFM' Fan EF2 = 80 CFMI I EF3 = 110 CFM'F' an EFL1 = 50 CFMI Fan EFL2 = 80 CFMI Fan EFL3 = 110 CF Zan:,: 1Z VTW = Vent to Wall DV = Dryer Vent l RV = Range Vent } Lineset Chase — — Condensate — Thermostat 18/8 OT SRB = Small Reduction Box LRB = Large Reduction Box FBB = Feld Built Box Sup Riser 14" I GARAGE GZZ FI r-------------------- I II I I 1 I I I I I I i I CJ 7 8X4 12 cfm' Job #: Lot 086 Barcelona C RHG Opt MBth - N Scale: 1 : 97 Performed byLF/LMfor: One Stop Cooling and Heating Page Park Square Homes 7225 Sandsoove Court Right-SuiteG Universal2018 2659 Magpie Way 18. 0.31 RSU16202 Phone: - Sanford, FL Winter Park, FL32792 2018Nov- 231238fi0 407) 629 - 6920 Fax: ( 407) 629 - 9307 Barcelona RHG Opt MBth - N.rup www.OneStopCooling.com Level 2 N IVIBED nF EF1 VTR 12X12 245 clFAF 8X4 IVITOIM SRB2 4" q F locfm ale EF1 Ih,R sss 4" 8X4 Efl i( 8dn- 6 zu. MBTH J6109drI MWIC 42, 14 tj 12 AF 6'06 STR2 1OX6 1250 LRE LOFT lox 14' M 10X8 -10 10 A33cfm lo" s. Zone Damper 1 - 14' BED T 7 14 2 Zone Damper 2 - W Bypass Damper - lZ' 20" Sup Riser, 14 Ad 4" IOX10" A EF1 VTR 108 Cfm EF1 = 50 CFM Fan 22p Cfm; 459 cfm 30X1 8 EF2 = 80 CFM Fan 8 8X4 EF3 = 110 CFM Fan BTI`1311, BED3 EFL1 = 50 CFM Fan EFL2 = 80 CFM Fan T013 EFL3 = 110 CFM Fan G. . .... VTR = Vent'to Roof VT-W = Vent to Wall DV = Dryer Vent RV = Range Vent Lineset Chase — Condensate — Thermostat 18/8 SRB = Small Reduction Box LRB = Large Reduction Box FBB = Field Built Box 1OX6 108 dm Job #: Lot 086 Barcelona C RHG Opt MBth - N One Stop Cooling and Heating Scale: 1 : 97 Performed by LF/LM for: Paget Park Square Homes 7225 Sandscove Court Right -Suite® Universal 2018 2659 Magpie Way 18.0.31 RSU16202 Winter Park, FL32792 2018-Nov-23123851Sanford, FL Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 ...Barcelona C RHG Opt MBth - N.rup II www.OneStopCooling.com I RECORD COPY l cI J Ji mid 9`"2 .!'2.. 0 AL J p DESCRIPTION AS FURNISHED: Lot 86, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO sl 1 Xudl CI P ( rt, SAT . DEC 2 01 20/, Rh llhi( T1e X 1..; r,1...aX Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America TRACT B STORMWATER TRACT) zl S 89043'03" W__ 60.00' 15.00' ok to construct single family home with setbacks and impervious area . shown on plan. f3GrGc/6nR-, 2 Gar 9aiulG - 11G?A ff 39,( J j /59. 24, 80' 0 M W Lq O O. O LOT 87 o O O 15.00' LV 15.00, T& 24.80' 24.80 15.00' LANAI 16.0' 15.00' LOT 86 PROPOSED RESIDENCE 2392-BARCELONA-C 2 CAR GARAGE RIGHT COV'D. Ln O O ENTRY V' 4 L(j LOT 85 o O O 1 1.00' 3.0'x4.0' o AC 04N Y 3L __j 2 16' 15.00" DRIVE 25.20 25.20' 110' UTIL. ESMT. F _ — — — 361-6---P.-0 i WALK ryry. CURB S 89043' 03" W (B.B) SETBACKS AS FURNISHED 60.00 FRONT = 25'(*) REAR = SIDE = 5' (40' LOT) HA GPIE TVA Y7.5(60' LOT) 10' (75' LOT) 50' PRIVATE R/W) SIDE STREET = 25' (60' & 75' LOT) 15' (40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN PLOT PLAN ONLY 2) IN SUCCESSION AT 20' AND A MINIMUM PLOT PLAN AREA CALCULATIONS NOT A SURVEY OF (2) IN SUCCESSION AT 25' TOTAL LOT AREA 6,900 t SQUARE FEET PROPOSED = FINSHED SPOT GRADE ELEVATIONS FLATWORK ON/OFF LOT = TOTAL t SQUARE FEET FLATWORK PER DRAINAGE PLANS \G DRIVE 403/ 110= 513 t SQUARE FEET FOUNDATION/PAD 1,641 t SQUARE FEET v- = PROPOSED DRAINAGE FLOW G\\ k WALKS 69/ 300= 369 t SQUARE FEET REAR PATIO 117 t SQUARE FEET LOT GRADING TYPE A MOD OQ SOD 4,5601251 = 4,810 t SQUARE FEET FRONT PORCH DECK 99 ,t SQUARE FEET PROPOSED F.F. PER PLANS = 24.2' QQ POOL DECK N/A t SQUARE FEET NOTE: FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY CLIENT NOT FIELD VERIFIED GRUSEyVff. IYER-S~COTT ASSOC, INC - LAND VFYORS, S'UR LEGEND - LEGEND - P . PLAT PL71. = POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658- 1436 F FIELD TYP, TYPICAL NOTES: IP, IRON PIPE PRO. • POINT OF REVERSE CURVATURE I.R. IRON ROD PRIC. POINT OF COMPOUND CURVATURE i. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF C.M. • CONCRETE MONUMENT RAD. RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER W-17 FLORIOA AOMINISTRATPIE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES SET LR• • 1/2, IR. r/PLB 4596 MR. NON -RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL THIS SURVEY MAP OR COPIES ARE NOT VALID. REC. •RECOVERED VP. WITNESS POINT P.O.B. J. THIS SURVEY WAS PREPARED FROM IITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONSPOINTOFBEGINNINGCALC. CALCULATED P.O.C. POINT OF COMMENCEMENT PRA PERMANENT REFERENCE MONUMENT OR EASEMENTS THAT AFFECT THIS PROPERTY. 4. NO UNDERGROUNDIMPROVEMENTSHAVE BEEN LOGUED UNLESS OTHERWISE SHOWN. CENTERLINEFF. = FINISHED FLOOR ELEVATION NAIL 6 DISK BSL. BUILDING SETBACK LINE 5. THIS SURVEY IS PREPAiLD IFOR, OR, THESOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. RIv •RIGHT- OF-WAY BN. • BENCHMARK 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. ESMT. EASEMENT B.H. •BASE HEARING DRAIN. DRAINAGE 7rSEARWCS, ARE BASED ASSUMED CATU1I AND ON THE LINE SHOWN AS BASE BEARING (B.S.) UTIL. UTILITY 8. ELEV,ft'1ONS, IF SKOWA', ARE, BASED ON N,1770NAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED. CLFC. =CHAIN LINK FENCE 9. CEHIIFICATE OF AU NORIZATION'No. 4596. VD.FC. : WOOD FENCE CIS CONCRETE BLOCK P,C. • POINT OF CURVATURE SCALE 1' 20' DRAWN BY: ••' P.T. POINT OF TANGENCY DISC. DESCRIPTION CVTIFIEO BY. DATE ORDER No. R a RADIUS L ANC LENGTH I PLOT PLAN 11-08-2016 7432-18 D DELTA C • CHORD L. B. CHORD BEARIhQG NORTH THIS BUILDING\ PROPERTY DOES NOT UE WITHIN --__--- THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FTOM X. Gi?USENMFYER, R.L.S.. `FIRM* JAMES W SCOTT, R. L.S "y 48D 4714 ZONE 'x" MAP 112117CO090 F (09-28-07) RECORD COPY Filename: PARK SQ BARCELONA.rrr Lighting and Small Appliance/Laundry Circuits Floor Area SmAppNo LaundNo Line Neutral 2392 2 1 Lighting Summary Standard 6,037 6,037 Optional 11,676 6,037 . Ranges & Ovens Range No. No? Nameplate Line Neutral 1 1 8000 2 0 0 gU1Q)/ c30 Range/Oven Summary Standard 6,400 4,480 8,4p,j, Optional 8,000 4,480 o r'`-% p--------- Dryers - Dryer No. No? Nameplate Line Neutral 1 1 5000------- # 1 4 6 7820 3 0 Dryer Summary Standard 5,000 3,500 Optional 5,000 3,500 Heating and Cooling: Actual Number = 1 Name M? Ph No Amps Volts VA HP Line Neutral 1 M 1 1 27.0 240 6,480 0 1 M 1 1 2.0 240 480 0 1 M 1 1 5.0 240 1,200 10 1 1 1 1 27 240 1 6,480 0 Heat/Cool Summary Standard 14,640 0 Optional 14,640 0 Fixed Appliances: Actual Number = 6 Name M? Ph No Amps Volts VA HP Line Neutral DISP 1 1 120 600 600 600DISH1112012001,200 1,200 MICRO 1 1 120 1200 1,200 1,200 WATER HEATER 1 1 18.5 240 4,440 0 OPT POOL 1 1 10 240 2,400 0OPTPOOLHEAT11312407,440 0FixedApplianceSummaryStandard12,960 2,250 Other Appliances: Actual Number = 0 Optional 17,280 2,250 Name M? Ph No -Amps Volts VA HP Line Neutral Other Appliance Summary Standard 0 0 Optional 0 0 25% of Max Motor: Line is Std Only; Neutral for Both Maximum Phase Amps Volts 1 27 240 Heat/Cool Phase Amps Volts 1 27 240 Fixed Appl. Phase Amps Volts 0 Other Appl. Phase Amps Volts 0 Max Motor Summary Standard Only 1,620 0 SUMMARY Standard Line Neutral Total Total 46,657 16,267 Maximum Amperage = 194 68 Service Voltage = 240 Service Phase -- 1 -- Optional Line Neutral Total Total 37,422 16,267 Maximum Amperage 156 68 Service Voltage = 240 Service Phase = 1 RECORD COPY fir" $sti RE: P2392ACT Park Sq/Barcelona-A or C_TRAY MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: PARK SQUARE HMS Project Name: P2392ACT Lot/Block: 86 Model: BARCELONA 2392 - AC / TRAY Address: 2659 MAGPIE WAY Subdivision: WYNDHAM PRESERVE City: SANFORD # 1 s 4 6 7 pState: FLORIDA General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): gul o, Design Code: FBC2017/TP12014 Lc Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 S,4 F Wind Speed: 140 mph Roof Load: 40.0 psf ORS Floor Load: 55.0 psf This package includes 72 individual, datN With my seal affixed to this sheet, I hereby i conforms to 61G15-31.003, section 5 of the No Seal# Truss Name 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 T13452380 T13452381 T13452382 T13452383 T13452384 T13452385 T13452386 T13452387 T13452388 T13452389 T13452390 T13452391 T13452392 T13452393 T13452394 T13452395 T13452396 T13452397 T13452398 T13452399 T13452400 T13452401 T13452402 T13452403 T13452404 all a2 a4 a5 a6 bl b2 b3 b4 c1 c2 c3 c4 c5 c6 c7 c8 cj cj 1 cj3 cj3a cj 3t cj 5 cj 5t dl Date 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 i?n Drawings and 0 Additional Drawings. at 1 am the Truss Design Engineer and this index sheet Board of Professional Engineers Rules. 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 Seal# T13452405 T13452406 T13452407 T13452408 T13452409 T13452410 T13452411 T13452412 T13452413 T13452414 T13452415 T13452416 T13452417 T13452418 T13452419 T13452420 T13452421 T13452422 T13452423 T13452424 T13452425 T13452426 T13452427 T13452428 T13452429 Truss Name d1t d2 d2t d3 d3t d4 d5 ell fl f2 f3 M f5 f5a f6g f7f8g f8a f9 f9a NO fill f12g ft1 Date 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 3/9/18 This item has been electronically signed and sealed by ORegan, Philip using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Mid -Florida Lumber Acquisitions, Inc.. Q 0 'R C Truss Design Engineer's Name: ORegan, Philip :.`Q` Z`C.E N My license renewal date for the state of Florida is February 28, 2019. Florida COA:6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. No 58126 3 ' STATE OF .' 1JJ O '. (v l O R 1 O. C •' Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 March 9,2018 1 of 2 ORegan, Philip RE: P2392ACT - Park Sq/Barcelona-A or C_TRAY Site Information: Project Customer: PARK SQUARE HMS Project Name: P2392ACT Lot/Block: 86 Subdivision: WYNDHAM PRESERVE Address: 2659 MAGPIE WAY City, County: SANFORD State: FLORIDA No. Seal# Truss Name Date 51 T13452430 ft2 3/9/18 52 T13452431 ft3 3/9/18 53 T13452432 ft4 3/9/18 54 T13452433 ft5 3/9/18 55 T13452434 g1 3/9/18 56 T13452435 g2 3/9/18 57 T13452436 g3 3/9/18 58 T13452437 g4g1 3/9/18 59 T13452438 3/9/18 60 T13452439 h2 3/9/18 61 T13452440 j2 3/9/18 62 T13452441 13 3/9/18 63 T13452442 j5 3/9/18 64 T13452443 3/9/18 65 T13452444 17 J7t 3/9/18 66 T13452445 j2 3/9/18 67 T13452446 kj3 3/9/18 68 T13452447 kj5 3/9/18 69 T13452448 k17 3/9/18 70 T13452449 kj7t 3/9/18 71 T13452450 m1 3/9/18 72 T13452451 m2 3/9/18 2 of 2 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452444 P2392ACT VT SPECIAL 3 1 Job Reference o tional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:21 2018 Page 1 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-jjbOJ DZ8UeQKO?QraoE7N5NTFJC IgMCgXJpOa2zcgau 1-0-0 2-1-12 2,3-8 7-0-0 1-0-0 2-1-12 0-1-12 4-8-8 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 TCDL 10.0 Lumber DOL 1.25 BC 0.33 BCLL 0.0 Rep Stress Incr NO WE 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=214/Mechanical, 2=352/0-3-8, 5=49/Mechanical Max Horz 2=143(LC 12) Max Uplift 4=101(LC 12), 2=-91(LC 12) Max Grav 4=214(LC 1), 2=352(LC 1), 5=99(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:21.7 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.20 3 >394 240 MT20 244/190 Vert(CT) -0.31 3 >263 180 Horz(CT) 0.16 5 n/a n/a Weight: 25 to 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) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft, B=45ft, L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 Ito uplift at joint 4 and 91 lb uplift at joint 2. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.68126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452445 P2392ACT KJ2 JACK 2 1 Job Reference optional Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10,52,23 2018 Page 1 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-f6j9jvbO?Fg2FIZDh DGbS WSzz6xY8Gi7?dl Vfxzcgas o d 1-5-0 4-0-1 2x4 = Scale = 1:11.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.02 4-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 15 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=94/Mechanical, 2=256/0-5-11, 4=47/Mechanical Max Horz 2=75(LC 8) Max Uplift 3=49(LC 8), 2=-96(LC 8) Max Grav 3=94(LC 1), 2=256(LC 1), 4=70(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=15ft, B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Part. Encl., GCpi=0.55; 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 49 lb uplift at joint 3 and 96 Ito uplift at joint 2. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 Ito down and 27 lb up at 1-6-12, and 3 Ito down and 27 lb up at 1-6-12 on top chord, and 2 lb up at 1-6-12, and 2 lb up at 1-6-12 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: 1-3=60, 4-5=-20 Concentrated Loads (Ib) Vert: 9=4(F=2, B=2) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not EA a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p Mm q iTek' 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 iVl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452446 P2392ACT KJ3 JACK 2 1 Job Reference (o tional Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:24 2018 Page 1 I D:ItiEj_2vgrkv4uEJUYC 2jFzkFng-71 HXxFcOmZovtS8QFxnq?j?7i WGStjyHDH 12BNzcgar 1-6-0 4-1-14 1-6-0 4-1-14 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.04 4-5 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.24 Vert(CT) 0.04 4-5 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.06 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MR 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) 3=78/Mechanical, 5=231/0-11-5, 4=33/Mechanical Max Horz 5=127(LC 8) Max Uplift 3=86(LC 8), 5=-149(LC 8), 4=-39(LC 8) Max Grav 3=78(LC 1), 5=231(LC 1), 4=70(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale = 1:18.7 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% Structural wood sheathing directly applied or 4-1-14 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft, B=45ft, L=24ft, eave=4ft; Cat. 11; Exp B, Part. Encl., GCpi=0.55; MWFRS (directional), 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 86 lb uplift at joint 3, 149 lb uplift at joint 5 and 39 lb uplift at joint 4. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 101 lb up at 1-6-12, and 101 lb up at 1-6-12 on top chord, and 45 lb up at 1-6-12, and 45 lb up at 1-6-12 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 (8). 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, 4-5=-20 Concentrated Loads (lb) Vert: 6=66(F=33, B=33) 7=7(F=3, B=3) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE. R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Etiia J a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Ivad building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452447 P2392ACT KJ5 JACK 2 1 Job Reference D tional Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:25 2018 Page 1 I D:Iti Ej_2vgrkv4uEJUYC2jFzkFng-bVgv8bceXtwmVcjcpel3XxX9ywW8cACQSxnbjpzcgaq 1-5-0 3-9-6 7-0-14 1-5-0 3-9-6 3-3-8 Scale = 1:16.7 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.11 4-7 >781 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.25 4-7 >341 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=183/Mechanical, 2=375/0-5-11, 4=95/Mechanical Max Horz 2=108(LC 8) Max Uplift 3=79(LC 8), 2=-118(LC 8) Max Grav 3=183(LC 1), 2=375(LC 1), 4=129(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft, L=24ft; eave=4ft, Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 3 and 118 lb uplift at joint 2. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 11 lb up at 1-6-12, 3 lb down and 11 lb up at 1-6-12, and 3 lb down and 44 lb up at 4-4-12, and 3 lb down and 44 lb up at 4-4-12 on top chord, and 2 lb up at 1-6-12, 2 lb up at 1-6-12, and 5 lb down at 4-4-12, and 5 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). This Item has been electronically signed andLOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 sealed by ORegan, Philip, PE Uniform Loads (plf) using a Digital Signature. Vert: 1-3=60, 4-5=-20 Printed copies of this Concentrated Loads (lb) document are not considered Vert: 10=4(F=2, B=2) 11=-10(F=-5, B=-5) signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.56126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. f0/0312015 BEFORE USE. _ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall RUN building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTekisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452448 P2392ACT KJ7 JACK 5 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:26 2018 Page 1 I D:Iti Ej_2vgrkv4uEJUYC2jFzkFng-3hOH MXdGIA2d6ml oNMgl484RFKuvLYnZha W9FFzcgap 1-5-0 5-2-5 1 9-10-13 150 525 1 488 6 2x4 = t.bx4 II 5 3x4 = Scale = 1:21.9 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.38 BC 0.43 WB 0.36 Matrix -MS DEFL. in (loc) I/deft L/d Vert(LL) -0.03 6-7 >999 240 Vert(CT) -0.07 6-7 >999 180 Horz(CT) 0.01 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=128/Mechanical, 2=511/0-5-11, 5=328/Mechanical Max Horz 2=142(LC 8) Max Uplift 4=70(LC 8), 2=-148(LC 8), 5=-69(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-775/136 BOT CHORD 2-7=-208/708, 6-7=-208/708 WEBS 3-7=0/275, 3-6=769/225 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=4ft, Cat. 11; Exp B; Encl., GCpi=0.18, MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 4, 148 lb uplift at joint 2 and 69 Ib uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 11 lb up at 1-6-12, 3 lb down and 11 lb up at 1-6-12, 3 Ito down and 44 lb up at 4-4-12, 3 lb down and 44 lb up at 4-4-12, and 27 lb down and This item has been 77 lb up at 7-2-11, and 27 Ito down and 77 Ib up at 7-2-11 on top chord, and 2 lb up at 1-6-12, 2 lb up at 1-6-12, 5 lb down at electronically signed and4-4-12, 5 lb down at 4-4-12, and 20 lb down at 7-2-11, and 20 lb down at 7-2-11 on bottom chord. The design/selection of such seay ORe ang, Philip, PE d bleconnectiondevice(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). using a Digital Signature. Printed copies of this LOAD CASE( S) Standard document are not considered 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 signed and sealed and the Uniform Loads ( plf) Vert:1- 4=60, 5-8=-20 signature must be verified Concentrated Loads ( lb) on any electronic copies. Vert: 13=- 53(F=-27, B=-27) 14=4(F=2, B=2) 15=-1 O(F=-5, B=-5) 16=-35(1`=17, B=17) Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9, 2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Nil-7473 rev. 10/03/2015 BEFORE USE.aaaaa Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the q fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSI/TPI11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452449 P2392ACT KJ7T SPECIAL 2 1 Job Reference Io tiponal Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:27 2018 Page 1 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-XtyfZHeu3UAUkwt?w3LXd MdV 1 j6b40?jwEGioizcgao 1-5-0 3-2-2 6-4-11 9-10-13 1-5-0 3-2-2 1 3-2-9 3-6-1 1 3x4 4x4 — LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 TCDL 10.0 Lumber DOL 1.25 BC 0.92 BCLL 0.0 Rep -Stress Incr NO WB 0.30 BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP DSS BOT CHORD 2x4 SP No.2 'Except* 3-9: 2x4 SP No.3, 3-6: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=70/Mechanical, 2=500/0-5-11, 6=367/Mechanical Max Horz 2=142(LC 8) Max Uplift 5=-40(LC 8), 2=-148(LC 8), 6=-101(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1015/253 BOT CHORD 3-8=-312/978, 7-8=-313/981 WEBS 4-8=-27/299, 4-7=-1056/337 Scale = 1:21 A DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) -0.23 3-8 >521 240 MT20 244/190 Vert(CT) -0.47 3-8 >253 180 Horz(CT) 0.18 6 n/a n/a Weight: 40 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft, eave=4ft, Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 5, 148 lb uplift at joint 2 and 101 lb uplift at joint 6. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 11 lb up at 1-6-12, 3 lb down and 11 lb up at 1-6-12, and 33 lb down and 76 lb up at 7-2-11, and 33 lb down and 76 lb up at 7-2-11 on top chord, and 2 lb up at 1-6-12, 2 lb up at 1-6-12, at 4-4-12, at 4-4-12, and 2 lb down at 7-2-11, and 2 lb down at 7-2-11 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: 1-3=60, 3-5=-60, 9-10=20, 3-6=-20 Concentrated Loads (lb) Vert: 14=-66(F=-33, B=-33) 15=4(F=2, B=2) 17=-2(F=-1, 13=1) WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE M A7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Ed WM MiTek- 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452450 P2392ACT M1 JACK 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 3x4 = 5-0-0 5-0-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:27 2018 Page 1 I D:Iti Ej_2vgrkv4uEJUYC2jFzkFng-XtyfZHeu3UAUkwt?w3LXd MdbKj7Q44hjwEGioizcgao 2x4 11 Scale = 1:1 ZO Plate Offsets (X Y)— f1:0-1-4 Edoel 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 0.42 Vert(LL) -0.05 3-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.10 3-5 >592 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-9 oc bracing. REACTIONS. (lb/size) 1=513/0-3-8, 3=597/Mechanical Max Horz 1=81(LC 8) Max Uplift 1=11O(LC 8), 3=-177(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10, VuR=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=25ft, B=45ft, L=24ft, eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 1 and 177 lb uplift at joint 3. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 116 lb down and 41 lb up at 1-1-13, and 606 Ito down and 181 Ito up at 3-0-12 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). This Item has been electronically signed andLOADCASE(S) Standard sealed by ORegan, Philip, PE1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) using a Digital Signature. Vert: 1-2=60, 1-3=-20 Printed copies of this Concentrated Loads (lb) document are not considered Vert: 5=-1 16(B) 6=-606(B) signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing V iTe k. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C_TRAY T13452451 P2392ACT M2 JACK 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 3x4 = 5-0-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:28 2018 Page 1 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-?4W2ndfXgoJLM4SB Unsm9Z9nl7al pXxs8u?GKBzcgan 2.4 11 Scale = 1:17.0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.34 BC 0.44 WB 0.00 Matrix -MP DEFL. in (loc) I/deft L/d Vert(LL) -0.03 3-5 >999 240 Vert(CT) -0.06 3-5 >972 180 Horz(CT) 0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=463/0-3-8, 3=349/Mechanical Max Horz 1=81(LC 8) Max Uplift 1=121(LC 8), 3=-125(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, 8=45ft; L=24ft; eave=4ft, Cat. Il; 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 121 lb uplift at joint 1 and 125 lb uplift at joint 3. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 235 lb down and 92 lb up at 0-10-12, and 188 lb down and 88 lb up at 2-10-12 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). This Item has been electronically signed andLOADCASE(S) Standard sealed by ORegan, Philip, PE1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) using a Digital Signature. Vert: 1-2=60, 1-3=-20 Printed copies of this Concentrated Loads (lb) document are not considered Vert: 5=-235(F) 6=-188(F) signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58116 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IIy is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C_TRAY T13452380 P2392ACT Al HIP 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:22 2018 Page 1 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-xNX5w2r7N WiRwPVdvgHUeQObX_OLXh9zdOmOzzcgbp 4-9-11 9-0-13 i 13-4-0 16-10-0 21-1-3 25-4-_5 30-2-0 4-9-11 4-3-3 4-3-3 3-6-0 4-3-3 4-3-3 4-9-11 THIS TRUSS IS NOT SYMMETRIC. 4x8 = PROPER ORIENTATION IS ESSENTIAL 4x5 = 0 19 -- — 14 -- -- 13 4x10 = 3x8 7x6 = 12 4x5 = Plate Offsets (X Y)— 11:0-5-0 0-1-71_[4:0 5-4 0-2.01 8[ .0 5-0 01-7] [10:0-3 0,0 5 O1 [13:0-3-0 0 4-121 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 TCDL 10.0 Lumber DOL 1.25 BC 0.72 BCLL 0.0 Rep Stress Incr NO WB 0.63 BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP DSS "Except' 10-13: 2x6 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=6305/0-3-8, 8=6011/Mechanical Max Horz 1=137(LC 7) Max Uplift 1=1760(LC 8), 8=-1695(LC 8) 10 7x6 = DEFL. in (loc) I/deft L/d Vert(LL) -0.23 12-13 >999 240 Vert(CT) -0.46 12-13 >792 180 Horz(CT) 0.13 8 n/a n/a Scale = 1:50.9 0 9 2x4 4x10 = PLATES GRIP MT20 244/190 Weight: 398 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-11838/3391, 2-3=-9838/2913, 34=-7860/2387, 4-5=7140/2203, 5-6=-7969/2413, 6-7=-10128/2961,7-8=-12088/3443 BOT CHORD 1-14=-2985/10568, 13-14=-2985/10568, 12-13=-2474/8723, 11-12=-1954/7033, 10-11=-2517/8978, 9-10=-3031/10793, 8-9=-3031/10793 WEBS 2-14=-373/1607, 2-13=-2070/572, 3-13=-692/2475, 3-12=2573/793, 4-12=-933/3087, 4-11=-139/367, 5-11=-990/3329, 6-11=-2801/819, 6-10=-724/2729, 7-10=2031/576, 7-9=-375/1568 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft, L=30ft, eave=4ft, Cat. 11, Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Qt=lb) 1=1760, 8=1695. C W.I&MI-•veriry esign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9.2018 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452380 P2392ACT Al HIP 1 nL Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MI I ek Industnes, Inc. I-n mar a 1u:51:zz zuid rage z I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-xNX5w2r7 N W_iRwPVdvgHUeQObX_OLXh9zdOmOzzcgbp NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 640 lb down and 165 lb up at 0-4-0, 624 lb down and 174 lb up at 2-4-0, 624 lb down and 174 lb up at 4-4-0, 624 lb down and 174 lb up at 6-4-0, 619 lb down and 228 lb up at 8-4-0, 619 lb down and 210 lb up at 10-4-0, 616 lb down and 209 lb up at 12-4-0, 611 lb down and 221 lb up at 14-4-0, 611 Ib down and 221 Ito up at 15-10-0, 616 lb down and 209 lb up at 17-10-0, 619 lb down and 210 lb up at 19-10-0, 616 lb down and 180 lb up at 20-7-4, 616 lb down and 180 lb up at 22-7-4, 616 lb down and 180 lb up at 24-7-4, and 616 lb down and 180 lb up at 26-7-4, and 616 lb down and 182 lb up at 28-7-4 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, 5-8=-60, 1-8=-20 Concentrated Loads (Ib) Vert: 19=-640(F) 20=-624(F) 21=-IoNfl 22=-624(F) 23=-619(F) 24=-619(F) 25=-616(F) 26=-611(F) 27=-611(F) 28=-616(F) 29=-619(F) 30=-616(F) 31=-616(F) 32=616(F)33=-616(F)34=-616(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED INITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. _ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ^ a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Gracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type I Qty Ply Park Sq/Barcelona-A or C_TRAY T13452381 P2392ACT A2 HIP 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:22 2018 Page 1 I D:Iti Ej_2vgrkv4uEJUYC2jFzkFng-xNX5w2r7 NW_iRwPVdvgH UeQ SwX31LZ09zdOmOzzcgbp 6-3-4 12-0-0 1 18-2-0 23-10-12 30-2-0 1-2-0 6-3-4 5-8-12 1 6-2-0 5-8-12 6-3-4 1-01 3x4 = 5x5 = 5x5 = 3 21 22 23 12 11 "' "' 9 8 1x4 II 3x4 = 3x4 = 3x8 — 6-3-4 12-0-0 18-2-0 18-1010 23-10-12 30-2-0 6-3-4 5-8-12 6-2-0 0-8-0 5-0-12 6-3-4 Plate Offsets (X Y)— 13:0-2-8,0-2-41 14:0-2-8,0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.05 12-15 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(CT) 0.11 12-15 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.02 9 n/a n/a BCDL 10.0 Code FBC2017lTPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=587/Mechanical, 9=1575/0-3-8, 6=312/0-3-8 Max Horz 1=132(1C 10) Max Uplift 1=143(1C 12), 9=-365(LC 12), 6=-109(LC 12) Max Gray 1=615(LC 21), 9=1575(LC 1), 6=369(LC 22) Scale = 1:52.2 3x4 = PLATES GRIP MT20 244/190 Weight: 152 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at micipt 3-9 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-956/312, 2-3=-424/198, 3-4=0/407, 4-5=-78/539, 5-6=-271/136 BOT CHORD 1-12=-194/827, 11-12=-194/827, 9-11=0/317 WEBS 2-12=0/251, 2-11=-588/261, 3-11=-89/461, 3-9=912/314, 4-9=-550/243, 5-9=-586/260, 5-8=0/251 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=30ft; eave=4ft, Cat. II; Exp B, Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-3, Interior(1) 3-0-3 to 12-0-0, Exterior(2) 12-0-0 to 22-5-3, Interior(1) 22-5-3 to 31-2-0 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=143,9=365,E=109. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452382 P2392ACT A4 HIP 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:23 2018 Page 1 I D:IIi Ej_2vgrkv4uEJUYC2jFzkFng-PZ5T80s18p6Z34_hAdB W 1 sze_wNg4xvvl CHmJYPzcgbo 5-9-4 11-0-0 15-1-0 19-2-0 24-4-12 30-2-0 _ 31-2-0 5-9-4 5-2-12 4-1-0 4-1-0 5-2-12 5-9-4 Scale = 1:51.2 4x4 = 3x4 = 4x4 = 3 21 4 225 12 11 "' "' 10 9 3x4 tx4 5x8 = 3x8 = 1x4 II 3x4 = 5-9-4 11-0-0 15-1-0 18-10-0 19-210 24-4-12 30-2-0 5-9-4 5-2-12 4-1-0 3-9-0 0 4-0 5-2-12 5-94 Plate Offsets (X Y)— 111:0-4-0,0-301 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC0.45 TCDL 10.0 Lumber DOL 1.25 BC 0.46 BCLL 0.0 Rep Stress Incr YES WB 0.79 BCDL 10.0 Code FBC2017ITP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. lb/size) 1=616/Mechanical, 1 0=1 595/0-3-8, 7=262/0-3-8 Max Horz 1=122(LC 10) Max Uplift 1=151(1_C 12), 10=367(1_C 12), 7=-99(LC 12) Max Grav 1=641(LC 21), 10=1595(LC 1), 7=317(LC 22) DEFL. in (loc) I/defl L/d Vert(LL) -0.09 10-11 >999 240 Vert(CT) -0.18 10-11 >999 180 Horz(CT) 0.02 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 156 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1039/351, 2-3=543/234, 3-4=-411/257, 4-5=-30/471, 5-6=-98/572 BOT CHORD 1-12=-234/892, 11-12=-234/892 WEBS 2-11=-546/255, 5-10=-475/195, 6-10=-547/254, 4-11=-161/570, 4-10=884/336 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=4511; L=30ft, eave=4ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-3, Interior(1) 3-0-3 to 11-0-0, Exterior(2) 11-0-0 to 23-5-3, Interior(1) 23-5-3 to 31-2-0 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except Qt=lb) 1=151,10=367. WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M P7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIr PII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J.ORegan PE No.56126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452383 P2392ACT AS HIP 1 1 Job Reference(optional nnta-Honda Lumber, Bartow, FL. B.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:24 2018 Page 1 I D:ItiEj_2vgrkv4uEJ UYC 2jFzkFng-tmfrLktNv7EQgEZukKiIZ3 Wp?KeKpSrROxVt4rzcgbn 4-9-4 9-0-0 15-1-0 21-2-0 25-4-12 30-2-0 31-2-0 4-9-4 4-2-12 6-1-0 6-1-0 4-2-12 4-9-0 1-0-0 Scale = 1:51.1 d' d 4x4 = 3x8 = 44 = 3 20 21 4 22 23 5 3x8 = 3x8 = 5x5 = 3x8 = 3x8 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.16 9-18 868 240 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) 0.37 9-18 369 180 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.07 7 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1072/Mechanical, 7=1049/0-3-8, 10=353/0-3-8 Max Hort 1=101(LC 10) Max Uplift 1=254(1-C 12), 7=-277(LC 12), 10=-86(LC 12) PLATES GRIP MT20 244/190 Weight: 149 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-4-9 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1983/711, 2-3=1683/595, 3-4=1461/580, 4-5=1250/505, 5-6=-1452/514, 6-7=-1765/634 BOT CHORD 1-12=-564/1751, 11-12=-413/1573, 10-11=-413/1573, 9-10=-413/1573, 7-9=-505/1562 WEBS 2-12=-344/226, 3-12=-105/479, 4-12=-264/76, 4-9=-502/175, 5-9=-65/407, 6-9=-364/233 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=30ft; eave=4ft, Cat. 11. Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-3, Interior(1) 3-0-3 to 9-0-0, Exterior(2) 9-0-0 to 25-6-11, Interior(1) 25-6-11 to 31-2-0 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except (jt=1b) 1=254,7=277. M ld This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.68126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Verify tlesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon Parameters shown, and is for an individual building component, not , a truss system. Before use, the building designer must verify the applicability of design parameters and 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 MiTek' 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 ANSUTP11 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, Alexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C_TRAY T13452384 P2392ACT A6 HIP 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 1-0-0 3-9-4 7-0-0 11-6-0 15-1-0 1-0-0 3-9 3-2-12 4-6-0 70 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:26 2018 Page 1 I D:Iti Ej_2vgrkv4uEJUYC2jFzkFng-g8mcmQveRk V8wYiGsIIDeUb5x8QPHG6kuF_9kzcgbl 18-8-0 23-2-0 26-4-12 30-2-0 31-2-0 3-7-0 4-6-0 3-2-12 3-9-4 1-0-0 Scale = 1:52A 4x8 = 1.Sx4 II 4 23 245 25 4x8 = 1.5x4 6 26 7 27 28 4x8 = 16 15 14 13 1z 3x4 = 3x4 = 6x8 = 5x5 = 6x8 = 3x4 = 3x4 = 7-0-0 11-6-0 15-1-0 18-8-0 18 23-2-0 30-2-0 7-0-0 4-6-0 3-7-0 0- -4 4-5-12 7-0-0 Plate Offsets (X Y)— [4:0-5-4 0-2-01 [8:0-5-4 0-2-01-[14 0-2-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.05 16-19 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(CT) 0.12 16-19 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 161 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-5 oc purlins. BOT CHORD 2x4 SP No.1 D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1076/0-3-8, 13=2996/0-3-8, 10=364/0-3-8 Max Horz 2=82(LC 7) Max Uplift 2=326(LC 8), 13=-880(LC 8), 10=-117(LC 8) Max Grav 2=1086(LC 17), 13=2996(LC 1), 10=382(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1920/562, 3-4=1711/512, 4-5=1191/397, 5-6=1191/397, 6-7=-272/1116, 7-8=-272/1116, 9-10=-389/107 BOT CHORD 2-16=-435/1694, 15-16=361/1513, 14-15=-68/282, 13-14=-68/282, 10-12=-31/335 WEBS 3-16=-273/109, 4-16=-73/641, 4-15=426/112, 5-15=-490/251, 6-15=-384/1293, 6-13=-1914/558, 7-13=-512/258, 8-13=-1537/439, 8-12=-75/644, 9-12=-279/118 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=30ft; eave=4ft, Cat. 11; Exp B. Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has been will fit between the bottom chord and any other members. electronically signed and 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) sealed by ORegan, Philip, PE2=326,13=880,10=117. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 206 lb up at using a Digital Signature. 7-0-0, 97 lb down and 106 lb up at 9-0-12, 97 lb down and 106 lb up at 11-0-12, 97 lb down and 106 lb up at 13-0-12, 97 lb down Printed copies Of this and 106 lb up at 15-1-0, 97 lb down and 106 lb up at 17-1-4, 97 Ito down and 106 lb up at 19-1-4, and 97 lb down and 106 lb up at document are not considered 21-1-4, and 189 lb down and 206 lb up at 23-2-0 on top chord, and 327 lb down and 97 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb signed and sealed and the down at 11-0-12, 66 lb down at 13-0-12, 66 lb down at 15-1-0, 66 lb down at 17-1-4, 66 lb down at 19-1-4, and 66 lb down at device(s) is the signature must be verified21-1-4, and 327 lb down and 97 lb up at 23-1-4 on bottom chord. The design/selection of such connection responsibility of others. on any electronic copies. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 LOAD CASE(S) Standard 6904 Parke East Blvd. Tampa FL 33610 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Date: Uniform Loads (plf) March 9,2018 Vert: 1-4=-60, 4-8=-60, 8-11=60, 17-20=20 c'4AkPr 1191° AM% gesign parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 11171.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job T uss Truss Type Qry Ply Park Sq/Barcelona-A or C_TRAY T13452384 P2392ACT A6 HIP 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:26 2018 Page 2 I D:Iti Ej_2vgrkv4uEJUYC2jFzkFng-g8mcmQveRk V8wYiGsliDeUb5x8QPHG6kuF_9kzcgbl LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-142(F) 8=-142(F) 16=-327(F) 14=41(1`) 6=-97(F) 12=-327(F) 23=97(1`) 24=-97(F) 25=-97(F) 26=97(1`) 27=-97(F) 28=-97(F) 29=41(1`) 30=-41(F) 31=-41(F) 32=41(F) 33=41(F) 34=41(F) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall p qqbuildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing y iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452385 P2392ACT 131 SPECIAL 1 Job Reference o tional Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:27 2018 Page 1 4-- I D:Iti Ej_2vgrkv4uEJUYC2jFzkFng-I LK_zmvGB2d1XiHS PTGSBi8DO-Y2 hFOiqu7vkXhAzcgbk 411 5- 6-15 8-2-13 12110-0 127-88 14-514 16--161-4 19-2-4 21-8-4 24-4-0 2 2- 3-0 2-6-0 2-711-0-042-7-15 33 d 2 -0 Scale = 147. 3 1.5x4 = 1.5x4 5 1. 5x4 3x4 = 19 18 17 15 15 14 13 12 2x4 8x10 = 2x4 II 6x8 = 2x4 2x4 II 8.8 = 3.4 II 4-4- 11 5-6-15 8-2-13 12-1-0 12-7-8 14-5-4 16-11-4 19-2-4 21-8-4 24-4-0 4-4- 11 1-2-4 2-7-15 3-10-3 0-6-8 1-9-12 2-6-0 2-3-0 2-6-0 2-7-12 Plate Offsets ( X Y)— 12:0-1-8 Edge], f6:0-4-12 Edgel 118:0-5-0 0-5-01 f21 0-2-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.00 TC 0.94 Vert(LL) -0.42 16-17 >697 360 MT20 244/190 TCDL 10. 0 Lumber DOL 1.00 BC 0.74 Vert(CT) -0.80 16-17 >361 240 MT20HS 187/143 BCLL 0. 0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.06 12 n/a n/a BCDL 10. 0 Code FBC2017/TP12014 Matrix -MS Weight: 314 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc purlins, 6-11: 2x4 SP No.1 except end verticals. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 12-18: 2x6 SP DSS WEBS 2x4 SP No.3 *Except* 6-18: 2x4 SP No.2 REACTIONS. (lb/ size) 12=1607/0-4-0, 2=1448/0-8-0 Max Horz 2=187(LC 12) Max Uplift 12=-79(LC 12), 2=-176(LC 12) Max Grav 12=1972(LC 2), 2=1518(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2898/684, 3-4=2631/654, 6-7=-11590/2868, 7-8=-11590/2868, 8-9=8962/1904, 9-10=- 4075/751, 10-11=4075/751, 11-12=-1680/305 BOT CHORD 2-19=-778/2579, 18-19=778/2579, 17-18=-3038/11202, 16-17=-3126/11496, 15-16=- 1904/8962, 14-15=-1904/8962, 13-14=-1904/8962, 12-13=55/303 WEBS 6- 17=-617/223, 7-16=-586/168,8-15=-1028/309, 9-14=-329/1286, 6-16=-335/401, 8-16=- 1033/2814, 11-13=-746/4039, 9-13=-5268/1235, 4-18=940/3539, 6-18=9284/2467, 3-18=- 339/130, 4-6=-3471/1012 NOTES- 1) 2- ply truss to be connected together with 10d (0.131"xY) nails as follows: This item has been Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. electronically signed and Bottom chordsconnectedasfollows: 2x6 - 2 rows staggered at 0-9-0 oc. by ORegan, Philip, PE Webs connectedasfollows: 2x4 -1 row at 0-9-0 oc. sealed 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 using a Digital Signature. ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Printed Copies Of this 3) Unbalanced roof live loads have been considered for this design. document are not Considered 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=aft; Cat. signed and sealed and the 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 11-11-4, Exterior(2) 12-1-0 to 15- 1-0 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 signature must be verified 5) Provide adequate drainage to prevent water ponding. On any electronic Copies. 6) All plates are MT20 plates unless otherwise indicated. Philip J. O'Regan PE No.58126 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MiTek USA, Inc. FL Cart 6634 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 6904 Parke East Blvd. Tampa FL 33610 will fit between the bottom chord and any other members. Date: 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except 0=1b) March 9,2018 2=176. RNING'eAryVdestg7lpardifte i/ F1?SWEADtK/OTES'ON NS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. UhWWQAid%rPA@@A with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not E" a trusssystem. 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 Welk' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N_ Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Truss Truss Type Oty Ply Park Sq/Barcelona-A or C_TRAYT13452385LP2392ACTB1SPECIAL1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=60, 6-11=-90, 2-12=-20 Concentrated Loads (lb) Vert:25=-706 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10,51:27 2018 Page 2 I D:ItiEj_2vgrkv4uEJ UYC2jFzkFng-I LK_zmvGB2d?XiHSPTGSBi8DOYh FOiqu7vkXhAzcgbk WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 1010312015 BEFORE USE. aaaaaa Design valid for use only with MiTek® connectors- This design is based only upon parameters shown, and is for an individual building component, notEgEg 1 a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ift- building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTekisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAYT13452386LP2392ACTB2SPECIAL1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:28 2018 Page 1 ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-mXuMB6wuyMls9rsfzAnhjvgN6x2H19ol LZT4Ddzcgbj 1-0-0 5-9-4 11-0-0 12-7-8 14-11-12 17-5-12 19-2-4 21-8-4 24-4-0 0105-9-4 5-2-12 1-7-8 2-4-4 -- 2-6-0 1-8-8 2-6-0 2-7-12 5x8 = 3x4 11 Scale = 1:42.8 3x4 = «. 1. „ — 12 2x4 II 4x6 5x10 = 4x4 II 5x8 = 2x4 II 2x4 II 8x8 = 3x4 II 5-9-4 11-0-0 12-7-8 14-11-12 17-5-12 19-2-4 21-8-4 24--0 5-9-4 5-2-12 1-7-8 2-4-4 2-6-0 1-8-8 2-6-0 2-7-12 Plate Offsets (X Y)— f2:0-1-4 Edgel f4:0-5-12 0-1-121 f6:0-3-12,0-3-01, f18:0-2-12,0-1-121 LOADING (ps, SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 'Except* 12-19: 2x6 SP DSS WEBS 2x4 SP No.3 'Except* 5-17,4-18,6-18: 2x4 SP No.2 REACTIONS. ((b/size) 12=1597/0-4-0, 2=1456/0-8-0 Max Horz 2=324(LC 12) Max Uplift 12=-100(LC 12), 2=-166(LC 12) Max Grav 12=1993(LC 17), 2=1549(LC 17) CSI. DEFL. in (loc) I/deft L/d TC 0.94 Vert(ILL) 0.45 16-17 650 360 BC 0.69 Vert(CT) 0.87 16-17 334 240 WB 0.98 Horz(CT) 0.06 12 n/a n/a Matrix -MS PLATES GRIP MT20 244/190 Weight: 301 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-10-1 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3046/702, 3-4=2350/542, 6-17=-437/191, 6-7=11474/2937, 7-8=-11474/2937, 8-9=-8986/2008, 9-10=-4121/818, 10-11=4121/818, 11-12=-1684/329 BOT CHORD 2-20=-982/2813, 18-20=982/2813, 17-18=-3332/11833, 16-17=-3590/12573, 15-16=-2008/8986, 14-15=-2008/8986, 13-14=-2008/8986, 12-13=58/301 WEBS 3-20=-36/380, 3-18=747/283, 4-18=2042/7526, 4-6=-6957/2050, 6-18=-11674/3135, 7-16=-353/44, 8-15=1006/318, 9-14=-356/1336, 6-16=-1271/699, 8-16=-994/2665, 11-13=-814/4091. 9-13=5211 / 1275 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 18-6 2x4 - 1 row at 0-7-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 12-5-12, Interior(1) 12-5-12 to 24-2-4 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except (jt=lb) 2=166. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such C Wi1 asi$n p rameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. r f1 a UUkkll fN1t111Te: connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. This item has been electronically signed and sealed by DRegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 saw MiTek` 6904 Parke East Blvd, Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/Barcelona-A or C_TRAY T13452386 P2392ACT B2 SPECIAL 1 nL Job Reference (optional) Mid -Florida Lumber, Bartow, FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=60, 4-5=-60, 6-11=-90, 2-12=-20 Concentrated Loads (lb) Vert:6=-706 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:28 2018 Page 2 ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-mXuMB6wuyMls9rsfzAnhjvgN6x2H19ol LZT4Ddzcgbj 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 MiTelc® connectors. This 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 AN 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 piTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452387 P2392ACT B3 SPECIAL 1 Job Reference o tional Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:29 2018 Page 1 I D:Iti Ej_2vgrkv4uEJUYC2jFzkFng-EjSkORxWjftjn?RrXu1wG7DYjLMbUdZBaDDem3zcgbi 1-0-0 4-94 9-0-0 12-7-8 14-11-12 17-5-12 19-24 21-8-4 i 24-0-0 1-0-0 1 4-94 4-2-12 3-7-8 24-4 2-6-0 1-8-8 2-6-0 2-7-12 4x8 = 1 5x4 I 4 24 25 5 3x4 = 2x4 II 8x10 = 4x4 II 5x8 = 2x4 II 2x4 II Bx8 = 4 94 9-0-0 12-7^8 14-11 . 2 1 17-5-12 19-24 21-8-4 24 LOADING (ps9 SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip COL 1.00 TC 0.95 TCDL 10.0 Lumber DOL 1.00 BC 0.75 BCLL 0.0 Rep Stress Incr NO WB 0.95 BCDL 10.0 Code FBC2017TTP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP DSS 'Except' 2-18: 2x6 SP No.2 WEBS 2x4 SP No.3 `Except' 6-18: 2x4 SP No.2 Scale = 1:43.3 12 3x4 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.42 16-17 >699 360 MT20 244/190 Vert(CT) -0.80 16-17 >361 240 Horz(CT) 0.06 12 n/a n/a Weight: 295 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=1597/0-4-0, 2=1456/0-8-0 Max Horz 2=263(LC 12) Max Uplift 12=-90(LC 9), 2=-178(LC 12) Max Grav 12=1981(LC 17), 2=1547(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2988/757, 3-4=2716/703, 6-17=-507/205, 6-7=11386/2822, 7-8=-11386/2822, 8-9=-8918/1931, 9-10=-4095/788, 10-11=4095/788, 11-12=-16741318 BOT CHORD 2-19=-963/2751, 18-19=963/2751, 17-18=-3207/11635, 16-17=-3415/12316, 15-16=-1931/8918, 14-15=-1931/8918, 13-14=-1931/8918, 12-13=56/299 WEBS 3-18=-354/158, 4-18=-870/3322, 4-6=-3259/992, 6-18=-9508/2471, 9-14=341/1325, 8-15=-1007/308, 7-16=-342/38, 6-16=-1173/634, 8-16=-955/2643, 11-13=784/4065, 9-13=-5165/1224 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 12-0-0, Interior(1) 12-5-12 to 24-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except (jt=lb) 2=178. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such Ca WiJ'glal f' yr nry,Qesr_ grr P rameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. I9lr C(07Ai1 $fie p VVhh!! NNIIIITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. This item has been electronically signed and sealed by DRegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J.0'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 MiTek` 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452387 P2392ACT B3 SPECIAL 17 nL Job Reference o tional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:29 2018 Page 2 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-EjSkORxWjftjn?RrXulwG7DYjL MbUdZBaDDem3zcgbi LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-60, 4-5=-60, 6-11=-90, 2-12=-20 Concentrated Loads (Ib) Vert: 6=-706 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. aaaae Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, notEEE3 , a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall mw 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 p iTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSBA9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/Barcelona-A or C_TRAY T13452388 P2392ACT B4 SPECIAL 1 qJ Job Reference ( ptional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10,51,30 2018 Page 1 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-ivO6cny8Uz?ZP9015bp9pKmjslhdD7dKptyBlVzcgbh 1-0-0 3-9-4 7-0-0 9-11-8 12-7-8 14-11-12 17-5-12 19-2-4 21-8-4 24-4-0 1-0~-0 3-9-4 3-2-12 2-11-8 2-8-0 2-4-4 2£-0 1-8-8 2-0-0 2-7-12 48 = 4x6 = 25 5 26 2x4 11 Scale = 1:43.3 u - ,o v ,o 11 ,w 13 3x4 = 2x4 II 3x4 = 4x6 = 4x4 5x8 = 2x4 2x4 II 6x9 = 3x4 7x10 = 3-9-4 7-0-0 9-11-8 12-7-8 14-11-12 17-5-12 19-2-4 21-8-4 24-4-0 3-9-4 3-2-12 2-11-8 2-8-0 2-4-4 2£-0 1-8-8 2-6-0 2-7-12 Plate Offsets (X Y)— [4:0-5-4 0-2-01 [7:0-3-4 0-3-41,[19:0-5-0 0-4-81 LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.00 TC 0.92 TCDL 10.0 Lumber DOL 1.00 BC 0.83 BCLL 0.0 Rep Stress Incr NO WB 0.77 BCDL 10.0 Code FBC2017ITP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 *Except* 7-12: 2x4 SP No.1 BOT CHORD 2x6 SP DSS *Except* 2-20: 2x6 SP No.2 WEBS 2x4 SP No.3 'Except* 6-18,7-19,7-17,9-17,12-14,10-14: 2x4 SP No.2 DEFL. in (loc) I/deft L/d Vert(LL) -0.42 17-18 >687 240 Vert(CT) -0.82 17-18 >355 180 Horz(CT) 0.07 13 n/a n/a PLATES GRIP MT20 244/190 Weight: 448 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=2529/0-4-0, 2=2354/0-8-0 Max Horz 2=202(LC 8) Max Uplift 13=-341(LC 5), 2=-446(LC 8) Max Grav 13=3512(LC 2), 2=2376(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4910/871, 3-4=4708/875, 4-5=5375/945, 5-6=337/33, 7-18=-161/317, 7-8=-18798/2775, 8-9=-18798/2775, 9-10=-14658/1864, 10-11=-6849/755, 11-12=-6849/755,12-13=-2685/299 BOT CHORD 2-22=-921/4371, 21-22=921/4371, 19-21=-863/4198, 18-19=3139/18876, 17-18=-3316/19968, 16-17=-1864/14658, 15-16=-1864/14658, 14-15=1864/14658, 13-14=-49/464 WEBS 3-21=-283/69, 4-21=-71/502, 4-19=-232/1843, 5-19=-770/4820, 5-7=-7118/1291, 7-19=-14443/2278, 7-17=-2256/579, 9-16=-1503/309, 9-17=-976/4758, 10-15=321/2328, 12-14=-756/6838, 10-14=-8364/1188 This item has been NOTES- electronically signed and1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: sealed b ORe anPhilip, PE Top chordsconnectedasfollows: 2x4 - 1 row at 0-7-0 oc. Y 9, p, Bottom chords connected as follows: 2x6- 2 rows staggered at 0-6-0 oc. using a Digital Signature. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Printed copies of this 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 document are not considered ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. signed and sealed and the SI g3) Unbalancedroofliveloadshavebeenconsideredforthisdesign. 4) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft, L=24ft, eave=4ft, Cat. Signature must be Verified 11; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 on any electronic copies. 5) Provide adequate drainage to prevent water ponding. Philip J. O'Regan PE No.58126 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MiTek USA, Inc. FL Cart 6634 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 6904 Parke East Blvd. Tampa FL 33610 will fit between the bottom chord and any other members. Date: 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ito uplift at joint(s) except 0=1b) March 9,2018 13n=34r{ 1, 2= 446. CAK}WMfiA, W -%5& gesign parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 MiTek' is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY P 3392ACT B4 SPECIAL 1 T13452388 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:30 2018 Page 2 I D:ItiEj_2vgrkv4uEJUYC2jFzk Fng-ivO6cny8Uz?ZP9015bp9p KmjslhdD7dKptyBlVzcgbh NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 Ib down and 204 Ib up at 7-0-0, and 97 Ib down and 106 Ib up at 9-0-12, and 97 Ib down and 106 Ib up at 11-0-12 on top chord, and 327 Ib down and 97 Ib up at 7-0-0, 66 Ib down at 9-0-12, 66 Ib down at 11-0-12, 344 Ib down at 14-9-12, 344 Ib down at 16-9-12, 344 Ib down at 18-9-12, 344 Ib down at 20-9-12, 344 Ib down at 22-9-12, and 354 Ib down at 24-2-4, and 1136 Ib down and 201 Ib up at 12-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 14=60, 4-6=-60, 7-12=75, 2-13=-20 Concentrated Loads (lb) Vert: 4=-142(B)7=-460 13=-89(B)20=41(B)21=-327(B)17=-79(B)25=-97(B)26=-97(B)29=41(B)30=-1021(F)31=-79(B)32=-79(B)33=-79(B)34=-79(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors- This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Raw building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452389 P2392ACT C1 COMMON 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:31 2018 Page 1 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-A6aVp7ymFH7QOJbEeIKOLY11194myiiTl Xikgxzcgbg 1-0-0 5-941 i 11-0-0 16-2-12 22-0-0 ,23-0-0 1-0-0 5-9-4 5-2-12 5-2-12 5-9-4 1-0-0 Scale = 1:39.3 4x4 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.07 10-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(CT) 0.18 10-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 101 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-11-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=940/0-8-0, 6=940/0-8-0 Max Horz 2=115(LC 11) Max Uplift 2=181(LC 12), 6=-181(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1525/468, 34=1367/470, 4-5=1367/470, 5-6=1525/468 BOT CHORD 2-10=-326/1328, 8-10=-151/876, 6-8=-344/1328 WEBS 4-8=-157/526, 5-8=-340/203, 4-1 0=-1 57/526, 3-10=-340/203 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=15ft, B=45ft, L=24ft; eave=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 11-0-0, Exterior(2) 11-0-0 to 14-0-0 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=181,6=181. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Gi' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not _ e 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 MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452390 P2392ACT C2 HIP 1 1 Job Reference (optional)__ Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:32 2018 Page 1 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-el7tOTz00a FHeTAQCOsdutrAGZOehAGdGBRI MOzcgbf 1-0-0 4-9-4 9-0-0 1 13-0-0 17-2-12 22-0-0 23-0-0 1-0-0 4-94 I 4-2-12 4-0-0 4-2-12 4-9-4 1-0-0 Scale = 1:39.1 1 4x4 = 48 = 3x4 = qxq = 3x8 = 3x4 = 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 TCDL 10.0 Lumber DOL 1.25 BC 0.73 BCLL 0.0 Rep Stress Incr YES WB 0.18 BCDL 10.0 Code FBC2017ITP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=940/0-8-0, 7=940/0-8-0 Max Horz 2=96(LC 11) Max Uplift 2=181(LC 12), 7=-181(LC 12) DEFL. in (loc) I/defl L/d Vert(LL) -0.16 9-17 >999 240 Vert(CT) -0.34 9-17 >781 180 Horz(CT) 0.04 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 108 Ito FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-8-15 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1547/578, 34=1237/462, 4-5=1054/459, 5-6=-1237/462, 6-7=-1547/578 BOT CHORD 2-11=-446/1364, 9-11=-255/1054, 7-9=-453/1364 WEBS 3-11=-360/226, 4-11=-74/339, 5-9=-67/339, 6-9=361/226 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft, Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-6, Exterior(2) 9-0-0 to 13-0-0, Interior(1) 17-4-11 to 23-0-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) 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=1b) 2=181,7=181. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPH Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 I&ME' MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452391 22392ACT C3 HIP 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:33 2018 Page 1 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-7UhFEp_1 nuN8GdlcmjNsQzOM 1 yjhQa7mVrBrvgzcgbe 1-0-0 3-9-4 7-0-0 11-0-0 15-0-0 18-2-12 22-0-0 23-0-0 1-0-0 3-9-4 3-2-12 4-0-0 4-0-0 i 3-2-12 3-9-4 1-000 Scale = 1:39.1 3x5 = 44 = 3x8 = 4x4 = r 20 21 ' 22 23 6 3x8 = 4x4 — 1X4 II 3x8 = 3x5 = lV0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017ITP12014 CSI. TIC 0.42 BC 0.81 WB 0.33 Matrix -MS DEFL. in Vert(LL) -OA2 Vert(CT) -0.24 Horz(CT) 0.09 loc) I/deft L/d 11 >999 240 11 >999 180 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 112 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1616/0-8-0, 8=1616/0-8-0 Max Horz 2=77(LC 6) Max Uplift 2=416(LC 8), 8=-416(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3074/796, 3-4=2873/763, 4-5=-2564/708, 5-6=2564/708, 6-7=-2873/763, 7-8=-3074/796 BOT CHORD 2-13=-651/2720, 11-13=689/2898, 10-11=-689/2898, 8-10=-651/2720 WEBS 3-13=-274/78, 4-13=152/876, 5-13=-503/152, 5-10=503/152, 6-10=-152/876, 7-10=-274/78 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=15ft; B=45ft; L=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. This Item has been 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) electronically signed and 2=416,8=416. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 204 lb up at sealed by ORegan, Philip, PE 7-0-0, 97 lb down and 106 lb up at 9-0-12, 97 lb down and 106 lb up at 11-0-0, and 97 lb down and 106 lb up at 12-11-4, and 189 using a Digital Signature. lb down and 204 lb up at 15-0-0 on top chord, and 327 lb down and 97 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 11-0-0, Printed Copies Of this and 66 lb down at 12-11-4, and 327 lb down and 97 lb up at 14-11-4 on bottom chord. The design/selection of such connection document are not considered device(s) is the responsibility of others. Signed and Sealed and the8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). signature must be verified LOAD CASE(S) Standard on any electronic copies. 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Philip J. O'Regan PE No.58126 Uniform Loads (plf) MiTek USA, Inc. FL Cart 6634 Vert: 1-4=60, 4-6=-60, 6-9=-60, 14-17=-20 6904 Parke East Blvd. Tampa FL 33610 Concentrated Loads (lb) Date: Vert: 4=-142(F) 6=-142(F) 13=-327(F) 11=41(F) 5=-97(F) 10=-327(F) 21=97(F) 22=-97(F) 24=-41(F) 25=41(F) March 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and 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 MiTekisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452392 P2392ACT C4 HIP 1 Job Reference (optional)_ Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:34 2018 Page 1 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-bhFd R9MCV?tmKpKRu5zAwC)yM5g9vrMVwPRGzcgbd 1-0-0 3-10-12 7-3-0 11-0-0 14-9-0 16-6-8 19-0-0 22-0-0 1-0-0 3-10-12 3-4-4 3-9-0 3-9-0 1-9-8 2-5-8 3-0-0 THIS TRUSS IS NOT SYMMETRIC. Scale = 1.37.9 PROPER ORIENTATION IS ESSENTIAL. 7 0 4x8 = 5x8 MIT18HS = 1.5x4 II 4 20 5 21 6 4x4 2x4 II 3x4 = 7x8 = 6x6 = 8x8 = 3x8 II 5x14 3-10-12 7-3-0 11-0-0 14-9-0 16-6-8 19-0-0 22-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.17 11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.34 11 >775 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(CT) 0.08 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 277 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-4 oc purlins. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 9-8-1 oc bracing. WEBS 2x4 SP No.3 'Except' 4-14,5-13,6-12,7-11: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 9=7852/0-4-0, 2=2829/0-4-0 Max Horz 2=78(LC 7) Max Uplift 9=-2102(LC 8), 2=-775(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5822/1545, 3-4=-5655/1541, 4-5=-7080/1962, 5-6=-7080/1962, 6-7=9793/2701, 7-8=-14154/3875,8-9=-15433/4176 BOT CHORD 2-15=-1339/5181, 14-15=-1339/5181, 13-14=-1279/5035, 12-13=-2374/8988, 11-12=-3394/12644, 10-11=-3701/13784, 9-10=-3701/13784 WEBS 3-14=-325/71, 4-14=64/343, 4-13=-803/2907, 6-13=2707/949, 6-12=1647/6014, 7-12=-6664/1856, 7-11=1976/7224, 8-11=-1329/357, 8-10=-261/1127 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 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) 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=24ft, eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18, MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=2102, 2=775. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5991 lb down and 1715 lb up at 16-6-8, 1187 lb down and 307 lb up at 16-11-4, and 636 lb down and 176 lb up at 18-11-4, and 1047 lb down and 274 lb up at 20-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. a NARMRr.'Y9NrjTa gparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10(0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 MiTek` 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C_TRAY T13452392 P2392ACT C4 HIP 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 4-6=-60, 6r9=-60, 2-9=-20 Concentrated Loads (Ib) Vert: 11=-5991(B)10=-636(B)17=-1047(B)22=-1187(B) 8.130 s Sep 15 2017 MI I elk Industries, Inc. Fn Mar V IU:51:34 ZU1d rage z I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-bh FdR9?fYC V?tmKpKRu5zAwOyM5g9vrwkVwPRGzcgbd WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. aaaaaa Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Ed a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall WM building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe kisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452393 P2392ACT C5 HIP 1 1 Job Reference (optional) Mid-t-londa Lumber, Bartow, I-L. 10 1-0-0 6-0-0 48 = 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:35 2018 Page 1 I D:ItiEj_2vgrkv4uEJUYC 2jFzkFng-3tp?fVOHJVdsVwu?t8PK WOThbmSOu W63y9gyzjzcgbc 11-0-0 16-0-0 22-0-0 ,23-0-0 5-0-0 5-0-0 6-0-0 1-0-0 Scale = 1:39.1 lx4 II 4x8 - 19 4 20 5 3x4 = 1x4 II 3x4 = 3x8 = 1x4 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.06 9 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(CT) 0.13 11-14 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=940/0-3-8, 6=940/0-3-8 Max Horz 2=67(LC 11) Max Uplift 2=252(1-C 12), 6=-252(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1527/526, 3-4=-1616/614, 4-5=1616/614, 5-6=1527/529 BOT CHORD 2-11=-368/1301, 9-11=-367/1308, 8-9=-378/1308, 6-8=-378/1301 WEBS 3-9=-140/455, 4-9=-327/169, 5-9=-141/455 PLATES GRIP MT20 244/190 Weight: 99 to FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-1-3 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=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-0-0, Exterior(2) 6-0-0 to 20-2-15, Interior(1) 20-2-15 to 23-0-0 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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=252,6=252. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C_TRAY T13452394 P2392ACT C6 HIP 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:36 2018 Page 1 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-X3NOsrOv4plj74TBRswZ2b7rLAjTdt5CBpPW9zcgbb 1-0-0 5-0-0 9-0-9 12-11-7 17-0-0 22-0-0 23-0-0 1-0-0 5-0-0 4-0-9 3-10-13 4-0-9 5-0-0 1-0-0 Scale = 1:39.1 4x4 = 4x8 = 3x4 = 4x8 = 3 4 18 19 5 20 6 2x4 4x8 = 6x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 TCDL 10.0 Lumber DOL 1.25 BC 0.86 BCLL 0.0 Rep Stress Incr NO WB 0.57 BCDL 10.0 Code FBC2017ITP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 "Except" 7-11: 2x6 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1371/0-3-8, 7=1569/0-3-8 Max Horz 2=58(LC 7) Max Uplift 2=398(1_C 8), 7=-476(LC 8) 3x5 = 2x4 11 DEFL. in (loc) I/defl L/d Vert(LL) -0.16 10-12 >999 240 Vert(CT) -0.31 10-12 >848 180 Horz(CT) 0.06 7 n/a n/a 3x6 = PLATES GRIP MT20 244/190 Weight: 121 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-2-0 oc bracing. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2590/712, 3-4=3500/1049, 4-5=-3500/1049, 5-6=-3785/1136, 6-7=-3051/891 BOT CHORD 2-13=-575/2266, 12-13=573/2274, 10-12=-1051/3785, 9-10=720/2702, 7-9=-714/2677 WEBS 3-12=-478/1507, 5-12=-371/224, 6-10=-397/1339, 6-9=-101/428 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=24ft, eave=4ft; Cat. II; Exp B. Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 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=1b) 2=398,7=476. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 77 lb up at 13-0-12, and 51 lb down and 77 lb up at 14-3-4 on top chord, and 577 lb down and 197 lb up at 11-0-12, 36 lb down at 13-0-12, and 36 lb down at 14-3-4, and 329 lb down and 145 lb up at 16-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3-6=-60, 6-8=-60, 2-7=-20 Concentrated Loads (lb) Vert: 5=-51(F) 10=-26(F) 20=51(F) 21=-577(F) 22=-26(F) 23=-329(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors_ This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. D'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452395 P2392ACT C7 HIP 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:37 2018 Page 1 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-?Gxm4B 1 Xr7takE2N?ZRobpY 1 EZ64MQ NMQT932bzcgba 1-0-0 19A 9-0-0 1 13-0-0 16-5-0 1-0-0 4-9-4 4-2-12 4-0-0 3-5-0 Scale = 1:31.3 4x4 = 4x8 = 14 7 4x4 = 3x8 = 3x4 = 1 5x4 LOADING (ps, SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 TCDL 10.0 Lumber DOL 1.25 BC 0.65 BCLL 0.0 Rep Stress Incr YES WB 0.19 BCDL 10.0 Code FBC2017/TP12014 Matrix -MS DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) -0.14 9-12 >999 240 MT20 244/190 Vert(CT) -0.29 9-12 >676 180 Horz(CT) 0.02 7 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=713/0-3-8, 7=649/Mechanical Max Horz 2=121(LC 12) Max Uplift 2=190(LC 12), 7=-162(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1052/424, 3-4=740/305, 4-5=-602/317, 5-6=-479/227, 6-7=609/292 BOT CHORD 2-9=-440/922, 8-9=-153/382 WEBS 3-9=-363/232, 5-9=-125/362, 5-8=-288/143, 6-8=197/496 Weight: 91 lb FT = 20% Structural wood sheathing directly applied or 5-3-13 oc purlins, except end verticals. Rigid ceiling directly applied or 8-10-8 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, 1nterior(1) 2-0-6 to 9-0-6, Exterior(2) 9-0-0 to 13-0-0 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=190,7=162. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE WI.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Ceft 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9.2018 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Truss Truss Type Qty Ply Park Sq/Barcelona-A or CTRAYT13452396LP2392ACTC8COMMON41 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:37 2018 Page 1 I D:Iti Ej_2vgrkv4uEJUYC2jFzkFng-?Gxm4B 1 Xr7takE2N?ZRobpY3dZ6j MJoMQT932bzcgba 1-0-0 I 5-9-4 11-0-0 16-5-0 1-0-0 5-9-4 5-2-12 5-5-0 5x6 = 3x4 = 6 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 TCDL 10.0 Lumber DOL 1.25 BC 0.67 BCLL 0.0 Rep Stress Incr YES WB 0.61 BCDL 10.0 Code FBC2017ITP12014 Matrix -MS DEFL. in (loc) I/deft L/d Vert(LL) -0.11 6-7 >999 240 Vert(CT) -0.20 6-7 >988 180 Horz(CT) 0.02 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 REACTIONS. (lb/size) 2=713/0-3-8, 6=649/Mechanical Max Horz 2=121(LC 12) Max Uplift 2=190(1-C 12), 6=-162(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1019/321, 3-4=797/282 BOT CHORD 2-7=-331/883, 6-7=-138/426 WEBS 3-7=-359/209, 4-7=-116/540, 4-6=-562/180 Scale = 1,36.4 PLATES GRIP MT20 244/190 Weight: 83 lb FT = 20% Structural wood sheathing directly applied or 5-4-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vutt=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, Interior(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 14-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=190, 6=162. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED Ai REFERENCE PAGE MIP7473 rev. 1OX312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9.2018 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452397 P2392ACT CJ JACK 4 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:38 2018 Page 1 I D:Iti Ej_2vgrkv4uEJUYC2j FzkFng-TSV8H W29cQ?RMOdaZGy1705HfzbA5vZVe7uca2zcgbZ 1-0-12 0-11-4 1-0-12 0-11-4 Scale = 1:13.8 1.5x4 I I 0-7-4 10-114 0-7 04 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 0.17 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 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) 5=16010-4-0, 3=-24/Mechanical, 4=-1/Mechanical Max Horz 5=69(LC 12) Max Uplift 5=25(LC 8), 3=-24(LC 1), 4=45(LC 12) Max Grav 5=160(LC 1), 3=1O(LC 10), 4=31(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vu@=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) zone, end vertical left exposed,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9, 2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. la/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall WAN building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452398 P2392ACT CJ1 JACK 22 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:39 2018 Page 1 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-xe3 WUs3nNk7l_YC m6_UGgEdTzNyWgMpftneA6UzcgbY 1-0-0 1-0-0 1-0-0 1-0-0 Scale = 1:7.0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 5 Ib 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) 3=10/Mechanical, 2=130/0-3-8, 4=-0/Mechanical Max Horz 2=42(LC 12) Max Uplift 3=3(LC 9), 2=-73(LC 12) Max Grav 3=11(LC 17), 2=130(LC 1), 4=12(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft, L=24ft, eave=4ft, Cat. II; Exp B, Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 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. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall pbuildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' ips alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452399 P2392ACT CJ3 JACK 13 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:39 2018 Page 1 I D:Iti Ej_2vgrkv4uEJUYC2jFzkFng-xe3WUs3nNk71_YCm6_UGgEdTcNxVgMpftneA6UzcgbY 1-0-0 3-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 TCDL 10.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. lb/size) 3=71/Mechanical, 2=188/0-3-8, 4=36/Mechanical Max Horz 2=74(LC 12) Max Uplift 3=34(1_C 12), 2=-66(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 "= l' DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.00 4-7 >999 240 MT20 244/190 Vert(CT) -0.01 4-7 >999 180 Horz(CT) -0.00 3 n/a n/a 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; VuIt=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., G6pi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-1 1-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452400 P2392ACT CJ3A JACK 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 2x4 = 3-0-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:40 2018 Page 1 I D:Iti Ej_2vgrkv4uEJUYC2jFzkFng-PrcuiC3Q82G9bhnygh?VDRAeAnHQZp3o6QNiewzcgbX Scale: 1 "= l' 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 0.10 Vert(LL) 0.01 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 3-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=118/Mechanical, 2=76/Mechanical, 3=42/Mechanical Max Horz 1=49(LC 12) Max Uplift 1=15(LC 12), 2=-38(LC 12), 3=3(1_C 12) Max Grav 1=118(LC 1), 2=76(LC 1), 3=54(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft, eave=oft; Cat. II; Exp B, Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J.0'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use ony with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall s building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTekisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C_TRAY CJ3T T13452401 P2392ACT SPECIAL 4 1 Job Reference o tional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:41 2018 Page 1 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-u 1 AGvY42uLOODrM9E P WklgoNBb2lGxyL47GB Mzcgb W 1-0-0 2-1-12 2-3- 3-03-0-0 1-0-0 2-1-12 0i1-1 028-8 Scale: 1 "=1' 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 TCDL 10.0 Lumber DOL 1.25 BC 0.20 BCLL 0.0 Rep Stress Incr YES WB 0.02 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=189/0-3-8, 5=115/Mechanical Max Horz 2=84(LC 12) Max Uplift 2=64(LC 12), 5=-51(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 0 0 00 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.01 7 >999 240 MT20 244/190 Vert(CT) -0.01 7 >999 180 Horz(CT) 0.01 5 n/a n/a Weight: 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=25ft, 8=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 3-0-0 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, 5. This item has been electronically signed and sealed by DRegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE. pi Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not tl' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ory Ply Park Sq/Barcelona-A or C_TRAY T13452402 P2392ACT CJ5 JACK 10 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51 Al 2018 Page 1 I D:Iti Ej_2vgrkv4uEJUYC2jFzkFng-u 1 AGvY42uLOODrM9EP WkIfjlVBa4l GlyL47GBMzcgb W 1-0-0 5-0-0 r 1-0-0 i 5-0-0 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 BC 0.26 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 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=108(LC 12) Max Uplift 3=-64(LC 12), 2=-73(LC 12) Max Grav 3=127(LC 1), 2=264(LC 1), 4=91(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:17.0 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.04 4-7 >999 240 MT20 244/190 Vert(CT) -0.06 4-7 >988 180 Horz(CT) -0.00 3 n/a n/a Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=25ft, B=45ft, L=24ft; eave=4ft, Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall saw building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452403 P2392ACT CJST SPECIAL 4 1 Job Reference o tional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:42 2018 Page 1 I D:ItiEj_2vgrkv4uEJUYC2jFzk Fng-MDkf7u5gffWtr?xLo61 zl sFuRawN tj?5ZksgjpzcgbV 1 - 1-0-0 i 2-1-12 2;3-8 5-0-0 1-0-0 2-1-12 0-'1-1'2 2-8-8 2x4 = 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 0.19 BCLL 0.0 Rep Stress Incr YES WB 0.04 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. lb/size) 4=165/Mechanical, 2=267/0-3-8, 5=29/Mechanical Max Horz 2=108(LC 12) Max Uplift 4=71(1_C 12), 2=-72(LC 12) Max Grav 4=165(LC 1), 2=267(LC 1), 5=59(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.0 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.11 6 >540 240 MT20 244/190 Vert(CT) -0.14 6 >421 180 Horz(CT) 0.07 5 n/a n/a Weight: 19 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 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=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. D'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C_TRAY T13452404 P2392ACT D1 MONO HIP 2 1 Job Reference o tiporal) Mid -Florida Lumber, Bartow, FL. 1-0-0 1-0-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:51:43 2018 Page 1 ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-qQl1 KE61QzejS9WXLgYCg4o1 Q_Bxmz_EoOcNFFzcgbU 7-4-14 14-3-4 16-5-0 7-4-14 6-10-6 2-1-12 1 4x8 = 1.5x4 11 Scale = 1:43.1 4 5 6 3x4 = 1x4 II 3x4 = 3x4 = LOADING (psfi TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.61 BC 0.56 WB 0.88 Matrix -MS DEFL. in Vert(LL) -0.07 Vert(CT) -0.17 Horz(CT) 0.02 loc) I/deft L/d 8-11 >999 240 8-11 >999 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 101 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-11 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-7-14 oc bracing. REACTIONS. (lb/size) 6=649/Mechanical, 2=713/0-3-8 Max Horz 2=264(LC 12) Max Uplift 6=207(LC 12), 2=-146(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-970/159, 3-4=-295/22 BOT CHORD 2-8=-354/817, 7-8=-354/817 WEBS 3-8=0/323, 3-7=737/309, 4-7=-98/477, 4-6=654/311 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=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 14-3-4, Exterior(2) 14-3-4 to 16-3-4 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 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. This Item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) electronically signed and6=207, 2=146. sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE KIP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Ed^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ano building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452405 P2392ACT D1T SPECIAL 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 2-3-8 238 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:43 2018 Page 1 ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-gQl1 KE61QzejS9WXLgYCg4oxL_6Fm7fEoOcNFFzcgbU 84-0 144-8 16-5-0 6-0-8 6-0-8 2-0-8 5x5 - 2X4 11 Scale = 1:29.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.18 6-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.36 6-13 >536 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.27 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 83 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.1 'Except* TOP CHORD Structural wood sheathing directly applied. 3-5: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 7-8,9-10: 2x4 SP No.3, 2-4: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=667/0-3-8, 5=654/Mechanical Max Horz 1=78(LC 11) Max Uplift 1=148(LC 12), 5=-151(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-292/113, 2-3=-1227/407, 3-4=-1227/407, 4-5=-285/117 BOT CHORD 2-6=-255/1097, 4-6=-255/1097 WEBS 3-6=-114/529 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 8=45ft, L=24ft; eave=4ft, Cat. 11, Exp B, Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-3-0, Interior(1) 3-3-0 to 8-4-0, Exterior(2) 8-4-0 to 11-4-0 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) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=148,5=151. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Will-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. This item has been electronically signed and sealed by DRegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452406 P2392ACT D2 MONO HIP 2 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 1-0-0 6-4-14 1-0-0 6-4-14 3 13U s Sep 1b 2U1 / MI I ek Industries, Inc. Fn Mar g 1u:01:44 zuits Page 1 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-IcsPYa7wBGma4J4kvX3RNHLE?OZ2VUYO12LxnhzcgbT 5-10-6 4-1-12 4x8 = 1.5x4 11 Scale = 1:38.5 4 14 5 6 3x4 - 1.4 3x4 = 3x4 — LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.04 8-11 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(CT) 0.11 8-11 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS 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) 2=713/0-3-8, 6=649/Mechanical Max Horz 2=231(LC 12) Max Uplift 2=159(LC 12), 5=-193(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1023/231, 3-4=455/109 BOT CHORD 2-8=-393/872, 7-8=-393/872, 6-7=-156/335 WEBS 3-8=0/273, 3-7=620/271, 4-7=-92/428, 4-6=608/284 PLATES GRIP MT20 244/190 Weight: 95 lb FT = 20% Structural wood sheathing directly applied or 5-5-5 oc purlins, except end verticals. Rigid ceiling directly applied or 9-3-6 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 12-3-4, Exterior(2) 12-3-4 to 16-3-4 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 nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except T=lb) 2=159,6=193. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSITlP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 N. MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C_TRAY 524T13407 P2392ACT D2T SPECIAL 2 1 Job Reference {optional)_ Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:45 2018 Page 1 I D:Iti Ej_2vgrkv4uEJUYC2jFzkFng-moQnlw7YyauRiTfwTFagwVtl3ooZE 16XFi5UK8zcgbS 2-3-8 8-4-0 14-4-8 16-8-0 2-3-8 6-0-8 6-0-8 2-3-8 Scale = 1:30.6 5x5 = 1 v 6 2x4 5 LJ °' Q 0 4x8 II 4x8 o 2x4 1.5x4 II 1.5x4 II I 2x4 11 2-3-8 B-4-0 14-4-8 16-8-0 238 60-8 6-08 238 Plate Offsets (X Y)— 2( 0-2-9 0-2-21 f4:0-2-9,0-2-21 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 0.86 Vert(LL) -0.18 6-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.38 6-13 >523 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.30 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 84 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7-8,9-10: 2x4 SP No.3, 2-4: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=676/0-3-8, 5=663/0-3-8 Max Horz 1=78(LC 10) Max Uplift 1=150(LC 12), 5=-153(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-297/118, 2-3=-1264/415, 3-4=-1265/414, 4-5=-288/120 BOT CHORD 2-6=-259/1131, 4-6=259/1131 WEBS 3-6=-115/538 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft, eave=4ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-3-0, Interior(1) 3-3-0 to 8-4-0, Exterior(2) 8-4-0 to 114-0 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) Bearing atjoint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 1=150,5=153. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NO-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9.2018 ABU[' MiTek' 6904 Parke East Blvd. Tampa, FL 36610 JobJob Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452408 D3 MONO HIP 2 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:46 2018 Page 1 I D:Iti Ej_2vgrkv4uEJUYC2jFzkFng-E_9yF8Aju01JcE61 y6vSiQZpC GUzM2hU Mq 1 sazcgbR 1-0-0 5-4-14 10-3 16-5-0 1-0-0 5-4-14 4-10b 6-1-12 4x8 = 14 15 16 2x4 11 6 3x4 = 1 x4 I I 3x4 = 3x4 = Scale = 1:33.2 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.48 BC 0.37 WB 0.74 Matrix -MS DEFL. in Vert(LL) -0.04 Vert(CT) -0.08 Horz(CT) 0.02 loc) I/deft L/d 6-7 >999 240 6-7 >999 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 90 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-2 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-0-2 oc bracing. REACTIONS. (lb/size) 2=71310-3-8, 6=649/Mechanical Max Horz 2=198(LC 12) Max Uplift 2=171(LC 12), 6=-192(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1069/296, 3-4=622/192 BOT CHORD 2-8=424/919, 7-8=-424/919, 6-7=-224/503 WEBS 3- 7=-484/231, 4-7=-71/409, 4-6=-640/286 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft, L=24ft; eave=4ft; Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-3-4, Exterior(2) 10-3-4 to 14-6- 3 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. This Item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) electronically signed and 2=171, 6=192. sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9, 2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ty a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek' i 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 antl property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd - Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY L' Ob T13452409 CT D3T SPECIAL 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:47 2018 Page 1 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-i BXYAb9pUB89xmplafd8?wzd5bVkivr4OabOOzcgbQ 2-3-8 5-1-8 7-0-0 9-8-0 11-6-8 14-4-8 16-8-0 2-3-8 2-10-0 1-10-8 2-8-0 1-10-8 2-10-0 2-3-8 Scale = 1:28.5 5x8 = 21 6x6 = I 1 10 22- JJ rl 4x12 — 3x4 = 3x8 = 4x12 n [? o' o 2x4 II L5x4 II 1.Sx4 II 2x4 11 2-3-8 7-0-0 9-8-0 14-4-8 16-8-0 238 488 280 488 238 Plate Offsets X( .Y)— 2f .0-9-4 0-0-81 4f0-5-4 0-2-121.[7:0-9-4,0-0-81_[12.0-1-10,0-1-0 [13:0-1-10 0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(ILL) -0.21 10-17 >944 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.43 10-17 >455 180 BCLL 0.0 Rep Stress Incr NO WB 0.38 HOr7(CT) 0.37 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 96 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP DSS 'Except` TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc purlins. 4-5: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-7-3 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 11-12,13-14: 2x4 SP No.3, 2-7: 2x6 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1133/0-3-8, 8=1119/0-3-8 Max Horz 1=66(LC 7) Max Uplift 1=-319(LC 8), 8=-323(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-499/157, 2-3=-3354/1009, 34=2784/860, 4-5=2508/796, 5-6=-2799/866, 6-7=-3344/1014, 7-8=-492/159 BOT CHORD 2-10=-906/3251, 9-10=-675/2488, 7-9=-911/3232 WEBS 4-10=-241/1001, 5-9=-245/998, 3-10=-947/283, 6-9=903/282 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=25ft, B=45ft, L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Bearing at joint(s) 1, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=319,8=323. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 149 Ib down and 171 Ib up at 7-0-0, and 96 lb down and 102 lb up at 8-4-0, and 149 lb down and 171 Ib up at 9-8-0 on top chord, and 291 lb down and 108 lb up at 7-0-0, and 59 lb down at 8-4-0, and 291 lb down and 108 lb up at 9-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-16=-82, 4-16=-60, 4-5=-60, 5-7=-60, 7-8=82, 15-18=-20 This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. DRegan PE No.58126 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Cj&WURRIIW -RVi9ry gesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must venty the applicability of design parameters and properly incorporate this design into the overall pbuildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T1 3452409 P2392ACT D3T SPECIAL 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:47 2018 Page 2 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-iBXYAb9pUB89xmplafd8?wzd5bVkivrgOab00zcgbQ LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-102(F) 5=-102(F) 10=-291(F) 9=-291(F) 21=-96(F) 22=-29(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe kisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452410 P2392ACT D4 MONO HIP 1 1 Job Reference (optional) Md-Flonda Lumber, Bartow, FL. vc9 1-0-0 4-4-14 d.13U s Sep 1S ZU1 / MI I eK Industries, Inc. Fn Mar 9 10:51 :41 ZU18 rage 1 I D:Iti Ej_2vgrkv4uEJUYC2jFzkFng-i BXYAb9pUB89xmplafd87wzmzbX9iu9gjOab00zcgbO 3-10-6 4-0-14 4x4 — 4 3x4 = 13 5 14 4-0-14 Scale = 1:29.2 3x4 = 3x8 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.09 7-8 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.67 Vert(CT) 0.18 7-8 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS 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) 2=713/0-3-8, 7=649/Mechanical Max Horz 2=164(LC 12) Max Uplift 2=-181(LC 12), 7=-208(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1081/367, 3-4=802/256, 4-5=-665/269 BOT CHORD 2-8=-460/948, 7-8=-204/468 WEBS 3-8=-324/215, 5-8=-95/316, 5-7=-663/297 PLATES GRIP MT20 244/190 Weight: 86 lb FT = 20% Structural wood sheathing directly applied or 5-4-11 oc purlins, except end verticals. Rigid ceiling directly applied or 8-8-2 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vuft=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=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 8-3-4, Exterior(2) 8-3-4 to 12-4-2 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=181, 7=208. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED Ill REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. This item has been electronically signed and sealed by DRegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.68126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 MiTe®k' 6904 Parke East Blvd. Tampa, FL 36610 Job ssTruss Type Qty Ply Park Sq/Barcelona-A or C_TRAYT13452411 CT 7D5 COMMON 3 1 Job Reference (optional) Mid -Florida Lumber, Ballow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:48 2018 Page 1 I D:IIi Ej_2vgrkv4uEJUYC2jFzkFng-AN5wNxARFVGOZwOV8N8NX7Vxd?tOR PAygJ8xSzcgbP 1-0-0 4-5-4 8-4-0 12-2-12 16-5-0 1-00 4-5-4 3-10-12 3-10-12 4-2-4 Scale = 1 30.2 4x4 = Io I 7 3x8 = 3x4 = 3x4 = 8-4-0 16-5-0 8-4-0 8-1-0 Plate Offsets (X Y)— f2:0-0-4 Edge] 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(LL) -0.08 7-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.17 7-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 72 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=655/Mechanical, 2=718/0-3-8 Max Horz 2=88(LC 11) Max Uplift 6=155(LC 12), 2=-200(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1091/381, 3-4=817/289, 4-5=-814/301, 5-6=-1077/387 BOT CHORD 2-7=-299/956, 6-7=-286/924 WEBS 4-7=-126/482, 5-7=-297/181, 3-7=-328/191 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=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, Interior(1) 2-0-0 to 6-4-D, Exterior(2) 8-4-0 to 11-4-0 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 6=155,2=200. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must vent' the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 2110 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452412 P2392ACT E1 HIP 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:49 2018 Page 1 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-fZfl bHA3OpOtA4zhi4fc4L26zPGNAtO7AK3hTvzcgbO 1-0-0 5-0-0 6-0-0 11-0-0 1-0-0 5-0-0 I 1-0-0 5-0-0 4x4 = 3x4 = 4x4 = Scale = 1:20.3 3x4 = Io LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.35 BC 0.43 WB 0.08 Matrix -MS DEFL. in (loc) I/dell L/d Vert(LL) -0.04 6-10 >999 240 Vert(CT) -0.07 6-10 >999 180 Horz(CT) 0.01 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-15 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=624/Mechanical, 2=690/0-3-8 Max Horz 2=57(LC 7) Max Uplift 5=160(LC 8), 2=-207(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1037/276, 3-4=-883/275, 4-5=-1024/275 BOT CHORD 2-7=-191/874, 6-7=-190/883, 5-6=-192/875 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 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 chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=160, 2=207. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 179 lb up at This item has been 5-0-0, and 170 lb down and 179 Ito up at 6-0-0 on top chord, and 86 lb down at 5-0-0, and 86 lb down at 5-11-4 on bottom chord. electronically Signed andThedesign/selection of such connection device(s) is the responsibility of others. Sealed by ORegan, Philip, PE9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). using a Digital Signature. LOAD CASE(S) Standard Printed copies of this 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 document are not considered Uniform Loads (plf) signed and sealed and thegVert: 1-3=60, 3-4=-60, 4-5=-60, 8-11=-20 Concentrated Loads (lb) signature must be verified Vert: 3=-123(F) 4=-123(F) 7=64(F) 6=-64(F) on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 1410312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 D Truss Truss Type Oty Ply Park Sq/Barcelona-A or C_TRAY T13452413 CTL F1 ROOF TRUSS 3 1 Job Reference (optional) Mid -Florida Lumber, 0-1-8 H H ' -3-0 1 Bartow, FL. 3x3 = 3x3 =3x6 FP = 4x8 = 2 3 4 5 b.tsu s aep to zut t MI I eK mausmes, Inc. rn mar a iva i.oz cv Io reyc I I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-38LRDJDxJkmS 1 XiGNDC Kizg WacAtN6rZtI HM4EzcgbL 2-0-0 3x4 = 3x4 = 1x3 II 3x3 = 3x3 = 3x3 = 6 7 8 9 10 11 Scale = 1:40A 4x6 = 12 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 tx3 II 3x3 = tx3 II 1x3 II 3x3 = 3x3 II 4x5 = 3x4 = 3x4 = 1x3 II 3x3 = 3x3 = 4x5 = 3x3 II 3x6 FP = 7-7-4 15-0-8 15-11-12 23-11-12 7-7-4 7-5-4 0-11-4 8-0-0 Plate Offsets (_X,Y)- f19:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) 0.20 17-18 956 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(CT) 0.28 17-18 704 240 BCLL &0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.04 13 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) 'Except' 16-27: 2x4 SP No.1 D(flat) BOT CHORD WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 27=287/0-8-0, 13=839/0-3-8, 22=1477/0-8-0 Max Uplift 27=-1(LC 4) Max Grav 27=366(LC 3), 13=853(LC 7), 22=1479(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-27=-365/0, 12-13=847/0, 1-2=-273/30, 2-3=-493/174, 3-5=128/461, 5-6=-397/0, 6-7=-1721/0, 7-8=-2660/0, 8-9=-2660/0, 9-10=-2613/0, 10-1 1=-2034/0,11-12=-842/0 BOT CHORD 25-26=-174/493, 24-25=174/493, 23-24=-174/493, 22-23=-845/0, 21-22=845/0, 20-21=0/1212, 19-20=0/2245, 18-19=0/2660, 17-18=0/2660, 15-17=012466, 14-15=0/1584 WEBS 1-26=-40/370, 2-26=300/197, 5-23=0/557, 3-23=-699/0, 12-14=0/1121, 5-21=0/1237, 11-14=-103210, 6-21 =- 1144/0, 11-15=0/626, 6-20=0/749, 10-15=600/0, 7-20=-782/0, 10-17=0/288, 7-19=0/742, 9-17=289/171, 8-19=303/0, 5-22=-1432/0 Weight: 123 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 27. 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. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J.0'Regan PE No.58126 MiTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job rTruss Truss Type Oty Ply Park Sq/Barcelona-A or C_TRAY T13452414 P2392ACT ROOF TRUSS 5 1 Job Reference (optional ) Mla-rlonaa Lumber 0-1-8 I 1-3-0 bartow,FL. i 1-11-12 3x3 = 1x3 = 1x3 = 3x3 = 1 2 q9 28 o-JAI I 27 26 25 1x3 II 3x3 = 10 II 8.13U s Sep lb 201 / Mllek Industries, Inc. I-n Mar 9 1U:b1:b/ ZU16 Page 1 ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-068KGOH47GPk8JaDAmOVP1 NOMdwx2NllOa?71RzcgbG 13-0 Scale = 1:38.8 1x3 II 3x3 = 3x6 MT20HS FP = 4x6 = 3 4 5 6 3x4 = 3x3 = 1x3 II 30 = 3x3 = 7 8 9 10 11 3x3 = 4x6 = 12 13 I I 24 23 22 21 20 19 18 17 16 15 14 3x3 = 3x6 = 4x5 = 3x4 = 3x3 = 1x3 3x6 MT20HS FP = 4x4 = 3x3 3x3 = 3x3 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.15 18-19 >999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.76 Vert(CT) -0.21 18-19 >895 240 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.04 14 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No. 1(flat) 'Except' 14-17: 2x4 SP No.2(flat) BOT CHORD WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 27=295/0-8-0, 14=799/0-3-8, 23=1427/0-8-0 Max Uplift 27=-1(LC 4) Max Grav 27=375(LC 3), 14=811(LC 7), 23=1436(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-27=-375/0, 13-14=805/0, 1-2=-283/35, 2-3=-511/173, 3-5=-511/173, 5-6=0/844, 6-7=-375/0, 7-8=-1609/0, 8-9=-2415/0, 9-10=-2415/0, 10-11=2390/0, 11-12=1900/0, 12-13=-794/0 BOT CHORD 25-26=-173/511, 24-25=173/511, 23-24=-459/222, 22-23=-844/0, 21-22=0/1134, 20-21=0/2087, 19-20=0/2415, 18-19=0/2415, 16-18=0/2286, 15-16=0/1493 WEBS 6-23=-1038/0, 1-26=47/385, 5-23=-641/0, 2-26=-309/188, 5-24=0/608, 3-24=-292/0, 13-15=0/1057, 6-22=0/1206, 12-15=972/0, 7-22=-1092/0, 12-16=0/565, 7-21=0/697, 11-16=-537/0, 8-21=709/0, 8-20=0/611 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 121 lb FT = 20%F, 11 %E 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) All plates are MT20 plates unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 lb uplift at joint 27. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Did (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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11,1II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 EiER of MliTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452415 P2392ACT F3 GABLE 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 0-1 T8 1 2 44I 4 431 42 41 3 4 8.130 s Sep 1b 201 f MI I ek Inaustnes, Inc. Fn Mar v iu:b1:bS zuits rage 1 ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-uliiUMHivaXblS9QkTJkxEv4i1 RznxWSFEkgHtzcgbF Scale = 1 37.8 3x3 II 3x6 FP = 3x3 II 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x3 11 3x6 FP = 3x3 11 11-5-4 12-9-4 0-9-4 2-1-4 3-5-4 4-11-4 61-4 7-0-0 7-5-4 8-9-4 10-1-4 10-4 8 12-6-0 14-1-4 15-5-4 16-9-4 18-1-4 19-5-4 20-9-4 22-1-4 22-10-8 7-4-0 1-4-a 1-s-o 0-10-1T 1-4-00 0-12 1-0- 0k33.4 1-4-0 1-a-o 1-a-o 1-a-o a101-a-o 1-a-o 'o-s-a 0-5-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) 0.00 22 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-R Weight: 104 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 22-10-8 lb) - Max Grav All reactions 250 lb or less at joint(s) 42, 22, 31, 32, 34, 35, 37, 39, 40, 41, 30, 29, 28, 27, 26, 25, 24, 23, 38 except 36=580(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 7-36=-576/0 NOTES- 1) All plates are 1x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Did (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) This item has been Vert: 22-42=-10, 1-21=-100 electronically signed andConcentratedLoads (lb) sealed by ORegan, Philip, PEVert: 7=-552 using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. MAI Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° 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 ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C_TRAY T13452416 P2392ACT F4 ROOF TRUSS 2 1 Job Reference (optional) Mla-YlOnaa LUMDer, tsariow, t-L. 0-1-8 H 1-3-0 97 36 ts.lsu s Sep it, zui / MIIeK InauS[nes, Inc. rn Mar 9 iu bl:b9 zU18 Page 1 I D:ItiEj_2vgrkv4uEJ UYC 2jFzkFng-MVG4hil KftfSNckcH BrzUSSiDRbKWDgbUuU DpKzcgbE 2-1-8 Scale = 1:36.5 3x5 = 4x4 = 3x5 = 3x5 = 1x3 11 3x3 = 3x3 = 3x6 MT20HS FP = 44 = 5x6 = 2 3 4 5 6 7 8 9 10 11 2x4 11 5x6 = 4x4 = 3x8 MT18HS FP = 3x4 = ix3 11 3x3 = 3x4 — 1x3 11 44 = 5x6 — 3x3 1x3 11 3x4 = 0 V Plate Offsets (X Y)— f1:Edge 0-1-8]_f19:0-1-88,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Vert(ILL) -0.45 18 >575 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(CT) -0.62 18 >420 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.09 12 n/a n/a MT18HS 244/190 BCDL 5.0 Code FBC2017ITP12014 Matrix-S Weight: 114 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.1 D(flat) 'Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 8-11: 2x4 SP No.2(flat) except end verticals. BOT CHORD 2x4 SP No. 1(flat) 'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 12-21: 2x4 SP DSS(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 25=1186/0-8-0, 12=1186/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-25=-1180/0, 11-12=-1179/0, 1-2=-1168/0, 2-3=-3056/0, 3-4=-4375/0, 4-5=-5228/0, 5-6=-5228/0, 6-7=-5104/0, 7-9=-4419/0, 9-10=-3092/0, 10-11=-1221/0 BOT CHORD 23-24=0/2260, 22-23=0/3869, 20-22=0/3869, 19-20=0/4872, 18-19=0/5228, 17-18=0/5228, 16-17=0/4909, 15-16=0/3891, 14-15=0/3891, 13-14=0/2310 WEBS 11-13=0/1626, 1-24=0/1588, 10-13=-1514/0, 2-24=-1519/0, 10-14=0/1087, 2-23=0/1108, 9-14=-1086/0, 3-23=1104/0, 9-16=0/718, 3-20=0/688, 7-16=681/0, 4-20=-691/0, 7-17=0/475, 4-19=-47/847, 6-17=-576/232, 5-19=-363/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates 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) CAUTION, Do not erect truss backwards. This Item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.56126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9.2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall piTe k' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing N is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the q fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Job Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452417IrussROOFTRUSS51 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 1-3-0 1 4x4 = 3x3 = 2 3 b.l oU s oep 13 ZUI I Ml l ek InuUstrles, Irlc. rrl ividi v -oz- zu io rayu 1 I D:Iti Ej_2vgrkv4uEJ UYC2jFzkFng-ghgSv2JzQBnJ?mJoruMCOf?suryl FhaliYDnMmzcgbD 1-10-0 3x4 = 1x3 1x3 II 3x3 = 4 5 6 7 Scale = 1:35.6 3x3 = 3x5 = tx3 II 3x6 MT20HS FP = 45 = 1x3 = 8 9 10 11 12 3x3 11 4x6 = 3x8 MT18HS FP = 3x4 = 3x3 = 3x3 = 3x5 = 4x5 = 3x6 = 4x4 = 3x3 = 16-0 4-0-0 6-6-0 12-0-0 14-10-0 17-4-0 19-10-0 21-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.42 16-17 >599 360 TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(CT) -0.58 16-17 >435 240 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.09 13 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No. 1(flat) `Except' TOP CHORD 9-12: 2x4 SP No.2(flat) BOT CHORD 2x4 SP No. 1(flat) *Except* BOT CHORD 13-20: 2x4 SP DSS(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 23=1153/0-3-8, 13=1153/0-4-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-23=-1148/0, 1-2=-1191/0, 2-3=-3015/0, 3-4=-4220/0, 4-5=-4999/0, 5-6=-4999/0, 6-7=-4999/0, 7-8=-4640/0, 8-10=3690/0, 10-11=2177/0 BOT CHORD 21-22=0/2249, 19-21=0/3748, 18-19=0/4686, 17-18=0/4999, 16-17=0/4938, 15-16=0/4296, 14-15=0/3066, 13-14=0/1257 WEBS 11-13=-1671/0, 1-22=0/1538, 11-14=0/1279, 2-22=-1472/0, 10-14=-1237/0, 2-21=0/1064, 10-15=0/868, 3-21=1020/0, 8-15=-843/0, 3-19=0/656, 8-16=0/479, 4-19=-647/0, 7-16=-455/0, 4-18=-66/766, 7-17=-295/536, 5-18=-351/0, 6-17=-256/75 25 0v PLATES GRIP MT20 244/190 MT20HS 187/143 MT18HS 244/190 Weight: 109 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. NOTES- 1) Unbalanced floor live loads have been considered forth is design. 2) All plates are MT20 plates unless otherwise indicated. 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. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see - ANSIITPII Quality Criteria, DSB-89 and BC51 Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 E dl EdNE, MiTek` 6904 Parke East Blvd Tampa, FL 36610 Job Truss Truss Type Ory Ply Park Sq/Barcelona-A or C_TRAY T13452418 P2392ACT F5A GABLE 1 1 Job Reference Lptional Mia-t-ionaa Lumber. Bartow. FL. 3x3 11 1 2 3 4 5 6 7 8 9 c 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:52:01 2018 Page 1 I D:Iti Ej_2vgrkv4uEJUYC2jFzkFng-Itog6OKbBVvAdwu?PctRZtYDI FSf_JnuxCzKuCzcgbC Scale = 1:35.6 3x6 MT20HS FP = 3x3 I 10 11 12 13 14 15 16 17 18 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x3 11 3x6 MT20HS FP = 3x3 11 10-0-8 10-11-8 1-4-0 1 2-8-0 4-0-0 5-4-0 6-8-0 8-0-0 9-1-8 9-4-0 10-8-01 1 12-0-0 , 13-4-0 14-8-0 16-0-0 17-4-0 18-8-0 2a0-o 21-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-1-8 0-2-8 0-7-8 1-0.8 1-4-0 1-4-0 1-4-0 1-4-0 1-40 1-4-0 1-4-0 0-8-8 0.3.8 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 19 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-R Weight: 94 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 21-4-0. lb) - Max Grav All reactions 250 lb or less at joint(s) 36, 19, 27, 20, 21, 22, 23, 24, 25, 26, 35, 34, 33, 32, 30, 29,28 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) All plates are MT20 plates unless otherwise indicated. 2) All plates are 1x3 MT20 unless otherwise indicated. 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 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. URegan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, notatrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overalliWN 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 p q iTek° fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job russ Truss Type Qty Ply Park Sg/Barcelona-A or C_TRAY T13452419 P2392ACT 6GF ROOFTRUSS 1 1 Job Reference (optional) Mid-Flonda Lumber, Bartow, FL. 0-1-8 H 1 1-3-03-0 2x6 1x3 = 6x6 = 1 2 i a2 0. 1JU 5 Jep I LV I r IVII I- n1UU-51-, IIIV. rii maI a w..r<.v<-- r wy I D:ItiEj_2vgrkv4u EJUYC2jFzkFng-m3yDJkKDyo11 E4TBzJOg644GPeaSjYF 1 AsitQezcgbB 1-11-12 Scale = 1:32.6 4x6 11 5x6 11 4x6 11 2x6 11 3x6 1 3x6 11 4x6 11 7x6 I 3x6 11 3 4 5 6 7 23 8 9 10 11 4x6 II 6x6 = 3x6 II 5x6 II 2x6 II 3x6 II 3x6 II 3x6 II 6x7 = 6x6 = 1x3 = 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 0.63 Vert(LL) -0.31 15-16 >745 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.93 Vert(CT) -0.42 15-16 >541 240 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.06 12 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 152 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. 1(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=1908/0-3-8, 21=1244/0-8-0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2620/0, 3-4=-3761/0, 4-5=-5278/0, 5-6=-6147/0, 6-7=-6147/0, 7-8=-6398/0, 8-9=-5251/0, 9-10=-3782/0 BOT CHORD 20-21=0/1520, 19-20=0/3761, 18-19=0/4588, 17-18=0/6147, 16-17=0/6147, 15-16=0/6521, 14-15=0/6150, 13-14=0/5251, 12-13=0/2334 WEBS 10-12=-2972/0, 2-21=-1918/0, 10-13=0/1915, 2-20=0/1456, 9-13=-1906/0, 9-14=0/711, 3-20=-1480/0, 3-19=0/706, 8-14=-1165/0, 4-19=-1072/0, 8-15=0/396, 4-18=0/993, 7-15=-382/77, 5-18=1344/0, 7-16=-837/363, 5-17=-62/432 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 357 lb down at 13-5-8, and 357 b down at 15-5-8, and 357 lb down at 17-5-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 12-21=-10, 1-11=-100 Concentrated Loads (lb) Vert: 10=-357(F) 9=-MI(F) 23=-357(F) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE IWP7473 rev. 1LV03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Ell a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall INN piTe kbuildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing N is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the p fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSII-TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C_TRAY T13452420 P2392ACT F7G ROOF TRUSS 1 1 Job Reference Loptional Mid -Florida Lumber, Bartow, FL. 0-1-8 H 1i. 3-0 7x6 11 2 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:03 2018 Page 1 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-EGVbX4Lrj69usE 1 N W 1 vveldSk2wWS0?BOVSRy5zcgbA r1- 11-12 Scale = 1:32.6 4x6 11 3x8 11 3x6 11 2x6 11 5x6 11 4x6 I 4x6 11 6x6 = 3x6 1 3 4 23 5 6 7 8 9 10 11 5x6 11 6x7 - 3x8 11 3x6 11 2x6 II 4x6 11 4x6 11 3x6 11 6x6 = 6x6 = 1x3 = Plate Offsets (X Y)-- [2:0-3-0,Edge],-[3.0-3-0,Edgel, 61 .0-3-0,Edgel (9:0-3-0 Edgel,_ 161 .0-3-0 Edgel f17:0-3-0 Edge j 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 0.53 Vert(LL) -0.30 17 >769 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(CT) -0.41 17 >559 240 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(CT) 0.06 12 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-S Weight: 152 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.1(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=1281/0-3-8, 21 =1 758/0-8-0 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3572/0, 3-4=-5014/0, 4-5=-6426/0, 5-6=-6667/0, 6-7=-6667/0, 7-8=-5422/0, 8- 9=-3866/0, 9-10=-2693/0 BOT CHORD 20-21=0/2174, 19-20=0/5014, 18-19=0/6029, 17-18=0/6667, 16-17=0/6667, 15-16=0/6103, 14- 15=0/4775, 13-14=0/3866, 12-13=0/1549 WEBS 10-12=-1971/0, 2-21=-2744/0, 10-13=0/1514, 2-20=0/1850, 9-13=-1520/0, 9-14=0/773, 3- 20=-1870/0, 3-19=0/820, 8-14=-1179/0, 4-19=-1316/0, 8-15=0/856, 4-18=0/618, 7- 15=-901/0, 5-18=-712/162, 7-16=-80/1157, 5-17=-385/145, 6-16=-430/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 to down at 1-9-8, 239 Ib This item has been down at 3-9-8, and 239 lb down at 5-9-8, and 239 lb down at 7-9-8 on top chord. The design/selection of such connection electronically signed and device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Sealed by ORegan, Philip, PE using a Digital Signature. LOAD CASE(S) Standard Printed copies of this 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 document are not considered Uniform Loads (plf) signed and sealed and the Vert: 12-21=-10, 1-11=-100 Concentrated Loads (lb) signature must be verified Vert: 2=-239(B) 3=-239(B) 5=239(B) 23=-239(B) on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not , a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' iTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452421 P2392ACT F8 ROOF TRUSS 4 1 Job Reference (optional) Mid-Flonda Lumber, Bartow, FL. 0-1-8 IJ 1-3-0 0.laV50UP 104UII Will CR IIWUSul—,11 rayc . I D:ItiEj_2vgrkv4uEJUYC 2jFzkFng-iS3zkP MTUQHIUNca4kQ8BVAfYSOJ BGJKd9B_VXzcgb9 0-1-8 Scale = 1:16B 1x3 = 3x3 = 1x3 II 1x3 II 3x3 = 3x3 = 1 3x3 = 2 3 4 5 6 ix3 = II I I rro I III I I I 1' 10 — 9 3x3 = 8 3x3 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) 0.05 10-11 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.40 Vert(CT) 0.06 10-11 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 12=539/0-3-8, 7=539/0-3-8 3x3 = PLATES GRIP MT20 244/190 Weight: 54 lb FT = 20%F, 11%E 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. TOP CHORD 1-12=-535/0, 6-7=-535/0, 1-2=-492/0, 2-3=-1089/0, 3-4=1089/0, 4-5=-1089/0, 5-6=-492/0 BOT CHORD 10-11=0/912, 9-10=0/1089, 8-9=0/912 WEBS 6-8=0/632, 1-11=0/632, 5-8=-583/0, 2-11=-583/0, 5-9=0/380, 2-10=0/380 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. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,110-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not , a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C_TRAY T13452422 P2392ACT F8A ROOF TRUSS 1 1 Job Reference (optional) wuu-rwnud Lumber, OdROw, rL. 8.130 s Sep 10 zui / MI I ek Inaustnes, Inc. rn Mar 9 1U:S2:US 2018 Pagel 1 D:ItiEj_2vgrkv4uEJUYC2jFzkFng-BedLyIN5FjPc5XBmeRxNjjioFsjww4J UspxY1 zzcgb8 0-1-8 1-3-0 1-11-0 0-8 Scale = 1:16.8 tx3 = 3x3 = 1x3 II 1x3 II 3x3 = 3x3 = 1 3x3 = 2 3 4 5 15 6 lx3 = 13 0 v I I I I I I_0 U I L° I I I 1 11 3x3 = 3x3 = 10 9 3x3 = x3 = 7 3x3 = 3x3 = TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) 0.07 10-11 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.50 Vert(CT) 0.09 10-11 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.01 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 54 lb FT = 20%F, 11%E TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc 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 cc bracing, Except: 6-0-0 cc bracing: 7-8. REACTIONS. (lb/size) 12=452/0-3-8, 8=626/0-3-8 Max Grav 12=460(LC 3), 8=626(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-464/0, 1-2=-415/0, 2-3=-768/0, 3-4=-768/0, 4-5=-768/0 BOT CHORD 10-11=0/739, 9-10=0/768, 8-9=0/423 WEBS 1-11=0/531, 5-8=-730/0, 2-11=-451/0, 5-9=0/490 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc 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. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J.O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not , a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall go building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 JobJob russ Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452423 9F ROOF TRUSS 4 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. i 1-3-0 1-4-8 1x3 II 1 3x6 2 o.iousaep iocuir miieninuusuies,it— —rvioi , ,v.o -- aye , I D:Iti Ej_2vgrkv4uEJUYC2jFzk Fng-frBj95Oj01 XTjhmyC9TcGwFv_GyJfV7d5Tg5ZQzcgb7 1x3 II 3x6 MT20HS = 1x3 II 1x3 II 3x6 = 3 4 5 6 7 1 4 13 — 12..1110 8 3x3 11 3x3 = 3x3 II Scale = 1:16.7 4-4-8 4-6-0 7-6-0 9-1-0 4-4-8 0 1-8 3-0-0 1-7-0 Plate Offsets (X Y)— 113:0 1-8 Edgej 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 0.78 Vert(LL) -0.12 10-11 >726 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Vert(CT) -0.17 10-11 >531 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.01 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 53 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: 2-2-0 oc bracing: 10-11. REACTIONS. (lb/size) 14=440/Mechanical, 8=251/Mechanical, 9=28010-8-0 Max Grav 14=443(LC 3), 8=251(LC 1), 9=321(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-485/0, 7-8=-320/0, 1-2=-567/0, 2-3=-567/0, 3-4=-567/0, 4-5=-417/0, 5-6=-417/0, 6-7=-417/0 BOT CHORD 12-13=0/567, 11-12=0/823, 10-11=0/823, 9-10=0/417 WEBS 1-13=01740, 4-12=-337/0, 2-13=312/0, 7-9=0/544, 4-10=-532/0, 6-9=-385/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) 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. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J.0'Regan PE No.56126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9.2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must vent' the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C_TRAY T13452424 P2392ACT F9A GABLE 1 1 Job Reference (optional) Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:06 2018 Page 1 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-frBj95Oj01 XTjhmyC9TcGwF4gGApfa_d5Tg5ZCizcgb7 Scale = 1:12.7 1 3x3 2 1 x3 3 1 x3 4 1 x3 5 1 x3 6 3x3 11 UP Ell 12 11 10 9 8 7 3x3 11 1 x3 11 1 x3 11 10 11 1 x3 11 3x3 11 1-4-0 2-8-0 2-8-12 3-4-2 35,0 3-11-8 4-2-0, 5-6-0 6-10-0 1-0 1-4-0 0-6-12 0-7-6 0-0-14 0-6-8 0-2-8' 1-4-0 1-4-0 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 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber COL. 1.00 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 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 6-10-0. lb) - Max Grav All reactions 250 lb or less at joint(s) 12, 7, 8, 9, 11, 10 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Gable requires continuous bottom chord bearing. 2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 3) Gable studs spaced at 1-4-0 oc. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Old (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. This item has been electronically signed and sealed by DRegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not e 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 MiTek' fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 r Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452425 P2392ACT F10 GABLE 1 1 Job Reference o tional Mid -Florida Lumber, Bartow, FL. 8.1 su s Sep a 20i r MI I eK Inausmes, Inc. rn mar 9 w:o l at cu to rayc I I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-38LRDJDxJkmS 1 XiGNDCKizghJcOaNFYZtI HM4EzcgbL 0-1 8- Scale = 1:13.4 16 I 15 1 1 x3 11 2 1 x3 11 3 1 x3 11 4 1 x3 11 5 1 x3 11 6 1 x3 11 7 3x3 I I 1x3 = m 1 1x3 = II 14 13 12 11 10 9 8 1 x3 11 1 x3 11 1 x3 11 1 x3 11 1 x3 I I 1 x3 11 3x3 11 0-11 2-34 2-10-8 3-7-4 4-4-0 4-11-4 6-3-4 7-2-8 0-11-4 1-4-0 0-7 0-8-12 0-8-12 0-7-4 14-0 0114 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 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 v BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(CT) -0.00 8 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-R Weight: 35 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 7-2-8 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 6-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 7-2-8. lb) - Max Grav All reactions 250 lb or less at joint(s) 14, 11, 12, 13, 10, 9 except 8=1291(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 7-8=-1287/0 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. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-14=-10, 1-7=-100 Concentrated Loads (lb) This item has been Vert:7=-1265 1 II 1414 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE hol-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. e ectronlca y slgne an sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452426 P2392ACT F11 ROOF TRUSS 6 1 Job Reference o tional) Mlo-Flonoa Lumber, bartow, rL. 0-1-8 u 1. 3x3 = 12 il 8.13u s Sep lb zul / MI I ek Industries, Inc. Fn Mar 9 10:51:54 2018 Pagel I D:ItiEj_2vgrkv4uEJ UYC2jFzkFng-?XTBe?ECrLOAH rrtVeFonOlxvQ_?r6msKcmS86zcgbJ 3x3 = 2 3 3x3 = Scale = 1:12.9 3x6 = 4 m m L Nx3_ I i ioi 1 In I 3x3 = 1x3 II 1x3 11 3x3 = 1 9 e 7 6 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) 0.02 6-7 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.33 Vert(CT) 0.02 6-7 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2(flat) SOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 10=364/0-8-0, 5=364/Mechanical 3x3 11 PLATES GRIP MT20 244/190 Weight: 39 lb FT = 20%F, 11%E 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. TOP CHORD 1-10=-358/0, 4-5=-359/0, 1-2=-269/0, 2-3=-525/0, 3-4=-279/0 BOT CHORD 8-9=0/525, 7-8=0/525, 6-7=0/525 WEBS 4-6=0/371, 1-9=0/366, 3-6=-334/0, 2-9=-348/0 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. 4) CAUTION, Do not erect truss backwards. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. VRegan PE No.58126 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 0I-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C_TRAY T13452427 P2392ACT F11G ROOF TRUSS 1 1 Job Reference o tional Mid -Florida Lumber, Bartow, FL. D-1-8 t 3x4 = 12 m 6.130 s Sep lb zul t MI I ek Inaustnes, Inc. rn Mar vlu:ol:D4 LUId rage l I D:ItiEj_2vgrkv4uEJUYC 2jFzkFng-?XTBe?ECrLOAHnfVeFonOlgtQuGr3ksKcmS86zcgbJ 3x3 = 2 3 30 = 3x6 = 4 m 1x3 1x3 = m3x4 = 1x3 II ix3 II 3x4 = 9 8 7 6 13x3 11 Scale = 1:12.9 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) 0.04 6-7 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.76 Vert(CT) 0.05 6-7 999 240 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(CT) 0.01 5 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-S Weight: 39 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(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) 10=774/0-8-0, 5=774/0-3-8 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-767/0, 4-5=-769/0, 1-2=-565/0, 2-3=-1119/0, 3-4=585/0 BOT CHORD 8-9=0/1119, 7-8=0/1119, 6-7=0/1119 WEBS 4-6=0/779, 1-9=0/767, 3-6=-725/0, 2-9=-753/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Girder carries tie-in span(s): 7-0-0 from 0-0-0 to 6-11-4 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Old (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 5-10=-10, 1-4=-224 This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Al, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110I-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not EH a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall q - buildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V1iTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452428 P2392ACT F12 ROOF TRUSS 3 1 Job Reference (optional Mid -Florida Lumber, Bartow, FL. 1-3-0 3x3 = 1 3x6 — 2 8.130 s Sep 15 2017 Mi I ek Industries, Inc. I-n Mar 9 10:51:56 2018 Page 1 I D:Iti Ej_2vgrkv4uEJUYC2jFzkFng-xwax3gGSMyHtW9? 1 c2HGsprH REgXJOE9nwFZD?zcgbH 3 3x3 = 3x6 = 4 Scale = 1:12.9 3x3 = 1x3 II tx3 II 3x3 - 10 9 8 7 6 5 3x3 II 3x3 II 1-6-0 5-5-0 6-11-0 1 E-0 3-11-0 1-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.02 8-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.33 Vert(CT) -0.02 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017FrPI2014 Matrix-S Weight: 40 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) 10=367/Mechanical, 5=367/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-10=-361/0, 4-5=-361/0, 1-2=-281/0, 2-3=-533/0, 3-4=-281/0 BOT CHORD 8-9=0/533, 7-8=0/533, 6-7=0/533 WEBS 4-6=0/375, 1-9=0/375, 3-6=-342/0, 2-9=342/0 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 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J, O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not P=q E3 e a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Iftm building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C_TRAY T13452429 P2392ACT FT1 SPECIAL 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.13u s 5ep 1 b 2u1 I ml I eK maustnes, Inc. rn mar a 1u:bc:ud zu18 rage 1 1 D:Iti Ej_2vgrkv4uEJUYC2jFzkFng-bDJUanP_XenAy?wLJaV4LLKCS3cl 7 FnwYn9Celzcgb5 2-3-10 4-5-8 6-7-6 8-9A 10-11-2 13-1-0 15-2-14 17A 2 19-6-10 21-10-8 2-3-10 2-1-14 2-1-14 2-1-14 2-1-14 2-1-14 2-1-14 2-1-14 2-1-14 2-3-14 Scale = 137A THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 7x6 = 1.5x4 II 5x8 = 1.5x4 II 4x8 = 1.5x4 II 48 = 5x5 = 410 = 1 2 3 4 23 5 6 7 24 8 25 9 1.5x4 II 6x6 = 10 2fi 11 22 8x12 = 2.4 8x12 MT20HS = 2x4 4x8 = 2x4 4xl0 = 2x4 6x10 = 32 2-3-10 4-5-8 6-7-6 8-9-4 10-11-2 13-1-0 15-2-14 17-4-12 19-6-10 _ 21_10-8_ r 2-3-10 2-1-14 1 2-1-14 2-1-14 1 2-1-14 2-1-14 2-1-14 2-1-14 2-1-14 2-3-14 Plate Offsets (X,Y)— 18 0-2-8 0-3-41 119 0-6-0 0-5-41 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 0.98 Vert(LL) 0.71 17 >366 360 MT20 244/190 TCDL 10.0 Lumber COL 1.00 BC 0.99 Vert(CT) 0.97 17 >266 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.97 HOr2(CT) 0.09 12 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 244 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP DSS 'Except' TOP CHORD Structural wood sheathing directly applied or 1-5-14 oc purlins, 8-11: 2x4 SP No.2 except end verticals. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 'Except* 1-21,3-21,3-19,5-19,5-17,11-13,9-13,9-15,7-15,7-17: 2x4 SP No.2 REACTIONS. (lb/size) 22=3703/0-7-4, 12=2758/0-3-8 Max Uplift 22=-530(LC 4), 12=382(1_C 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-3295/478, 1-2=-6770/963, 2-3=-6770/963, 3-4=-15381/2144, 4-5=-15381/2144, 5-6=-16966/2286, 6-7=-16966/2286, 7-8=12361/1677, 8-9=-12361/1677, 9-10=-5108/703, 10-11=-5108/703,11-12=-2388/337 BOT CHORD 21-22=-67/464, 20-21=-1760/12473, 19-20=-1760/12473, 18-19=-2442/17783, 17-18=-2442/17783, 16-17=-2113/15662, 15-16=-2113/15662, 14-15=-1354/9890, 13-14=- 1354/9890, 12-13=-48/341 WEBS 2-21=-699/124, 3-20=-33/344, 4-19=656/116, 5-18=-47/453, 6-17=-773/123, 7-16=-65/580, 9-14=44/429, 10-13=424/80, 1-21=-980/6901, 3-21=-6241/872, 3-19=-445/3182, 5-19=-2628/377, 5-17=-894/171, 11-13=-716/5208, 9-13=-5233/712, 9-15=-381/2703, 7-15=-3613/526, 7-17=-247/1427 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 0-4-0 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 (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; VuK=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=15ft; B=45ft, L=24ft, eave=4ft, Cat. II; Exp B, Encl., GCpi=0.18, MWFRS (directional); 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 530 lb uplift at joint 22 and 382 lb uplift at joint 12. 9) Girder carries tie-in span(s): 5-0-0 from 0-0-0 to 10-11-4; 2-10-0 from 16-3-4 to 21-6-12, 5-0-0 from 0-0-0 to 10-11-4 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 429 lb down and 62 lb up at C&WirPAR-•venry iesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIL7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452429 P2392ACT FT1 SPECIAL 1 nL Job Reference (optional) Mid -Florida Lumber, Bartow, FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-6=373, 6-25=100, 25-26=-239, 11-26=-115, 12-22=-10 Concentrated Loads (lb) Vert: 6=429 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:08 2018 Page 2 ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-bDJUanP_XenAy?wLJaV4LLKCS3cl7FnwYn9Celzcgb5 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must venfy, 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 MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452430LP2392ACTFT2SPECIAL1 Job Reference (optional) Mid-hlonda Lumber, Bartow, FL. 2-3-10 4-5-8 2-3310 2-1-14 5x5 = 1.5x4 II 1 2 q v 1 ts.isu s bep l0 zu i / MI ex Industries, Inc. rn mar C Iu.oz. w zu io rage I ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-XcQE?TRE3G1 uC14jR?XYQmQZjtL2bE6D?5eJiBzcgb3 6-7-6 8-9-4 10-11-2 13-1-0 15-2-14 17-4-12 19-6-10 21-10-8 2-1-14 I 2-1-14 2-1-14 2-1-14 2-1-14 2-1-14 2-1-14 2-3-14 Scale = 1:37A THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 4x10 = 1.5x4 II 4xB = 1.5x4 II 4x8 — 5x5 — 410 = 1.5x4 5x6 = 3 4 23 5 6 7 24 8 2526 9 10 11 22 12 3x4 11 6x8 = 2.4 8x8 MT20HS = 2x4 4x8 = 2.4 4x10 = 2x4 7x8 = 3x4 11 2-3-10 4-5-8 6-7-6 8-9-4 10-11-2 13-1-0 15-2-14 17-4-12 19-6-10 21__ 10-8 2-3-10 2-1-14 2-1-14 2-1-14 2-1-14 2-1-14 2-1-14 2-1-14 2-1-14 2-3-14 Plate Offsets (X Y)— f8:0 2-8 0-3-41 119:0-3-12,0-5-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.55 17 >472 360 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(CT) -0.82 17 >316 240 BCLL 0.0 Rep Stress Ina NO WB 0.66 Horz(CT) 0.07 12 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD BOT CHORD 2x6 SP No.1 'Except* 12-19: 2x6 SP DSS BOT CHORD WEBS 2x4 SP No.3 *Except* 1-21,3-21,3-19,5-19,5-17,11-13,9-13,9-15,7-15,7-17: 2x4 SP No.2 REACTIONS. (lb/size) 22=1900/0-7-4, 12=2367/0-3-8 Max Uplift 22=-283(LC 4), 12=372(1-C 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-1693/259, 1-2=-3663/547, 2-3=-3663/547, 3-4=-9559/1435, 4-5=-9559/1435, 5-6=-13326/2034, 6-7=-13326/2034, 7-8=11929/1870, 8-9=-11929/1870, 9-10=-4594/725, 10-11 =-4594/725, 11-12=-2088/336 BOT CHORD 20-21=-1082/7222, 19-20=-1082/7222, 18-19=-1871/12396, 17-18=-1871/12396, 16-17=-2163/14153, 15-16=-2163/14153, 14-15=-1487/9346, 13-14=-1487/9346, 12-13=-46/286 WEBS 3-20=-25/270, 5-18=68/526, 6-17=-686/139, 7-16=-81/586, 8-15=-723/150, 9-14=-44/394, 1-21=562/3766, 3-21=-3895/586, 3-19=-406/2557, 5-19=-3105/520, 5-17=-225/1018, 11-13=742/4706, 9-13=5201/834, 9-15=-451/2826, 7-15=-2435/363, 7-17=-905/176 PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 244 lb FT = 20% Structural wood sheathing directly applied or 1-11-14 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 1Od (0.131"x3") nails as follows: This item has been Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. electronically Signed andBottomchordsconnectedasfollows: 2x6 - 2 rows staggered at 0-9-0 oc. by ORegan, Philip, PEWebsconnectedasfollows: 2x4 - 1 row at 0-9-0 oc. sealed 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 using a Digital Signature. ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Printed Copies Of this 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. document are not Considered II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 signed and sealed and the 4) Provide adequate drainage to prevent water ponding. be5) All plates are MT20 plates unless otherwise indicated. signature must Verified 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. On any electronic Copies. 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 Philip J. O'Regan PE No.58126 will fit between the bottom chord and any other members. MiTek USA, Inc. FL Cart 6634 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283 lb uplift at joint 22 and 372 lb uplift 6904 Parke East Blvd. Tampa FL 33610 at joint 12. Date: 9) Girder carries tie-in span(s): 5-0-0 from 10-7-12 to 21100816-6-12, 5-0-0 from 10-7-12 to 16-6-12 March 9,201810) Hanger(s)', i{ o}}}r ot hre,} rr connection device(s) shall be provided sufficient to support concentrated load(s) 413 lb down and 131 lb up at Gibrr if rsirameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. DA rllj, with Wake, connectors. This design is based onry 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 MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job uss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAYFT2 T13452430 P2392ACT SPECIAL 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-6=100, 6-26=298, 11-26=-100, 12-22=-10 Concentrated Loads (Ib) Vert:6=-413 25=-363 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:10 2018 Page 2 ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-XcQE?TRE3G1 uCl4jR?XYQmQZjtL2bE6D?5eJiBzcgb3 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sg/Barcelona-A or C_TRAY T13452431 P2392ACT FT3 SPECIAL 1 Job Reference o tional Mid-Flonda Lumber, Bartow, FL. 1-11-8 3x4 1 3-9-4 5-7-0 74-12 1-9-12 1-9-12 1-9-12 6x12 MT20HS 1.5x4 5x8 = 21 2 3 4 0. 14u 5 ou I 4V1r 1-1CR nIUUM11C5,-'. —Iv... a 1v.—,, av 1v r.9. , I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-?o_cCpRsgZ9lpSfw_i2nz_yjwHewKbBMEIOsFdzcgb2 9-2-8 11-0-4 12-10-0 14-7-12 16-7-0 1-9-12 I 1-9-12 1-9-12 1-9-12 1 11 Scale = 1:28.8 1.5x4 II 4x6 = 6x8 = 1.5x4 II 6x8 = 1.5x4 II 5 6 7 8 9 22 10 20 2x4 II 10x12 = 2.4 II 5x8 = 4x6 = 2x4 II 6x8 = 2x4 II 11 5x8 MT20HS = 4x4 — THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 1-11-8 3-9-0 5-7-0 7-4-12 9-2-8 11-0-4 12-10-0 14-7-12 16-7-0 1-11-8 1-9-12 1-9-12 1-9-12 1-9-12 1-9-12 1-9-12 1-9-12 1-11-4 Plate Offsets (X Y)— [2 0-3-12 0-2-41 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.40 16 >490 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(CT) -0.55 16 >356 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(CT) 0.07 11 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-S Weight: 280 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 D TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc purlins, 80T CHORD 2x6 SP DSS except end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-20,2-18,4-18,4-16,6-16,7-15,7-13,9-13,9-11: 2x4 SP No.2 2-2-0 oc bracing: 17-18,16-17. REACTIONS. (lb/size) 20=7232/0-8-0, 11=3189/Mechanical Max Uplift 20=-1069(LC 4). 11=-460(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-680/108, 1-2=663/98, 2-3=-21440/3139, 3-4=21440/3139, 4-5=-24927/3610, 5-6=-24927/3610, 6-7=-20795/3002, 7-8=10590/1529, 8-9=-10590/1529, 9-10=-279/40 BOT CHORD 19-20=-1779/12083, 18-19=-1779/12083, 17-18=-4265/29296, 16-17=4265/29296, 15-16=-3002/20795,14-15=-2341/16211,13-14=-2341/16211,12-13=808/5596, 11-12=-808/5596 WEBS 3-18=-1075/176, 4-17=-353/59, 6-15=-2295/346, 7-14=-37/314, 2-20=-12918/1901, 2-18=-1539/10584, 4-18=-8887/1276, 4-16=-4943/742, 6-16=695/4673, 7-15=-761/5186, 7-13=-6358/921, 9-13=-815/5650, 9-11=-6030/871 NOTES- 1) 3-ply truss to be connected together with 1 Old (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 (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) 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 1069 lb uplift at joint 20 and 460 lb uplift at joint 11. 10) Girder carries tie-in span(s): 16-8-0 from 0-0-0 to 5-8-0 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6305 lb down and 911 lb up at 5-3-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. OAW, RAIE-PAry iesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BC51 Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.59126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 SIZE[' XVM MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C_TRAY T13452431 P2392ACT FT3 SPECIAL 1 Job Reference o tional Mid-Flonda Lumber, Bartow, FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=604, 4-10=67, 11-20=7 Concentrated Loads (Ib) Vert:4=-6305 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:11 2018 Page 2 I D:Iti Ej_2vgrkv4uEJUYC2jFzkFng-?o_cCpRsgZ9lpStw_i2nz_yjwHewKbBMEIOsFdzcgb2 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must vent' the applicability of design parameters and properly incorporate this design into the overall dvm building design- Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type oty Ply q/Barcelona-A or C_TRAY T134524327JobP2392ACTFT4SPECIAL12eferenceoptional) Mid-Flonda Lumber, Bartow, FL. 8.130 s Feb 12 2018 MiTek Industries, Inc Fri Mar 9 14.46:15 2018 Page 1 ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-tmVmPdLOFhRbc8uDAm5?K9WbhJF?N7YdgdKVoHzcel s 2-9-5 5-4-14 8-2-4 2-9-5 2-7-9 2-9-6 Scale = 1:15.7 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 1.5x4 II 7x6 = 4x4 = 4x4 = 1 9 2 3 10 11 4 82x4 II 5 5x5 = 2-9-5 5-4-14 8-2-4 2-9-5 2-7-9 2-9-6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) -0.05 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(CT) -0.07 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(CT) 0.01 5 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-P Weight: 91 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 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) 8=1892/Mechanical, 5=2261/0-8-0 Max Uplift 8=468(LC 4), 5=-558(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-1657/419, 1-9=3464/856, 2-9=3464/856, 2-3=3658/903, 4-5=-597/156 BOT CHORD 7-13=-856/3464, 6-13=-856/3464, 6-14=-903/3658, 5-14=903/3658 WEBS 2-7=-959/263, 1-7=-911/3686, 3-5=-3892/961 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 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft, eave=4ft, Cat. 11, Exp B; Part. Encl., GCpi=0.55; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 This item has beenwidewillfitbetweenthebottomchordandanyothermembers. 7) Refer to girder(s) for truss to truss connections. electronically Signed and 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 468 lb uplift at joint 8 and 558 lb uplift sealed by ORegan, Philip, PE at joint 5. using a Digital Signature. 9) Girder carries tie-in span(s): 5-8-0 from 0-0-0 to 8-7-4 Printed copies of this 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 398 lb down and 97 lb up at 7-0-0 on top chord, and 256 lb down and 62 lb up at 1-4-8, 256 lb down and 62 lb up at 3-4-8, and 256 lb down and 62 to up at document are not considered 5-4-8, and 258 lb down and 63 lb up at 7-4-8 on bottom chord. The design/selection of such connection device(s) is the signed and sealed and the responsibilty of others. signature must be verified on any electronic copies. LOAD CASE(S) Standard Philip J. O'Regan PE No.58126 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 MiTek USA, Inc. FL Cert 6634 Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 33610 Vert: 1-4=335, 5-8=-10 Date: Concentrated Loads (lb) Vert: 6=-256(F) 10=-398 12=256(F) 13=256(F) 14=-258(F) March 9,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452433 P2392ACT FT5 ROOF TRUSS 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 5x6 = 1 8 2x4 11 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:13 2018 Page 1 ID:ItiEj_2vgrkv4uEJ UYC2jFzkFng-yB6NdUT6M BQT3mol675F2P2Ez4Llobhfi3tzJ WzcgbO 2-4-9 4-7-7 7-0-0 2-4-9 — 1 2-2-13 2-4-9 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 04 = 2 46 = 3 1.5x4 4 Scale = 1:13.2 4x6 = 2-4-9 4-7-7 7-0-0 2-4-9 2-2-13 2-4-9 Plate Offsets (X Y)— 16:0-3-0,0-4-4j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.29 Vert(LL) 0.04 6-7 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(CT) 0.06 6-7 999 240 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(CT) 0.01 5 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix-P Weight: 78 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.3 `Except' BOT CHORD 1-7,2-6,3-5: 2x4 SP No.2 REACTIONS. (lb/size) 8=1290/0-3-8, 5=2968/a4-8 Max Uplift 8=165(1_C 4), 5=-635(LC 4) Max Grav 8=2225(LC 2), 5=3412(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-1723/156, 1-2=3773/317, 2-3=4684/631 BOT CHORD 6-7=-317/3773, 5-6=631/4684 WEBS 1-7=-345/4104, 2-7=767/199, 2-6=-344/1263, 3-6=-242/1899, 3-5=-5096/687 Structural wood sheathing directly applied or 5-6-6 oc purlins, except end verticals. Rigid ceiling directly applied or 1G-G-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 0-3-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=15ft, 8=45ft, L=24ft; eave=4ft, Cat. ll; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 lb uplift at joint 8 and 635 lb uplift at joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 357 lb down at 1-9-4, 357 lb down at 3-9-4, and 357 lb down at 5-9-4, and 2599 lb down and 698 lb up at 5-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 14=100, 5-8=-10 Concentrated Loads (lb) Vert: 6=-217 9=-217 10=-90(F) 11=-217 12=-90(F) 13=2689(1`=-90, B=-2599) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. VRegan PE No.56126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 MiTek• 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452434 P2392ACT G1 MONO HIP 1 1 Job Reference o tional Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:14 2018 Page 1 I D:Iti Ej_2vgrkv4uEJUYC2jFzkFng-QNglrq Ul7 UYKgwNVggcUbcaKl UnjX28owjcWryzcgb? 1-0-12 5-11-4 7-11-4 1-0-12 5-11-4 2-0-0 4x4 = 3 12 4 6x6 II Scale = 128.5 1 m CI 3x4 = 10 m 8 7 6 5 44 = 1.5x4 II 1.5x4 0-0-12 5-11-4 7-11-4 0-11-'12 5-11-4 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 0.63 Vert(LL) 0.10 7-8 >963 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.20 7-8 >461 180 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.01 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 55 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=387/0-8-0, 10=280/0-1-8 Max Horz 8=187(LC 12) Max Uplift 8=87(LC 12), 10=-130(LC 12) Max Grav 8=387(LC 1), 10=311(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-315/210 BOT CHORD 7-8=-256/151 WEBS 4-10=-316/266 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft, eave=oft; Cat. 11, Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-0-0, Exterior(2) 6-0-0 to 7-6-12 zone; end vertical left exposed,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 8 and 130 lb uplift at joint 10. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9.2018 MAIN MiTek' 6904 Parke East Blvd. Tampa, FL 36610 4 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C_TRAY T13452435 P2392ACT G2 MONO HIP 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.13U s Sep 1b ZU1 / MI I ek Industries, Inc. Fn Mar 9 1U:bZ:14 ZU18 Hage 1 ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-QNglrgU17UYKgwNVggcUbcaJvUooX1 UowjcWryzcgb? 1-0-12 4-7-4 7-11-4 1-0-12 4-7-4 3-4-0 4x4 = Scale = I:24.8 6x8 MT20HS I I 3 12 4 e 1.5x4 11 4x4 = 1.5x4 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 TCDL 10.0 Lumber DOL 1.25 BC 0.39 BCLL 0.0 Rep Stress Incr YES WB 0.70 BCDL 10.0 Code FBC2017ITP12014 Matrix -MP DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.15 7-8 >630 240 MT20 244/190 Vert(CT) -0.19 7-8 >480 180 MT20HS 187/143 Horz(CT) 0.02 10 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 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=387/0-8-0, 10=280/0-1-8 Max Horz 8=113(LC 12) Max Uplift 8=105(LC 12), 10=113(LC 12) Max Grav 8=387(LC 1), 10=297(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-308/217 WEBS 4-10=-304/236 Weight: 50 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft, B=45ft; L=24ft, eave=4ft, Cat. 11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-8-0, Exterior(2) 4-8-0 to 7-6-12 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 8 and 113 lb uplift at joint 10. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 MiTek" 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452436 P2392ACT G3 COMMON 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.I Ju s Sep 1 b ZUl I MI I ek Inausures, Inc. rn Mar u l V:oz: i o zu io rage I I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-uaE72AVNuogBl4yhDY7j7g7YCuA5GcOy9NM40ozcgb_ 3-8-0 7-11-4 _ 9-0-0 3-8-0 4-3-4 1-0-12 4x4 = 6.00 112 2 3x4 11 1 x4 I I 5 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 TCDL 10.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 Rep Stress Incr YES WB 0.15 BCDL 10.0 Code FBC2017/TP12014 Matrix -MS DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.02 6 >999 240 MT20 244/190 Vert(CT) -0.05 5-6 >999 180 Horz(CT) 0.00 5 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=387/0-8-0, 10=280/0-1-8 Max Horz 10=95(LC 11) Max Uplift 5=130(LC 12), 10=88(1_C 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-310/294 WEBS 1-10=-292/226 Scale = 1:24.9 Weight: 38 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=24ft; eave=4ft; Cat. 11' Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) 0-5-4 to 6-8-0, Interior(1) 6-8-0 to 9-0-0 zone, end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 5 and 88 lb uplift at joint 10. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,01-7473 rev. 1010312015 BEFORE USE. Design valid for use only wfth 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 vent' the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 MiTek` 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type city Ply Park Sq/Barcelona-A or C_TRAY T13452437 P2392ACT G4 HIP 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:16 2018 Page 1 I D:Iti Ej_2vgrkv4uEJ UYC 2jFzkFng-MmoVFW V9f6o2wDXtnFeyg 1 gg_I Va?3g5015dvrzcgaz 2-4-0 5-0-0 7-11-4 9-0-0 2-4-0 2-8-0 2-11-4 1-0-12— 4xE 15 4x4 — 44 = 6,00 12 2 13 3 JX4 - I.J%4 II I.JX4 II 6 3x4 11 2-4-0 5-0-0 7-11-4 8-0.0 2-4-0 2-8-0 2-11-4 0-0-12 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017/TPI2014 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=424/0-8-0, 12=323/0-1-8 Max Horz 12=-111(LC 8) Max Uplift 6=209(LC 8), 12=-177(LC 8) Max Grav 6=425(LC 18), 12=324(LC 17) CSI. DEFL. in (loc) I/dell L/d TC 0.56 Vert(LL) 0.06 7-8 999 240 BC 0.37 Vert(CT) 0.07 7-8 999 180 WB 0.15 Horz(CT) 0.00 6 n/a n/a Matrix -MS FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-260/184, 3-4=-281/173, 4-6=-329/186 WEBS 1-12=-338/189 Scale = 121.0 PLATES GRIP MT20 244/190 Weight: 40 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. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=24ft; eave=4ft, Cat. 11; Exp B, Part. Encl., GCpi=0.55, MWFRS (directional), end vertical right exposed, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 12. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 lb uplift at joint 6 and 177 lb uplift at joint 12. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 65 lb down and 169 lb up at 2-4-0, and 9 lb down and 76 lb up at 3-8-0, and 65 lb down and 169 lb up at 5-0-0 on top chord, and 26 lb down and 27 lb up at 2-4-0, and 12 lb down and 13 lb up at 3-8-0, and 26 lb down and 27 lb up at 4-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=60, 2-3=-60, 3-4=-60, 4-5=-60, 6-10=-20 Concentrated Loads (lb) Vert: 2=-18(F) 3=18(F) 8=-14(F) 7=-14(F) 13=-9(F) 14=-8(F) WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. YRegan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 MiTek` 6904 Parke East Blvd. Tampa, FL 36610 Truss Truss Type Oty Ply Park Sq/Barcelona-A or C_TRAYT13452438LP23992ACTH1MONOHIP11 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. ts. isu s aep to zu i i wu i eK inuusuies, uic. — wun v iu.oc. i r -u r•ay, , I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-gyMtTsWdOPwvXN64Lz9BDFCychvOkXrFchrARHzcgay 1-0-0 2-10-0 5-8-0 1-0-0 2-10-0 2-10-0 - 1 Scale = 1:14.1 4x4 = 3 3x4 = 4 2x4 = 5 1.5x4 II 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 0.12 Vert(LL) -0.00 6-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 6-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 27 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-0 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) 5=215/Mechanical, 2=286/0-3-8 Max Horz 2=73(LC 12) Max Uplift 5=70(1_C 9), 2=-93(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-256/134 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=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, Interior(1) 2-0-0 to 2-10-0, Exterior(2) 2-10-0 to 5-64 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 5 and 93 lb uplift at joint 2. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-T473 rev. 10/03/2015 BEFORE USE. MAINDesignvalidforuseonlywithMiTek® connectors. This 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 MiTekisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C_TRAY T13452439 P2392ACT H2 COMMON 1 1 Job Reference (optional Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:18 2018 Page 1 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-18vGgCXFBj2m9XhGvggCi IS17d5ERT?fOrLakzjzcgax 2-10-0 5-8-0 6-8-0 2-10-0 2-10-0 1-0-0 4x4 = 2x4 = 20 = Scale = 1:14.5 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 0.10 Vert(LL) -0.00 5-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.01 5-8 >999 180 BCLL &0 Rep Stress Incr NO WB 0.05 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-0 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) 1=238/Mechanical, 3=309/0-3-8 Max Horz 1=36(1_C 6) Max Uplift 1=71(LC 8), 3=-122(LC 8) Max Grav 1=249(LC 17), 3=316(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-334/113, 2-3=-333/111 BOT CHORD 1-5=-66/277. 3-5=-66/277 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft, B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 1 and 122 lb uplift at joint 3. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb down and 170 lb up at 2-10-0 on top chord, and 26 lb down at 2-10-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 2-4=-60, 6-9=-20 Concentrated Loads (lb) Vert: 5=-26(F) 2=8(1`) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.68126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. aaaaaa Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not , a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall How building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addeional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C_TRAY T13452440 P2392ACT J2 JACK 1 1 Job Reference (optional) Mid- Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52A9 2018 rage 1 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-mLTeuYYty1 AdnhGSSOBf1gH IeVbrCSjY4?KH W9zcgaw 1- 0-0 2-10-0 1- 0-0 2-10-0 2x4 = LOADING ( psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 TCDL 10.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. ( lb/size) 3=66/Mechanical, 2=182/0-3-8, 4=34/Mechanical Max Horz 2=75(LC 12) Max Uplift 3=39(LC 12), 2=-61(LC 12), 4-1 (LC 9) Max Grav 3=77(LC 17), 2=182(LC 1), 4=49(LC 3) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:11.7 DEFL. in (loc) I/defl L/d PLATES GRIP Vert( LL) -0.00 4-7 >999 240 MT20 244/190 Vert( CT) -0.01 4-7 >999 180 Horz( CT) -0.00 3 n/a n/a Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft, L=24ft; eave=4ft, Cat. II; Exp B; Part. Encl., GCpi=0.55, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-9-4 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 39 lb uplift at joint 3, 61 lb uplift at joint 2 and 1 lb uplift at joint 4. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. ORegan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not _ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall How building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 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 ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452441 P2392ACT J3 JACK 3 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:19 2018 Page 1 I D:ItiEj_2vgrkv4u EJUYC2jFzkFng-mLTeuYYtyl AdnhGSSOBfIgHCtVYiC SjY4? KH W9zcgaw 1-0-12 2-11-4 1-0-12 2-11-4 5 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.01 4-5 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(CT) 0.01 4-5 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.04 3 n/a n/a BCDL 10.0 Code FBC2017FFP12014 Matrix -MR LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=198/0-8-0, 3=66/Mechanical, 4=27/Mechanical Max Horz 5=127(LC 12) Max Uplift 5=19(LC 12), 3=-67(LC 12), 4=22(LC 12) Max Grav 5=198(LC 1), 3=89(LC 17), 4=51(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale = 1:18.8 PLATES GRIP MT20 244/190 Weight: 13 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. II; Exp B; Part. Encl., GCpi=0.55, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 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 19 lb uplift at joint 5, 67 lb uplift at joint 3 and 22 lb uplift at joint 4. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.68126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall aftu building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and 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 Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAYT13452442LP2392ACTJ5JACK41 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:20 2018 Page 1 I D:ItiEj_2vgrkv4uEJUYC2jFzkFng-EX 105uYVIKITOrreO5jugtgpfvtCxvyhJf3q2czcgav 1-0.0 5-0-0 1-0-0 5-0-0 Scale = 1:17.0 2x4 = 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 0.32 Vert(LL) 0.04 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.06 4-7 >988 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=127/Mechanical, 2=264/0-3-8, 4=64/Mechanical Max Horz 2=108(LC 12) Max Uplift 3=64(1_C 12), 2=-73(LC 12) Max Grav 3=127(LC 1), 2=264(LC 1), 4=91(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=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, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 3 and 73 lb uplift at joint 2. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 ray. 10/03/2015 BEFORE USE. MAINDesignvalidforuseonlywithMiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Ed a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall qbuildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IV I iTe k. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452443 P2392ACT J7 JACK 17 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:20 2018 Page 1 1-0-0 7-0-0 I D:ItiEj_2vgrkv4uEJUYC 2jFzkFng-EX 105uYVj KITOrreO5jugtq KhvppxvyhJf3g2czcgav 100 700 Scale = 1:21.8 3x4 — 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 0.70 Vert(LL) 0.12 4-7 >679 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.24 4-7 >348 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=183/Mechanical, 2=342/0-3-8, 4=90/Mechanical Max Horz 2=141(LC 12) Max Uplift 3=93(1_C 12), 2=-82(LC 12) Max Grav 3=183(LC 1), 2=342(LC 1), 4=129(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=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 6-11-4 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 93 lb uplift at joint 3 and 82 lb uplift at joint 2. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.56126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1101-7473 rev. 1010312015 BEFORE USE. eenee Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall How building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Y Symbols PLATE LOCATION AND ORIENTATION 3/; Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-116' For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 3 TOP CHORDS 0Of O 2 U a O I- BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved Po MiTek MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIrTPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18, Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI TPI 1 Quality Criteria. 0 zo v 0 C 24" T- 4" 15'- 11 1/2" WALL 21'- 0 1/2" 6'-0" 5- 8" 7'- 0" IIV-JC I 0/4 F3 F5A U U U U F2 F5 LL J N LL J a LL A CJ3 CJ5 C. F2 F5 F2 o F5 aLL J7 F2 F5 J7 F2 F5 J7 F1 a F8F12a N J a o N J7 F1 FT5 2-PLY a v a F12 a 9'-10 1/2" F8 J7F15'-4„ HGUS26-3 v v F12 a F8a CJ5 CJ3 131 2-PLY F10 FT3 3-PLY 62 2- PLY2nd FLOOR WALL 2-PLYC B4 3-PLY I a v a v v v a v v v CJ5 N 1 r CJ3 6 u- Li Li LL Li U U v v Li Li v N Cl) a F8 F8AB3 v F9 F9 a a r a F- LL v 0 0 CJ U 2 x 6 LEDGER BOTTOM AT 10'- 8' v 12'- 2" F9 a d J3 v 8'-4" a D J3 1 F9 v a CJ F9A U 10'- 8 BRG. HGT. 12'- 8" 4 LVL BM. BOTTOM AT 94" 6'- 10 1/2" 1 9'- 4" 10,- 6„ NOTE: 2nd FLOOR OVER ENTRY CEILING AT 9'- 4" NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES. FLOOR SPACING 24" O.C. UNLESS OTHERWISE NOTED. ALL WALLS SHOWN ARE LOAD BEARING AT 9'-4" UNLESS OTHERWISE NOTED. Lam,? 1'- 7 3/4" HEEL FIRST FLOOR APPROVED TRUSS ANCHOR BY BUILDER BOTTOM = 4x2 TOP = 4x2 2x4 Cont. Band TRUSS END DETAIL APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG W HEEL HEIGHT = 2 x 4 0 BOTTOM = 2 x 4 TOP= 2x4 12 6. 0 12 o Y 12 j TRUSS END DETAIL 0 00 s/ v" 0"#8 467g o- L 23 - HHUS46 FLR. HGRS O 1 - HGUS26-3 3-PLY HGR MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA TRUSS LOADING CONDITIONS ROOF TRUSSES FLOOR TRUSSES TOP CHORD LIUE: 20.0 TOP CHORD LIUE: 40.0 TOP CHORD DEAD: 10.0 TOP CHORD DEAD: 10.0 BOTTOM CHORD DEAD: 10.0 BOTTOM CHORD DEAD: 5.0 TOTAL LOAD (PSF) 40.0 TOTAL LORD (PSF) 55.0 STRESS INCREASE: 1.25 LSTRESS INCREASE: 1.0 THIS TRUSS SYSTEM HAS BEEN DESIGNED WITH LORDS GENERATED BY 140 MPH WINDS USING 4.2 PSF TOP CHORD DEAD LOAD AND 3.0 PSF BOTTOM CHORD DEAD LOAD 0 MILES FROM HURRICANE OCEANLINE. CAT. 11. EXP. B (ASCE 7-10) 2392 - A or C (Park Square Homes LEGAL DODRESS: 12" TRAY CLG. OPT. Barcelona - A or C P2392ACT w,E BY N/ A 7.21-17 Bmax zo v ih 19 1/2" 24" 24" 7'- 0" 19'- 11 1 /4" 9'- 9" 9'- 3" 9 1 /4" 8'- 0" ?I I , 12'- 8" , 1 , 30'- 2" 9'- 6" , I NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES. FLOOR SPACING 24" O.C. UNLESS OTHERWISE NOTED. ALL WALLS SHOWN ARE LOAD BEARING AT 9'-0" UNLESS OTHERWISE NOTED. 0 bo SECOND FLOOR APPROVED TRUSS ANCHOR BY BUILDER BOTTOM =4x2 TOP = 4x2 2x4 Cont. Band T—, TRUSS END DETAIL APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 BOTTOM = 2 x 4 TOP= 2x4 — — 12 / TRUSS END DETAIL J L 22 - HUS26 1-PLY HGR O 1 - HGUS26-2 2-PLY HGR MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA TRUSS LOADING CONDITIONS ROOF TRUSSES I FLOOR TRUSSES TOP CHORD LIUE: 20.0 ITOP CHORD LIUE 40.0 TOP CHORD DERD: 102 TOP CHORD DERD: 10.0 BOTTOM CHORD DEAD: 10.0 BOTTOM CHORD DEAD: 5.0 TOTAL LORD (PSF) 40.0 TOTAL LORD (PSF) 55.0 STRESS INCREASE: 1.25 STRESS INCREASE: 1.0 THIS TRUSS SYSTEM HAS BEEN DESIGNED WITH LORDS GENERATED BY 140 MPH WINDS USING 4.2 PSF TOP CHORD DEAD LOAD AND 3.0 PSF BOTTOM CHORD DEAD LOAD 0 MILES FROM HURRICANE OCERNLINE. CRT. 11. EXP. B (ASCE 7-10) 2392 - A or C ( ParkSquare Homes TRAY CLG. OPT. Barcelona - A or C P2392ACT ( N/A (i71-17I aax RECORD COPY b City of Sanford Building and Fire Prevention Product Approval Specification Form 1 9- 4 6 7 6 J-' Permit # o„ q Project Location Address a(or-)q 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.floridabuildin.g.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 FL8871.5 Sliding MI Windows and Doors Series 420 Alum SGD - 2 Panel FL 15332.4 Sectional Clopay Building Products 94/T40-W4 FL15279.20 Roll Up Automatic Other 2. Windows Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2 Horizontal Slider Casement Double Hung Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FL15349.1 Awning Pass Through Projected Mullions MI Windows & Doors 5764 Verical Alum Mullion FL 15353.2 Wind Breaker Dual Action Other June 2014 1 Category/ Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding James Harding Bldg Products Hardie Panel FL13223.2 Soffits Alpha Aluminum Inc Coils / Soffits FL16544.1 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles IKO Industries, LTD Asphalt Shingles / Cambridge FL7006.1 Underlayments Warrior Roofing 15 and #30 Roofing Felt FL2346.1 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Other June 2014 Category Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion 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 1 of 3 BCIS Home ' i Log In User Registration Hot Topics Submit Surcharge Stats & Facts ; Publications ; FBC Staff BCIS Site Map ! Links Search i dbpr Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail III 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@rwbldgconsulta nts.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2021 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 FL8871 R8 COI (b) Certificate of Independence.pdf Standard Year ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 201, 202, 203 1994 Florida Licensed Professional Engineer or Architect FL8871 R8 Eouiv (b) Eguivalencv of Standards.pdf http://www.floridabuilding.orcr/pr/pr_app_dtl.aspx?param=wGEVXQNA,tDgty3Ij Wak2nHrp... 2/10/2018 Florida Building Code Online Page 2 of 3 Sections from the Code Product Approval Method Method 1 Option D Date Submitted 10/17/2017 Date Validated 10/17/2017 Date Pending FBC Approval 10/19/2017 Date Approved 12/12/2017 Summary of Products FL # Model, Number or Name Description 8871.1 a. "ClassicCraft Rustic" Series T6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single Door (X) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.1.pdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.1 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.1.pdf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.2 b. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Rustic" Series Inswing or Outswing Limits of Use Installation Instructions' Approved for use in HVHZ: Yes `" FL8871 R8 II'Yb) Irtsf887Y'.2:pdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.2 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.2.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.3 c. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.3.1)df Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.3 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.3.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) 8871.4 d. "ClassicCraft" or "ClassicCraft Rustic" Series 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.4.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.4 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.4.1)df specific Model and for any -other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) 8871.5 e. "FiberClassic" or "SmoothStar" Series Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: See INST 8871.5 for Design Pressure Ratings by specific Model and for any other additional use limitations and installation instructions. 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Inswing or Outswing Installation Instructions FL8871 R8 II (b) Inst 8871.5.pdf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FL8871 R8 AE (b) Eval 8871.5.Ddf Created by Independent Third Party: Yes http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 2/10/2018 Florida Building Code Online Page 3 of 3 8871.6 I f. "FiberClassic" or "SmoothStar" ' TO x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.6.pdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.6 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.6.pdf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) 6871.7 g. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series I Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871,7.1)df Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.7 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.7.pdf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) 8871.8 h. "FiberClassic", "SmoothStar", ClassicCraft" or "ClassicCraft Rustic" Series 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.8.pdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.8 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.8.pdf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.9 I i. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door with ClassicCraft" or "ClassicCraft Sidelites (OXXO) - Inswing or Outswing Rustic' Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.9.pdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.9 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.9.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida -law, email addresses are public records. If you do not want your e-mail address released in response to a -public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: Wo K91 http://www.floridabuildinc,.org/pr/pr_app_dtl.aspx?param=wGEVXQ A4Dgty3Ij Wak2nHrp... 2/10/2018 SMOOTH STAR & FIBER CLASSIC FIBERGLASS SINGLE DOOR INSWING / OUTSWING GENERAL NOTES "IMPACT" 1. This product has been evaluated and is in compliance with the 61h Edition (2017) Florida Building Code [FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ" 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 borne 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 "D" and includes Wind Zone 4 as defined in ASTM E 1996 and FBC Sections 1609.1.2.2 & R301.2.1.2:1. 5. For 2X stud framing construction, 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 drawing require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using coastal sill item #4 under active doors meet water infiltration requirements for "HVHZ". 8. Inswing configurations and outswing configurations using sill item #5 under the door do not meet the.water infiltration requirements for the "HVHZ" and shall be installed only in non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. TABLE OF CONTENTS SHEET # DESCRIPTION ' I Typical elevations, design pressures & general notes 2 Door panel details (Smooth star) 3 Door panel details (Fiber classic) 4 Horizontal cross sections 5 Vertical cross sections 6 Buck and frame - 2X buck masonry construction 7 Frame anchoring - 1X buck masonry construction 8 Bill of Materials & Components g 37.75" MAX. FRAME WIDTH 11,W' MAX. PANEL WIDTH Z 2 c) m w x = w w z O ON P P OVERALL DESIGN PRESSURE (PSF),; DOOR TYPE WING FRAME DIMENSION , POSfT1VE :: NEGATIVE,': SMOOTH INSWING 37.75" x 98.00" 80.0 80.0 STAR OUTSWING 37.75" x 96.50" 80.0 80.0 FIBER INSWING 37.75" x 98.00" 80.0 80.0 CLASSIC OUTSWING 37.75" x 96,50" Q,Q 80.0 See Sheet 8 for design pressure limitations. E N.T.S. BY: DWS Fry: LFS NINO NO:: FL-8871.5 J 1 or 8 46 47 41 EXTERIOR L DETAIL A -A J b 40 DOOR PANEL 0 Smooch star 000000000000000000000000000000000000000000000000000000000ooe000000000000000000000000000000000000000000000 00000 e 0000 0 0000o Q 0000000000000000000000000000000000000 L 000000000000000 DETAIL A -A Panel reinforcement INTERIOR HORIZONTAL CROSS SECTION 2 I— 4.OZ' --I TYP. 4 I I CORNERS OF PANEL 1LLLLLIJ P 42 TOP RAfL 43 LOCK STILE EXTERIOR Z. 1/11 pl Z O (0 0 U N Z n o V Z 0 Z UeE ammwgm ? toamaa a B 4 E cZ0 0 [ IJOJ0_ INTERIOR r 41 47 1.53" -I m 0 0 Cd C<LLIJ 45 7 T/.q q HINGE STILE 45 BOTTOM RAIL OPEN AREA MAX. r221 VERTICAL CROSS SECTIONAREA 2 NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42) E: N.T.S. m: DWS BY: LFS ONG NO.: FL-8871.5 7 _L OF 8 64 66 67 61 EXTERIOR 67 61 L DETAIL A -A J b is6 6b 00000000 0000000 00000000 0000000000000000000000 0000000000000000000000000000000000000000000000000000000000000000000000 000000000000 00000000 0000000 0000000000000000000000000000000o000000DETAILA -A Panel reinforcement INTERIOR 1 HORIZONTAL CROSS SECTION 3J I- 4. 02" TYP. 4 CORNERS C<1LLllL4 OF PANEL a, - 62 TOP RAIL 63 LOCK STILE I-- T-1. 53" yl Cj o Q 0 4. 1- 64 HINGE STILE 65 BOTiOMRAIL 28.86% OPEN AREA MAX. NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42) EXTERIOR W•• t 6j Gin 1 •111IP11 o n (0 i r m 0N.. yo 0 x Z <. EC14m z m° oa 00. m d a T y s0 E nz Vow a INTERIOR VERTICALCROSS SECTION 3 E. N. T. S. BY: DWS BY: LFS 3 N)NG NO.: O FL-8871. 5 ET _3 OF $ Q i 1 ' 1-1/4" MIP EMB. (TYP., 1- HORIZONTAL CROSS StCTION Q Outswing shown - Inswing also approved INTERIOR EXTERIOR 4 Oulswing shown - inswing also approved OM Q Z O li:Q om W'• a of n U V •• mNc05 c WEu d oaP\ n a m m v` d\a aZ u [w 8 d 0 Zo08 Ck N m NwO_ n a, v U a U K O a O a SCALE: N.T.S. DWG. BY: DWS m 1-1 /4" MIN. DHK. W: LFS 3 EMB. (TYP.) DanmNc HD.: rc FL-8871.5 0 SHEET 4 DF 8 N EXTERIOR-e1L7J`" INTERIOR 1 VERTICAL CROSS SECTION Outswing shown - inswing also approved INTERIOR 4 VERTICAL CROSS SECTION 5 Inswing configuration see general notes, sheet 1 for "HVHZ" water infiltration requirements W EXTERIOR INTERIOR 2 VERTICAL CROSS SECTION Shown w/1Xsub-buck EXTERIOR INTERIOR VERTICAL CROSS SECTION 5 Inswing configuration see general notes, sheet 1 for "HVHZ" water infiltration requirements i Peen tA•. Z r'o ZW• Cq Q.c oinyam, INTERIOR EXTERI R/, rr Pt z o CD 6 ZOVry N yy .. xZ a O n LOO O m[ WJ 40 a as 'maa°i Zr vGm 10 5 60 0 4 aZ vc w p. Z 3 VERTICAL CROSS SECTION Outswing configuration m see general notes, sheet 1 r o for "HVHZ" water infiltration requirements 0 a 6i a INTERIOR EXTERIOR L 1 VERTICAL CROSS SECTIONr 5 Outswing configuration see general notes, sheet 1 for'WHZ" water infiltration requirements Eu N.T.S. BY: DWS a BY. LFS 3 NINO NO.: O FL-8871.5 Cc a 5 or a 4"1a: * 00 az i p I m UN; TYP. HEAD & L ? ° Z a MASONRY JAMBS MASONRY TYP. HEAD & 1 n e 0* 5 a a IL OPENING OPENING JAMBS \ 4 a v\ 0 E oz 8 FRAME Nz hU 2V oiO y[J N O 2X BUCK no 2X BUCK N r E3co m w> w w ago taw w a xY 0 q 0] m a a BUCKANCHORING HINGEJAMB FRAMEANCHORING STRIKE JAMB Masonry 2X buck construction CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the comers may be adjusted to maintain the min. edge distance to mortarjoints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortarjoints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANCHOR ANCHOR. MIN. MIN CLEARANCE MIN. CLEARANCE SIZE ? EMBEDMENT 70 MASONRY TO ADJACENT TYPE EDGE`:; ANCHOR: ITW 1/4" 1-1/4" 2" 4" TAPCON® ELCO ® 1/ 4" 1ULTRACON L WOOD SCREW INSTALLATION NOTES: Maintain a minimum 5/8" edge distance, I"end distance, & I"o.c. spacing of wood screws to prevent the splitting of wood. HINGE DETAIL LATCH & DEADBOLTDETAIL E: N.T.S. BY: DWS BY: LFS HIND NO.: FL-8871.5 ET 6 OF B z i n Q: y A N z° Ncf\p 6mw•. rrrn M N zJABSAIPT``` J MASONRY o a EJ OPENING v m a `a E ccz O c (Ji U o b Q: N O Z h FRAME G 15 o Iu 17 ar" zZ2,oLWU U IXBUCK N of0 o a a YYt2 LATCH A DEADBOLT DETAIL J nf m v 0 N m y 0 N U HINGEJAMB STRIKEJAMB o CONCRETE ANCHOR NOTES: FRAMEANCHORING 11 o'v oo I. Concrete anchor locations at the comers may be adjusted to maintain the min. Masonry I X buck construction 12 G w edge distance to mortarjoints. 2. Concrete anchor locations noted as "MAX. ON CENTER" muss be adjusted to 12 o ,S o 0 Q. ILmaintainemin. edge distance to morlar joints, additional concrethte anchors O h NmayberequiredtoensuretheMAX. ON CENTER"dimension are not exceeded. 3. Concrete anchor table: r nNa12 0 0 N 12 tMN^o 0 i51202108 HINGE DETAIL m] 3WOODSCREWINSTALLATIONNOTES: 1. Maintain a minimum 5/8" edge distance, 1"end distance, A 1"o.c. spacing of wood screws to prevent the splilting of wood. 0 0N ANCHOR ANCHORMIN. CLEARANCE': MIN. CLEARANCE: TYpE SRE EMBEDMENT TO,MASONRY TO ADJACEM ANCHOR ITW 1/4" 1-1/4" 2" 4" TAPCON ITW TAPCON 3 16" 1.1/4" 3" 1-1/2" BILL OF MATERIALS ITEM DESCRIPTION MATERIAL A IX BUCK SG>=0.55 WOOD B 2X BUCK SG >= 0.55 WOOD C MAX. 1/4" SHIM SPACE WOOD D 1/4" X 2-3/4"PFH ELCO OR ITW CONCRETE SCREW STEEL E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI301ORHOLLOWBLOCKCONFORMINGTOASTMC90 CONCRETE G 3/ 16" X 3-1 /4" PFH ITW CONCRETE SCREW STEEL J 1/4" X 3-3/4" PFH ITW CONCRETE SCREW STEEL L 10 X 2-1 /2" PFH WOOD SCREW 1.15" MIN. EMBEDMENT STEEL 1 INSWING ADJUSTABLE THRESHOLD (IS300AJ) ALUM./WOOD 2 INSWING THRESHOLD (IS300HP5) ALUM./COMP. 3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD (ISP30M) ALUM./COMP. 4 OUTSWING COASTAL THRESHOLD ALUM./WOOD 5 OUTSWING STANDARD THRESHOLD ALUM./WOOD 6 INSWING THRESHOLD ALUM./COMP. 7 DOOR BOTTOM SWEEP VINYL 8 JAMB PINE SG >= 0.42 WOOD 9 JAMB (OAK) SG >= 0.42 WOOD 10 WEATHERSTRIP FOAM i l HINGE STEEL 12 10 X 3/4" PFH SCREW STEEL 13 9 X 3" PFH WOOD SCREW STEEL 14 LATCH STRIKE PLATE STEEL 15 SECURITY STRIKE PLATE STEEL 16 8 X 2-1/2" PFH SCREW STEEL 17 8 X 3/4" PFH SCREW STEEL 18 KWIKSET SERIES PASSAGE LOCK STEEL 19 KWIKSET SERIES DEADBOLT 660 STEEL 40 SMOOTH STAR DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 41 DOOR SKIN 0.072" THK. (SMOOTH STAR) Fy = 6,000 PSI MIN. FIBERGLASS 42 TOP RAIL SMOOTH STAR COMP. 43 LOCK STILE (SMOOTH STAR) WOOD/LVL 44 HINGE STILE (SMOOTH STAR) WOOD 45 BOTTOM RAIL (SMOOTH STAR) COMP. 46 PANEL REINFORCEMENT 0.023" THK. SMOOTH STAR STEEL 47 FOAM CORE POLYURETHANE 60 FIBER CLASSIC DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 61 DOOR SKIN 0.137' THK. FIBER CLASSIC Fy = 6,000 PSI MIN. FIBERGLASS 62 TOP RAIL FIBER CLASSIC) COMP. 63 LOCK STILE (FIBER CLASSIC) WOOD/LVL 64 HINGE STILE (FIBER CLASSIC) WOOD 65 BOTTOM RAIL FIBER CLASSIC) COMP. 66 PANEL REINFORCEMENT 0.023" THK. FIBER CLASSIC STEEL 67 FOAM CORE POLYURETHANE N HEAD 6 SIDE 9 8 Jomb So &\3\a mom1 J—T 1 THRESHOLD Inswing adjustable 5.8T' r to L J THRESHOLD Insvnng sell -adjust 5.75" o THRESHOLD S Oulsvring standard 5.85" L Of S fY m C v' w w m I ti THRESHOLD 2 Inswing adjustable ro 4.5T' — L 4 THRESHOLD Outsvnng coastal 6 THRESHOLD Insveng MAX. DESIGN PRESSURE _ +/- 50 PSF 16 J WW Qza u-0 00 m E: N.T.S. ar: DWS BY: LFS RING NO.: FL-8871.5 ET 8 OF 8 Florida Building Code Online Pagge 1 of') P F F a, J;k+-^ s-=,g--•m mow` a - ` y _ , -.a -emur. r —k- F'" a.sc..,.,..zff.x.,.._r..=y._.—:`e._ <..r....:. sd.:'a . r _ _ .?'•"', BCIS Home Log In User Registration Hot Topics Submit Surcharge I Stats & Facts i Publications FBC Staff BCIS Site Map i Links Search j i7f,"3 Product Approval 1 USER: Public Userr Product Approval Menu > Product or Application Search > Application List > Application Detail FL n FL15332-R4 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/Emoi.l Category Subcategory Compliance Method MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitiinger@miwd.com -- Exterior Doors Sliding Exterior Door Assemblies 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 2 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15332 R4 COI FLCOI.odf Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option D Year 2008 https://www. floridabuildinc,. ora/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtH85 72gvdWId... 2/1 /2018 Florida Building Code Online Pac,e 2 of 3 Date Submitted 08/11/2017 Date Validated 08/13/2017 Date Pending FBC Approval 08/15/2017 Date Approved 10/10/2017 Summary of Products FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-00500E.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510807D.pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-00498E.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510805D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96" Limits ofUse Installation Instructions - Approved for use in HVHZ: No FL15332 R4 II 08-02248C.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 FL15332 R4 AE 512968C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 H 08-02249C.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 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports FL15332 R4 .AE 512969C.odf' PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08 02250C.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 FL15332 R4 AE 512970C.pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-00499E.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510806D.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-00501E.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports https://www.floridabuildincr.orc, r/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdW-Id... 2/1/2018 Florida Building Code Online Page 3 of') Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510808D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes i 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 iI 08-00502E.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 51 0809D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-00503E.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510810D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Back Nett Contact Us :: 2601 Blair Stone Road, Tallahassee R 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Coovriaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or bytraditional 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 emaiGaddress if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public-record—.Ifyoudo 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 9 1 i 7p_ 99 0 C' c nl Safe https:// w- ww.floridabuildinOr. org/pr/pr_app_dtl. aspx?param=wGEVXQw-tDgtH8 5 72gvdWId... 2/1 /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. 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 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 15. APPROVED CONFIGURATIONS: OX, XO, XX, XP, PX, XIP, PIX TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS 4 — 10 INSTALLATION DETAILS REVISIONS ` REV I DESCRIPTION A ADDED FLANGE AND FIN INSTALLATION D REVISED INSTALLATION DETAILS C REVISED INSTALLATION DETAILS MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96" NOTES DRAWN: DWG NO. REV V.L. 08-02249 C SCALE NTS jDA7E 10/30/13 1SHEET 1 OF 10 L. RODERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-686-0609 illomas@lrlomaspe.com DATE 12/10/13 08/03/15 06/21/17 APPROVED R.L. R.L. R.L. SIGNED: 0612112017 R IILI// ii it o-,Ci,51'•'*= A STAATE OF t; r 0'. :kl Luis R. Lomas P.E. FL No.: 62514 96" MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART #3 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX - 17" MAX O.C. I 6" MAX 6" MAX 17" MAX O.C. 96" l- MAX FRAME HEIGHT 6" MAX SERIES 420 SGD REINFORCED WITHOUTADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t35.0PSF NONE SEE CHARTS #1 AND #2 FOR OTHER UNITS RATINGS NOTES: 1. MAXIMUM PANEL SIZE: 48 1/2" x 95" 2. MAXIMUM D.L.O.: 44 5/8"x 90 5/8" HARDWARE SCHEDULE 1) FLAT MOUNTED HANDLE SET (99-04-145) AT 38 3/4" ON CENTER FROM PANEL BOTTOM 1) METALLIC TANDEM ROLLERS (99-17-195) AT EACH END OF PANEL BOTTOM RAILS ALUMINUM 6063-TB REINFORCEMENT (668) AT ALL PANEL INTER LOCKS REVISIONS T - REV DESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 1,/10/I, I R.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L. CHART#i C REVISED INSTALLATION DETAILS 06/21/17 1 R.L. WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. SFF Alnrr- a QPPI T I Design pressure chart (pso Frame Single Panel and Total Frame Wdth (in) Height 30.0 36.0 42.0 48.0 in) 60.00 1 72.00 84.00 96.00 Pas I Neg Pas I Neg Pas Neg Pas Neg 84.0 40.0 58.4 40.0 50.9 40.0 45.7 40.0 42.0 88.0 40.0 55.21 40.0 48.0 40.0 43.0 39.4 39.4 92.0 40.0 1 52A 40.0 45.4 40.0 40.6 37.1 37.1 96.0 40.0 1 49.8 40.0 43.1 36.A 38.4 35.0 35.0 CHART #2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 1 Design pressure chart (pso Frame Single Panel and Total Frame VNdlh in) Height 30.0 36.0 42.0 48.0 n) 60.00 72.00 64.00 96.00 Pos Neg Pas Neg Pas Neg Pas 58.4 58.4 50.9 50.9.- 45.7 45.7 42.D 88.0 55.2 55.2 48.0 48.0 43.0 43.0 39.4 Neg84.0 92.0 52.4 524 45.4 45.4 40.6 40.6 37.1 96.0 49.8 49.8 43.1 43.1 38.4 38.4 35.0 35.0 CHART #3 Numberoranchor locations required Frame Single Panel and Total Frame Width (in) Height 30.0 36.0 42.0 48.0 in) 60.0 72.0 1 84.0 96.0 HBS TJamb HBS Jamb H6S Jamb HBS Jantb 84. 0 4 6 5 6 6 6 6 6 88. 0 4 6 5 6_ 6 6 6 6 92. 0 4 6 5 6 6 6 6 6 96. 0 4 6 5 6 1 6 6 6 6 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96" ELEVATION DRAWN: DWG N0. REV V. L. 08-02249 C SCALE NTS DATE 10/30/13 t sREEr2 OF 10 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434- 688-0609 rllomas@irlomaspe.com SIGNED: 0612112017 i k; A0 551 it r,- Ai, 16ATE OF mow\ DNA11r \\\ Luis R. Lomas P.E. FL No.: 62514 6" MAX — 6" MAX 17" MAX O.C. 96" - MAX FRAME HEIGHT L. 6" MAX 96" MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD & JAMBS SEE CHART #4 FOR NUMBER OF LOCATIONS REQUIRED 17" MAX O.C. 6" MAX 2) ANCHORS PER LOCATION SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT SILL EXTERIOR VIEW SEE CHART #4 FOR NUMBER OF LOCATIONS DESIGN PRESSURE RATING IMPACT RATING REQUIRED 35.0PSF NONE_ SEE CHARTS p1 AND p2 SHEET 2 FOR OTHER UNITS RATINGS HARDWARE SCHEDULE FLAT MOUNTED HANDLE SET (99-04-145) AT 38 314" ON CENTER FROM PANEL BOTTOM METALLIC TANDEM ROLLERS (99-17-195) AT EACH END OF PANEL BOTTOM RAILS J MIN UM 6063-T6 REINFORCEMENT (668) AT ALL PANEL INTERLOCKS REVISIONS REV DESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 1 R.L. NOTES: 1. MAXIMUM PANEL SIZE: 48 172" x 95" 2. MAXIMUM D. L.O.: 44 578"x 90 516" CHART#4 Number of anchor locaflons required Frame Single Panel and Total Unit Width (in) Height 30.0 36.0 42.0 48.0 hi) 60.0 72.0 84.0 96.0 H&S I Jamb H&S Jamb H&S Jamb H&S Jamb 84.0 4 6 5 6 6 6 6 6 88.0 4 5 6 6 6 6 6 92.0 4 JEE.. 5 6 6 6 6 6 96.0 4 5 6 6 6 6 6 SIGNED: 06/2112017 MI OOREETRS LLC R111LI0 i650DOWTMARKETS GRATZ, PA 17030 G E N S.9H %. SERIES 420 SGD REINFORCED WITHOUT ADAPTER 1k• /0 6Z0-vF' 96" X 96" FIN ELEVATION p.TAT DRAWN: DWG No. REV w` s fiC OR M'p •.\\ O8 502E249 C ii/s/DNA SCALE DATENTS 10/30/13 3 OF 10 11E L. ROBERTO LOMAS P.E. 1432WOODFORORD LEWISVILLE,NC27023 L4I5 R. Lomas Lasas P 434-688-0609 rllomas@irlomaspe.corn FL No 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. WOOD FRAMING OR 2X BUCK EMBE MENT BY OTHERS 1/4„ MAX. SHIM 10 WOOD SPACE SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR 11 11 11 11 INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT MIN. TENT IAIN. ruur. ut6TANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO DE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 3/8" MIN. EMBEDMENT 1/2" MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS REVISIONS REV DESCRIPTION DALE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. 1 /4" MAX. SHIM SPACE LN3 JI INTERIOR tl— EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 0612112017 MI DOOREETRS LLCsSoWINDOWSMA 1 R, L 0WEST GGRATZ, PA 17030 E N &' , 0 6 51 *= SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96" FRAME INSTALLATION DETAILS AATE OF W F[OR1'Op;`' DRAWN: DWO N0. REV SOSCN/O 0NAit \\\\ GALE DATE SOEEZ49NTS10/30/13 4 OF 10 LUIS R. Las P Lomas P.E. L. ROBERTOLOMASP.E. 1432 WOODFORD RD LEWISVILLE. NC 27023 434-688- 0609 r1lo-0*10maspe.com FL No 1 1/2" MIN 1" MIN. SEPARATION EDGE DISTANCE a. 1 '1/4" MIN. EMBEDMENT CONCRETE/ MASONRY BY OTHERS MAX. SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR II I I INTERIOR SILL TO BE SET IN A BED OF I APPROVED SEALANT A—l- y 1 1/4" MIN. a•' EMBEDMENT I 2 7/8" MIN 1" MIN. SEPARATION EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION REVISIONS DESCRIP71ON DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. REVISED INSTALLATION DETAILS 06/21/17 R.L. 1 1/4" MIN EMBEDMENT 1/4" MAX. 1" L SHIM SPACE MIN. INTERIOR EDGE DISTANCE - rl AN, 3„ MIN 1 SEPARATION S 3/16" TAPCON a EXTERIOR CONCRETE/MASONRY BY OTHERS JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY, 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 0612112017 MI 650DOWT MARTSDEDOOREETRSLLC ,\\ 9llL GRATZ, PA 17030 v •G NO 9cP 4 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 1k•'. 0.6 61 *= 96" X 96" _ FRAME INSTALLATION DETAILS jdy. f TAT f 0? OF a_ DRAWN: DWG NO. REV '• Al V.L. 08-02249 C Ss • OR10 G \` SCALE NTS DATE 10/30/13 ISHEE16 OF 10 L. ROBERTO LOMAS P.E. Luis R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 dlomas@Itlomaspe.com FL No.: 62514 1/2" MIN. EDGE DISTANCE ` METAL 1/4" MAX. STRUCTURE SHIM SPACE BY OTHERS 10 SMS OR SELF DRILLING SCREW EXTERIOR I I I I INTERIOR 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS SILL TO BE SET IN A BED OF APPROVED SEALANT T- 1/2" MII EDGE DISTA I 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS REV DESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. i. —V JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION 1 /2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION i SIGNED: 0612112017 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET 5 " 1111111ii,, R • : GRATZ, PA 17030., GENS•9J+ SERIES 420 SGD REINFORCED WITHOUT ADAPTER tk• oy5`I 96" X 96" ESTATEFRAMEINSTALLATIONDETAILS OF NOTES: DRAWN: DWG N0. REV rCOR10P •\"' j01. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, V.L. 08-02249 C Xj `''SI•'••C G\ SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE scuE NTS DATE 10/30/ 13 1 S"EET 5 OF 10 1111111110N\\ OT DESIGNED IN ACCORDANCE WITH ASTM E2112 L. ROBERTO LOMAS P.E. Luis R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 r10mas00--pe— FL No.: 62514 1/2" MIN. EDGE DISTANCE WOOD FRAMING 1 3/8" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1 /4" MAX. SHIM SPACE 10 WOOD SCREWS EXTERIOR IfII Lf j INTERIOR 10 WOOD SCREW WOOD FRAMING OR 2X BUCI, BY OTHER f0 BE SET IN OF 7VED SEALANT MIN. VIENT 1 3/8" MIN. EMBEDMENT T 1/ 2" MIN. EDGE DISTANCE 10 WOOD SCREWS WOOD FRAMING OR 2X BUCK BY OTHERS REVISIONS ` REV DESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 06/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. 1 / 4" MAX. SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 9 EDGE DISTANCE ' SIGNED: 0612112017 DOORS REET LLC MI650DOWT MARKET GRATZ, PA 17030 9II 1 G ENS+:9N Z * l6y 6 51 = WOODERTICAL FRAMINGOR2OSS BUCKINSTALON LATIONSERIES 420 SGD REINFORCED WITHOUT ADAPTER 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, SHOWN R CLARITY. 2. PERIMETER OAND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 96" X 96" FLANGE INSTALLATION DETAILS r 111S TAT OF 1 G`\ isjpNA11Fa\ Luis R. Lomas P.E. FL No.: 62514 DRAWN: NOT DWC NO. 08 REV;" FS(ORIDP CSCALE NTS DATE 10/30/13 SHEET 79 OF 10 L. RODERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE. NG 27023 434- 688-0609 rllomas@Irlor-spe—n 1/2" MIN. I EDGE DISTANCE METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 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 ASTM E2112 1/4" MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR L TO BE SET IN BED OF PROVED SEALANT 1 1/2" MIN. EDGE DISTANC T— 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS REV DESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 05/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. urtnca JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0612112017 MI DOW7 DOOREETRS LLC I.L650MARKETSR 0. /// i GRATZ, PA 17030 G E N 1p 6261 *' SERIES 420 SGD REINFORCED WITHOUT ADAPTER FLANGE INSTALLATION DETAILS tt , STATE OF s3` ' DRAWN: DWG 110. V.L. 08-02, C 0777/dNAi`E\ SCALE NTS DATE sr1EET610/30/13 OF 10 LUIS R. Lomas P.E. L. ROBERTO LOMAS P.E. 1432 WOODFORD HD LEWISVILLE, NC 27023 434-688-0609 rllomas@Idomaspe.com FL No.: 62514 REVISIONS 1 1/2" MIN. 1" MIN. SEPARATION EDGE DISTANCE REV DESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS OB/03/15 R.L. n ' ' ! C REVISED INSTALLATION DETAILS 06/21/17 R.L. 1 1/4" MIN. e . a. a: • EMBEDMENT 1 1/4'MIN. CONCRETE/ EMBEDMENTMASONRY 1/4" MAX. BY OTHERS SHIM SPACE OPTIONAL J 1/4" MAX. 1X BUCK SHIM SPACE 1" INTERIORPROPOERLY MIN. SECURED EDGESEENOTE3 SHEET 1 DISTANCE 3/16" TAPCON 3.. EXTERIOR INTERIOR MIN. f ICASEPARATION SILL TO BE SET IN A BED OF 3/16" TAPCON EXTERIOR APPROVED SEALANT 3/16" TAPCON CONCRETE/MASONRY JAMB INSTALLATION DETAIL BY OTHERS CONCRETE/MASONRY INSTALLATION MASONRY/ OPTIONAL 1X BUCK CONCRETE TO BE PROPERLY BY OTHERS SECURED SEE NOTE 3 SHEET 1 NOTES: c* .• 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, a, 1 1/4" MIN. NOT SHOWN FOR CLARITY. EMBEDMENT 2. PERIMETER AND JOINT SEALANT BY OTHERS TOBE d a ' e •' DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 06/2112017 MI WINDOWS AND DOORS LLC 11I1// 2 7/8" MIN. _ 1" MIN. 650 WEST MARKET STREET R LO5 . • .t' SEPARATION EDGE DISTANCE GRATZ, PA 17030 v GEti.9. VERTICAL CROSS SECTION SERIES 420 SGD REINFORCED WITHOUT ADAPTER i1 1D ti 61+ = CONCRETE/MASONRY INSTALLATION 96" X 96' Y/"; ( - STATEFLANGEINSTALLATIONDETAILS1 • OF?i\ DRAWN: t {•`\ DWG NO. REVa F V. OB C O RIOP isi/10NA 1 aC'\\\ SCALE NTS DATE 10/30/13 sOEEr99 OF 10 1111 L. ROBERTO LOMAS P. E 1432 WOODFORD RD LEWISVILLE, NC 27023 LU15 R. Lomas P.E. 434-688 0609 Nlb as@IdOmaspe.con, FL No.: 62514 TYVVV r"AMlF, BY OTHEF 1 ti EMBE APPRO\ SEAU BEHIND 8 WODU SCREW APPROVED SEALANT BEHIND FIN 8 WOOD SCREW 1 /4" MAX 7/16" MIN EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. EMBEDMENT WOOD FRAMING BY OTHERS INTERIOR TRIM 1/2" MIN. EDGE DISTANCE REVISIONS REV DESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS - 08/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. 1 5/8" MIN. EDGE DIST. TRIM ° 1 1/4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECUREDk3/16,. TAPCON EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE METAL STRUCTURE 1/2" MIN. BY OTHERS EDGE DISTANCE TRIM INTERIOR I -- UU111 1/4" MAX. 1 3/8" MIN. r SHIM SPACE EMBEDMENTL 7/i6" MIN — 7HOOKLEDGEDISTANCEHOOK STRIP C 10 SELF DRILLING SCREW 10 WOOD PANEL SCREW EXTERIOR INTERLOCK EXTERIOR ` PANEL INTERLOCK HOOK STRIP INSTALLATION INTERIOR METAL STRUCTURE EXTERIOR - HOOK STRIP INSTALLATION SIGNED: 0612112017 2X BUCK/WOOD FRAMING MI WINDOWS AND DOORS LLC ulIlI1I1/ji, 650 WEST MARKET STREET GRATZ, PA 17030 •G E N S VERTICAL CROSS SECTION SERIES 420 SGD REINFORCED WITHOUT ADAPTER` it • o , 51 * = WOOD FRAMING OR 2X BUCK INSTALLATION 96" X 96" >> — f FOR SILL INSTALLATION SEE SHEETS 4-9. NAILFIN & HOOK IMSTALLATION DETAILS "'• 0. STATE NOTES: DRAWN. DWc No. REV .. •, (()R1Qp.+' 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY, 08 49 C OJNA'la\\ GALEDATE2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE sFD1EET NTS10/30/13 10 OF 10 DESIGNED IN ACCORDANCE WITH ASTM E2112 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE. NC 27023 Luis R. Lomas P.E. 434- 688-OG09 dlomas@hlomaspe.com FL No.: 62514 Florida Building Code Online Page 1 of 6 BCIS Home Log In User Registration Hot Topics 1 Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search db'.;E Product Approvaly,,'N'-r Iy='-USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # 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 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 reapply 11/28/17 L Clopay Building Products Company 8585 Duke Blvd. Mason, OH 4SO40 513) 770-6062 mwesterField@clopay.com Scott Hamilton sham ilton@clopay.com Exterior Doors Sectional Exterior Door Assemblies Certification Mark or Listing Intertek Testing Services NA, Inc. Gary Pfuehler Validation Checklist - Hardcopy Received. Standard Year ANSI/DASMA 108 2005 ANSI/DASMA 115 2005 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 Florida Licensed Professional Engineer or Architect FL15279 R5 Equiv 20170809 - FBC - D.ASMA 108 equiv.odf FL15279 R5 Eauiv 20170809 - FBC - DASMA 115 eauiv.odf Method 1 Option A 08/10/2017 11/29/2017 https://www.floridabuilding.orc,/pr/pr_app_dtl.aspx?param=wGEVXQw-tDgv'DyVVKJZl Q... 2/1/2018 Florida Building Code Online Page 2 of 6 Date Pending FBC Approval Date Approved 12/05/2017 Summary of Products Go to Page = t It +d Pagel /8Ya 0 FL # Model, Number or Name Description 15279.1 001 W3-09 DSIE-1A171: 2050, 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; 2051, 2053, 4050, 4051, 4053, 62, interior skin 29 ga. min.) Single -Car (up to 9'0" wide) 64, 65, 62G, 62LG, 64G, SDP38, WINDCODE® W3 Garage Door SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and oroof of inspection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A 1`1_15279 R5 C CAC W3 Listing Intertek.odf 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 II 101655-Rev12 odf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.2 DSIE-1A471: GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin InsulatedF002W3- 09 GDlLP, GR1LP, ARlSP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) ED1SP, EDSLP, 4132, 2132, Single -Car (up to 9'0" wide) WINDCODE® W3 Garage Door FC38, MFC38 Limits of Use Certification -Agency Certificate Approved for use in HVHZ: No FL15279 R5-=G CAC Letter with proof of contract and proof of inspection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R5 C CAC W3 Listing Intertekpdf Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R5 II 103952-RevOl.pdf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.3 003 W3-09 DSIU-1A171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Single -Car (up to 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 FL15279 R5 C CAC Letter with proof of contract and proof of insoection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R5 C CAC W3 Listing Intertek.pdf Design Pressure: +20 PSF/-20 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 RS II 104175-RevOl.pdf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.4 004 W3-16 DSIE-1A171: 2050, 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; 2051, 2053, 4050, 4051, 4053, 62, interior skin 29 ga. min.) Double -Car (9'2" to 16'0" wide) 64, 65, 62G, 62LG, 64G, SDP38, WINDCODE@ W3 Garage Door SFL38, SRP38, 134,. 135, 136, 6130, 6131, 6133 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof of inspection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R5 C CAC W3 Listing Intertek.odf Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15779 R5 II 101820-Revl3.pdf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.5 https://www.floridabuildinc,.org/prlpr_app_dtl.aspx?param=wGEVXQw-tDgv'yVVKJZI Q... 2/l/2018 Florida Building Code Online Page 3 of 6 005 W3-16 DSIE-1A471: GD1SP, GR1SP, GD11_P, GR1LP, AR1SP, AR1LP, ED1SP, ED1LP, 4132, 2132, 6132, SFC38, MFC38 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 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). Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" up to 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof of insoection.odf FL15279 R5 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 104028-RevOl.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® W3 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract andpro of ofinspection. pdf FL15279 R5 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/ 21/2028 Installation Instructions FL15279 R5 II 104168-RevOl.pdf 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-2F153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, 42B, WINDCODEO W3 Garage Door 486, 55S,4RST,6RST,4RSF,6RSF Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof of insoecticn.ndf FL15279 R5 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/ 21/2028 Installation Instructions FL15279 R5 II 101308-Rev12.pc1 Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279. 8 008 W4-09 DSIE-11`171: 4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201, 6203 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE@ W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof of inspection.odf ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL15279 R5 C CAC W4 Listing Intertek.odf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FLIS279 R5 II 101652-B-Revll.pdf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA,. Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279. 9 009 W4-09 DSIE-11`471: 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) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof ofinsoection. odf FL15279 R5 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date OS/ 21/2028 Installation Instructions FL15279 R5 II 103969-B-RevO2.pdf https:// w-ww.floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgv'yV VKJZ 1 Q... 2/ 1 /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-11`171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL20, 7200, 7201, 7203, 8200, WINDCODE@ W4 Garage Door 8201, 8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R5 C CAC Letter with [proof of contract and proof of inspection.odf FL15279 R5 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 104183-RevOl.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.11 011 W4-09 DSIUO-1IC479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/Brookstone interior skin 27ga. min.) with Overlay Single -Car (up to 9'0" wide) WINDCODEO W4 Garage Door Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.12 012 W4-09 PAN-21`151: 73, 1500, 75, 190, 84A, 94, 76, 42, 48, 55, 42B, 48B, 55S, 4RST, 6RST, 4RSF, 6RSF, 2RST, GD5S, GD5SV, 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, APASV, 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 FL15279 R5 C CAC Letter with proof of contract and proof ofinsoection.pdf FL15279 R5 C CAC W4 Listing Intertek.[pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R5 II 104456-Rev0l:pdf- - - - --- - =- Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R5 C CAC W4 ListinQ Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 300159-B-Rev16.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single - Car (up to 9'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof ofinspection.pdf FL15279 R5 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 103486-B-ReyO8.[pdf 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) WINDCODE@ W4 Garage Door https://w-w-w.floridabuildinc,. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgv3 yVVKJZ 1 Q... 2/ 1 /2018 Florida Building Code Online Page 5 of 6 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-32 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.15 015 W4-16 DSIE-11`171: 4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201, 6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.16 016 W4-16 DSIE-11`471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, AR21_P, ED2SP, ED2LP, 4302, HDGC, 6202, SFC68, MFC68 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. Certification Agency Certificate FL15279 R5 C CAC Letter with Droof of contract and oroof of inspection.pdf FL15279 R5 C CAC W4 Listing Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 103549-RevO6.1)df Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and -Proof ofinspection.pdf FL15279 R5 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 RS II 101481-B-Rev13.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Double - Car (9'2" up to 16'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof ofinspection.pdf FL15279 R5 C CAC W4 Listina Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 104029-B-Rev03.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.17 017 W4-16 DSIEO-11`479: Coachman/Settlers/Affinity Double Skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27ga, min.) with Overlay Double -Car (up to 16'0" wide) WINDCODE@ W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R5 C CAC Letter with Droof of contract and proof of insoection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R5 C CAC W4 Listing Intertek.pdf 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 FL15279 R5 II 103046-RevO7.odf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.18 018 W4-16 DSIU-11`171: 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(D W4 Garage Door 8201, 8203 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof of ins eDcttoQ_p fApprovedforuseoutsideHVHZ: Yes . Impact Resistant: N/A FL15279 R5 C CAC W4 Listing Intertek.pdf Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R5 II 104169-RevOl.ocif 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: https://www.floridabuildinc,. orc,/pripr_app_dtl.aspx?param=wGEVXQwtDgv3 yV VKJZ 1 Q... 2/ 1 /2018 Florida Building Code Online Page 6 of 6 15279.19 (019 W4-16 DSIUO-1K479: Canyon Ridge/Brookstone Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25.5 PSF/-25.5 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.20 020 W4-16 PAN-2F153: 73, 1500, 75, 190, 84A, 94, 42, 48, 55, 4RST, 6RST, 4RSF, 6RSF, GD5S, GD55V, GRSS, GR5SV, AR5S, AR5SV, ED5S, 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..' Double Skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Double -Car (9'2" to 16'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and Droof of insoection.Ddf FL15279 R5 C CAC W4 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 104457-Rev02.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Steel Pan (min. 25 ga-.) Double -Car (9'2" to 16'0" wide) WINDCODEO-W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof of insoection,odf FL15279 R5 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2026 Installation Instructions FL15279-R5 II 101711-B-Revl5.1)df Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third..Party; Back Nezt s. d Page l/80 0 Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Coovright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here.. , Product Approval Accepts: Mo ig E:k C ed card https://www.floridabuildincr. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv' yVVKJZ I Q... 2/ 1 /2018 e - 1®EL 4F IS FLUSH SED PANELCARRIAGEHOUSE'!pWFNDOSS SmummSGABSGAINS CLOPAY S. GR]SV. GALLERY' S GRSSV IILLNESARTISTRY' IDEALS 3 ARUIV CARRIAGE HOUSE' E05SV UOKATKw1 OF OPRONAL VENTS fAI951C' SHORT RASED-PNIEL S1pWN. '.Apntsm HOUSE SHORT RAISED -PANEL G ALSO APPROIED. 114m/e' SHEETETALSCREWS D 1/ SCREW9 u Gi E2RD LeLDEe +e a. NrmuEDu NEW 'B' Vaw • DOOR VOTIN IIw TO 110' m TO HIM NIVMEDUTE SREe (SEE TOIpRpE ipBlppOIY). A, 1®W Too L WDNOaCENIEIi) A EHEII MIAlk 1_R=111k A L OPno#HA. OUETS" IEYED LOOK POSYM DOOR SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL "A" AND STANDARD CONSTRUCT DETAIL "B"; TRACK AND JAMB DETAILS. r xnx • mi'exosh. SHEET 1 OF 2 RLv DATE OD 11/30/07 10 08/OB OB OPTIONAL GLAZING MAY BE STANDARD OR IMPACT RESISTANT GLAZING. SEE SECTION B-B FOR DETAILS. MAX. STANDARD SIZE IS 42-1/2'x16'. IMPACT RESISTANT GLAZING IS 21-5/8%14-1/8'. 3' x 20 G UNBARS. U-BAG N A 2-1-2-1 PATTERNE. I. U-BGAONSOTLTOSECTION, ONE U-BARS ON NEXT SECTION. ETC.) DESIGN ENGINEER: MARK WESTERFIELD, P.E FLORIDA P.E. /48495, NC P.E. %23832, TEXAS P.E. #91513 Imm% PIROO [OUT 7 1+ DENSITY POLYSTYRENE FOAM INSULATION 1-5/16' THICK WITH VINYL HAIRCELL BACKER (INSULATED MODELS ONLY) 25 GA MIN. GALV. STEEL SKIN WITH A BAKED -ON PRIMER, AND A BAILED -ON POLYESTER TOP COAT APPLIED TO BOTH SIDES OF STEEL SKIN. TINS Dom MEEn DR dcum nm DE]tut InDa ROA THE, uEnwn: — sPEms uETm — ADCmMW ro THE _DA ROEma EDIE m DE ME10NTpWL em2ra coaE (_ ON AEOE`_WI FOR M igLM1NO COt1DITMIR 1) DCTxn m mN. 2) DOOR 1W a' OF WDM N MWID'D HO zom 3) NIY ROOF MOPE AIO I) 1E5R110 M AdIOMVICE RIM AMR 106 HIE-X'H CNRAAnMa N A wMVmN14iEt5aPLWYDFFTA N® <(1PIO IOU 1. 1. m i10 FC CATTY R. E. D C. MEAN f4YF IFI01I Y IY C IY 20' DESCRIPTION ADDED EXTENDED HEIGHTS, COMBINED CLOPAY, HOlMES. AND MEAL ADDED M/N 420. 4BB. 55S ADDED M/N 4F ADDED 'CARRIAGE HOUSE' EMBOSS DOORS. UPDATED MODEL TABLE. REVISED WIND SPEED TABLE FOR ASCE7-10. ADDED IMPACT RESISTANT OPTION. SECTION A -A (SIDE VIEW) I F- 2' THICK DDOLTCIM Ew l®pay ATEPAN- 2F153 DATEI 1 /,/97 8585 DUKE BLVD. nRAVN SY, BuildingProductsMASON, off 45040 JAC Company ( 513) 770-4800 CHECKED BY, YDpey Coryor UoO NI Rights 11—md. MWW OPHOO VAL I SP2779 3' TALL U-OAR 20 GA. GALV. STEEL MIN. TOLD STRENGTH: 50 KSI L 3' T 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) 014x5/8' SHEET METAL SCREWS AND (4) 1/ 4'x3/4- SELF TAPPING SCREWS. SEE VIEW 'B'. 0 TALL x 20 GA. GALV. STEEL U-BARS IN A 2-1-2-1 PATTERN (I.E. TWO U-BARS ON BOTTOM SECTION, ONE U-BAR ON NEXT SECTION, ETC.). EACH U-BAR ATTACHED WITH ( 2) 1/4'x3/4' SELF TAPPING SCREWS PER STILE LOCATION. 13 GA. GALV. STEEL BOTTOM BRACKET. ATTACHED WITH (2) j114x5/B' SHEET METAL SCREWS. ALUMINUM EXTRUSION h VINYL WEATHERSTRIP. DESIGN LOADS: +24.0 PSF h -24.5 PSF TEST LOADS: +36.0 PSF h -37.0 PSF VINDLUAD RATING HAIL OOOR SS2E' W 4 16'O"W x 16'0'H DESCRIPTIOIA CLASSIC AND CH RP STEEL PAN DOUBLE — CAR, 16'W +24/-24.5 PSF B RIAVING NUMBED. I VERI 101711 IBC SOURS GA 2 W - N®ET. k IS FTLISH SARRWE ROOM' RAISED PANEL EKBUSS EODRS 1®FLS 25 GA 29 GA INS CLPAY GD5S, GOSIV, GALLERY' ORSS GRSSV IOIESARnsTRr NSS AR5SV EM'!S. TDSSV Y:NWUIE HOUSE. DOOR IETo1T SEMIS 9 IF U-wS UP '0' 4 e SHEET 2 OF 2MEMIYATOD "a B"-ems'' - RIM, A 7'T TO B9' 9'o' m l0'8' S4 B9 IROSt oN 24' CENfpCS. 1-1/l=e• D.o. wASHEA RE. IM SCREWS MAY BE CWMERSUNK (BUT NOT RECURRED) M PROVIDE A FLLISH MOA0Y19 SURFACE HORIZMAI. JAMDS DO NOT TRANSFER LOAD. IOY• TO IC']• 7 IT 06'A- O LSV11'D' TO IY9' B9 1214 eb' SLEEVE ANCHOR fNOLTS ON m' (ilflpt5 2000 P51 YIN. CONIXIETFJ. le'o' 10M. SECTIONHOW. BY IS A" INCLUDEDWIM ShVE ANCNpiS. OR1/4-.Y TAPOON SCREWS ON 17. CENTERS (2.000 PSI MN. CDNCRflT) OR o' 90 SLICENTERS (C-CK). V O.D. WASNEIS REULUR D YAN TAPCONS ANCHORS WY BE COIDOD6UN jrNOT REOURED TO P9ROAOE A FLUSHMOUMNOSURFACEHDRZONTALBSDONOTLOAD. FYMBBImtlS: REFER TO BASRA 105 M. A LICENSED DESIGN PHOPFSSIOUL MAT ALSO BE EMPLOYED TD APRRD.E ALTERNATE FASOELDiS ANO/OR AVAB CONFTOWAIKW6. pTEpARAT1Kw Kr JAMBE er ODETIS SNP OR NmoutnmBYBOOR DO SUIT) 2.6 YELLOW PINE AW0 _SearR0 oA MIN. GRLV. STEEL END SBLE m KSA DYV. STEEL NIFW SIRE IMPACT RESISTANT ASSEMBLY DETAILS DRAWING 101711-A SECTION B-B (IMPA T-R I TANT AZING OPTION) OEML T' OPNNROL DOCOAATNE —EG— WUMPU POSE NBN BO10 TAPE SN A—H NSEXT. ON-1 FRAME AND FACADE). R6RMIAE IIONf TMAEIE A„eJ } LIWNE 9F/UNT BlIMIII RnFa RUN AND FIWEj. IMPACT RESQTNIf ONE4YECErE E _m SY ENN IETANFA FASRTIm TO FNwrt WTN WIM/]II PRoef (I.) w . e/4' PAN MNN ADMADNINEecaEaPRANE A NA2WAi OACM 15 GE LEIKAN SXtO . AN APPROVED CC2 PLASM N ACCORDANCE MIN IN 21 TH ENBREDOORASSEMBLYINSTALLED N COMPLIANCE WITH MIS SECIIDN MEETS THE WND IDID REOWRDEFMS OF THE RDR61 MADNO CODE AND INTERIADONAL BUILDNO', CODE ADD V= TIE IMPACT-RF]STNET REOURENEN S (REF. CIPPIER 16 FBC/BBC). STANDARD ASSEMBLY DETAILS DRAWING 10171 1 -B SECTION B- B (NON -IMPACT RESISTANT GLAZING OPTION FROM FRAME WAIN U.V. CMTINIO ON ONSRE SURFACE NOTE THAT FRONT FRAME S NARROWER TLAN IMPACT -RESISTANT FRAME Ib AAZ NO 1KKDED INSIDE LITE RENNER. e0/4' PAN MEAD SCREW. STANDARD ASSEMBLY CONSTRUCTION: OP170HAL SSIL DSO OR 1/6- ACttEIC UIF9 AVAILABLE. OPTONAL ACRYLIC DIAZI S PEASKOITE aPIIX OR LUCIIE CP APIWO, ED = PLASM IN AFLORLWDE WITH Im/FBC 2e0e, TIE BODEDOOR ASSEMBLY INSTALLED IN COMPLLMRCE WOO T/ 5 SECTION MEETS NE WAND LOAD REOUOEUEN5 OF TIE FLORIDA BUILDING CODE OR NIFIN9TOLAL BURDINO CODE BUT DDM-Na MEET TIE IMPACT RESISTANT REOUIR M M FOR MNDBONE DEERS RMONS REF. OLAPTER To FBC/IBC), 10"11_ 1IFACK E SCREW IIF=4 1 PER(CH 110 CIFRAMTIME. TO, 5AI.D. ONE PER ROLLER) LETAL(4lELYi/e' SNFET 1TRACK FABTENEO M TOO. TRACK DRAC'OM N4 W DALY. ROLLER HNOE PACT HRDE FASTENED M END RULES WON (4) ym/R a n SCREWSANII, (4) e%a• AHurs Two1/ 4' 01A WrvETs 1 i s1iP r wia 1' 10 BALL SHORT ETEN STEEL ROLLER WIN SnE OR NYLON TIRE MOM THE DESDN OF TIE SUPPCIRM STRUCTURAL ELEMENTS SH4L BE RE PESPO 0111Tf OF THE PROFESSIONAL Of ROWPO FOR T11E BIADNO OR STRUC1UIIE AND N ACCORDANCE WIN CURRENT BULOM CODES FOR THE LOADS LISTED M TIE DRAWING. PW WM m i oovA ESIGN ENGINEER: MARK WESTERFIELD. P.1 l.ORIDA P.E. 148495, NC P. E. I27III; TEXAS P. E. /811] DESCRIPTION N SHEET ON1 NOTE.- TRACK CONFIGURATION ABOVE THE DOOR OPENING DOES NOT AFFECT THE WIND LOAD RATING OF THIS DOOR. HOTe20NTAL TRACK SLFPOBT BY DOOR 8' TALL9NSTAl1FR ( N SUTGi1 DOORS ANDUNDERiLHR TOP BRACKET 13 GA. CALV. STEEL FLAO BRACKET. FACN FASTENED TD WOOL _ WON DOUBLE HORIZONTAL p) 5/ 19-0-5/e- WWD LAD SCREWS. TRACK g DOUBLE TR.•rK 8 HFxiMf LOW HEAD0.DOM OPTON E 2' GLV. STEEL. TACK L7 MN, TRACK TRCNNICM. Ae0' U TYP. 2-1/2'.1i GA.CALV. BIETl TRACIR BRAMET. 4) TRACK BRACKETS PER SUE IRO1Fi 0011( iF IRA[' TOW li AwrvuA AVNIA= AVAB AN" N®E0. HORIZONTAL TRACK SUPPORT BY ODORS OVER 8' TALL DOOR INSTALLER (TO 1,A i] OA GALA. San P1A0 BRACKET. EACH F/ STE)ED TO WOOD .LIMB MN e/161I- e/8• LAD SCIIEWS 2' OALV. STEEL TRACK. TRRACK MICKIES4 . 080' WFL geST Q 2 EQINTFiM AICT TRAACK eBAptET MDT M ETC® ]0' O.C. ACTURNG PRODUCT LTD cl® MPC: PAN-2F153 am yY DATE. Ji /3/ 97 Building Products 61MASON. OH 45040 DRAWNBY. JAC Com an (513) 770-4800 CHECKED BY. CI.pry Cory.- U.. NI Rlphh R-.rnd. MWW PP OOWAL_ 1555277A HZE. FOR D001S OVFII 12'-0" HOH. TRACK DONFIGUMT0. eWLL NOT EXCEED MAIRMUM SPACNO PROVIDED. CONSULT FACTOR! FOR MORE DETAA F ROD. DESIGN LOADS: +24.0 PSF & -24.5 PSF TEST LOADS: +36.0 PSF dr. -37.0 PSF WODLDAD RATING I KA%. DOVE SIZE, W4 16'0"W X 16'0'H ESCRIPTIOW CLASSIC AND CH RP STEEL PAN DOUBLE -CAR, 16'W + 24/-24.5 PSF B 7NAVDIG MDIBER. VEIN 101711 ABC Florida Building Code Online Page 1 of 4 BCIS Home i Log In I User Registration i Hot Topics Submit Surcharge Stats & Facts ; Publications FBC Staff BCIS Site Map ? Links ! search i tt Product Approvaldb7, r USER: Public User w Product Approval Menu > Product or Application Search > Application List > Application Detail E _ 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 MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717)365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA 506 2011 AAMA/WDMA/CSA 101/I.S.2/A440 2008 AAMA/WDMA/CSA 101/I.S.2/A440 2011 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 01/15/2018 Date Validated 01/15/2018 Date Pending FBC Approval Date Approved 01/21/2018 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQw-tDgtCUGc, Qiz6B... 2/1/2018 Florida Building Code Online Page 2 of 4 Summary of Products FL # I Model, Number or Name 17499.1 185 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +55/-55 Other: R-PG55*, Missile Level D, Wind Zone 3. Glass to be bedded in Pecora 896 sealant. 17499.2 185 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 17499.3 185 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* Description 36x84 Fin/Flange Frame IG/SG Impact Single Hung Certification Agency Certificate FL17499 R3 C CAC MI Windows - 185 SH (Fin) Impact 4).odf FL17499 R3 C CAC MI Windows - 185 SH (Fin) Impact (5) Done.pdf FL17499 R3 C CAC MI Windows - 185 SH (Flange) Impact 3( ).pdf FL17499 R3 C CAC MI Windows - 185 SH (Flanae) Impact 4 df Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R3 II 08-02545B.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513321B-3.odf Created by Independent Third Party: Yes 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass Certification Agency Certificate FL17499 R3 C CAC APC(13361)E1726.01-109-47-RO 185 SH(FLG waiver).odf FL17499 R3 C CAC MI Windows - 185 SH (Fin) (11).odf FL17499 R3 C CAC MI Windows - 185 SH (Fin) (12).pdf FL17499 R3 C CAC MI Windows - 185 SH (Flange) 10). Pd Quality Assurance Contract Expiration Date 10/08/2018 Installation Instructions FL17499 R3 II 08-02549B.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513327B-4.odf Created by Independent Third Party: Yes 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass Certification Agency Certificate FL17499 R3 C CAC APC(13363)E1729.01-109-47-RO 185 SH (FLG waiver).pdf FL17499 R3 C CAC MI Windows - 185 SH (Fin) (13).odf FL17499 R3 C CAC MI Windows - 185 SH (Fin) (14).pdf FL17499 R3 C CAC MI Windows - 165 SH (Flanae) 11 df Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R3 II 08-025506.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513328B-5.pdf Created by Independent Third Party: Yes 17499.4 185 SH 36x71 Fin, Finless, Flange Frame IG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC APC H0462.01-109-47-RO 185 SH 042S22).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-67 04/25/2022 Other: R-PG60* Installation Instructions FL17499 R3 II 08-03163.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 514082.1)df Created by Independent Third Party: Yes 17499.5 185 SH 52x72 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 Windows=185 SH (Fin) Impact Approved for use outside HVHZ: Yes 2 df Impact Resistant: Yes FL17499 R3 C CAC MI Windows - 185 SH (Fin) Impact https://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6B... 2/ 1 /2018 Florida Building Code Online Page 3 of 4 Design Pressure: +55/-55 3). df Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FL17499 R3 C CAC MI Windows - 185 SH (Flanoe) Impact 2 dfbeddedinPecora896sealant. FL17499 R3 C CAC MI Windows - 185 SH (Flanoe) Impact 5)-odf Quality Assurance Contract Expiration Date 10/10/2018 Installation Instructions FL17499 R3 II 08-02544E-i.pdf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 .AE 513320B-1.odf 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 FL17499 R3 C CAC APC(13362)E1725.01-109-47-RO 185 SH(FLG waiver)5-8IG 1-8A 52 1-8X84 R60(100918).pdfApprovedforuseoutsideHVHZ: Yes FL17499 R3 C CAC MI Windows - 185 SH (Fin) (10).pdfImpactResistant: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) (9).pdfDesignPressure: +60/-60 FL17499 R3 C CAC MI Windows - 165 SH (Flange) (9).odfOther: R-PG60 Quality Assurance Contract Expiration Date 10/09/2018 Installation Instructions FL17499 R3 II 08-02546B-2.odf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE S13322B2._pdf Created by Independent Third Party: Yes 17499.7 185 Triple SH 111x72 Fin Frame IG/SG Single Hung 110x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 18S SH Triple (Fin) 3 . dfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH Triple (Fin) 4).odfDesignPressure: +50/-50 Other: R-PG50* FL17499 R3 C CAC MI Windows - 185 SH Triple (Flance 3 df FL17499 R3 C CAC MI Windows - 185 SH Triple (Flanoe) 4 df Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R3 II 08-025486.pdf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513324B-6.pdf 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 Windows - 185 SH Twin (Fin) 3 dfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH Twin (Fin) 4 . dfDesignPressure: +45/-45 Other: R-PG45 FL17499 R3 C CAC MI Windows - 185 SH Twin (Flan QM)df FL17499 R3 C CAC MI Windows - 185 SH Twin (Flanoe) 4).pdf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R3 II 08-02547B-7.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513323B-7.pdf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement https://w-ww.floridabuildino.orc, r/pr_app_dtl.aspx?param=wGEVXQ rtDgtCUGgvjQiz6B... 2/1/2018 Florida Building Code Online Page 4 of 4 Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: ed; t Card https://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6B... 2/ 1 /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. 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. 5. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED. APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09, SEE SHEET 11 FOR GLASS DETAILS. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REVISIONS REV DESCRIPTION DATE I APPROVED A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. B I REVISED GLASS 10/02/17 R.L. 15. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2K BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 18. ALL FASTENERS TO BE CORROSION RESISTANT. 19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 8. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,000PSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (.048") FY=33KSI/FU=52KSI OR ALUMINUM 6063—T5 FU=3OKSI .048" THICK MINIMUM TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS 4 — 10 INSTALLATION DETAILS 11 COMPONENTS SIGNED: 1211412017 MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET R.L p//, i 9s tiGRATZ. PA 17030-0370 GENS k • j(15 * = SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON —IMPACT NOTES S STATE DF'7 OAF A.O RIP \ma yDRAWN: DWG 110. REV G, 08 8 sS pNA j1El G\ Luis R. Lomas P.E. FL No.: 62514 502E549SCALEDATENITS12/29/14 1 OF 11 I. ROBERTO LOMAS P. E. 1432 WOODFORD RD LEWISVILLE. NC 27023 434-688-0609 rllomasoirlornaspe.— 52" MAX FRAME WIDTH — 52" MAX FRAME WIDTH — 2" MAX — it 16" MAX O.C. 2° MAX 2" MAX — r—r 16" MAX O.C. — 2" MAX I 16" MAX O.C. 72" MAX FRAME HEIGHT 2„ MAA OX / O.C. / 72" / MAX FRAME HEIGHT 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE & FINLESS INSTALLATION FLANGE & FINLESS INSTALLATION SEE CHART #I FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART # 1 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING zt60.OPSF NONE NOTES: 1. MAXIMUM SASH SIZE: 51" X 36". 2. MAXIMUM SASH D.L.O.: 47 5/8" X 32 1/2", 3. MAXIMUM FIXED D.L.O.: 49 3/8" X 32 1/2°, HARDWARE SCHEDULE METAL SWEEP LOCK AT B" FROM EACH END INTERIOR MEETING RAIL BLOCK AND TACKLE BALANCE AT JAMBS REVISIONS REV DESCRIPTION DATE APPROVED A REVISED ANCHOR SPACING do CHARTS 07/I I/I R.L. B REVISED GLASS 10/02/17 R.L. CHART #1 Number of anchor locations required Frame Frame Width (in) Height 18.00 24.00 30.00 36.00 42.00 48.00 52.00 in) Head Jamb Head Jamb Head Jamb Head I Jamb Head I Jamb Head Jamb Head I Jamb 24.00 2 3 3 3 3 3 3 3 4 1 3 4 3 A 3 30.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 36.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 42.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 4 3 4 3 4 3 4 4 4 4 4 4 4 5 3 5 3 5 3E535353 5 4 5 4 5 4 5 5 3 5 3 5 3 5 4 5 4 5 4 5 6 3 6 3 6 3 6 4 6 4 6 4 6 f SIGNED: 1211412017 MI WINDOWS Mn DEDOOR LLC IICOWEST650E,T GRATZ, PA 17030-0370 X\S11R w•'\GENq SERIES 185 ALUMINUM SINGLE HUNG WINDOW k• 0 5 52" X 72" NON —IMPACT FLANGE & FINLESS ELEVATIONS TgTe OF -W1 DRAWN: DWG NO. REV C P •'C1 iFSS • ORlO G`` N.G. 08-02549 B 7/'I0NASCALENTSDATE12/29/14 SHEET 2 OF 1 1 j1E,\X L. ROBERTO LOMAS P. E. 1432 WOODFORD RD LEWISVILLE, NG 27023 Luis R. Lomas P.E. 434-686-0609 rllomasCa lrlomaspe—m FL No.: 62514 i I FI Fit 52" MAX FRAME WIDTH --- 2" MAX — 10" MAX O.C. 10" MAX O.C. 2„ LAX AME IGHT 2" MAX 2° MAX 2" r 10" MAX O.0 72" MAX FRAME HEIGHT 52" MAX FRAME WIDTH I- 10" MAX O.C. REVISIONS ` REV DESCRIPTION DATE APPROVED A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. 7" MAX B REVISED GLASS 10/02/17 R.L. CHART #2 Number of anchor locations required Frame Frame Width (in) Height 1B.00 24. 00 30.00 36.00 42.00 48.00 1 52.00 in) H& S I Jamb H& S I Jamb H& S Jamb H& S Jamb H& S I Jamb H& S Jamb I H& S Jamb 24.00 3 3 3 3 4 3 5 3 5 3 6 3 6 3 30.00 3 4 3 4 4 4 5 4 5 4 6 4 6 4 36.00 3 5 3 5 4 5 5 5 5 5 6 5 6 5 42.00 3 5 3 5 4 5 5 5 5 5 6 5 6 5 48.00 3 6 3 6 4 6 5 6 5 6 6 6 6 6 54.00 3 6 3 6 4 6 5, 6 5 6 6 6 6 6 60.00 3 7 3 7 4 7 5 7 5 7 6 7 6 7 66.00 3 8 3 6 4 8 5 8 5 8 6 B 6 8 72.00 3 8 3 B 4 8 5 8 5 B 6 8 6 B 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR 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 t60.OPSF NONE SIGNED: 1211412017 MI WINDOOR LLC NOTES: 650DOW T MARKETD E,T IR L o 1. MAXIMUM SASH SIZE: 51" X 36". GRATZ, PA 17030-0370 G NS•9s SERIES 185 ALUMINUM SINGLE HUNG WINDOW 2. MAXIMUM SASH D.L.O.: 47 5/8" X 32 1/2". 0 625 3. MAXIMUM FIXED D.L.O.: 49 3/8" X 32 1/2°. 52"" X 72"" NON-IMPACT d if# 4, FINELEVATIONSTATEOFw 0 fDRl 1P'•\*' DRAWN: DWG N0. REV N. OB E549 B ONA s0DATEHTNTS12/29/14 3 OF 11 HARDWARE SCHEDULE L. ROBERTOLOMASP.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 2) METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL - Luis R. Lomas P.E. 2) BLOCK AND TACKLE BALANCE AT JAMBS 434-688-0609 dlomas@Irlomaspe.com FL No.: 62514 REVISIONS 1/2" MIN EDGE DISTANCE REV DESCRIPTION DATE APPROVED A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. WOOD FRAMING OR 2X BUCK ysl,/,.,m 13 REVISED GLASS 10/02/17 R.L. BY OTHERS1 1/4" MIN. EMBEDMENTBACKERROD& APPROVEDMAX. SEALANT PACE 1 1/4" MIN. 1/4" MAX. I 10 WOOD SCREW EMBEDMENT SHIM SPACE I 1 /2 INTERIOR MIN*. 11 EDGE OR DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK EXTERIOR BY OTHERS APPROVED EXTERIOR SEALANT JAMB INSTALLATION DETAIL III WOOD FRAMING OR 2X BUCK INSTALLATION BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS VERTICAL CROSS SECTION SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4" MAX. SHIM SPACE WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND.JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED.- 1211412017 MI DOWS D LLCII 0EDOORE,T650rAnnWESTGRATZ, PA 17030-0370 fiQ5SERIES185ALUMINUMSINGLEHUNGWINDOW1V0 52" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS fSTAT 6 OFi 0 ' c OR1 P•\'`; SS • ^ DRAWN: DWG NO. REV N.G. 08-02549 B 1NA IIE\ LUIS R. Lomas P.E. SCALE NTS DATE 1 2/29/14 SIIEET 4 OF 11 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 illomas@libmaspe.com FL No.: 62514 MC 1 STRUCTU BY OTHE APPROVED SEALANT r—_r 1/2" MIN EDGE DISTANCE 1 /4" MAX. SHIM SPACE IL LYI - # 10 SMS OR SELF DRILLING SCREW INTERIOR EXTERIOR BACKER ROD APPROVED SEALANT METP STRUCTUR BY OTHER SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1 /4" MAX. SHIM SPACE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 REVISIONS DESCRIPTION DATE I APPROVE. REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. REVISED GLASS 10/02/17 R.L. 1/4" MAX. SHIM SPACE 10 SMS OR INTERIORSELFDRILLING SCREWS 1 lltllp 1 MIN. EDGE DISTANCE l EXTERIOR METAL STRUCTURE BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1211412017 MI WINssoDOW DOOR 'DOORS, LLC 1R11Lo4i% T MARKETD ENGRATZ, PA 17030-0370 ti •'G q 9s JoSERIES185ALUMINUMSINGLEHUNGWINDOW 52" X 72" NON -IMPACT J//t•% FLANGE INSTALLATION DETAILS qJ , STAB; OF y` i p' s;c(OR10Q'\`\ DRAWN: DWG No. REv 08SHE B 7 /IONA ItE?VY LUIS R. Lomas P.E. FL No.: 62514 SCALE DALE TNTS12/29/14 5 OF 11 L. ROBERTO LOMAS P. E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rllomasC&Irlomaspe.com REVISIONS ` 2 1/2" MIN. REV DESCRIPTION DATE APPROVED EDGE DISTANCE A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. CONCRETE/MASONRY BY OTHERS a _ n B REVISED GLASS 10/02/17 R.L. e ° 1 1/4" MIN. OPTIONAL IX BUCK EMBEDMENT 1 1/4" MIN. SEE NOTES 3 - 7 r EMBEDMENT SHEET 1 CONCRETE/MASONRY 1/4" MAX. BY OTHERS SHIM SPACE 1/4" MAX. BACKER ROD SHIM SPACE APPROVED SEALANT 3/16° TAPCON >° 3/16" TAPCON INTERIOR INTERIOR meant rm 2 1/2" MIN. EDGE a ° DISTANCE EXTERIOR BACKER ROD APPROVED OPTIONAL 1X BUCK SEALANT EXTERIOR SEE NOTES 3 — 7 SHEET 1 JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION SILL TO BE SET NOTES: IN A BED OF 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, BACKER ROD APPROVED NOT SHOWN FOR CLARITY. APPROVED STRUCTURAL 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE SEALANT SEALANT DESIGNED /N ACCORDANCE WITH ASTM E2112 SIGNED: 12/14/2017 OPTIONAL 1X BUCK NOTESHEET 1/4" MAX. MI WINDOWS AND DOORS, LLC I!LSEErSHIMSPACE p411650WESTMARKETSTREET GRATZ, PA 17030-0370 X g„R LI CONCRETE/MASONRY SERIES 185 ALUMINUM SINGLE HUNG WINDOW k•p Q51 F= BY OTHERS n 52" X 72" NON -IMPACT b //u,fr - ESTATE n" FLANGE INSTALLATION DETAILS 0 OF O7`- v\ c ° DRAWN: DWG NO. REV 0RIOP • \ a N.G. 08-02549 B/.G\\\ 0 > NAL SCALE NTS DATE 12/29/ 14 SHEET 6 OF 11 r1111111 W\\ VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLA TION I L. ROBERD LEWIS ILOMAS P.E. 1432 WOO-0609 ROLEWISVILLE, NC27023 Luis R. Lomas P.E. 434- 688-0609 rIlDmas@lilbnraspe. cram 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. IHIM SPACE 10 WOOD SCREW SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4" MAX. SHIM SPACE T VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 1/4" MIN. EMBEDMENT i 1/2" MIN EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS REVISIONS ' REV DESCRIPTION DATE APPROVED A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. B REVISED GLASS 10/02/17 R.L. 1/4" MAX. SHIM SPACE INTERIOR EXTERIOR BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI 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: DWG NO. N.G. 08-02549 SCALE NTS I DALE 12/29/14 SHEET OF 11 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rllomas iillrlomaspe.com SIGNED: 1211412017 19 11L 0M/f7 i AT OF moo'. REV e ONAj1 Luis R. Lomas P.E. FL No.: 62514 2 1/2" MIN. EDGE DISTANCE CONCRETE/MASONRY BY OTHERS a' + OPTIONAL 1 X BUCK •° ° °' EMBEDMENT SEE NOTES 3 — 7 SHEET 1 1/4" MAX. BACKER ROD SHIM SPACE APPROVED SEALANT 3/16" TAPCON INTERIOR EXTERIOR SILL TO BE SET BACKER ROD APPROVED IN A BED OF APPROVED STRUCTURAL SEALANT SEALANT OPTIONAL 1X BUCK 1/4" MAX. SEE NOTE 3 — 7 SHIM SPACE SHEET 1 CONCRETE/MASONRY BY OTHERS a VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION 1 1/4" MIN. EMBEDMENT CONCRETE/MASONRY BY OTHERS v 0 3/16" TAPCON ° v n inrL 2 1/2" ° MIN.a EDGE ' DISTANCE REVISIONS REV DESCRIPTION DATE APPROVED A REVISED ANCHOR SPACING & CHARTS 07/11/16 1 R.L. B REVISED GLASS 10/02/17 R.L. OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET 1 1 /4" MAX. SHIM SPACE INTERIOR EXTERIOR BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTAL LATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1211412017 MI WINDOWS MN D LLC UL 0 i/ EDOOR E,T650WEST GRATZ. PA R 417030-0370 y •Y\GENq* SERIES 185 ALUMINUM SINGLE HUNG WINDOW 5E" X 72" NON—IMPACT c,• ,1 0 6 5 r FFINLESSINSTALLATIONDETAILSATATOF DRAWN: DWG NO. REV 0 OR10P' N.G. 08-02549 B SS • ' • • 1G \\" A777ISCALENTSDATE12/29/14 1 SHEET OF 11 111110 \\\ L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 LDIS R. Lomas P.E. 434-6880609 dlomas@lrlon)aspe.com FL No.: 62514 APPROVED SEALANT BEHIND FIN 1 7/16" MIN EDGE DISTANCE rI INTERIOR EXTERIOR 7/16" MIN EDGE DISTANCE APPROVED SEALANT BEHIND FIN 1 1/4" MIN. EMBEDMENT WOOD FRAMING BY OTHERS 1/4" MAX. IF SHIM SPACE 8 WOOD SCREW CMOGV NI GINI VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX SHIM SPACE WOOD FRAMING BY OTHERS REVISIONS REV DESCRIPTION DATE APPROVED A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. B REVISED GLASS 10/02/17 R.L. WOOD FRAMING I 1/4" MAX BY OTHERS SHIM SPACE 8 WOOD SCREW 1 1/4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 7/16" MIN EXTERIOR EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, _ NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1211412017 MI WINDOWS AND DOORS, LLC \+u1N1III 7j 650 WEST MARKET STREET \\\\J\? L0l/7 i GRATZ, PA 17030-0370 `v \DENS to SERIES 185 ALUMINUM SINGLE HUNG WINDOW * • 0 6 51 * X 72" NON -IMPACT FIN INSTALLATION DETAILS ``, SSTAT OF , w p DRAWN: DWC NO. REV %s FC OR+QP. •G\ SCALE DATE OB sOEE549 B ONA ` 1' NTS 12/29/14 10 OF 11 L.ROBERTOLOMASP.C. LUIS R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-68B-0609 AIOmaS@1,10.aspe.00m FL No.: 62514 METAL STRUCTURE BY OTHERS APPROVED SEALANT II 1/2" MIN EDGE DISTANCE 1/4" MAX. SHIM SPACE REVISIONS ` REV DESCRIPTION DATE APPROVED A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. 6 REVISED GLASS 10/02/17 R.L. 1 /4" MAX. SHIM SPACE 10 SMS OR SELF DRILLING #10 SMS OR INTERIORSCREWSELFDRILLING INTERIOR SCREWS MIN. EDGE EDGE DISTANCE I EXTERIOR METAL BACKER ROD STRUCTURE APPROVED EXTERIOR BY OTHERS SEALANT JAMB INSTALLATION DETAIL I III METAL STRUCTURE INSTALLATION BACKER ROC APPROVEC SEALANT METAL STRUCTURE BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SILL TO BE SET N A BED OF APPROVED STRUCTURAL SEALANT 1 /4" MAX. SHIM SPACE MI 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- DWG 110. N.G. 08-02549 SCALE NTS I DATE 12/29/14 1 HEET8 OF 11 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rllomas@Irlomaspe.com SIGNED: 1211412017 0111111/r/j/ SR. L DM//i k• 00. STA7OFREV - ZOR1DP•-` B SS/NA j1E G\ Luis R. Lomas P.E. FL NO.: 62514 r2 3/16" 13/16" T== j J FLANGE FRAME HEAD CM-18501 ALUMINUM 6063-T5.050" THICK 2 5/16" —I 3 3/8" Li FLANGE FRAME SILL CM-18502 ALUMINUM 6063-T5.055" THICK I 1 5/8" [— EFF LOCK RAIL/STILE CM-18505 ALUMINUM 6063-T5.062" THICK RIGID PVC .050" THICK 1 7/8" — 2 3/16" FLANGE FRAME JAMB CM-18503 ALUMINUM 6063-T5 .050" THICK 2 5/16" —I 2 13/1 " FINLESS FRAME SILL CM-18554 ALUMINUM 6063-T5.055" THICK 2 5/16" L SASH BOTTOM RAIL CM-18555 ALUMINUM 6063-T5 .050" THICK 15/16" SASH STILE CM-18507 ALUMINUM 6063-T5.050" THICK 2 3/16" 1 51I FINLESS FRAME HEAD CM-18553 ALUMINUM 6063-T5.050" THICK 2 5/16" —) 3 3/4" F!N FRAME SILL CM-18509 ALUMINUM 6063-T5.055" THICK S MEETING RAIL CM- 18504 ALUMINUM 6063-T5.055" THICK 2 3/16" FINLESS FRAME JAMB CM-18513 ALUMINUM 6063-T5 .050" THICK 2 3/16" — 2 5/16" FIAI FRA AAF P17An ALUMINUM 6063 T5.050" THICK 2 3/8" 2 3/ls— FIAT FRAAAF 1,8114P ALUMINUM 6063-T5 .050" THICK REVISIONS ` REV DESCRIPTION DATE APPROVED A REVISED ANCHOR SPACING & CHARTS 07/11/16 H.L. B REVISED GLASS 10/02/17 R.L. 5/6" 1/8" ANN. — 1/8" ANN. 1/8" ANN. 090 PVB BY KURARAY METAL REINFORCED BUTYL SPACER EXTERIOR S IN 1 /2" BITE SILICONE SS SEALANTS SETTING BLOCK 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 DRAWN: DWG N0. N.G. 08-02549 SCALE NTS DATE 12/29/14 1 SHEET 11 OF 11 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE. NC27023 434-688-0609 110—s@lil—aspe—n SIGNED: 1211412017 Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of') 05 N i$I BCIS Home Log In User Registration : Hot Topics}; Submit Surcharge Stats & Facts ; Publications ; FBC Staff BCIS Site Map Links Search COProduct Approval USER: Public User re Product Approval Menu > Product or Aoolication Search > Aoolication List > 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 MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Fixed Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA 506 2011 AAMA/WDMA/CSA 101/I.S. 2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/31/2017 Date Validated 12/31/2017 Date Pending FBC Approval Date Approved 01/04/2018 https://www.floridabuildinc,.org/pr/pr_app_dtl.aspx?param=wGEVXQw-tDgtH8572gvdWI... 1 /31 /2018 Florida Building Code Online Page 2 of 3 Summary of Products FL # Model, Number or Name Description 15349.1 185 PW 73 x 72 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 12786.odf Approved for use outside HVHZ: Yes FL15349 R9 C CAC APC 12787.1)df Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-60 04/03/2018 Other: CW-PG60 Installation Instructions FL15349 R9 II 08-02357B.odf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R9 AE 513124B.Ddf Created by independent Third Party: Yes 15349.2 185 PW 159 x 54 Triple CHS Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 15350.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 01/24/2021 Design Pressure: +55/-55 Installation Instructions Other: R-PG55 F1-15349 R9 iI 08-02949.odf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R9 AE 513783.Ddf Created by Independent Third Party: Yes 15349.3 185 PW Impact 72 x 72 Insulated Laminated Glass - Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 15454.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 06/25/2021 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R9 H 08-02948.odf consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R9 AE 513782.odf Created by Independent Third Party: Yes I 15349.4 185 PW Impact 159 x 54 Triple CHS Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 8272.Ddf Approved for use outside HVHZ: Yes FL15349 R9 C CAC APC 8273.odf Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +55/-55 01/24/2021 Other: FW-R55, Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 1/8" annealed exterior - spacer - 3/32" FL15349 R9 II 08-01614B.odf 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 FL15349 R9 AE 512278B.odf Created by Independent Third Party: Yes 15349.5 185 PW Impact 96 x 60 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 7962.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/05/2020 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R9 II 08-01613B.odf consisted of 5/32" annealed exterior - spacer - 5/32" Verified By: Luis Roberto Lomas 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R9 AE 512277B.Ddf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement https://www.floridabuild'mc,.orc,,,/p-r/,nr_app_dtl. aspx?param=wGEVXQw-tDgtH8 5 72gvdWI... 1 /31 /2018 Florida Building Code Online Page 3 of 3 Under Florida law, email addresses are public records. If you do not want your a -mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487. 1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: M] *_A1 RE Cre,dit Card, safe. https://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQw-tDgtH8572gvdWI... 1/3 ) 1/2018 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. 4. WHERE SHIM .OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. B. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REVISIONS DESCRIPTION DATE AP1 —11 REVISED INSTALLATION DETAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 10/27/16 R.L. 15. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 18. ALL FASTENERS TO BE CORROSION RESISTANT. 19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,000PSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (.048") FY=33KSI/FU=52KSi OR ALUMINUM 6063—T5 FU=30KSI .048" THICK MINIMUM 20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS, CHARTS AND GLAZING DETAILS 4 — 12 INSTALLATION DETAILS SIGNED: 1111512016 MI WINDOWSLLC 650 W. MARKETDOORS, J\ R. Lo EGRATZ, PA 17030 G NSF •,d 1k• a 6 61 = SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT ro NOTES A- , TAT OELW0 i'r• F pR10p;•.ki` i'F,/s DRAWN: DWG NO. REV J.L. 08-02357 B S"" I • C\G\ 1 NA`1E\\\ Luis R. Lomas P.E. FL No.: 62514 SCALE NTS DATE 09/03/14 SHEET I OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISYILLE, NC 27023 434-666-0609 rllomasorlomaspe.mm 72 1/2" MAX FRAME WIDTH 6" MAX - --r 18" MAX O.C. -I 6" MAX 18" 00 MAX O.C. 71 1/2" MAX FRAME HEIGHT REFER TO CHARTS - 1 & #2 FOR NUMBER OF ANCHORS REQUIRED 6" MAX SERIES 185ALUMINUM FIXED WINDOW EXTERIOR VIEW 72 1/2" MAX FRAME WIDTH L 18" MAX O.C. I 6" MAX 71 1/2" 18 MAX MAX O.C. FRAME HEIGHT NOTES: 1. MAXIMUM D.L.O.: 69 3/4"X 6R 3/4" REVISIONS ` DESCRIPTION DATE APPROVED REVISED INSTALLATION DETAILS O6/01/15 R.L. REVISED NAME AND ADDRESS 10/27/16 R.L. CHARTNI Number of anchors required (without rigid fillers) Frame Frame width (in) Height 24.00 1 30.00 36.00 42.00 48.00 1 54.00 60.00 1 66.00 72.50 in) H&S P.mbI H&S Jamb H&S Jamb H&S Jamb H&5 Jambl H&S P.mb H&S Jamb H&S Jamb H&S amb 24.00 2 2 1 2 2 3 2 3 2 3 2 1 4 1 2 4 2 4 2 5 2 30.00 2 2 2 2 3 2 3 2 3 2 4 1 2 4 2 4 2 5 2 36.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 5 3 5 3 42.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 5 3 6 3 48.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 6 3 6 3 54.00 2 4 2 4 3 4 1 3 4 3 4 4 4 5 4 6 4 7 4 60.00 2 4 2 4 3 4 3 5 3 5 4 5 5 5 6 5 7 5 66.00 2 4 2 4 3 5 3 5 3 6 4 6 5 6 6 6 7 6 71.60 2 5 2 5 3 5 3 6 3 6 4 7 5 7 1 6 7 1 7 7 CHART#2 Number ofanchors required (with rigid tillers) Frame Frame width (in) lie lghl 14. 00r 00 36.00 41.00 48.00 54.00 60.00 66.00 72.50 Ilnl H&S amb amb H&5 amb H&S amb H&S Jamb H&S Jamb H&S amb H&S amb 24.00 2 2 2 3 2 3 2 4 2 4 2 4 2 5 2 30.00 2 2 2 3 2 3 2 4 2 4 2 4 2 5 2 36.00 2 3 3 34 3 3 3 3 4 3 4 3 4 3 5 3 42.00 2 3 3 3 3 3 3 4 3 4 3 43 533333334343435354.00 2 4 4 3 4 3 4 4 4 4 4 4 4 5 4 60.00 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 5 4 66.00 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 5 4 71.50 2 5 2 5 3 5 3 5 3 5 4 5 4 5 4 5 5 5 SEE SHEETS 4-7 FOR INSTALLATION DETAILS SIGNED: 1111512016 MI WIND DOORS, LLC 11L10/// oWw. MADK ST.\\\\\\StR GRATZ. PA 17030 wW •GENS "p REFER TO CHARTS SERIES 185ALUMINUM FIXED DESIGNER WINDOW 1 & #2 SERIES 185 ALUMINUM FIXED WINDOW i10 61 1f EXTERIOR VIEW FOR NUMBER OF 73" X 72" NON -IMPACT 7// ANCHORS REQUIRED FLANGE & FINLESS ELEVATION & CHARTS S= TAT pF -- DESIGN PRESSURE RA TING IMPACTRATING DRAWN: DWG N0. 0 REV ''OFS:clORtOP•G''' l',SIOIIIAIUt60.OPSF NONE OB B GALE NTS DATE 09/03/14 SHHEET27 OF 12 L. ROBERTO LOMAS P. E 1432 WOODFORD RD LEWISVILLE, NC 27023 L41S R. Las P.E. PLomas434- 688-0609 rIioinas@iriomaspe.coni FL No 71 I FI HI 6" MAX — 72 1/2" MAX FRAME WIDTH — I118" MAX O.C. J 18" j MAX O.C. 1/2" IAX AME IGHT j REVISIONS REV DESCRIP110H 6" MAX A REVISED INSTALLATION DETAILS B REVISED NAME AND ADDRESS REFER TO CHART #3 — SERIES 185 ALUMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR VIEW ANCHORS REQUIRED 72 1/2" MAX FRAME WIDTH 6" MAX — I 18" MAX O.C. —I 6" MAX 18 MAX O.C. 71 1/2" MAX / FRAME j/ HEIGHT I 00 REFER TO CHART #3 --- FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REQUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 60.0PSF NONE NOTES: 1. MAXIMUMD.L.O.: 693/4"X683/4" CHART#3 DATE APPROVED 06/01/15 R.L. 10/27/16 R.L. Number of anchors required (fin installation) Frame Frame width (mD Height 24.00 1 30.00 36.00 42.00 48.00 54.00 60.00 1 66.00 72.50 in) HAS Pambl HBS Jamb HAS Parnb HAS Jamb HAS Jainb HAS Jab.HAS J.,nbI HAS amb HAS- amb 24. 00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3 30. 00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3 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 5 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. 50 3 6 3 6 3 6 4 6 4 6 4 6 5 6 5 6 6 6 SEE SHEET 8 FOR INSTALLATION DETAILS MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FIN ELEVATION & CHART DRAWN: DWG NO. J. L. 08-02357 GALE NTS IDATE 09/03/14 SHEET3 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434- 688-0609 rllomas(olrlon—e.com SIGNED: 1111512016 R UL10 1 /' i ITT T Off. REV OF iFs C0R1 p•Gti"'\. BSONAi )E` Luis R. Lomas P.E. FLNo.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR 1/2" MIN. EDGE DISTANCE 1 1/4" MIN EMBEDMENT 1/4" MAX. SHIM SPACE 10 WOOD SCREW 1#10 WOOD SCREW Rl(;ID FILLER BACKER ROD APPROVED 1/4" MAX. SEALANT SHIM SPACE WOOD FRAMING 1 1/4" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/2" MIN. r EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE l 1/2'" MIN, EDGE DISTANCEN IL INTERIORI 10 WOOD SCREW WOOD FRAMING m EXTERIOR OR 2X BUCK BACKER RODBYOTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 3/4" MIN EDGE DISTANCE 1/4" MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/4" MAX. SHIM SPACE 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1 /4" MAX. FSHIM SPACE INTERIOR 10 SMS OR SELF DRILLING SCREWS mmm METAL EXTERIOR STRUCTURE BACKER ROD BY OTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION l REVISIONS ` REV DESCRIPTION DATE I APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E21 12 SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC T6GRA 9s% Z, PAR 170 O\G ENO* fir• (Jp7SERIES185ALUMINUMFIXEDWINDOW 73" X 72" NON -IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLERS i. TA7 OF tU pxN, :(pR\ )P, • ,kDRAWN: DWGNO. REV 08 e LU15 R. Lomas P.E. GALE NTS DATE 09/03/14 sO7EET4OF 12 L. ROBERTO LOMAS P. E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434- 666-0609 dlomasC&1,k. espe.— FL No.: 62514 REVISIONS 2 1/2" MIN. REV DESCRIPTION A REVISED INSTALLATION DETAILS DATE APPROVED 06/01/15 R.L. EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS • 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK EMBEDMENTSEENOTES3 — 7 SHEET 1 CONCRETE/MASONRY BACKER ROD J 1/4" MAX. BY OTHERS 1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET 1 3/15" TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD APPROVED SEALANT 1/4" MAX. 2 1/2" OPTIONAL 1X BUCK SEE NOTE 3 — 7 SHIM SPACE MIN. SHEET 1 EDGE DISTANCE EXTERIOR CONCRETE/MASONRY 1 BACKER) ROD BY OTHERS n 1 1/4" MIN. APPROVED EMBEDMENT SEALANT JAMB INSTALLATION DETAIL 4 CONCRETEIMASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. X0111IIIII7j75R• L p/i GRATZ, PA 17030 XOENSF9s_, NOTES: SERIES 185 ALUMINUM FIXED WINDOW p 51 *= 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 73" X 72" NON —IMPACT NOT SHOWN FOR CLARITY. 2. PERIMETER AND FINLESS INSTALLATION DETAILS WITHUT FILLERS rA , STAT OFJOINTSEALANTBYOTHERSTOBE LDESIGNEDINACCORDANCEWITHASTME2112DRAWN: DWG NO. a REv j•OR OP•'r``. s8 • • J.L. 08-02357 B C G< 77010IlIscALENTSDATE09/03/14 SHEET OF 12 L. ROBERTO LOMAS P.E. LUIS R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 FL NO.: 62514434-666-0609 dlomas@hlomaspe.com WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 1/4" MIN I- EMBEDMENT 1/4" MAX. SHIM SPACE RIGID FILLER 10 WOOD SCREW INTERIOR 10 WOOD SCREW RIGID FILLER 1/4" MAX. SHIM SPACE 1 1/4" MIN. EMBEDMENT 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE A r 1 RIGID FILLER ^ 1/2" MIN. EDGE DISTANCE 10 WOOD SCREW 1 Hann WOOD FRAMING EXTERIOR OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD — APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT M ETA STRUCTUF BY OTHEF 3/4" MIN EDGE DISTANCE 1/4" MAX. B F SHIM SPACE RIGID FILLER 10 SMS OR SELF DRILLING SCREW INTERIOR SMS OR DRILLING W FILLER 1/4" MAX. SHIM SPACE 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. ISHIM SPACE RIGID FILLER 3/4" MIN. EDGE DISTANCE INTERIOR 10 SMS OR J 11 j SELF DRILLING i. SCREWS nmm EXTERIOR METAL STRUCTURE BACKER ROD BY OTHERS APPROVED IAAAO IAIOTAI SEALANT c I ATII Al n=All METAL STRUCTURE INSTALLATION REVISIONS REV DESCRIPTION DALE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FINLESS INSTALLATION DETAILS WITH RIGID FILLERS DRAWN: DWG NO. REV J.L. 08-02357 B SCALE NTS JDAIE 09/03/14 1SHEET OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC27023 434-688-0609 Momas@Irlomaspe.com SIGNED: 1111512016 RI I. b ,' GENS ,9B, 7--A41 TAX OFiu1 pTc S 4 0 RID . G`?\: s/ pNA„E0\ Luis R. Lomas P.E. FL No.: 62514 2 1/2" MIN. EDGE DISTANCE CONCRETE/MASONRY BY OTHERS ° OPTIONAL 1 X BUCK 1 1/4" MIN. SEE NOTES 3 — 7 EMBEDMENT SHEET 1 7 BACKER ROD 1/4"MAX& WAPPROVEDHIM SPACE SEALANT RIGID FILLER 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON BACKER ROD APPROVED RIGID FILLER SEALANT MAX. OPTIONAL 1X BUCK SEE NOTE 3 — 7 SHHIMIM SPACE SHEET 1 CONCRETE/MASONRY BY OTHERS • v ° 1 1/4" MIN. a° EMBEDMENT a' 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION REVISIONS REV DESCRIPTION A REVISED INSTALLATION DETAILS B I REVISED NAME AND ADDRESS 1 1/4" MIN. EMBEDMENT e CONCRETE/MASONRY BY OTHERS 1/4" MAX. a SHIM SPACE OPTIONAL 1 X BUCK v SEE NOTES 3 — 7 RIGID FILLERSHEET1 3/16" TAPCON INTERIOR 2 1/2" MIN. nam EDGE DISTANCE EXTERIOR L° BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL li I NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 i CONCRETEIMASONRY INSTALLATION DATE APPROVED 06/01/15 R.L. 10/27/16 R.L. SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC\j1111!llii/ 650 W. MARKET ST. S R • dM li GRATZ, PA 17030 6ENSF9s SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT X/OFFINLESSINSTALLATIONDETAILSWITHRIGIDFILLERSTAT j•( DRAWN: DWG 110. REV 08 E357 B S Q NA' I\\\\\\ LUI$ R. Lomas P.E. FL No.: 62514 50KALEUA'IENTS 09/03/14 7 OF 12 L. ROBERTO LOMAS P.E. 1432 WOOOFORD RO LEWISVILLE, NC 27023 434-688-0609 Alomas@lrlomaspe.com 1 /2" MIN. rEDGE DISTANCE WOOD FRAMING 1 1/4" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/4" MAX. BACKER ROD & J SHIM SPACE APPROVED SEALANT BEHIND FLANGE 10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD & APPROVED SEALANT 1/4" MAX. BEHIND FLANGE SHIM SPACE WOOD FRAMING 1 1/4" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1 /4" MAX. EMBEDMENT SHIM SPACE 1/2" MIN. EDGE DISTANC INTERIORI iD WOOD J SCREW WOOD FRAMING OR 2X BUCK EXTERIOR BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION i l11IN,^r 1/ 4" MAX. SHIM SPACE 10 SMS OR LF DRILLING REW INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER APPROVED SEALANT BEHIND FLANGEAi6 F 1/ 4" MAX. SHIM SPACE METAL', ETAL - STRUCTURE BY OTHERS 3/ 4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR REVISIONS REV DESCRIPTION DATE I APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 METAL STRUCTURE INSTALLATION I 1/ 4" MAX. SHIM SPACE 3/ 4" MIN. INTERIOR EDGE DISTANCE SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC L_7 u 11M 650 W. MARKET ST.\ B • L /i Sd10 GRATZ, PA 17030 w•\GBNS 9si iSELF DRILLING SERIES 185 ALUMINUM FIXED WINDOW p6 *=_ SCREWS nnn 73" X 72" NON -IMPACT r _- METAL EXTERIOR FLANGE INSTALLATION DETAILS WITHOUT FILLERS A . TA7E OF STRUCTURE DRAWN: DWC N0. REV 0 iFSfOR+OP G\ BYOTHERSBACKERROD & APPROVED SEALANT- 08 -02357 B i sjONAL1E\\\ BEHINDFLANGESCALENITS °ATE 09/03/14 SHEET 8 OF 12 JAMB INSTALLATION DETAIL "ra L. ROBERTO LOMAS P.E. Luis R. Lomas P.E. METALSTRUCTUREINSTALLATIONli1432WOODFORDRDLEWISVILLE, NC 27023 FL No.: 62514 434-688-0609 rllomas@lrlomaspe.com REV1510NS ` 2 1/2" MIN. REV DESCRIPTION A REVISED INSTALLATION DETAILS GATE APPROVED O6/Ot/15 R.L. EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. a 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK d'° EMBEDMENT SEE NOTES 3 — 7 SHEET 1 CONCRETE/MASONRY v BACKER ROD & 1/4" MAX. BY OTHERS 1/4" MAX. APPROVED SEALANT SHIM SPACE f SHIM SPACE BEHIND FLANGE OPTIONAL 1X BUCK°°. SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD & tltlth1t1t1 WtAPPROVEDSEALANT BEHIND FLANGE OPTIONAL 1X BUCK 1/4" MAX. 2 1/2" MIN. o SEE NOTE 3 — 7 SHIM SPACE EDGE mmnv SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY BACKER ROD & BY OTHERS A4. 1 1/4" MIN. APPROVED SEALANT A. a EMBEDMENT BEHIND FLA14GE JAMB INSTALLATION DETAIL a ' CONCRETE/MASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED: 1111512016 MI WIND ArnaDK DOORS, LLC IILI oWw. ST.\\\\ R. /// GRATZ. PA 17030 X6ENS s! NOTES. SERIES 185 ALUMINUM FIXED WINDOW 1p •fir=_ 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 73" X 72" NON —IMPACT n a'1sLtlt NOT SHOWN FOR CLARITY. FLANGE INSTALLATION DETAILS WITHOUT FILLERS r.i, a • ; J, TAT OF tt` 2.PERIMETERANDJOINTSEALANTBYOTHERSTOBE DESIGNED IN ACCORDANCE WITH ASTM E2112 DRAWN: DWG NO. REV Al. O RVDP , i ss/pNA"E 08-0 E357 B SCALE DATENTS 09/03/14 9 OF 12 L. ROBERTO LOMAS P.E. LU15 R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 FL N0.: 62514434-689-0609 r11—sphlo... sp..M. WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD & APPROVED SEALANT BEHIND FLANGE WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE RIGID FILLER 10 WOOD SCREW INTERIOR 10 WOOD SCREW RIGID FILLER 1/4" MAX. SHIM SPACE I 1 1/4" MIN EMBEDMENT 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 3/4" MIN 1/4" MAX. SHIM SPACE CID FILLER 10 SMS OR LF DRILLING REW EXTERIOR INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER APPROVED SEALANT BEHIND FLANGE 1/4" MAX. I SHIM SPACE METAL STRUCTUREBYOTHERS 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 1 R.L. NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 1/4" MIN. _ 1/4" MAX. SHIM SPACE EMBEDMENT SHIM SPACE RIGID FILLER RIGID FILLER 1/2" MIN. 3/4" MIN. INTERIOR EDGE DISTANCEEDGE DISTANCE SIGNED: 1111512016 INTERIOR MI WINDOWS AND DOORS, LLCx1 650 W. MARKET ST. GRATZ, ik Lo,/// 10 WOOD 10 SMS OR PA 17030•XGENs'9t,I- SCREW SELF DRILLING SERIES 185 ALUMINUM FIXED WINDOW 11r• oy6 51 1 = mm SCREWS 73" X 72" NON —IMPACT WOOD FRAMING OR 2X BUCK EXTERIOR METAL EXTERIOR FLANGE INSTALLATION DETAILS WITH RIGID FILLERS ram• = 7 . TAT OF w` BY OTHERS BACKER ROD & STRUCTURE BY OTHERS BACKER ROD & DRAWN: DWC NO. REV i'°FS •'DR1Q.• G ED SEALANT APPROVED SEALANT B08BEHINDAPPROFLANGEBEHINDFLANGESCALEDATESHEETNTS09/03/14 10 OF 12 tla\ JAMB INSTALLATION DETAIL JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE INSTALLATION: L. ROBERTOLOMASP.E. 1432 WOODFORD RD LEWISVILLE, NG 27023 Luis R. Lomas P.E. FL No.: 62514 434-696-0609 rllornas@IAomaspe.com i 2 1/2" MIN. EDGE DISTANCE CONCRETE/MASONRY BY OTHERS 14.1 1/4" MIN. OPTIONAL 1X BUCK , 4.' EMBEDMENT SEE NOTES 3 - 7 SHEET 1 BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD & - APPROVED SEALANT BEHIND FLANGE OPTIONAL 1 X BUCK - SEE NOTE 3 - 7 SHEET 1 CONCRETE/MASONRY - BY OTHERS 1/4" MAX. SHIM SPACE RIGID FILLER 3/16" TAPCON 1 1/4" MIN. EMBEDMENT 9 CONCRETE/MASONRY BY OTHERS OPTIONAL 1 X BUCK SEE NOTES 3 - 7 SHEET 1 e a 3/16" TAPCON REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. D REVISED NAME AND ADDRESS 10/27/16 R.L. 1/4" MAX. SHIM SPACE r RIGID FILLER 3/16" TAPCON RIGID FILLER l 1/4" MAX. 2 1 /2" a . SHIM SPACE MIN. a nu EDGE DISTANCE EXTERIOR_ F BACKER ROD & 1 1/4" MIN. APPROVED SEALANT n n4. ' m EMBEDMENT BEHIND FLANGE JAMB INSTALLATION DETAIL a 4 CONCRETE/MASONRY INSTALLATION a. • .. a' 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED: 1111512016 MI WINDO WW. AN DOORS, LLC q, R I!Ld 1. INTERIOR A.NDEXTERIORFINISHES,BYOTfiERS, NOT SHOWN FOR CLARITY. GRATZ, PA 17030 v•• t' XGENSF'9, 2. PERIMETER AND JOINT SEALANT BY OTHERS TOBE SERIES 185 ALUMINUM FIXED WINDOW 0y6 51 ••'_ DESIGNED IN ACCORDANCEWITHASTME2112 73" X 72" NON -IMPACT Y, ((' FLANGE INSTALLATION DETAILS WITH RIGID FILLERS 1y//01, 9TAT OF w lY • \ DRAWN: DWG NO. REV OC ORIOP. OS B ONA\\aSCALENTSDATE09/03/14 SHEET11 OF 12 L. ROBERTO LOMAS RE. 1432 WOODFORD RD LEWISVILLE, NC 27023 LUIS R. Lomasas P.E.P 434-688-0609 rllomasL@Irlomaspe.com FL No.: APPROVED SEALANT BEHIND FIN 1 1/4" MIN. EMBEDMENT 6 WOOD WOOD SCREW FRAMING BY OTHERS llllll{1 {11tt F S IM SPACE 3/8" MIN EDGE DISTANCE INTERIOR EXTERIOR 1/4" MAX 7 SHIM SPACE 3/8" MIN IIiJJdI !! EDGE DISTANCE 6 WOOD WOOD SCREW FRAMING APPROVED _ 1 1/4" MIN. BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION WOOD FRAMING I 1/4" MAX BY OTHERS SHIM SPACE gs WOOD SCCREEWW \M INTERIOR 1 1/4" MIN. EMBEDMENT f APPROVED lmlm SEALANT BEHIND FIN EXTERIOR 3/8" MIN EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REVISIONS REV DESCRIPTION DATE I APPROVED A REVISED INSTALLATION DETAILS 06/O1/15 R.L. B REVISED NAME AND ADDRESS 1 10/27/16 1 R.L. NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FIN INSTALLATION DETAILS DRAWN: DWG NO. rAE 08-02357 NTS 11AIE 09/03/14 ISHEETT2 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688_0609 Ifo asC&Wd asp&.co SIGNED: 1111512016 1 FZ I iLID XCE NSF •v' W* A TAT OF*tu REv O iP : (00)t_ e/S/ONA I Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of') Li'"'•i7 -v: " 1 _.ra. >. •,if' :_..tea^_,m...r...'w.'a" 2.E.i:r:,-'--i. - ` 6- BCIS Home ; Log In User Registration i Hot Topics Submit Surcharge I Stats & Facts i Publications FBC Staff i BCIS Site Map Links Search AN Produ z.,. Y USER: P bliApprovalcUser Product Approval Menu > Product or Application Search > Application List > Application Detail s FL n F1-15353-R3 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 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 0 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas, PE the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE R. Validation Checklist - Hardcopy Received Certificate of Independence FL15353 R3 COI FLCOI.odf Referenced Standard and Year (of Standard) Standard Year AAMA 450 2010 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D https://www.floridabuildinc,.or-c, r/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdV/IS... 2/1/2018 Florida Building Code Online Page 2 of 3 Date Submitted Date Validated Date Pending FBC Approval Date Approved Summnry of Prnrinrfc 10/16/2017 10/23/2017 10/26/2017 12/12/2017 FL # Model, Number or Name Description 15353.1 5764 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 H 08-01448B.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512072B.Ddf 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 FL15353 R3 II 08-01439B.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512063B.Ddf span: 83" Created by Independent Third Party: Yes 15353.3 5765 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01449B.Ddf Approved for use outside HVHZ: Yes Verified By:__ Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes — Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512073B.Odf span: 156-3/8" Created by Independent Third Party: Yes 15353.4 5765 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 H 08-01440B.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512064B.Ddf span: 83". Created by Independent Third Party: Yes 15353.5 CM-18514 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01442B.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512066B.Ddf 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 FL15353 R3 II 08-014516.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 512075B.Ddf 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 FL15353 R3 II 08-01452B.pdf Approved for use outside HVHZ: Yes.. Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 512076B.Ddf span - 104-1/4". Created by Independent Third Party: Yes 15353.8 CM-18531 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01443B.pdf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 https://www.floridabuildinc,.org/pr/pr app dtl.aspx?param=wGEVXQw-tDgtH8 5 72gvdWI S... 2/ 1 /2018 Florida Building Code Online Page 3 of 3 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512067B.pdf span - 83" Created by Independent Third Party: Yes I 15353.9 CM-18532 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01453B.pdf Approved for use outside HVHZ: Yes Verified By: Luis R"L"omas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 512077B.odf span - 156-3/8" Created by Independent Third Party: Yes I 15353.10 CM-18533 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ:-No FL15353 R3 II 08-01444B.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512068B.Ddf span: 83" Created by Independent Third Party: Yes 15353.11 CM-18534 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01454B.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Other: Max single window size: 52-1/8" x 84". Max mullion Evaluation Reports FL15353 R3 AE 51207U pdf span: 156-3/8". Created by Independent Third Party: Yes Bad] Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: https://w-w-w.tloridabuildino,. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtH85 72gvdW1S... 2/1 /2018 NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 4) APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3. 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULLION. WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL. 6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS, INC. 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN. 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT. DESIGN PRESSURE TABLE INSTRUCTIONS: 1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2. MULLION RATING MUST BE EQUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1. TRIBUTARY WIDTH = W1 + W2 2 REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/10/15 R.L. B REVISED ANCHORING NOTES & INSTL DET. D6/07/17 R.L. ANCHORING NOTES: 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 1/4" ELCO ULTRCON TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT WITH 1" MINIMUM 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 SHEET 3. 4) ALL FASTENERS TO 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, GRADE N, TYPE 1 (OR GREATER). D. METAL STRUCTURE —STEEL 18GA (.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 OF CONTENTS SHEET NO. DESCRIPTION 1 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 DRAWN: DWG NO, V.L. 08-01439 SCALE NTS DATE 01 / 1 1 / 12 SHEET 1 OF 4 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NO 27023 434-688-0609 rllomasCTnlrlomaspe.com SIGNED: 1011312017 S11., iL0 Z Zii E N S'.91P D f`/`ST/ATi FO'. REv RIOP•.``.. B i77cSS/ONA j1EaG Luis R. Lomas P.E. FL No.: 62514 107 3/8" COMBINED WIDTH W1 83 FRAME HEIGHT WINDOW WINDOW MULLION SPAN) LI 107 3/8" COMBINED WIDTH W 1 - W2 --- 83" FRAME WINDOW HEIGHT WINDOW MULLION SPAN) 107 3/8" COMBINED WIDTH W1 - - W2 - 83" FRAME Z /// WINDOW < NDOW HEIGHT MULLION SPAN) 111 REVISIONS I REV I DESCRIPTION I DATE I APPROVED 1 8HREVISED INSTALLATION DETAILS 06/10/15 R.L. IREVISEDANCHORINGNOTES & INSTL DET. 1 06/07/17 R.L. 17W 07 3/8" 107 3/8'.107 3/8" COMBINED WIDTH COMBINED WIDTH COMBINED WIDTH I(- W2 - W1 - W2 FW1 -I W2 3" WINDOW 8 // WINDOW J 83" // J WINDOW FRAME W/NDO FRAME /' / / FRAMEWINDO / HEIGHT HEIGHT WINDOW h WINDOW HEIGHT WINDOW WINDOW MULLION (MULLION / (MULLION SPAN) SPAN) SPAN) W1 It- W2 - W1 IY' W2 - W1 IF' W2 - 107 3/8" 107 3/8" 107 3/8" COMBINED WIDTH 1:7COMBINED WIDTH LCOMBINED WIDTH Design pressure rating (pst) Mullion span (In) Tributary width (in) 18.13 25.50 36.00 42.00 48.00 52.13 25.00 120.0 120.0 120.0 120.0 120.0 120.0 37.38 120.0 120.0 120.0 120.0 120.0 120.0 49.63 120.0 98.3 81.2 76.9 75.2 75.1 62.00 71.0 52.2 39.7 35.9 33.4 32.3 65.63 59.6 43.7 33.0 29.6 27.4 26.3 72.00 44.9 32.7 24.4 21.8 19.9 19.0 84.00 1 28.1 1 20.3 I - LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE. APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107318"AS SHOWN HEREIN. Design pressure rating (pst) With rebar Mullion span (in) Tributary width (in) 18.13 25.50 36.00 42.00 48.00 52: 13 25.00 120.0 120.0 120.0 120.0 120.0 120.0 37.38 120.0 120.0 120.0 120.0 120.0 120.0 49.63 120.0 98.3 81.2 76.9 75.2 75.1 62.00 95.2 70.0 53.3 48.1 44.8 43.4 65.63 80.0 58.6 44.2 39.7 36.7 35.3 72.00 60.3 43.9 32.8 29.2 26.7 25.5 84.00 1 37.7 1 27.3 20.1 1 17.7 16.0 15.1 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO 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 N0. REV V.L. 08-01439 B SCALE NTS I DATE 01 / 1 1 /SCALE NTS I DATE 01 / 1 1 / t 21SHUT 2 O F2OF L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NO 27023 434-688-0609 rllomas@lrlomaspe- SIGNED: 1011312017 S `R!Llp y! t;ENs P lo„6F511 T7,ATN lO_t O RO . ", \. 7S/0NA I`\ Luis R. Lomas P.E. FL No.: 62514 1" MIN EDGE DISTANCE MASONRY/CONCRETE BY OTHERS 1 1/4" I II MIN. EMBEDMENT I II I II I IIJI 1/4" ELCO ULTRACON TAPCON MT000022 CLIP SECT5796 CLIP OPTIONAL 10 SMS OR i SELF DRILLING REBAR I SCREW 64 MULLIOMULLION 1 . MT000022 CLIP 10 WOOD SCREW I 1 I I I I I I _ 1 3 B MIN. EMBEDMENT WOOD FRAMING/ 1/2" MIN. 2X BUCK EDGE L BY OTHERS DISTANCE VERTICAL CROSS SECTION MASONRY/CONCRETE AND WOOD FRAMING INSTALLATION NOTE: CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. METAL 1/2" MIN, STRUCTURE EDGE BY OTHERS DISTANCE VERTICAL CROSS SECTION METAL INSTALLATION REVISIONS DESCRIPTION DATE APPROVED REVISED INSTALLATION DETAILS 06/10/15 R.L. REVISED ANCHORING NOTES & INSTL DET. 06/07/17 R.L. MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 — VERTICAL MULLION 83 MULLION SPAN INSTALLATION DETAILS DRAWN: DWG NO. V.L. 08-01439 SCALE NTS DATE 01 / 1 1 / 12 1 SHEET 3 OF 4 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 diomas@lrlomaspe.com SIGNED: 1011312017 R IIL07/ iy, 9c1' STATE OFF, 10NA j1 NC\` Luis R. Lomas P.E. FL No.: 62514 2.14 0' ---I U 1. 25.. SECT5764 MULLION ALUMINUM 6005-T5. 125" THICK I f— 0.688" 1.531 " RF-11 ?EBAR 16 GA (.062) GALVANIZED STEEL NOTES: 1. CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. 2. FOR WOOD & METAL INSTALLATION USE ALL FOUR ANCHOR LOCATIONS. 3. FOR CONCRETE INSTALLATION USE 2 ANCHOR LOCATIONS ONLY WITH 3 1/4" SEPARATION BETWEEN ANCHORS. 1 0.843" 1 3.261 " 1.375" 0. Li 25" 3.250" 4.000" LO O MT000022 CLIP 16GA (063) GALVANIZED STEEL SEE NOTE 2 & 3, THIS SHEET. 3,750" 2.189" 1.O 0" — 0.375" 0.8 h3" I 1.562" 2X 00.210" 1.562" SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063-T5.125" THICK REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/10/15 R.L. 8 REVISED ANCHORING NOTES & INSTL DEf. 06/07/17 R.L. 3.750" 1.000" — 0.375" a 2.032" 2.875" 0.841 3„ Ell I SECT5796 CLIP 2X 00.210" FOR CONCRETE INSTALLATION 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: DWG NO. V.L. 08-01439 SCALE NTS JDATE 01 / 1 1 / 12 1 SHEET 4 OF 4 L. ROBERTO LOMAS P. E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rllon—cmIrlo—spe.corn SIGNED: 1011312017 P, iiLl/%. c E N s' of l0s t 51• a+T'cu TATE 0 REV T O10RlgP `\ 9 1011 NA j1 G\ Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of) BCIS Home { Log In User Registration Hot Topics ? Submit Surcharge Stats & Facts ; Publications £ FBC Staff BCIS Site Map Links Search i Product Approval tiUSER: Public Userdbwxa'tta;a;:x: Product Approval Menu > Product or Aoolication Search > Application List > Application Detail s it 0 FL # FL13223-R4 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 James Hardie Building Products, Inc. 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@jameshardie.com Pingsheng Zhu pingsheng.zhu@jameshardie.com Pingsheng Zhu 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Pingsheng Zhu 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Panel Walls Siding Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. - QA Entity Quality Assurance Contract Expiration Date 12/31/2020 Validated By John Southard, P.E. V Validation Checklist - Hardcopy Received Certificate of Independence FL13223 R4 COI RIO - Certificate of Independence.pdf Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Year 2007 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13223 R4 Eouiv RIO-2692B-17 ASTM C1186 eouivalency.odf http://www. flori dabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgvP,k6bsvZ66FC... 2/6/2018 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 Method 1 Option D 08/09/2017 08/25/2017 08/28/2017 10/10/2017 FL # Model, Number or Name Description 13223.1 Cempanel Siding fiber -cement panel siding Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: For use inside a HVHZ install in accordance with NOA 17-0406.06 Installation Instructions FL13223 R4 II cempanel-installation.pcif FL13223 R4 II NOA 17-0406.06.Ddf FL13223 R4 II RIO 2689-17 Panel to Furring.gdf FL13223 R4 II RIO-2686-17 Panel Wood Metal Frame.odf Verified By: Ronald I. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13223 R4 AE NOA 17-0406.06,pdf FL13223 R4 AE RIO 2689-17 Panel to Furrina.Ddf FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.Ddf Created by Independent Third Party: Yes 13223.2 HardiePanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R4 II HardiePanel-Installation.pdf Approved for use outside HVHZ: Yes FL13223 R4 II NOA 17-0406.06.pdf Impact Resistant: Yes FL13223 R4 II RIO 2689-17 Panel to Furring.Ddf FL13223 R4 II RIO-2686-17 Panel Wood Metal Frame.pdfDesignPressure: N/A Verified By: Ronald I. Ogawa 24121Other: For use inside a HVHZ install in accordance with NOA 17-0406.06 Created by Independent Third Party: No Evaluation Reports FL13223 R4 AE NOA 17-0406.06.odf FL13223 R4 AE RIO 2689-17 Panel to Furring,pdf FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.pdf 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 NOA 17-0406.06.odf Approved for use outside HVHZ: Yes FL13223 R4 II Prevail-Panel-Installation.odf Impact Resistant: N/A FL13223 R4 II RIO 2689-17 Panel to Furrino.pdf Design Pressure: N/A FL13223 R4 II RIO-2686-17 Panel Wood Metal Frame.pdf 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 FL13223 R4 AE NOA 17-0406.06.Ddf FL13223 R4 AE RIO 2689-17 Panel to Furrin _pdf FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.Ddf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Aplproval Accepts: u ^ t http: //www. fl oridabuilding. org/pr/pr_app_dtl. aspx?param=wGEV XQwtDgvRk6bsvZ66FC... 2/6/2018 Florida Building Code Online Page 3 of 3 http://www. tloridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQw-tDgvRk6bsvZ66FC... 2/6/2018 df Product Approval HardlePanelO For use inside HVHZ: o 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. S CLEARANCES Install siding and trim products in Maintain a minimum 1" Maintain a minimum 1" 2" clearance At the juncture of the roof and vertical Maintain a 1/4" compliance with local building code 2" clearance between beivveen James Hardie products surfaces, flashing and counterflashing clearance between requirementseforclearancebehroe n James Hardier and decking material. shall be installed per the roofing manufacturer's instructions. Provide a the bottom of James Hardie products and the bottom edge of the siding and products and paths, Figure 7 minimum 1 "- 2" clearance between horizontal flashing. the adjacent finished grade. steps and driveways, the roofing and the bottom edge of the Do not caulk gap: studFigure59 Figure 6 siding II water resistve siding and trim. Figure 8g Refer to fig. 3 on Page 1. siding barrier 11flljl it % 1" T min. 1=11IIIIIIII—Im F\ concrete o" min. foundation Maintain a minimum 1 gap between gutter and caps and siding & trim. Figure 9 sidin gutter and end cap deck material 1" - 2" mi W5 i imst flashing ledger Do not bridge floors with HaidePanel siding. Horizontal K KOUT FLASHINGN joints should always be created be veen floors (fig. 0). Mter- 7 Because of the volume of water that can pour down a sloped Resistive roof, one of the most critical flashing details occurs where a Barrier Figure 10 Framing roof intersects a sidewall. The roof must be flashed with step Flooring flashing. Where the roof terminates, install a kickout to deflect Trim al water away from the siding. It is best to install a self-adhering membrane on the wall before the subfascia and trim boards are nailed in place, and then come back to install the lockout. Figure 11, Kickout Flashing To prevent water from I dumping behind -the siding and the end.of the roof Sheathing intersection, msfall a "lockout" as required by IRC cede R905.2.8.3 :":::flashing shall be -a min. of 4" high and 4° Hardie?anel° wide." James Hardie recommends the lockout be angled between 100° - 11.0° to maximize water deflection BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 6" or larger such as dryer vents should have a block of trim around point of penetration. GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends :he use of quality, hot -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when Installing James Hardie products near the ocean, large bodies of water; or on very humid climates. Consult applicable product evaluation or listing for correct fastener type and placement to achieve specific design wind loads. NOTE: Published :mind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). (fig. A) Do not over -drive nail heads or drive nails at an angle. If nail is countersunk, fill nail hole and add a nail. (fig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer (for steel framing, remove and replace nail). NOTE: Whenever a structural member is present, HardiePlank should be fastened with ever, spacing to the structural member. The tables allowing direct to OSB orplyvicod should only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. Snug Flush Countersunk, fill & add nail Figure A C;\ Figure B do not under drive nails DONOT STAPLEFigure 11 r '. Step flasnng 3: SJfadhering mmbrane rSoliadbermg = a eaves membrane , jl\ ee,, j7 r; Dlr edge Fww'. ap PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. T his will help control the depth the nail is driven. If setting the nail depth proves difficult, choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). HS1236 - P2/ 3 8/13 0 Hard Ime Panel 019 es ar`e f. Vertical Siding J EFFECTIVE SEPTEMBER 2013 INSTA L ATIONREQUIREMENTS REST DENTLA- SINGI E `A1: IL ONI.'r - PRIMED & COLORPLUS ' PRODUCTS Visit rlr.+;. a es :araie.eom for the most recent version. SMOOTH • CEDARMILL° . SELECT SIERRA 8 • STUCCO IMPORTANT: FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE 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 HZ10TM PRODUCTS OUTSIDE AN HZ104; LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-73431866 9HAR STORAGE & HANDLING: Store flat and keep dry and covered prior to installation. Installing siding +. vet or saturated may result in shrinkage at butt 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. CUTTING INSTRUCTIONS C lDOORS. INDOORS 1. Pos tat cutting station so that rrind :aili blow dust away from user1. Cut only using score and snap, of shears (manual, electric or pneumatic). and others in working area. 2. Position cutting station in well -ventilated area 2. Use one of the following methods: a. Best: i. Score and snap if. Shears (manual; electric or pneumatic) - NEVER use a power saw indoors b. Better: i. Dust reducing circular saw, equipped vum a - NEVER use a cii cula saw blade that does not carry the HardiaBlade saw blade trademark HardieBlade` saws blade and HEPA vacuum extraction NEVER dry sweep — Use wat suppression or HEPA Vacuum c. Good: i. Dust reducing circular saw with a HardleBlade saw blade only use for lows to moderate cutting) Important Note: For maximum protection klavvest respirahle dust production), James Hardie recommends always using "Best" -level cutting methods v,Alerefeasible. NIOSH- approved respirators can to used in conjunction .A& above cutting practices to further reduce dust exposures. Additional exposure information is available of + n.:w.jarw.shardie.com to help you determine tie mars: appropri<nte cuttino method for your job requirements. If cony m still exists about, exposure levels or you de not comply vith life above practices, you should always consulta qualified industrial hygienist or contact James Hardie for further Information. Su23': m GENERAL REQUIREMENTS: These instructions to be used for residential single family installations only. For Commercial / Mufti -Family installation requirements go to vr4aw.JamesHard eCommercial.com HardiePanel' vertical siding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. See genemal fastening requirements. Irregularities in framing and sheathing an mirror through the finished application. James Hardie recommends installing HardiePanel on a capillary break (rainscreen/furring) as a best practice. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at wvvw. jamehardie.com A water - resistive barrier is required in accordance with local building code requirements. The water -resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building code requirements. James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HardieWrap Weather Barrier, a non -woven non -perforated housewrapl , which complies with building code requirements. When installing James Hardie products all clearance details in figs. 5,6,7,8,9J0&11 must be followed. Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimum of 6" in the first 10'. Do not install James Hardie products, such that they may remain in contact with standing water. HardiePanel vertical siding may be installed on vertical wall applications only. DO NOT use HardiePanel vertical siding In Fascia or Trim applications. Some application are not suitable for ColorPlus. Refer to ColorPlus section paqe 3. DO NOT use stain; oil,/alkyd base paint, or powder coating on James Hardie's' Products. For larger projects, including commercial and multi -family projects, where the span of the wall is significant in length, the designer and/or architect should take into consideration the coefficient of thermal exppansion and moisture movement of the product in their design. These values can be found in the Technical Bullet'n 8 "Expansion Characteristics" at vAv,A,r.Jamesffdie.com. INSTALLATION' Inint Traatmont Fastener Requirements Position fasteners 3/8" from panel edges and no closer than 2" away from corners. Do not nail into corners. HardiePanel Vertical Siding Installation Framing must be provided at horizontal and vertical edges for nailing Vertical Joints - Install panels in moderate contact (fig. 1), alternatively joints may also be covered with battens, PVC or metal jointers or caulked (Not applicable to ColorPlus" Finish) (fig. 2). Horizontal Joints - Provide Z-flashing at all horizontal joints (fig. 3). HardiePanel vertical siding must be joined on stud. Figure 2 water -resistive barrier water -resistive barrier Double stud may be required to maintain minimum edge l 24 stud2x4 stud nailing distances. , ,' _ . _.. Figure1stud water -resistive barrier sheathing i HardiePanel vertical siding keep nails 3/ 8" min. from panel edges Its •.,, 3 plate s. t 31g„_. i a O moderate contact keep fasteners 2" away from corners Batten Joint "H" Joint water -resistive barrier 2 x4 stud C:C 1 1 leave appropriate gap between panels, then caulk' Caulk Joint Not applicable to Color° usll Finish) Apply caulk in accomar:ce with caulk manufacturers wriften application instructions. For additional information on: HardielNrap I" Weather Barrier, consult James Hardie at 1 -866-4 Hardie or w..nn,.hardiewrap.com Figure 3 water- re3'.Stive VJc -'eSISI Ve borne' Carrier Upper panel I upper panel Do riot 1/ 4" gaa Do not 1/4' gap Caulk i" i Cailh Z- flashing T Z flashing it I d ora*ve r ran I beard to:aer panel f— panel Figure 4 Recommendation: when alll Ig sieffa 8 gr:vid a double stud at panel joints to avoid' 316'le 1 ough grooves. WARNING: AVOID BREATHING SILICA DUST James Hardie' products contain respirable cystaliine silica, which is ,nown tO the State it California to cause cancer and is cons dared by IARC and NIOSH to be a cause of cancer from some occupational sources. Breathing excessive anoints of respirable silica dust can aisc cause a disabling and potentially fatal lung dlseasa calved sil ,&m, and has been Im ed'with other diseases. Some ndies suggesi smokng may increase these risks. During installation or handling: ( 1) wc-k ir, outdoor areas with ample ventlatior (2) usefiber cement shear, for cutting er, wnare not feasible, use a Hardiaeiadel saw blade and dust -reducing circular saw attached to a HEPA vacuum; 0 warn, c-hars in the immediate area: (4) wear a properly -fitter. NIOSH-approved dus mask or respirator fe.g. N-9.) in accordance vtlth appaicable government regular -lions and manurtacturer instructors to further limit respirable silica exposures. During clean-up, use HEPA vacuums or ,,,,at cleanup methods - never dry s,wap. For further information, rafar to our installation instructions and Material Safey Data Sheet available a', www. ameshardie.com or by caliing 1-800-91ARDH (1-800-942-7343). FAILURE TO ADHERE To OUR WARNINGS.. MSDS, AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL INJURY OR DEATH. HS1236 - P 1 /3 1 /13 F; CAULKING For best results use an Hastomeric Joint Sealant complying with ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with ASTIM C834. Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. DO NOT caulk nail heads when using CoiorPlus products, refer to the ColorPlus :ouch -up section CUT EDGE TREATMENT PAINTING Caulk, paint or prime all field cut edges. DO NOT use stain, oil/alkyd base paint; or powder coating on James Hardier Products. James Hardie products James Hardie touch-up kits are required must be painted within 180 days for primed product and 90 days for unprimed. 100% ac!ylic topcoats are to touch-up ColorPlus products. recommended. Do not paint when wet. For application rates refer to paint manufacturers specifications. Back -rolling is recommended if the siding is sprayed. COLORPLUSO TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James HardieCR ColorPlus® products. During installation use a wet soft cloth or soft brush to gently tivipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes and nail heads using the ColorPlusl Technology touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePanel'` siding with ColorPlus Technology. Laminate sheet must be removed immediately after installation of each course. Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlus ' product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third parry touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of 'third parry touch-up paints or paints used as touch-up that are not James Hardie touch-up; will not be covered under the James Hardie ColorPlus Limited Finish Warranty. The following outlines the recommended applications for ColorPlus and Primed panels. Not all designs will be suitable for every application: Exposed fasteners or battens is the recommended application for ColorPlus panel products Do not use touch-up over fastener heads for smooth ColorPlus products - primed panel recommended For ColorPlus panel applications that require fasteners in the field, it is acceptable to use touch-up over fasteners for Cedarmill and Stucco panel only, but correct touch-up application is important. Some colors may show touch-up when applied over fasteners. Trim is recommended to cover joints when appropriate. PAINTING JAMES HARDIER' SIDING AND TRIM PRODUCTS WITH COLORPLUS" TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry, and free of any dust; dirt; or mildew Repriming is normally not necessary 100% acrylic topcoats are recommended DO NOT use stain; oil/alkyd base paint, or powder coating on James Hardie' Products Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature REGOGNITION: In acoorda:.ce vaith ICC-ES Evaluation Report ESR-' 844, HafdiePanel , vertical siding is recognized as a suitable alternate to Mat specified in. the2006.2009, & 2012 Intemational Residential Code for One -and Two -Family D;rellings and die 2006, 20C9; & 2012International Building Code. HardiePanel vertical siding is also recognized fa application n the following: City of Los Angeles Research Repc^ No. 248621 State of Florida fs*mg FL48.9, Dade count,,:Flo 'car NOA No. 02-5729 G2, U S Dept. c HUD Materials Release 1263c —es.as Department c` Insurance Prrridj t E alua-0 23, City ol, New York'AEA, 223-93-'A, and California DSA PA-cl 9. These documents should also be consulted for addltioral information oencerrinp the suitability, of this product for specific applications. 2,313 James Hardie Building Products. All rights reserved. TPA, SM, and denote trademarks or registered trademarks of Additional Installation Information: e James Hardielechrology Limited L is a registered Warranties, and Warnings are available at a es ar le tradema k of James Hardie Technology Limited. www.jameshardie.com t HS1236 - P3/3 6/13 R 'M Driftcrlw= ACCREDITED N LABORATORY July 30, 2017 Pingsheng Zhu; P-E. Product Co.m pliance Engineer James Hardie Building... Products 10901 Elm Ave' Fontana, CA 92337 Re.- NCIA-17-04MG6 Relative to FBC 2017 Project RIO-2679AA-1.7 Dear Pingsheng-.. After review ofthe,2017:FBC, it is my opinion that the current NOA-17-0406.06 is in compliance With the 2017 Florida Building Cade_ ReferencedStandards in the 2017 FBC= 1, Wood, AVVC NOS-2:015 & SDPVVS-2015, 2 structural Loads, ASCE/SEI-7-10 3. Concrete: ACE-318-14 4. Masonry: TMS402-20161AC1 0-114ASCE-5-13 5. Structural Steel:AISC 360A0 (including manual of steel construction 2010 (10"editicin)) 6. Cold -formed Steel: AISI 100-12 7, A] uminum: ADMA -2015 In addition, I am making the following Statement of lndependenceas requested.-. 1, Ronald 09awla. does not have nor d es it intend to ao4uire or will ft acquire any financial , interest in any company man ufacturing or 0distributing products for which evaluations are issued: 2.' Ronald Ogawa is not owned, operated of controlled by any company manufacturing or distributing products it evaluates or inspect. I Ronald Ogawa Inc sloes not have; nor MIA acquire a financial interest in any company manufacturing or distributing products for which reports are theino issued. 4. Ronald Ogawa doesnot have, nor Nill it acquire a financial Interest in any other entity involved in the approval process of the product, Should you have any questions oil anything, please :contact me. till Ronald 1. 0gawa RI Ogawa & Associates, Inc. IAS Laboratory Approval, TL 360 IAS Quality Control Agency AA-705 CRRC Approved Testing Laborato for Solar Reflectance and Emissivit ry Y. State of Florida Approved Validator and Third PartyTi Qua tyControl Agency FLO IR\1 1 714) 292- 2602 CC: Roger Ogawa — RI Ogawa & Associates., Inc - Karen Ggawa — R1i Clgawa & Associates, Inc. . Lab Address: 1985 Sampson Aven ue, lk Phone (714) 321-4959 *Fax (714)90,8,1815 - E-mail:,Lo eTQrioo&x&Wm Mailing, Address: 16S35 Algonquin Si-4443, Huntington Beach, CA 92649 * Phone - (71?2).451-3716 * Fax (714) 908-1815 * E-rail; Engineering Ouality Control *Product Developniento Inspections *Code Consulting* Expert. Witness Testing U MIAMhDA DE MLAMI-DADE COUNTY ffi PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy James Hardie Building Product, Inc. 10901 Elms Avenue Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High_ Velocity Hurricane Zone. - - DESCRIPTION: "Hardie", "Cem" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; Hardie.Plank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E., bearing the Miami -Dade County Product Control 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 Resistant LABELING: A permanent label with the manufacturer's name or logo, Plant City, Florida, and the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1710.9.2 and 1710.9.3 on soffit panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 15-0122.04 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. 2NOA No. 17-0406.06 MIAMbDADE COUNTY . . Expiration Date: May 1 2022 Approval Date: May 4, 2017 17 Page 1 James Hardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under NOA # 13-0311.07" 1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Submitted under NOA # 13-0311.07" 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Submitted under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves RE: 3. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS "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 is Ogawa, P.E. M 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 I PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 Expiration Mate05/01/2022 By AlL A Miwm,-Dacf6 Product Control WALL LENGTH Stud Spacing at 16" U.C. B- I ( I 0 7 7 y A;u oaf • ' `-`,..Q1; 10 I Nails at 16" O.C. (typ.) 3/8" Minimum Edge Distance Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 RE HardiePanei, Cempanel, T Prevail Panel Siding Water -resistive barrier per Florida Building Code Section 1404.2 516" thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Bullding Code Seaton 2322.3 2" X C S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A 8" thick 16 ply APA rated plywood sheathing in L accodance with Florida Suild'ng Code Section 2322.3 Water -resistive barrier per Florida building Code Section 1404.2 2' X 4" S-P-F Wood Studs Y HardiePanel, SCTI N_B Cempanel, Prevail Panel Siding pROQII_U_PXSCR9PTLQH HardiePaneli&, Cernpanel(D, & Prevail(D Panel Siding materials are nonasbestos fiber-cament products tested in accordanm with ASTM C1186 Grade II, Type A and meeting the requirements ofthe Florida Building Code, PANdELQlnnERM—NS Width Length Thickness 4' 8,9,10' 5116" DES1Gtd PRE_SSURE _RATWG Installation Design Pressure Wood Studs -76 psf impact Resistant - Planks installed over &8" thick / 6 ply APA rated plywood sheathing IARDi P C TgEA EL P'REVAILPANEL S1D_SNGINSTALtATIOf lC1ETA1L5 All installafion shell be done in conformance with this Notice of Acceptance, the manufacturers 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.O A x rRoto 1] 51a" thick 15 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322.3. The siding panels shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing support& by a minimum of 211)(4" S-P-F wood studs spaced a maximum of 16- ().C. LNote 21 The siding panel fastener shall be a 2" long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at 61©.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5/8" thick / 5 ply APA rated plywood sheathing into wood studs located at IW O.C. Fasteners shall have a minimum edge distance of 318" and a minimum dearartice of 2" from comers. Fax 909-427-0634 A CD Creator. E. Gonzales SCALE HARD1EPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION MM James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 BNLrPLK--SOFF 1/2" -1'-0" I Date: 4/24/2013 I aHF-6T 1 OF 12 cr Fastener Spacing per Florida 6.00Ih. CladdGig Building Code Section 2322.3 1 Framing SheathinIRODG; ItEWW'D Fastener Spacing per Florida g yi,* With Ibe•Flurida Building Code Section 2322.3 iBwwns Coo ACMVUWW No i7etc rm omCTRE''S PRODUCT RENEWED Mconvbri V/ft ft%' 06% as complying with the Florida yCO&, Building Code / f7 I NJ7NOA-Nb. 17-0406.06 •, ExpIratlon e05/0ct1/2022 ~ rsy w -ate'• STF• Q t product Crntro3 By ` F _ - 0 Miami- a duControl '-''---• i 1 aSONA,e' FRAMING NOMINAL 2" X 4" S-WOOD STUDS 16" O.C. FASTENED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE BOTTOM WITH M CONNECTION)COMMON ONNAILS (2 PER TOP AND NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) r THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHF. T}ING r NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD HARD EPANEL, CEMPANEL, PREVAIL PANEL SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA INSTALLATION DETAILS WOOD STUD CONSTRUCTION BUILDNG CODS SECTION 2322.3 Ct, AADING THE PANIrL IS FASTENED WITH 2" LONG, 0.223" HEAD James H10901 Elm Avenue Building Products, inc, DIAMETER, 0. 092" SHANK DIAMETER, CORROSION ® _ 090 RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT Fontana, CA 92337 PANEL EDGES AND INTERMEDIATE STUDS Phone! 909-356-6300' SIZE 70M No DWG No RSV Fax 909. 427-0634 A PNL-PLK-SOFF i Creator. E. Gonzales SOALE 1" = 1'-0" Gate; 4/24/2013 SH5U 2 OF 12 PRO[ as con Buildir NOA-IN Expira By_. Miami - WALL HEIGHT WALL LENGTH Stud Spacing at 16" O.C. B <---, I _ I I OG/ 3 ISO Ying VMh IU Soride 1 No, rAt i 1 = i; M.F40RI SEE pRODllCT SCFtt'7t}?i! HardlePanel®, Cempanel(ID, & Pi'evail(M DETAIL Panel Siding materials are nonesbestos 5/8" thick / 5 ply APA rated fiber -cement products tested in plywood sheathing fastened accordance with ASTM C1186 Grade it, to metal studs as described Type A and meeting the requirements o in Note i the Florida Building Code. FBI`DMORN-5QR; Water -resistive Width Length Thickness barrierperRodda 4 g g 10' S/1G" y' v Building Code Section 1404.2 pESICNY-RES$URf itkTd)VC Installation Design Pressure l toga. 35/e" x 1-6/8" Metal Studs -104 psf c\( Metal Gstud 11NrrAT-Niit° 1 i HardiePanei, Impact stalstant- I S C_DQN B Cempanel, Panel installed over 5/8" thick / 5 ply B ---- ( APA rated plywood sheathing I Nails at 6" O.C. (typ.) Prevail Panel 318"Minimum Edge Distance siding HAi D1 AN L CEMPAtJ L Pt3[VA.LPANEi..Slbllyr T 5„T'/1:L 1,lON DETAILS All installation shall be done In conformance with this Notice of Acceptance, the manufacturer s DETAIL installation recommendations, and the applicable sections of the Florida Building Code. x Metal studs where HardiePanel, Cem panel, Prevail Panel Siding will be Installed shall be Sheathing fastener, as designed by an Engineer or Architect per the Florida Building Code and the requirements of this v fly \ described in Note 1. N_O.A. Note 1] 5/8" thick 15 ply APA rated plywood sheathing shall be attached to metal studs at 6"oe wit U" Florida \ at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter x 1-1/4" longsPanelfastener, as described In Note 2 bugle head screw kE 3N : . ; j - I -- lot 1.4v 97 The siding panels shall be installed over 518" thick 15 ply APA rated plywood sheathing 1 supported by.a minimum 20ga, Nominal3.5/8"X 1-518" Metal C-studs spaced a maximum of Is" O.C. HardiePanelO Siding [Note 2] The slding panel fastener shall be a minimum No. 8-18, Q,815" head diameter X 1-6/8" long" ribbed bugle head screw ("or screw shall have at least 3 full threads penetrating.metal framing); the Fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5/8" thick 15 ply APA rated plywood sheathing into metal Water -resistive barrier per studs located at 16" O,C. Florida Building Code Section Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from 1404.2 corners, HARDIEPANEL, CEMPANEL, PREVAIL PANEL Jf 518" thick / 5 ply APA rated INSTALLATION DETAILS METAL STUD CONSTRUCTION UCT RENEWED plywood sheathing fastened James Hardie Building Products, Inc. tplying with the Florida g g Code to metal studs as described o. 17-0406.06 in Note 1. , , Elm Avenue Fontana, CA 92337 ion D eO5101/2022 20ga, 3-5/8" X 14/8" Metal C-stUd The wall and soffit frames are to be designed Phone: 909-356-6300 sIza rscM wo ov Na aev . by the Architect or Engineer of Record in Fax 909 427-0834 A PNL-I'LK-50F F 1 a. a Product Control compliance with the Florida Building Code. Creator. E. Gonzales scars 1/2" Q 1'-0" Date: 4/24/2013 SHEET 3 OF 12 B.00in. I 6.001n. I I I PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 • T Expiration teO5/01/2022 6.00in. 3y z_ Vliaml a Product Control PRODUCT REV5 b 0 m"0ybgVA1h tI* I' n mriukm Co - ,, 31101 ANOl? F, cpiroCson t7amc `_W 7 ny 06, i'rodmcc d:antral EFA N N5 NOMINAL 20 GAUGE 3-5/V X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8" WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNC0 BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE Sy_ EA7H)NG a NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" CC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A N0. 8-18, 0.315" HEAD DIAMETER X 1-114'' LONG BUGLE HEAD SCREW CLApDING THEPANEL 1S FASTENED WITH NO.8-18, 0.315" HEAD DIAMETER X 1-518' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding I I I /I 1 , Framing I I I' 1 Sheathing II I, I II II li I, I I.I I I I ii{ I I QUA }rj^ i I I' t ``,`ett ,,• No121 I STATE OF c,J SIONAL FOR MI TAL NOT PART OF THIS S APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE SE LTYOADS) ADRE WOOD STUDS, PROVISIONS FOR DIAPHRAGM A(TION AND ADS) a HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue o Fontana, CA 92337 hone: 909- 356-6300 0M NO Fax 909- 427-0634 A PNL-PLK-SOFF Creator: E. Gonzales SCALE 1" a 1' 0" Date: 412412013 SHEET 4 OF 12 1 Stud Spacing at 16" O.C. WALL LENGT I------- r------ -- -- j ; - - i r---_ --- - -------- lj I Ev0611 rrrrrrrir R d I I + Y B"I. Jae i! 1oD I. NALL ElGId7 F.xpi,a{ictz Mimi; Cotitrol K i i t li li L — u f...... _ ... - 3!4" Minimum Edge Distance Nails at IS" O.C. (typ•) TAIL A ,Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 PR yid with 1 10" No HardiePlank, Cemplank, Prevail Lap Siding l Prndu_ Geed Water -resistive barrier per Florida Building Code Section 1404.2 J 518" thick 15 ply APA rated plywood sheathing fastened PRODUCT RENEWED In accordance with Florida 11ascomplyingwiththeFloridaBuildingCodeSection Building Code 2322.3 NDA—No. 17-0406.06 Expiration nnte0s/0112022 2" X 4' S-P-F Wood Studs 46 The wall and soffit frames are to be designed By by the Architect or Engineer of Record in Miami ,3 a Product Control compliance with the Florida Building Code. SM_ 01rTAl L A Ul SCi'41Y`C1C1N2-MOI7LtG'1' F lank®, Cemp{ank®, & prevallarenonOPlank Lap erials 518' thick 15 ply APA asbest sfiberolem ntng tested in accordance with rated plywood products ASTM C1186 Grade It, Type A and sheathing in meeting the requirements of the accordancewithFloridaBuildingCode. Florida Building Code Section 2322.3 PAtVELDJMEhISiOhIS Water - resistive width Length Thickness barderperFlorida 59-1/2' 12' 5/16" Building Code Section 14042 DESiGN PRESSUR{t17 NQ 2" X 4" s-P-F installation Design Pressure Wood Studs Wood Studs -92 psf Lap Siding Impact Resistant - Planks installed over 5/8" thick / 5 ply iAW tall X 5/161, APA rated plywood sheathing thick starter strip HARDI PL1 t1K CEf(1FtAt i(,_R--Vhq L/}?SJpING NSTD LIAT Of D 7/l1j S All lnsta(lation shall be done in conformance with this Notice of Acceptance, the manufacturers instal{ anon recommendations, and the applicable seot{ons of the Florida Quilding Code- InWood studs where HardiePlank, Cemplank Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the h orida 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 the studs in accordance with Florida Building Code Section 2322.3. k Planks shall be applied horizontally commencing from the bottom course of the watt with 1 1I4" wide laps at the top of the.plank such that the exposure area of each plank is S 8-1/4" vertically. Note 2a 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 4 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into wood studs through 518" thick / 5 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4" from the bottom edge of the overlapping plank. Vertical joints shrill be placed over studs. The planks shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum of 2"X4":S--P-F wood studs spaced a maximum of 16" O.C- Fasteners shall have 4 minimum edge distance of SM'. Creator. E, 0onzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 We I rSCM NO A SCALE oWr. No REV PNL- PLK-SOFF I 1 Date; 4/2412013 ISHEET 5 Ors 12 Postener Spacing per Florida I Building Code Section 2322.3 — 16 in. OC— Cladding Framing Fastener Spacing per Florida PRODUCT RENEWED Building Code Section 2322.3 Sheathing as complying with the Florida • Building Code NOA-No. 17-0406.06 ,-_-- 0.75in T -- I_ I Expiration D e05/01/2022 By Miami-aMiami-IlYadfi Product Control RiuWCi 13EY — - - - - - - - ------------ no gailytii°143a I Actcptm ae]+So rr -'r i/, Cr % jt! I , llslrl Q A Y PitODUCC.Rf_YtSEM Miami ade product cbntsot 58, 251n. m cm*with Me Fd<xeida `, ' F• No. 121 .t 4ata am Tto IS-GfIZ By : STATE OF F MIN i Rde Pruamc+ d, ' A NOMINAL 2" X 4" S-P-F WOOD STUDS 16" 0,0. FASTENED 0ITH 7lOM/C'ONNE MOMON NAILS (2 PER TOP AND ONAL THE WALL AND SOFFIT) ARE TO BE DESIGNED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND LOAD ARE BY THE ARCHITECT OR ENGINEER OF RECORD IN NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THE" -SE LOADS) COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING N0 WAL. 518" THICK / 5 PLY APA RATED PLYWOOD - SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING BUILDING CODE SECTION 2322.3 INSTALLATION DETAILS WOOD STUD CONSTRUCTION CL, ADD,Jj, - PLANKS. OVERLAP 1-1/4" THE EXPOSURE IS s8-1/4" JarnGs Hardie Building Products, Inc. THE PLANKS ARE FACE NAILED WITH 2-1/2" LONG, 0.223" 10901 Elm Avenue HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION- Fontana, CA 92337 RESISTANT SIDING NAILS, PLACED 3/4" UP FROM THE Phone:909-358-6300 srzr SCMNo pGNo s3 BOTTOM EDGE OF THE PLANKAT EACH STUD LOCATION Fax 90g-427-0634 A PNL-PLK-wSOFFCreator: E. Gonzales SM 1, 114" ale: ai24=13 SHeE r 6 OF 12 1 WALL 19EIGH7 Stud Spacing at 16" I O.C. WALL r i.I i ms wish'!+v&Saa Yn i; 1ti6 f i n ,IAm k51pi>xm i i I I i j Mi :'edt }'rodu,t Corvmro} ! j < •y' f i Wit!-----------------------------------------t.._ ,-- s f 1 3/4" Minimum Edge Distance Nails at 16" O.C. NO DETAIL A Sheathing fastener, asl described in Note 1 YRt+i7Wt`C V}SED sysy yuvg ith due f}ori& \\ 02"M code ooepatroe S. 1 Siding fastener, as 11 described in Note 2 i 13v IititFletir'.rmeruf i HardiePlank, Cemplank, Prevail Lap Siding Wateraresistive barrier per Florida gBuildin Code Section 1404.2 618" thick 15 ply APA rated PRODUCT RENEWED plywood sheathing fastened to as complying with the Florida metal studs as described in Building Code Note 1 NOA-No. 17-0406.06 Expiration 05/01 /2022 209a, 3-5/8" X 1-5/8" Metal C-stud The wail and soffit frames are to be designed By - by the Architect or Engineer of Record in Miami- d Product Control compliance with the Florida Building Code. SEE DETAIL A thick / 5 ply APA I/ rated plywood sheathing fastened to metal studs as described in Note 1 Wafer -resistive barrier per Florida Building Code Section 1404.2 Pt gQLL(EQP,JIPTI.gj HardiePlank0, Cemplai*M, and Prevails Plank Lap Siding materials are nonasbestos fiber -cement products tested in acoordance with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Cade, PLAN It DlMEN-SLON5i Width Length Thickness s 9-1 /2" 12' 5/16" 20ga, 3Z/8" X 1-5/8" DE$ IGN PR.L-_SS11RE i2lgTj[LG C stud Installation Design Pressure Metal Hardiemank, Metal Studs -92 psf Cemplank, Prevail GT 10 Lap Siding impact Resistant - g_ g 1-1/4, tali X 5/16" Planks installed over 5/8" thick 15 ply thick starter strip APA rated plywood sheathing HARDIEPLANK CEN(PL.ANK,pREVAfL L1LP $Ip(j IN,9 A>ri",4TION_pETAiL; All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. Note 115/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter 1-1/4" long bugle head screw Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4" wide laps at the top of the plank such that the exposure area of each plank Is:5 8 1/4" vertically. Note 2) The siding fastener shall be a minimum No. 8-18, 0,316" head diameter X 2-•1/4" long* bugle head screw over metal studs (*or screw shall have at feast 3 full threads penetrating metal framing); The siding Is fastened s 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 5/8" thick / 5 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4" from the bottom edge of -the overlapping plank. Vertical joints shall be placed over studs. The planks shall be installed over 5/8" thick 15 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-5/8" X 1-5/8" Metal C-studs spaced a maximum of 16, O.C. Fasteners shall have a minimum edge distance of 318". Phone; 909-356-6300 sze Fax 909-427-0634 A Creator: E. Gonzales srvAl.e HARDIEPLANK, CF,MPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION FSCM James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 PNL- PLK SOFF 1/ 2" to V-0" i Date: 412412013 1SHEET 7 of 12. 6.00in. I 6.00in. * 1 I . PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 0.751n- I. ( Expiration D te05/0112022 BY Miami - a Product Control to comrplyitrg vvith the FIurillk A, %-c, %I • (1 By M' i J k rr« 5$.25in. FI2ANi1NG NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O,C. FASTENED WITH 5/8" LONG RIBBED BUGLE- HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO FEE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATMLC NOMINAL 518" THICK/ 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC ATTANEL EDGES AND ALL INTERMEDIATE SUPPORTS U8114G A NO.8-18, 0.315" HEAD DIAMETER X 1-1/4" LONG BUGLE HEAD SCREW PLANKS OV5-RLAP 1-114" R THE EXP08URE IS S 8-114" X THE PLANKS ARE FASTENED WITH NO, 8-18, 0,315" HEAD DIAMETER X 2-1/4" LONG CORROSION - RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALT_ HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANKAT EACH STUD LOCATION in. / Cladding I Framing 1 6,00in.00 I I Sheathing i tl r,n rris..-. GGA IN a'n 9Y3r with the Fkxti a • I ; ,`,,, / ' 0. 121 zt i ih ti`4O/1bi --: = STATE OF *; 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) 4none: buy-:sou-u suu I W— Fax 909-427-0634 A Creator: E. Gonzales spALe HARDIEPLANK, CEMPLANK, PREVAIL. LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products,.inc. 10901 Etm Avenue Fontana, CA 92337 FSCM NO OWG NO PNL-PLK-SOFF I,-0" Date: 4/24/2013 SHEET 8 OF 12 REV 1 WALL LENGTH Stud Spacing at 16" O_C_ R -_ i I I j i,i . ,i •• WALL iEIGHT i 13 ( j .— Nails at 4" O.C. 318" Minimum Edpe Distance QE,TL I I A ll Soffit fastener, as described in Note 1 PRODUCT RENEWED as complying with the Florida 1 Building Code' HardieSoffit, CemsoffitNOA-No. 17-0406.06 Expiration e05/01/2022 1 B I Y Miami- a e Product Control 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 PRQDUC DESG IF 10! DETAILA HardleSoffIt(D & CemsoffltO materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade It, Type A and meeting the requirements of the Florida Building Code. 5_ 1E1:LT QM ENSIQN,9 2" x 4" didth Length 'thicknessW4' wood Sttudss a 114, D SiGt I,SSURE RATj_Cx_ Hardie5ot% Installation Design Pressure Cemsoffit -Wood Studs '-70 psf SFC7LONE_f3 toejf oGaW4 No. 4 21 SPATE- OF I Z r"rrrr//1/1/!fittiAEt©I1=SOFLT,-CEM SQFFI7_pNEL I,1S7ALLATj ON_DL-J lLS Ali installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardleSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. The soffit shall be installed over minimum 2"X4" S-P-F wood studs spaced a maximum of 16" O.C, Note 11 The soffit fastener shall be a 2" long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at 4' O.C. at panel edges and intermediate studs; the fasteners shall be driven into wood studs located at 16" O' C. Fasteners shall have a minimum edge distance of 30' and a minimum clearance of 2" from corners. ityp• teDUC1 REVLSFD r yilig Ot7UC1 REVLSM to a+a oft with uae Fib 9uflddii g the AomptanK 8Y Product i HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, 1nc- 10001 Elm Avenue Fontana, CA 92337 hone: 909-356-6300 SIZE FSCM NO bVVG No REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator: E. Gonzales SCALE 1/2" G 1'-0" Date: 4/24/2013 SHEET 9 OF 12 4.00in. 16.00in. Cladding Y n • Framing PRODUCT RENEWED as complying with the Florida , Building Code NGA-No. 17-0406.06 Expiration Da 05101/2022 By 4.001-. Miami- Product Control " ar ucr se PRODVCd' BiV ` e 1 , 0 G A W4 riba rbr as yuj > , ' 94fid " Cow %' 0027 r3culdiz g c..odanrrrQ. No r ! .7> ExpinAion r of7 1 B NO. STATE OF = F'RAM N NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE GONNECTION) 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 CI,.ADDjj%3 THE SOFFIT IS FASTENED WITH T LONG, 0.223" HEAD HARDIESOFFIT, CEIVISOFFIT PANEL DIAMETER, 0.092" SHANK DIAMETER, CORROSION INSTALLATION DETAILS WOOD STUD CONSTRUCTION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL I EDGES AND INTERMEDIATE STUDS James Hardie BUllding Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone:909-356-6300 SIZE FSCMNO DV&NO REV Fax909-427-0634 A PNL-PLK-SOFF i Creator: E. Gonzales SCALE 1"= 1"-0" Dafe: 412412013 sHEGI' 10 OF 12 a WAl L LENGTH J] Stud Spacing at 16" O.C. r-------} - WALL EIGHT 1 i 3/8" Minimum aL=z lti PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 Expiration D By Miami-D d Distance 5/01/2022 ct Nails at 6" O.C- (typ. Soffit fastener, as described in Note 1 HardieSoffit, Cemsoffit 20ga, 3-5/8"4 1-5/8" Metai C-stud j The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAILA 20ga, 3-5/8"X 1-5/8" Metal C-stud H ' s trt dSOD U GTD E 5 G R It'?710 t, HardieSoff * & Cemsofflt® materials are nonasbestos fiber -cement products tested in aceardance with ASTM C1186 Grade II, TypeA and meeting the requirements of the Florida Building Code. SOFFIT DIMEAlS[QNS Width Length Thickness 4' 8• l„ a ,e o DESIGN P l"SSURE F AJX((Gy Ceriisofift installation Design Pressure Metal Studs 55S Pd7f 1E9t 11 1. O GA SECTION B-B galPI20iXJCi' RE'ViSCLN - - PKW0Cf REVISEDI tZ umrply'°'e will] the Fluma YhB i Elms F S i Build deCo \ N(, 1 code No 0"OC%V(4 121 FxpiMti 91 / i - t hSTq-TE OF ia ONAL,oA ttitll . iARpilSpFF1T,_CEIVISOFFET PANEL 1NSTAl J_A7101 DETAILS 1 Ail Installation shall be done in conformance with this Notice of Acceptane6!I i+ufi{anufacturer's installation recommendations, and the applicable sections of the Florida Building Code, Metal studs where HardleSofft, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A: x The soffit shall be installed over minimum 20ga, Nominal 3-5t8" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Note 1] The soffit fastener shall be a minimum No. 8-18, 0.315" 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" Q.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. Fax 909-927-0634 Creator, E. Gonzales I}5—, LL HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METALSTUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 NO 1/2" tt 1141 OM NO R5v PNL-PLK S- OFF 1 Date; 4/24/2013 SHEET 11 OF 12 Cladding Framing 6.001n. PRODUCT RENEWED rftoDWr REVISED ccawlyirgt Ptn#i p j ' AS compiying with the Florida ftwimCb& y witti ft V$DrWa Building Code . Amepta ce NO Noa-No. 17-0406.06 t 1337 +I+++ t W0A Expiration 05/01/20227 4 i Y Ed:„ tea Y sue. By 143iawc Pro6nocCortwt ` 12 Miami-D d Product Control gc LOR p-, Fss oriA4 NOMINAL20 GAUGE 3-518" X 1-5/8"STEEL STUDS 16" O.C. FASTENED WITH 5/8" WAFER HEAD SCREWS (2 PER TOP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE AND BOTTOM CONNECTION) NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING HARDIFSOFFIT, C£MSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO. 8-18, 0.315" HEAD INSTALLATION DETAIL$ METAL STUD CONSTRUCTION DIAMETERX 1-114' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 @ 1. FULL THREADS PENETRATING THE METAL FRAMING), PLACE James Hardie Building Products, Inc. SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE 10901 Elm Avenue STUDS m Fontana, CA 92337 hone: 909-356-6300 SIZE FSCM NO MCI NO RE F< 909-427-0634 A PNL-PLK-SOFF 1 j- Cre itor: E. Gonzales SCALS 1^ -1-0 Date: 4/24/2013 SHFFT 12 or 12 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 COVER PAGE EVALUATION SUBJECT EVALUATION SCOPE EVALUATION PURPOSE REFERENCE REPORTS TEST RESULTS TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING TABLE 1 B, ANALYSIS OF ALLOWABLE LOAD FOR #8 SCREW AT 10" O.C. JUSTIFICATION OF USING THE RESULTS ON LIGHT GAUGE STEEL FRAMING DESIGN WIND LOAD PROCEDURES TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING PAGE 1 2 2 2 2 2 2 2 2 3 4 4 4 4 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 m FLOP. r RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 M 714-292-2602; (F) 714-847-4595 PROJECT: RIO-2689-17 EVALUATION SUBJECT HardiePanel® Siding James Hardie Product Trade Names covered in this evaluation: HardiePanel® Siding, Cempanel® Siding, Prevail- Panel Siding EVALUATION SCOPE: ASCE 7-10 2017 Florida Building Code 2015 International Building Code 2015International Residential Code JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 into@jameshardie.com EVALUATION PURPOSE: This analysis is to detemdne the maximum design 3-second gust wind speed to be resisted by an assembly of HardiePanel (Cempanel, Prevail Panel) siding fastened to wood funings on either wood or metal framing with nails or screws. REFERENCE REPORTS: 1. Intertek Report 102024363COQ-001A, Transverse load test on HardiePanel. TEST RESULTS: Table la. Results of Transverse Load Testing Frame Fastener Ultimate Allowable Test Thickness Width Spacing Spacing Fastener Type Load Design Load 2 Report Number Agency in.) in.) Frame Type' in.) in.) and Dimensions PSF) PSF) Failure Mode 102024363COO-001A 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 102024363COQ-OOIA Intertek 0.3125 48 2X4 wood stud, 3/4' thick by 16 8 No. 8 X 1.25' long X 0.323' HD 131.4 43.8- pull through3.5" wide SPF furring ribbed bugle head screws 102024363COQ-0OtA Intertek 0.3125 48 2X4 wood stud, 3/4• thick by 16 12 No. 8 X 1.25' long X 0.323' HD 106.1 35.4 pull through3.5" wide SPF tuning ribbed bugle head screws 10202436300Q-001A Intertek 0.3125 48 2X4 wood stud, 3/4" thick by 16 5 0.090" shank X 0.215" HD x 1.5" 147.6 49.2 pull through tfracture3.5' wide SPF tuning long ring shank nail 102024363COO-001A Intertek 0.3125 48 2X4 wood stud, 314" thick by 24 8 No. 8 X 1.25' long X 0.323' HD 82 7 27 6 pull through /fracture3.5' wide SPF furring ribbed bugle head screws a.. ........r.c.,cuauv .i u is i a,iniy ,ciiuc, a. 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 I/, Type ANon-asbestos Fiber -Cement Fiat Sheets. Table 1 b. Analysis of Allowable Load for #8 Screw at 10" O.C. 8 Screw Spacing FastenerSpacing (in. 8 12 10 Frame spacing in.) 16 16 16 Fastener Tributary area (ft2) 0.89 1.33 1.11 Allowable load (p 43.8 35.4 38.8 Individual fastener load lb. 38.9 47.2 43.1 fhe fastener load for#8 screw at 10" O.C. 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.C., 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" O.C. to wood furring is 38.8 psf. Justification of Using the Results on Light Gauge Steel Framing In the subject configurations, all fasteners were attached to furring 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 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 n 714-292-2602; (F) 714-847-4595 PROJECT: RIO-2689-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com DESIGN WIND LOAD PROCEDURES: Fiber -cement siding transverse load capacity (wind load capacity) is determined via compliance testing to transverse load 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. Equation 1, q6=0.00256'K,'Ka'K, VZ fref ASCE7-10 equation 30.3-1) q, , velocity pressure at height z K, , velocity pressure exposure coefficient evaluated at height z Kn , topographic factor Equation 2, Ka , 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 26.5-1 A, B, or C V=V,A fref. 201518C Section 1602.1 definitions) V,n , ultimate design wind speeds (3-second gust MPH) determined from 2015 IBC Figures 1609.3(1), (2). or (3); ASCE 7-10 Figures 26.5-1A, B, or C Equation 3, p=q,'(GCp-GCp;) fref. ASCE 7-10 equation 30.6-1) GC, , product of external pressure coefficient and gust -effect factor GCP , product of internal pressure coefficient and gust -effect factor p design pressure (PSF) for siding (allowable desgn load for siding) To determine design pressure,. substitute q, into Equation 3, Equation 4, p=0.00256-K,-K, -V, 2-(GC; GCp;) Allowable Stress Design, ASCE7-10 Section 2.4.1, load combination 7 Equation 5, 0.6D - 0.6W fref. ASCE 7-10 section 2.4.1, load combination 7) t - D , dead load - i W , wind load - - To determine the Allowable Stress Design Pressure, apply the load factor for (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, Ka'Kd'Vm2-(GCp-GC,)) Equation 7 is used to populate Table 3, 4, and 5. To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6, solve Equation 7 for V„,, Equation 8, V. = (p„,10.6'0.00256'K,`Ka'Kd'(GC; GCp;))" Applicable to methods specified in Exceptions 1 through 3 of 2015 IBC 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,a(0.6)" fref. 2015 IBC Section 1609.3.1) V„a , Nominal design wind speed (3-second gust mph) fref 2015 IBC Section 1602. 1) RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 f)714-292-2602;(F)714-847-4595 PROJECT: RIO-2689-17 Table 2, Coefficients and Constants used in Determining V and p, K, W a1i Zone 5 Height (ft) Exp B Exp C Exp D Kr Ka GC GC 0-15 0.7 0.85 1.03 hs60 1 0.85 1.4 0.18 20 0.7 0.9 1.08 1 0.85 1.4 0.18 25 0.7 0.94 1.12 1 0.85 1.4 0.18 30 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 0.85 1.4 0.1B 50 0.81 1.09 1.27 1 0.85 1.4 0.18 55 0.83 1.11 1.29 1 0.85 1.4 0.18 60 0.85 1.13 1.31 1 0.85 1.4 0.18 100 0.99 126 1.43 1 h>60 1 0.85 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds -Wind Exposure Category B, nd Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (ft) B B B B B B B B B B B B B B 0-15 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 33.7 20 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 25 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 30 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 35 15.1 16.6 18.2 19.9 21.7 25.4 29.5 33.9 38.6 43.5 48.8 54.4 60.2 66.4 40 15.7. 17.3 19.0 20.7 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 69.1 45 16.2 17.9 19.6 21.4 23.3 27.4 31.7 36.4 41.5 46.b 52.5 58.5 1 -64.8 771.4 50 16.7 18.4 202 22.1 24.1 28.2 32.7 37.6 42.8 48.3 54.1 60.3 66.8 73.7 55 17.1 18.9 20.7 22.6 24.7 28.9 33.6 38.5 43.8 49.5 55.5 61.8 68.5 75.5 60 17.5 19.3 212 23.2 25.2 29.6 34.4 39.5 44.9 50.7 56.B 63.3 70.1 77.3 100 25.6 28.2 31.0 33.8 36.9 43.3 50.2 57.6.. 65.5- 74.0 82.9 92.4 102.41----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, - - d Speed 3-secondgust) 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 17.5 19.3 21.2 232 25.2 29.6 34.4 39.5 44.9 50.7 756.8 63.3 70.1 77.3 20 18.6 20.5 22.5 24.6 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 81.9 25 19.4 21.4 23.5 25.6 27.9 32.8 38.0 43.6 79.6 56.0 62.8 70.0 77.6 85.5 30 20.2 22.3 24.5 26.7 29.1 342 39.6 45.5 51.8 56.4 65.5 73.0 80.9 89.2 35 20.8 23.0 25.2 27.6 30.0 35.2 40.8 46.9 53.3 60.2 67.5 75.2 83.3 91.9 40 21.5 23.7 26.0 28.4 30.9 36.3 42.0 48.3 54.9 62.0 69.5 77.4 85.8 94.6 45 22.0 24.2 26.6 29.1 31.6 37.1 43.1E49. 55.2 635 71.2 79.3 87.9 9&9 50 22.5 24.8 272 29.7 32.4 38.0 44.1 57.6 65.0 72.9 81.2 89.9 99.2 55 22.9 25.2 27.7 30.3 33.0 38.7 44.9 58.6 56.2 74.2 82.7 91.6 101.0 60 23.3 25.7 28.2 30.8 33.6 39.4 45.7 59.7 67.4 75.5-84.1 93.2 102.8 100 32.6 35.9 39.4 i3.1 46.9 55.0 63.8 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, nd Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height ( ft) D D D D D D D D D D D D D D 0- 15 21.2 23.4 25.7 28.1 30.6 35.9 41.6 47.8 54.4 61.4 68.8 76.7 85.0 93.7 20 22.3 24.6 27.0 29.5 732.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 98.2 25 23.1 25.5 28.0 30.6 33.3 39.0 45.3 52.0 59.1 66.8 74.9 83.4 92.4 101.9 30 23.9 25.4 29.0 31.6 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 105.5 35 24.5 27.1 29.7 32.5 35.3 41.5 48.1 55.2 62.8 70.9 79.5 88.6 98.2 108.3 40 25.2 27.7 30.5 33.3 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 111.0 45 25.7 28.3 31.1 34.0 37.0 43.4 50.3 57.8 65.7 74.2 83.2 927 102.7 113.3 50 26.2 28.9 31.7 34.6 37.7 44.3 51.3 58.9 67.1 75.7 104.8 115.5 55 26.6 29.3 32.2 35.2 38.3 45.0-59.9 1 76.9 86.2 114;2 96.1 106.4 117.4 60 27.0 29.8 32. 35. 38.9 5. 0 fi0.8 69.2 78.1 87:6 97.6 108.1 119.2 100 37.0 40.8 44.7 48.9 53.2 62.5 72.5 83.2 94.6 106.8 119.8 133.4 147.9 16, n Tables 3, 4, and 5 are based-0n ASCE 7-10 and consistent with the 2035 IBC, 2015 RC 4 k6 cctt; LL re [ j ! i•• .. E...- G e; ; 3 P0, Pd: tl RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 T) 714-292-2602; (F) 714-847-4595 PROJECT: RIO-2689-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@ja mesh and ie. com Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method in ASCE 7-10 Chapter 30 CBC Part 1 and Part 3) 6 2015 IBC, 2017 FBC 2015 IBC, 2017 FBC Allowable, Ultimate Allowable, Nominal Design Wind, Speed, Design Wind, Speed, 5v.31 3-second gust mph) 3-second gust mph) Applicable to methods specified in 12015 IBC, Applicable to methods 2017 FBC] Section specified in Exceptions 1 1609.1.1. as determined by through 3 of 12015 IBC, 12015 IBC, 2017 FBC) 2017 FBC) Section Fgures 1609.3(1), (2), or 1609.1.1. 3)• Coefficients used in Table 6 calculations for V. Wlnd exposure category VJAnd exposure category Siding K, Product Minimum Thickness in.) VJAdth in.) Fastener Type Fastener Spacing in.) Frame Type Stud Spacing in.) Building Height' s M) B C D B C D Allowable Design Load ps0 Exp B Exp C Exp D Kr Ke GCp I GCp 0-15 193 175 159 149 135 123 53.6 0.70 0.85 1.03 hs60 1 0.85 14 0.18 20 193 170 155 149 132 120 53.6 0.70 0.90 1.08 1 0.85 1.4 0.18 25 193 166 152 149 129 118 53.6 0.70 0,94 1.12 1 0.85 1.4 0.18 HardiePanel® 5/16 48 No. 8 X 1.25' long X 0.323" HD ribbed bugle head F' O.C. into furring only 2X4 wood or 20 ga. steel framing, 3/4° thick by 3.5'- wide wood 16 30 193 153 150 149 126 116 53.6 0.70 0.98 1.16 1 1 0.85 0.85 1.4 1.4 0.18 0.183518916014814612411453.6 0.73 1 1.07 1 1.19 40 185 158 146 143 122 113 53.6 0.76 1.04 122 1 0.85 1.4 0.18 45 172 150 140 133 116 108 53.6 O.B8 1.15 1.33 1 0.95 1.4 0.16 50 179 154 143 1 139 120 ill 53.6 0.81 1.09 1.27 1 0.e5 1.4 0.18screwsfurring1.7.8 55 177 153 142,' 137 119 110 53.6 0.93 1.11 1.29 1 0.85 1.4 0.18 60 175 1$2 141 135 117 109 53.6 0.85 1.13 1.31 1 0.85 1.4 0.18 1OD 145 128 120 112 99 93 53.6 0.99 126 1.43 h>60 1 0.85 1.8 0.18 D-15 174 158 144 135 1 122 Ill 43.8 0.70 0.85 1.03 h560. 1- 0.65 1.4 0.18 20 174 154 140 135-----1"19 109 r13.8 0.70- 0.90 1.08.: 1 0.B5 1.4 0.78 HardiePanel® 5116 48 No. B X 1.25' long X 0.323' HD ribbed bugle head screws 8" O.C. into tuning only 2X4 wood or 20 ga. steel framing, 3/4" thick by 3.5' wide wood furring 1.7,a 16 25 174 150 138 135 116 107 43.8-` _ 0.70, 0.94 t.12 . 1 " 0.85 1.4 0.18 30 174 147 135 135 114 105 43.8 - 0.70 0.98 1.16 1 0.85 1.4 0.18 35 171 145 134 132 112 103 43.8 0.73 1.01 1.19 1 0.85 1.4 0.18 40 167 143 132 129 ill 102 43.8 0.76 1.D4 1.22 1 0.85 AA 0.18 45 164 141 131 127 109 101 43.8 0.79 1.07 1.25 1 o.85 1.4 0.18 50 162 140 129 125 108 100 43.8 0.81 1.09 1.27 1 0.85 1.4 0.18 55 160 138 128 124 107 99 43.8 0.93 1.11 1.29 1 OB5 1.4 0.18 60 158 137 127 122 106 99 1 3.8 0.85 1 1.13 1 1.31 1 10.1151 1.4 0.18 100 131 116 101 90 13.8 0.99 I 126 1.43 h>60 1 0.85 1.8 0.18 0-15 164 149 135 1 127 115 105 38.8 0.70 0.85 1.03 hs60flo.. 5 1.4 0.18 20 164 145 132 127 112 102 38.8 0.70 0.90 1.08 5 1.4 0.18 HardiePanel® 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 furring '•7•a 16 25 164 141 130 127 110 100 38.8 0.70 0.94 1.12 5 14 0.18 30 164 139 127 127 107 99 38.8 0.70 0.98 1.16 5 1.4 0.18 35 161 136 126 124 106 97 38.8 0.73 1.01 1.19 5 1.4 0.18 40 157 134 124 122 104 96 38.8 0.76 1.04 122 5 1.4 0.18 45 155 133 123 120 103 95 38.8 0.79 1.07 1.25 5 1.4 0.18 50 152 131 122 118 102 94 38.8 0.81 1.09 1.27 5 1.4 0.18 55 151 130 121 117 101 94 38.8 OA3 1.11 1.29 rl 0.85 1.4 0.18 60 149 129 120 115 100 93 38.8 O.e5 7.13 7.31 1 0.85 1.4 0.18 100 123 95 38.8 0.99 126 1.43 h>60 1 1 0.B5 1 1.8 0.1e 0-15 157 142 129 121 110 100 35.4 0.70 0.85 1.03 hs60 1 0.85 t 4 0.18 20 157 136 126 121 107 98 35.4 0,70 0.90 108 1 0.85 1.4 0.18 HardiePanel® 5/16 48 No. 8 X 1.25" long X 0.323" HD ribbed bugle head 12" O.C. into furring only 2X4 wood or 20 ga. steel framing, 3/4' thick by 3.5' wide wood furring 1as50 16 25 157 135 124 121 105 96 35.4 0.70 0.94 1.12 1 0.85 1.4 0.18 30 157 132 122 121 103 94 35.4 0.70 0.98 1.16 1 0.85 1.4 0.18 35 153 130 120 119 101 93 35.4 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 35.4 0.79 1.07 1.25 1 85 1.4 screws 146 125 116 113 97 90 35.4 0.81 1.09 127 1 7.4 0.1855144124115111968935.4 0.831.11129 1 65 86 1.4 0.18601421231I110958935.4 0.85 1.13 1.31 1 85 t.4 0.18 100 118 91 35.4 0.99 1.26 1.43 h>60 1 0.65 1.8 D.18 RONALD I. OGAWA ASSOCIATES, INC. 16635 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 T) 714-292-2602; (F) 714-847-4595 PROJECT: RIO-2689-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Allowable, Ultimate Allowable, Nominal Design Wind, Speed, Design Wind, Speed, e 4s 3-second gust mph) 3,-second gust mph) Applicable to methods specified in 12015 IBC, Applicable to methods 2017 FBC) Section specified in Exceptions 1 1609.1.1- as determined by through 3 of 120151BC, 12015 IBC, 2017 FBC) 2017 FBC) Section Figures 1609.3(1), (2), or 1609.1.1. 3). 1 1 Coefficients used in Table 6 calculations for V , Wind exposure category Wind exposure category Siding K, Product Minimum Thickness in.) VtFdth in.) Fastener Type Fastener Spatting in.) Frame Type Stud Spacing in.) Building Height"' A) B C D B C D Allowable Design Load psf) bye ExpC ExpD K„ I Ka GC, GC; 0-15 138 125 114 107 97 98 27.6 0,70 0.85 1.03 hs60 1 0.85 1.4 0.18 20 138 122 111 107 94 B6 27.6 0.70 0.90 1.08 1 0.85 14 0.18 HardiePanel® 5/16 48 No. B X 125" 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 +?.e 24 25 138 119 107 92 27.6 0.70 0.94 1.12 1 0.85 1.4 0.18 30 138 117 1 D7 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 B8 27.6 0.76 1.04 1.22 1 0.85 1.4 0.18 45 131 112 101 87 27.6 0.79 1.07 1.25 1 0.85 1.4 0.18 50 129 111 100 86 27.6 0.81 1.09 1.27 1 0-85 1.4 0.16 55 127 98 27.6 0.83 1.11 129 1 0.85 1.4 0.18 60 125 97 27.6 0.85 1.13 1.31 1 0.85 1.4 0.18 100 27.6 0.99 1.26 1.43 h>50 1 0.85 1.8 0.16 0-15 185 168 152 143 130 118 92 0.70 0.05 1.03 hs60 1 085 1.4 0.18 20 185 163 149 143 125 115 492 0.70 0.90 1.08 1 0.85 1.4 0.18 25 185 159 146 143 123 113 492 0.70 0.94 1.12 1 0.85 1.4 0.18 HardiePanel® 5116 48 0.090' shank X 215" 0. 1.5' longngx ring shank nail 6" O.C. into furring only 2X4 wood or 20 ga. steel framing, 3/4' thick by 3.5' wide wood furring +?,a 16 30 185 156 143 143 121 111 49.2 0.70 0.98 1.16 1 585 14 E. 88 35 181-- 154- 142-- 140- 119 - 110 49.2 -- 0.73 1.01 1.19 1 0.85 1.4 0.18 40 177- 951-- 140 137 - 117 108 49.2 0.76 1.04 112 1 0.85 1-4 0.18 45 174 150 138, 135 116- 107- 49.2 - 0.79- 1.07- 125- 1 0.85 1.4 0.18 50 172 148 137 133 115 105 492 0.81 1.09 117 1 O.BS 1.4 0.18 55 170 147 136 131 114 105 49.2 0.83 1.11 129 1 0.85 1-4 0.18 60 168 1 145 135 130 113 1115 A9.2 0.85 1.13 1.31 1 0-85 1.4 0.18 100 139 123 115 107 95 1 89 1 49.2 0.99 1.26 1.43 h>601 0-85 1-8 0.18 1. t-uning attachment to stmatimi framing members or attemative fumng width shall be designed by an engineer. 2. Building height = mean roof height (in feet) of a building, except that eave height shall be used for roof angle O less than or equal to 10• (2-12 roof slope). 3. V„ t = ultimate design wind speed. 4. V,, = nominal design wind speed 5. Linear interpolation of building height IS 60 ft) and wind speed is permitted. 6- Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3: K a=1, Ka=0.85, GCp 1.4 (hs60), GCp 1.8 (h>60), GC„=0.18. 7. Wood furring shall be preservative treated per AWPA 8. Wood furring shall be specific gravity of 0.42 or greater per AFPARJDS; or mad structural panel, conforming to DOC PS-1 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\ • 0 G... ^ I M t az 4 rt of Q g SS1011 ? PROJECT RIO-2686-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS COVER PAGE EVALUATION SUBJECT EVALUATION SCOPE EVALUATION PURPOSE REFERENCE REPORTS TEST RESULTS TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING -- TABLE 18, SHEAR VALUES DESIGN WIND LOAD PROCEDURES TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING LIMITATIONS OF USE PAGE 1 2 2 2 2 3 _ 3 V - 4 4 5 5 5 6-7 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 ova . FLOo k °P s s Egli e- JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com EVALUATION SUBJECT HardiePanel® Siding James Hardie Product Trade Names covered in this evaluation: HardiePanel® Siding, Cempanel® Siding, Prevail- Panel Siding EVALUATION SCOPE: ASCE 7-10 2017 Florida Building Code 2015 International Building Code® RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONOUIN STREET f1443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 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 3067913 (ASTM C1186) Material properties HardiePanel Siding 2. Ramtech Laboratories Report IC-1270-94 (ASTM E330) Transverse Load Test, 5/16" Thick by 48 inch wide HardiePanel 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, 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 5. Ramtech Laboratories, Report IC-1054-89 (ASTM E330) Transverse Load Test, 1/4" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 inches on centerwith a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 6. Ramtech Laboratories, Report IG1055-89 (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 11149-98/1554d (ASTM E330) Transverse Load Test, 1/4" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 and 24 inches on center with a ETBF 0.100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener 8. Ramtech Laboratories Report IC-1273-94 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fe wood studs spaced at 16 inches on center with a 6d common galvanized nail 9. Ramtech Laboratories Report IC-1274-94 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches on centerwith a 6d common galvanized nail 10. Ramtech Laboratories, Inc. Report 10868-97/1475 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on centerwith a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail 11. Ramtech Laboratories Report IC-1057-89 (ASTM E72) Racking ShearTest, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem-Firwood studs spaced at 16 and 24 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 12. Ramtech Laboratories Report 11284-99/1580 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hern-Fir wood studs spaced at 16 and 24 inches on centerwith a ET&F 0.100 in. knured shank X 1.5 in. long X 0.25 in. head diameter pin fastener OGA,q' _ STATE OF c p t 10; V 7 JAMES HARDIE BUILDING PRODUCTS, INC. 1-B88-542-7343 info@jameshardie.com TEST RESULTS: Table 1a, Results of Transverse Load Testing RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 Fastener Spacing in_) Allowable Frame Ultimate Design Thickness Width Spacing Perimeter Feld Load Load' Report Number Test Agency in.) in.) Frame Type in.) Supports Supports Fastener Type PSF) PSF) IC-1270-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 5 6 6d common 149 49.7 ICA270-94 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 1 48 1 2X4 wood Hem -Fir 24 1 4 4 6d common 143 47.7 10868-9711475 Ramtech0.3125 48 2X4 wood, SG Z 0.36 16 4 8 4d, 0.091 in. shank X 0.225 in. 9D 30.0 HD X 1. 5 in. long ring shank nail Min. No. 20 gauge X 3. 625 in. X Min. No 8 X 1 in. long X 0.323 in IC-1054-99 Ramtech 0.25 46 1.375 in metal stud 16 6 6 head diameter ribbed bugle 169.9 56.6 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 Min. No. 20 gauge X 3. 625 in. X ET&F 0.100 in. knuded shank X 11149-96/1554d Ramtech 0.3125 48 1.375 in metal stud 16 4 8 1.5 in. long X 0.25 in, head 170 56.7 diameter pin fastener Min. No. 20 gauge X 3.625 in. X ET&F 0. 100 in. knurled shank X A1149-98/1554d Ramtech 0.3125 48 1.375 in metal stud 24, - 4 8 1.5 in. long X.0.25 m head.--- 101 _' 33.7a diameter pin fastener - i. Ahowabie Load is me Unimaie Loaa dimes by a ractor of salety of 3. - 2. HardiePanel Siding complies with ASTM C1186, Standard Specification for Grade /l, Type A Non -asbestos Fiber -Cement Flat Sheets. Table 1 to Shear Values Allowable Loads In Pounds Per Lineal Foot for Panel Shear Walls 1.2 Fastener Spacing fin 1 Frame Ultimate Allowable Thickness Width Spacing Perimeter Field Load Load Report Number Test Agency in.) in.) Frame Type in.) Supports Supports Fastener Type pit) pit) IC-1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 603.8 201.3 IC-1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 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 1086B-97/1475 Ramtech 0.3125 48 2X4 wood, SG >_ 0.36 16 4 8 4d, 0.091 in. shank X 0.225 in. 695.4 198. 5 HD X 1.5 in. long ring shank nail Min. No. 20 gauge X 3.625 in. X Min. No 8 X 1 in. long X A.323 in IC-1057-89 Ramtech 0.25 48 1.375 in metal stud 16 & 24 6 6 head diameter ribbed bugle 990.0 123.8 head screw Min. No. 20 gauge X 3.625 in. X ET& F 0. 100 in. knurled shank X 11284 99/1580 Ramtech 0.3125 48 16 4 8 1.5 in. long X 0.25 in. head 1227.0 153.4 1.375 in metal stud 1 diameter pin fastener Min. No. 20gaugeX3.625 in. X ET&F 0. 100 in. knurled shank X 11284-99/1580 Ramtech 0.3125 48 1.375 in metal stud 24 4 8 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. +l 3. In the steel framed assemblies the allowable load is based on the average load at 1/8 inch net deflection. i`oif . 0GA INq e c/ ° m 0x, FL O R 10 ` '' ' ` V e s,oa// 1f! ff RONALD I. 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 info@jameshardie. 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 26.5-1A, Figure 26.5-18, and Figure 26.5-1C. For this analysis, to calculate the pressures in Tables 3, 4, and 5, the load combination will be in accordance with ASCE 7-10 Section 2.4 combining nominal loads using allowable stress design , load combination 7. Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure. Equation 1, q, 0.00256K, Kn Kd'V' (ref. ASCE 7-10 equation 30.3-1) q, , velocity pressure at height z K, , velocity pressure exposure coefficient evaluated at height z Kn , topographic factor Kd , wind directionality factor V basic wind speed (3-second gust MPH) as determined from [2015 IBC, 2017 FBC] Figures 1609.3(1), (2), or (3); ASCE 7-10 Figures 26.5-1A, B, or C Equation 2, V=V,m (ref. 20151BC & 2017 FBC Section 1602.1 definitions) Vw , ultimate design vend speeds (3-second gust MPH) determined from 12015 IBC, 2017 FBC] Figures 1609.3(1), (2), or (3); ASCE 7-10 Figures 26.5-1 A, 9, or C - - Equation 3, p=q,'(GCp GCP) (ref. ASCE 7-10 equation 30.6-1) GCP , product of external pressure coefficient and gust -effect factor GCP , product of internal pressure coefficient and gust -effect factor p , design pressure (PSF) for siding (allowable desgn load for siding) To determine design pressure, substitute q, into Equation 3, Equation 4, p=0.00256'K,'K'Kd'V„ n2•(GCP GCP) Allowable Stress Design, ASCE 7-10 Section 2.4.1, 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 Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, p.m = 0.6'[p] Equation 7, P .d = 0.6•[0.00256'K,'Kn'Kd'V,,"(GCp GCP)] Equation 7 is used to populate Table 3, 4, and 5. To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6, solve Equation 7 for V., Equation 8, V,l = (p. dW0.6'0.00256'K,'Kn'Kd'(GCp GCP))05 Applicable to methods specified in Exceptions 1 through 3 of j2015 IBC, 2017 F8C) Section 1609.1.1., to determine the allowable nominal design wind speed (Vasd) for Hardie Siding in Table 6, apply the conversion formula below, Equation 9, V, = V. ' (0.6)0'S (ref. 201518C & 2017 FBC Section 1609.3.1) V„d , Nominal design wind speed (3-second gust mph) (ref 2015 IBC & 2017 FBC Sectioq, j o2q`adso Table 2, Coefficients and Constants -used in Determining V and p, K, Wall Zone 5 Height (ft) Exp B Exp C Exp D K. Kd GC GC 0-15 0.7 0.a5 1.03 hs60 1 0.95 1.4 0.18 20 0.7 0.9 1.08 1 0.85 1.4 0.18 25 0.7 0.94 1.12 1 0.85 1.4 0.18 30 0.7 0.98 1.16 1 0.85 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 1.245 1 0.85 1.4 0.18 50 0.81 1.09 1.27 1 0.85 1.4 0.18 55 0.83 1.11 1.29 1 0.85 1.4 0.18 50 0.85 1.13 1.31 1 0.85 1.4 0.18 100 0.99 1.26 1 1A3 h 660 1 0.85 1.8 0.18 OGAW4 Y 7lo. 2 I I TAT C0RO •Cam ' 4A' RONALD I. 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 info@jameshardie.com Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B, Wind Speed 3-second gust 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (ft) B B B B B B B B B B B B B B 0-15 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.B 63.7 20 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 25 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 30 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 35 15.1 16.6 18.2 19.9 21.7 25.4 29.5 33.9 38.6 43.5 48.8 54.4 60.2 66.4 40 15.7 17.3 19.0 20.7 22.6 26.5 30.7 35.3 40.1 1 45.3 50.8 56.6 62.7 69.1 45 16.2 1 -17.9 19.6 21.4 23.3 27.4 1 -31.7 1 -36.4 1 -41.5 1 4" 1 52.5 1 -58.5 1 -64.8 71.4 50 16.7 18.4 20.2 22.1 24.1 28.2 32.7 37.6 42.8 48.3 54.1 60.3 66.8 73.7 55 17.1 18.9 20.7 22.6 24.7 28.9 33.6 38.5 43.8 49.5 55.5 61.8 68.5 75.5 60 1 . 19.3 21.2 23.2 25.2 29.6 34.4 39.5 9 50. 6.8 63.3 0.1 77.3 100 25.6 28.2 31.0 33.8 36.9 43.3 50.2 57.6 65.5 74.0 82.9 92.4 102.4 112.9 Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C, Wind Speed (3-second gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (ft) C C C C C C C C C C C C C C 0-15 17.5 19.3 21.2 23.2 25.2 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 77.3 20 18.6 20.5 22.5 24.6 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 81.9 25 19.4 21.4 23.5 25.6 27.9 32.8 38.0 43.6 49.6 56.D 62.8 70.0 77.6 85.5 30 20.2 22.3 24.5 26.7 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 89.2 35 20.8 23.0 25.2 27.6 30.0 35.2 40.8 46.9 53.3 602 67.5 752 83.3 91.9 40 21.5 23.7 26.0 28.4 30.9 36.3 42.0 48.3 54.9 62.0 69.5 77.4 85.8 94.6 45 22.0 24.2 26.6 29.1 31.6 37.1 1 43.1 49.4 56.2_ 63.5. - 71.2.-_-79.3 87.9 96.9 50 22 5 24.8 27.2 29.7 32.4 38.0 4.1 - - 50.6 57.6 - - 65.D- 72.9- 81.2- 89.9 99.2 55 22.9 25.2 27.7 30.3 33.0 38.7 44.9 51.5 58.6 66.2 74.2 82.7 91.6 101.0 60 23:3 25. 28.2 30.8 33.6 39.4 4 2. 9 - 77.4 -- 7 .5 94.1 93.2 102.8 100 32.6 35.9 39.4 43.1 46.9 55.0 63.8 73.3 83.4 94.1 105.5 117.6 130.3 143.6 Table 5, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D, Wind Speed(3-second gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (ft) D D D D D D D D D D D D D D 0-15 21.2 23.4 25.7 28.1 30.6 35.9 41.6 47.8 54.4 61.4 68.8 76.7 85.0 93.7 20 22.3 24.6 27.0 29.5 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 98.2 25 23.1 25.5 28.0 30.6 33.3 39.0 45.3 52.0 59.1 766.8 74.9 83.4 92.4 101.9 30 23.9 26.4 29.0 31.6 34.5 40.4 r46.9 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 40 252 27.7 30.5 33.3 36.2 42.5 49.3 1 -56.6 64.4 1 -72.7 81.5 90.9 100.7 111.0 45 25.7 28.3 31.1 34.0 37.0 43.4 50.3 57.8 65.7 74.2 83.2 92.7 102.7 113.3 50 26.2 28.9 31.7 34.6 37.7 44.3 51.3 67.1 75.7 84.9 94.6 104.8 115.5 55 26.6 29.3 32.2 35-2-38.3 45.0 52.2 58.9 59.9 68.1 76.9 86.2 96.1 106.4 117.4 60 2 .0 298 32- 357 389 45 3 60.8 69.2 78.1 87.6 97 6 7-0-8-1008.1 119.2 100 37.0 40.8 44.7 48.9 53.2 62.5 72.5 83.2 94.6 106.8 119.8 133.4 147.9 163.0 Tables 3, 4, and 5 are based on ASCE 7-10 and consistent with the 2015 IBC, 20151RC and the 2017 Florida Building Code 0jjjfjfffff'if' pGAWq ,% Y No 21 •.' '' St j%"-`•-•._.... ,. &fie y f ff: RONALD I. 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. ardie.com OGAWqno@jmesh1 Table 6, Allowable Wind Speed (mph) for HardiePanel Sidino (AnalvGca/ Method in ASCE 7-10 Chanter 30 C&C Part 1 and Parr 317 N L / •' i % 2015 IBC, 2017 FBC 2015 IBC, 2017 FBC a CTNU. J twSIN` Q q '• • ` j` yA{ r• • • " e 0} f O L i i 1</////i,f used in Table 6 calculations for V„K Allowable, Ultimate Design Wind, Speed, second gust mph) Allowable, Nominal Design Wind, Speed, 3-second gust mph) Applicable to methods specified in ] Sec IBC, 2017 FBC] Section 1609.1.1. as determined by Figures 1509.3(1), (2), or 3).Coefficients Applicable to methods specified in Exceptions 1 through 3 of [2015 IBC, 2017 FBC] Section 1609.1.1. Wind exposure category Wind exposure category Siding K Product Product Thickness inches) Width inches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) Building Height"" feet) B C D B C D Allowable Design Load PSF) Exp B Exp C Exp D K. Ka GC, GCp HardiePanel 5/16 48 6d common 6 2X4 wood Hem -Fir 16 0-15 186 168 153 144 130 118 49.7 0.7 0.85 1.03 hs60 1 0.95 1.4 0.18 20 186 164 149 144 127 116 49.7 0.7 0.9 1.08 1 0.85 1.4 0.18 25 186 160 147 144 124 114 49.7 0.7 0.94 1.12 1 0.85 1 4 0,18 30 186 157 144 144 121 112 49.7 0.7 0.98 1.16 1 0.115 1.4 0.19 35 182 154 142 141 120 110 t9.7 0.73 1.01 1.19 1 0.85 1.4 0.18 40 178 152 141 138 118 109 49.7 0.76 1.04 1.22 1.4 0.18 45 175 150 139 136 117 108 49.7 0.7a5 1.065 1.245 1.4 0.18 50 172 149 138 134 115 107 49.7 0.81 1.D9 127 F10.85 1.4 0.18 55 170 147 137 132 114 106 49.7 0.63 1.11 1.29 1.4 0.18 60 168 146 136 130 113 105 49.7 0.85 1.13 1.31 1.4 0.18 100 139 124 116 108 96 90 49.7 0.99 1.26 1.43 h>60 1 0.85 1.8 0.18 HardiePanelO 5/16 48 common 4 2X4 woad Hem -Fir 16 0.15 233 212 192 181 164 149 78.7 0.7 0.85 1.03 hs60 1 0.85 1.4 0.18 20 233 206 188 181 159 146 78.7 0.7 0.9 1.08 1 0.85 1.4 10.181 25 233 201 185 181 156 143 78.7 0.7 0.94 1.12 1 0.85 1-4 10.181 30 233 197 181 181 153 140 78.7 0.7 0.98 1.16 1 0.85 1.4 0.18 35 229 194 179 177 151 139 78.7 0.73 1.01 1.19 1 0.85 1.4 0.18 40 224 192 177 174 148 137 78.7 0.76 1.04 1.22 1 0.85 1.4 0.18 45 220 189 175 171 147 136 78.7 0.785 1.065 1245 1 0.85 1.4 0.18 50 217 187 173 168 145 134 78.7 0.81 1.09 127 1 0.85 1.4 0.18 55 214 185 172 166 144 133 78.7 0.83 1.11 1.29 1 0.85 1.4 0.18 60 212 184 171 164 142 132 78.7 0.65 1.13 1.31 1 0.85 1.4 0.18 100 1 175 155 146 136 120 113 78.7 0.99 1.26 1.43 h>60 1 0.85 1.8 0.18 HardiePaneK 5/16 48 common 6 2X4 wood Hem -Fir 24 0-15 147 134 121 114 103 94 31.3 0.7 0.85 1.03 hs50 1 0.85 1.4 0.18 20 147 130 119 114 101 92 31.3 0.7 0.9 1.08 1 0.85 1.4 0.18 25 147 127 116 114 98 90 31.3 0.7 0.94 1.12 1 0.85 1.4 0.18 30 147 124 114 114 96 89 31.3 0.7 0.98 1.16 1 0.85 1.4 0.18 35 144 123 113 112 95 87 31.3 0.73 1.01 1.19 1 0.95 1.4 0.18 40 141 121 112 109 94 86 31.3 0.76 1.D4 1.22 1 0.85 1.4 0.18 45 139 119 110 108 92 86 31.3 0.785 1.055 1245 1 0.8.5 7.4 0.18 50 137 118 106 91 31.3 0.81 1.D9 1.27 1 0.85 1.4 D.18 55 135 117 105 91 31.3 0.83 1.11 1.29 1 0.85 1.4 0.16 60 134 116 103 90 31.3 0.85 1.13 1.31 1 0.85 i 1.4 D.18 1 DO ill 86 31.3 0.99 126 1.43 h>50 1 0.85 1.8 0,18 HardiePanel® 5/16 48 6d common 4 2X4 wood Hem -Fir 24 0-15 182 165 150 141 128 116 47.7 0.7 D.65 1.03 h580 1 1 0.85 1.4 0.18 20 182 160 146 141 124 113 47.7 0.7 0.9 1.08 1 0.85 1.4 0.18 25 182 157 144 141 121 111 47.7 0.7 0.94 1.12 1 0.85 1.4 0.18 30 182 154 141 141 119 109 47.7 0.7 0.98 1.16 1 0.85 1.4 0.18 35 178 151 139 138 117 108 47.7 0.73 1.01 1.1s 1 0.85 1.4 0.18 40 174 149 138 135 11 6 107 47.7 0.76 1.D4 1.22 1 0.85 1.4 0.18 45 172 147 136 133 114 106 47.7 0.785 1.065 1245 1 0.85 1.4 0.18 50 169 146 135 131 113 105 47.7 0.81 1.D9 1.27 1 0.85. 1.4 0.18 55 IN 144 134 129 112 194 47.7 0.83 1.11 1.29 1 0.85 1.4 0.18 60 165 143 133 128 111 103 47.7 0.85 1.13 1.31 1 0.85 1.4 0.18 100 137 121 114 106 94 88 47.7 0.99 126 143 h>60 1 0.85 1.8 0.18 HardiePanel® 5/16 48 4d, 0.091 in. shank X 0.225 in. HD X 1.5 in. long ring shank nail 4 edge 8 field 2X4 wood SG20.36 16 0.15 144 131 119 112 101 92 30.0 0.7 0.85 1.03 hS60 11 1 0.85 1.4 0.18 20 144 127 116 112 98 90 30.0 0.7 0.9 1.08 1 0.85 1.4 0.18 25 144 124 114 112 96 88 30.0 0.7 0.94 1.12 1 0.85 1.4 0.18 30 144 122 112 112 94 87 30.0 0.7 0.98 1.16 1 0.85 1.4 0.18 35 141 120 ill 109 93 86 30.0 0.73 1.01 1.19 1 0.55 1.4 0.18 40 138 118 107 92 30.0 0.76 1.04 1.22 1 0.85 1.4 0.18 45 136 117 105 91 30.0 0.765 1.065 1.245 1 al15 1.4 0.18 50 134 116 104 89 30.0 0.81 1.D9 1.27 1 0.85 14 0.18 55 132 114 103 89 30.0 0.63 1.11 1.29 1 0.85 1.4 0.16 60 131 113 101 88 30.0 0.85j 1.13 1 1.31 10.851 1.4 0.16 100 30.0 0.99 1.25 1.43 h>60 1 0.85 1.8 0.16 RONALD I. 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 info@jameshardie.com 2015 IBC, 2017 FBC 2015 IBC, 2017 FBC Allowable, Ultimate Allowable, Nominal Design Wind, Speed, Design Wind, Speed, I,6 ViR 5,6 V.sa 3-second gust mph) 3-second gust mph) Applicable to methods specified in [2015 IBC, 2017 FBC] Section 1609.1.1. as determined by Figures 1609.3(1), (2), or 3). Applicable to methods specified in Exceptions 1 through 3 of [2015 IBC, 2017 FBC] Section1 1609,1.1. Coefficients used in Table 6 calculations for V,a Wind exposure category Wind exposure category Siding K, Product Product Thickness inches) Width inches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) Building aHeigh • feet) B C D B C D Allowable Design Load PSF) Exp B Exp c Exp D K, Ka I GC, GC,; 0-15 198 180 163 153 139 126 56.6 0.7 0.85 1.03 h560 1 0.E5 1.4 0.1E 20 198 175 159 153 135 123 56.6 0.7 0.9 1.08 1 0.85 1.4 0.18 HardiePanel® 114 48 Min. No 8 X 1 in. long X 0.323 in head diameter 6 Min. No. 20 ga. 33 mil) X 3.625 in. 16 25 198 171 157 153 132 121 56.6 0.7 0.94 1.12 1 0.85 1.4 0.18 30 198 167 154 153 130 119 56.6 0.7 0.98 1.16 1 0.85 1.4 0.18 35 194 165 152 150 128 118 56.6 0.73 1.01 1.19 1 0.85 1.4 0.18 40 19D 162 150 147 126 116 56.6 0.76 1.04 1.22 1 0.85 1.4 0.1E 45 187 161 148 145 124 115 56.6 0.785 1,065 1.245 1 0.85 1.4 0.18 ribbed X 1.375 50 184 159 147 143 123 114 56.6 0.81 1.09 1.27 1 0.85 1.4 0.18buglehead in metal stud 55 182 157 146 141 122 113 56.6 0.83 1.11 129 1 0.85 1.4 DAB screw' 60 1180 156 1.45 139 121 112 56.6 0.85 1.13 1.31 1 0.85 1.4 0.18 100 149':; e:=132 1243 115 1021` 96' 0.99 1.26 1.43 h>601]0.85 1.8 018 0-15 146 132 120 1 113 102. 93 30.6 -_ 0.7_ 0.85 - 1.03 hs60 1. 0.85 1.4 0.18 HardiePanel® 1/4 48 Min. No 8 X 1 in. long X 0.323 in head diameter 6 Min. No. 20 ga. 33 mil) X 3.625 in. 24 20 146 128 117 113 99 91 30.6 - 0.7 1 0.9 1.08 1 0.85 1.4 0.18 25 146 126 115 113 97 89 30.6 0.7 1 0.94 1.12 1 0.85 1.4 0.18 30 146 123 113 113 95 88 30.6 0.7 0.98 1,16 1 0.85 1.4 0.18 35 143 121 112 110 94 86 30.6 0.73 1.01 1.19 1 0.85 1.4 0.18 40 140 119 110 " 108 93 85 30.6 0.76 1.04 1.22 1 0.85 1.4 0.18 45 137 118 106 91 30.6 0.785 1.D55 1245 1 0.85 1.4 0.18 ribbed bugle head X 1.375 in metal Stud 50 135 117 105 90 30.6 0.81 1.09 1.27 1 0.86 1.4 0.18 55 134 116 104 90 30.6 0.83 1.11 1.29 1 0.85 1.4 0.18 SCreWt 60 132 115 102 89 30.6 0.. 1.13 1.31 1 0.85 1.4 0.18 1D0 30.5 0.99 1.26 1.43 h>60 1 0.85 1.8 0.18 HardiePanel® 5116 48 ET&F 0.100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener-2 4 edge 8 field Min. No. 20 ga. 33 mil) X 3.625 in. X 1.375 in metal stud 16 0-15 198 180 163 153 139 127 56.7 0.7 0.85 1.03 hs60 1 0.55 1.4 0.18 20 198 175 160 153 135 124 56.7 0.7 0.9 toe 1 0.a5 1.4 0.18 25 19B 171 157 153 132 121 56.7 0.7 0.94 1.12 1 0.85 1.4 0,18 30 198 167 154 153 130 119 55.7 0.7 0.98 1.15 1 0.85 1.4 0.18 35 194 165 152 150 128 118 56.7 0.73 1.01 1.19 1 o.B5 1.4 0.18 40 190 163 150 147 126 116 56.7 0.76 1.D4 1.22 1 0.85 1.4 0.18 45 187 161 149 145 124 115 56.7 0.785 1.065 1.245 1 0.85 1.4 0.18 50 184 159 147 143 123 114 56.7 0.81 1.09 1.27 1 0.85 1.4 0.18 55 182 157 146 141 122 113 56.7 0.83 1.11 1.29 1 0.a5 1.4 0.18 60 180 156 145 139 121 112 55.7 0.85 1.13 1.31 1 0.85 1.4 0.18 100 149 132 124 115 102 96 56.7 0.99 1.26 1.43 h160 1 0.85 1.8 0.18 HardiePanel® 5/16 48 ET&F 0.100 in. knurled shank X 1.5 in. long in. X head head diameter 4 edge B Held Min. No. 20 ga. 33 mil) X 3.625 in. X 1.375 in metal 24 0-15 153 139 126 118 107 98 33.7 0.7 0.85 1.03 hs60 1 0.85 1.4 0.18 20 153 135 123 118 104 95 33.7 0.7 0.9 1.08 1 o.a5 1.4 0.18 25 153 132 121 118 102 94 33.7 0.7 0.94 1.12 1 0.85 1.4 0.18 30 153 129 119 118 100 92 33.7 0.7 0.98 1.16 1 0.85 1.4 0.18 35 160 127 117 116 99 91 33.7 0.73 1.01 1.19 1 0.65 1.4 0.18 40 147 125 116 114 97 90 33.7 0.76 1.D4 122 1 0.85 1.4 0.18 45 144 124 115 112 96 89 33.7 0.7B5 1.D65 1.245 1 0.85 1.4 0.18 50 142 122 113 110 95 88 33.7 0.61 1.09 127 1 0.85 1.4 0.18 55 140 121 113 109 94 87 33.7 0.83 111 1.29 1 0.85 1.4 0.18 pin fastener2 stud 60 139 120 112 107 93- 87 33.7 0.85 1.13 1.31 1 0.85 1.4. 0.18 100 115 89 33.7 0.99 126 60 1 0.95 1.8 019 1. Screws shall penetrate the metal framing at least three full threads. 2. Knurled shank pins shall penetrate the metal framing at least 1/4 inch. 3. Building height = mean roof height (in feet) of a building, except that eave height shall be used for roof angle 0 less than or equal to 10' (2-12 roof 4. V,n = ultimate design wind speed 5. V, = nominal design wind speed 6. Linear interpolation of building height (s 60 ft) and wind speed is permitted. 7. Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3: Kn=1, K4=0.85, GCp -1.4 (Ns60)• GCp 1 LIMITATIONS OF USE: 1) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested. 2) In High Velocity Hurricane Zones (HVHZ) install per Miami -Dade County. Florida, NOA 17-0406.06 0GAK/Q'' vt4U. Is, seis 1% FT D Florida Building Code Online Page 1 of 2 0 E , 8CIS Home Log In j User Registration j Hot Topics Submit Surcharge Stats & Facts j Publications j Contact Us BCIS Site Map ( Links j Search Ofia Approval ProductUSER: Public User a: ac^rszM, Product Approval Menu > Product or Application Search > Application List > Application Detail v f ;iW FL # FL16544-R3 d6g93.0+, 3Application Type Affirmation 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 Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code I Alpha Aluminum, Inc. 1710 Premier Row Orlando, FL 32809 407)509- 2008 alphaaluminuminc@yahoo.com Luis Lomas rllomas@lrlomaspe.com Panel Walls Soffits Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 01 Evaluation Report - Hardcopy Received Luis R. Lomas PE-62514 Keystone Certifications, Inc. 07/30/ 2023 Steven M. Urich, PE Validation Checklist - Hardcopy Received FL16544 R3 COI FLCOI.Ddf Standard Year ASTM E330 2002 RiI affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity 0Yes C No 0 N/A https://www. floridabuilding.org/pr/pr_app_dtl. aspx?param=wGEVXQNvtDgvgqu2w%2b... 11 /15/2018 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products FL16544 R3 COC FL16544-R3-COMP.odf Method 1 Option D 01/12/2018 01/12/2018 01/14/2018 FL # Model, Number or Name Description 16544.1 Alpha Aluminum Solid & Vented Alpha Aluminum Solid & Vented Aluminum Soffit/ CMU & Aluminum Soffit/ CMU & Wood Wood Limits of Use Installation Instructions Approved for use in HVHZ: No FL16544 R3 II 08-02198A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO INSTALLATION INSTRUCTIONS FOR FL16544 R3 AE 512914A.pdf DESIGN PRESSURE RATINGS. Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement Accessibility Statement ::,Refund Statement -- - Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail: If you have any questions; please -contact -850AS7:1395. *Pursuant to Section 455.275--- - _ 1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: Credit Card Safe https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvgqu2w%2b... 11 / 15/2018 3 23/32" REVISIONS 9/32" REV DESCRIPTION DATE APPROVED 9 32" 1 /8" A REVISED DIMENSIONS AND MATERIAL GRADE 11/13/14 1 R.L. 0010 1 000 0 0 0 aaa aoo 16 5/8" 4 9/32" — 7/8" 4 9/32" 7/8" 1 /2 II 3/4" 16" ALUMINUM SOFFIT- SOLID AND VENTED of 3105 H28 ALUMINUM.012" THICK VENTED VERSION VENTED AREA: 20.25IN21LINEAR FOOT DESIGN PRESSURE RATING IMPACT RATING 54.2PSF NONE WHEN INSTALLED IN 12" OVERHANG DESIGN PRESSURE RATING IMPACT RATING 38.4PSF NONE WHEN INSTALLED IN 16" OVERHANG DESIGN PRESSURE RATING IMPACT RATING 31.1 PSF NONE WHEN INSTALLED IN 24" OVERHANG 1/2" TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 PROFILES AND NOTES 2 - 3 INSTALLATION DETAILS AND COMPONENTS 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. 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. FRAME MATERIAL: COLD ROLLED FORM ALUMINUM 3105-1-28. 5. FOR ANCHORING INTO WOOD FRAMING OR 2X DUCK USE 1 3/4" TRIM PAINTED STAINLESS STEEL NAILS WITH 1/4" HEAD DIAMETER, 3/4"Xi/4" CROWN OR 3/8"X3/8" STAPLES. REFER TO DETAILS A, B, C, AND E FOR MINIMUM EMBEDMENT AND SPACING. 6. FOR ANCHORING INTO MASONRY/CONCRETE USE .097" DIAMETER T NAILS OR STUB NAILS REFER TO DETAIL D FOR MINIMUM EMBEDMENT AND SPACING. 7. ALL FASTENERS TO BE CORROSION RESISTANT. 8. 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). SIGNED: 1211112014 ALPHAo R11L0PREMIERROW 9s ORLANDO, FL 32809 CENs 0PROFILES 16" ALUMINUM SOFFIT AND NOTES 41TAT OF -'o, i 0' OFS'c.CORIOp: DRAWN: DWG NO. REV OS EGALE98TAii/s/11NALSONTSGATE08/05/13 1 OF 3 ITEM NO.: I PART NUMBER DESCRIPTION MANUFACTURER MATERIAL 1 SOFFIT ALPHAALUMtNUMINC ALUMINLIM3105-H28 2 FCHANNEL IALPHA ALUMINUM INC ALUMINUM3105-1-128 FRAME BUILDING BY OTHERS SEE `v DETAILS A, B AND C SHEET 3 12" OVERHANG 12" OVERHANG INSTALLATION DETAIL 3/4" 1 5/16" L - t/2" O F CHANNEL 3104-H28 ALUMINUM .012" THICK FRAME BUILDING BY OTHERS SEE L SEE `--ul SEE - DEAIL E DETAILS DETAIL E SHEET 3 A, B AND C SHEET 3 SHEET 3 6" OVERHANG 16" OVERHANG INSTALLATION DETAIL REVISIONS DESCRIPTION I DATE I APPROVED REVISED DIMENSIONS AND MATERIAL GRADE 1 11/13/14 1 R.L. FRAME BUILDING BY OTHERS EXTERIOR 1 X FURRING SEE 1 STRIP SEE DETAILS DETAIL E A, B AND C SHEET 3 SHEET 3 SEE DETAIL D SHEEP 3 12" MAX O.C. 24" OVERHANG 24" OVERHANG INSTALLATION DETAIL ALPHA ALUMINUM INC. 1710 PREMIER ROW ORLANDO, FL 32809 16" ALUMINUM SOFFIT INSTALLATION DETAILS DRAWN: DWG NO. V.L. 08-02198 SCALE NTS I DATE 08/05/13 1 SHEET OF 3 SIGNED: 1211112014 1 1 /4" MIN EMBEDMENT 1 3/4" TRIM PAINTED SS NAIL W/l/4" HEAD DIAMETER LOCATED 24" MAX O.C. I I DETAIL A WOOD FRAMING INSTALLATION W/ F CHANNEL AND NAILS 3/8" MIN EDGE DISTANCE 3/4"X1/4" CROWN STAPLES LOCATED 24" MAX O.C. IN DIAMOND PATTERN WOOD FRAMING INSTALLATION W/ F CHANNEL AND STAPLES 5/11" MIN EMBEDMENT T NAIL OR STUB NAIL 097" DIAMETER LOCATED 24" MAX O.C. b i 3/8" MIN a . EDGE DISTANCE J 1 DETAIL C 2 MASONRY/CONCRETEMASONRYICONCRETE INSTALLATION W/ F CHANNEL AND NAILS V UHhUI VU J I F11Y IIVJ 1 ALLA I IUIV 24" OVERHANG 3/8" BETWEEN STAPLES 3/8" BETWEEN STAPLES DETAIL F STAPLE DIAMOND PATTERN REVISIONS DESCRIPTION DATE APPROVED REVISED DIMENSIONS AND MATERIAL GRADE 11/13/14 1 R.L. FASCIA TRIM 1 3/4" TRIM PAINTED SS NAIL W/l/4" HEAD DIAMETER 1) PER PANEL MIN 3/4"X1/4" CROWN STAPLE EMBEDMENT, 1) PER PANEL 3/4"X1/4" CROWN STAPLE OR 3/8"X3/8" STAPLE LOCATE (1) AT EACH GROOVE 1 1/4" FASCIA LIP 1 3/4" TRIM PAINTED SS NAIL 3/8" MIN W/l/4" HEAD DIAMETER EDGE DISTANCE LOCATED 24" MAX O.C. DETAIL E WOOD FRAMING INSTALLATION FASCIA SIDE SIGNED: 1211112014 ALPHAo NCPREMIERUOW ra P, to1/(/// 9JiiORLANDO, FL 32809 s •GENS 0, &5116" ALUMINUM SOFFIT INSTALLATION DETAILS 0•;• ST((ATE OF ;\ DRAWN: DWG NO. REV V. L. 08 021380E A AL1` SKITScaENTSDATE08/05/13 3 Florida Building Code Online Page 1 of 3 BCIS Home Log In User Registration ! Hot Topics Submit Surcharge Stats & Facts ;. Publications ? FBC Staff BCIS Site Map 1 Links Search Ap%d pr g' Product Approval I,i ,-USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL7006-R10 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 IKO Industries, Ltd Address/Phone/Email 40 Hansen Road South Brampton, NON -US L6W 3H4 708)496-2800 Ext200 rmetzOO1@tampabay.rr.com Authorized Signature Robert Metz rmetz001@tampabay.rr.com - — Technical Representative Bob Metz Address/Phone/Email REMCO of Pinellas 456 Avila Circle NE Saint Petersburg, FL 33703 727) 776-5261 rmetzOO1@tampabay.rr.com Quality Assurance Representative Don Shaw Address/Phone/Email IKO Industries LTD 120 Hay Rd. Wilmington, DE 19808 717) 579-6706 don.shaw@iko.com Category Roofing Subcategory Asphalt Shingles Compliance Method Certification Mark or Listing Certification Agency FM Approvals - CER Validated By Locke Bowden Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ASTM D3161 modified to 110 mph 2016 ASTM D3462 2010 ASTM D7158 Class H 2O11 ASTM E108 2011 Equivalence of Product Standards Certified By Q https://www.floridabuilding.orc,/pr/Pr app dtl.aspx?param=wGEVXQwtDqse7mYBd2b3K... 2/6/2018 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 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 R10 C CAC Letter - ASTM D3161 letter - (9-26- 2017) from FM.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26- 2017).PdfDesignPressure: N/A Other: FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26- 2017).pdf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R10 II IKO-187-02-01 Letter - Installation Instructions for FBC FL7006.1)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 FL7006 R10 C CAC ASTM D 3462 - Shingle letter Surveillance Audit Location - (6-28-2017).pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-26- 2017) from FM.pdfDesignPressure: N/A Other: FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26- 2017).pdf FL7006 R10 C CAC Letter - ASTKE108 letter - (9-26- 2017M)df Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R10 II Hip and Ridge Cap Shingle Installation Instructions.pdf FL7006 R10 II IKO-187-02-01 Letter - Installation InstruCions for FBC FL7006.pdf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.3 Plus Asphalt Shingle One piece fiberglass asphalt shingle used as a starter strip atFenr,Edge trip the bottom of a roof system manufactured in Brampton and Hawkesbury, Ontario plants Limits of Use Certification Agency Certificate Approved for use -n-HVHZ: Yes FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-26- 2017) from FM.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26- 2017).odfDesignPressure: N/A Other: FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26- 2017).pdf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R10 II IKO-187-02-01 Letter - Installation Instructions for FBC FL7006.pdf FL7006 R10 II Roofing -Products- Lead ino- Edge-Plus- Apol ication-EN (l ). pdf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: https:// www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3 K... 2/6/2018 Florida Building Code Online Page 3 of 3 7006.4 I I Marathon Plus AR, Superglass Plus 3 tab fiberglass asphalt shingle manufactured at IKO's AR Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.; Sylacauga, AL and Kanakakee, IL plants Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Certification Agency Certificate FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-26- 2017) from FM.pdf FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26- 2017).pdf FL7006 R10 C CAC Letter - ASTM E108 letter _(9-26- 2017).odf Quality Assurance Contract Expiration Date 12/20/2020 Installation Instructions FL7006 R10 II IKO-187-02-01 Letter - Installation Instructions for FBC FL7006.pdf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32322 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: -- - - . Safe; ii .(fl len y https ://www. floridabuilding. org/pr/pr_app_dtl.aspx?param=WGEVXQwtDgse7mYBd2b3 K... 2/6/2018 L • October 27, 2017 IKO Industries, Ltd 120 Hay Rd. Wilmington, DE 19809 Re: FBC FL7006 Sir(s), PRI Construction Materials Technologies has completed a technical review and attached sealed shingle instructions in compliance the 2017 Florida Building Code. This review was completed based on the receipt of following evidence from IKO Industries, Ltd: 1) IKO Shingle Application Instructions —3-Tab Shingles EN-3Tab_Appins_8AGXEFS-2012-11_reformatted 2013-02-rev07/13-Florida) 2) IKO Laminated Shingles Application Instructions EN-Laminated_Appins-8TTEFS-2012-04_reformatted 2013-02-rev07/13-Florida) 3) IKO Hip and Ridge 12 Application Instructions EN-HipandRidge 12_3HRTri-2013-08_reformatted 2013-08) 4) IKO Leading Edge Plus Shingle Application Instructions EN- 3LEP-Tri-2012-06—reformatted 2013-03) 5) ASTM D3161 Test Report (FM Approvals Project No. 3040947) The attached instructions should be used in conjunction with the published manufacturer's application instructions and applicable code. In the event the instructions conflict, these instructions shall govern. Statement of Independence: PRI Construction Materials Technologies and/or Duc T. Nguyen, FL P.E. do not have nor plan to acquire a financial interest in any company manufacturing or distributing products for which the test reports are issued. Signed: Signed: Brad Grzybo ski Managing Director Date: October 27, 2017 Date Attachments: A) IKO Shingle Application Instructions - 3-Tab B) IKO Laminated Shingles Application Instructions C) IKO Hip and Ridge 12 Application Instructions D) IKO Leading Edge Plus Application Instructions IKO- 187-02-01 Duc T.,Nciuyen " Florida RegPSTemed-Professional E gerP. E. Number: 65034 October 27, 2017 PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: matedalstesfing@pricmtcom WebSite: http:/Aw.w.pricmt.com IKO Installation Instructions for Asphalt Shingles Page 2 of 5 IKO Shingle Application Instructions — 3-Tab Shingles ASTM D3161, Class F — IKO Marathon 25 AR and CRC Superglass M25AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2017 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4".into boards.. Use 4 nails per shingle placed 6-1/8" above the butt edge, approx. 1" and 13" from each end and 1/2" above each cutout. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots -of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-5/8". NAILS STEEP SLOPES Mm SEALING STRtP ! - -'• - - - ` •~ - i f f f f f fl NAILS DO NOT NAIL INTO OR ABOVE THE SEALING STRIP PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: matedalstesting@pricmt.com WebSite: http:/Avww.pfcmt.com I KO Installation Instructions for Asphalt Shingles Page 3 of 5 IKO Laminated Shingles Application Instructions ASTM D3161, Class F — Cambridge, Cambridge HD, and CRC Biltmore AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2017 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. Forareas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads; long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed in the nail line 7-3/8" below the top edge, approx. 1" and 13" in from each end. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-7/8". 631, NAILING - STEEP SLOPES APPLICATION Use six nails as shovni. NAIL LINE _ PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE. PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5540 e-mail: materialstesting@pricmt.com WebSite: http:/Akww.pdcmt.com IKO Installation Instructions for Asphalt Shingles Page 4 of 5 IKO Hip and Ridge 12 Application Instructions ASTM D3161, Class F — IKO Hip and Ridge 12) NOTE: THESE INSTRUCTIONS SHALL BE USED IN 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. THEY ARE DESIGNED FOR USE AS HIP AND RIDGE SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POOR APPLICATION OR FAILURE TO PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW ALLAPPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS. TAPER CUT PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: matedalstesting@pdcmt.com WebSite: http:/Mnw+.pdcmt.com IKO Installation Instructions for Asphalt Shingles Page 5 of 5 IKO Leading Edge Plus Application Instructions ASTM D3161, Class F — IKO Leading Edge Plus) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. 1. Apply any underlayment, eave protection, valley flashings, or drip edges to roof deck as required. 2. Each 39 3/8" x 13 1/4" (1000 mm x 336 mm) IKO Leading Edge Plus strip is perforated lengthwise for separation into two (2) shingles. Take one IKO Leading Edge Plus strip and fold flat at perforation to separate. 3. Take one of the separated shingles 39 3/8" x 6 5/8" (1000 mm x 168 mm) and remove approximately 20"(500 mm). Install this shingle on the lower left corner of the roof deck, granule side up, with the factory installed sealant adjacent to the eaves. The shingle should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge and 1" (25 mm) in from each end. 4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge with the factory installed sealant adjacent to the outer edge of the roof. The shingle should overhang the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners located 3" to 4" (75 mm to 100 mm) from the rake edge and 1 (25 mm) in from each end. 5. Repeat Steps 3 — 4 for the right lower corner of the roof deck. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4" (20 mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm) from the eave edge and approximately 1" and 13" (25 mm and 330 mm) in from each end. 6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingles to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge, 4 nails per shingle. 7. Apply roof shingles as per the instructions printed on each product's package. Make certain the first course of field shingle lies flush with the edges of the fastened IKO Leading Edge Plus. In this way, the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and help keep them from lifting in high winds. FRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: materialstesbng@pricmLcom WebSite: hap:/ wimpricmt.com Florida Building Code Online Page 1 of 2 i BCIS Home Log In !. User Registration I Hot Topics = Submit Surcharge Stats & Facts Publications ; FBC Staff BCIS Site Map Links Search lipdb, Product Approval sq.".USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # 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 InterWrap, Inc. 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Eduardo Lozano elozano@interwrap.com— --- Eduardo Lozano 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap.com Category Roofing Subcategory Underlayments 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 Robert Nieminen 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 FL15216 R3 COI 2017 01 COI Nieminen.odf Standard Year ASTM D1970 (tear) 2015 ASTM D226 (physicals) 2009 https://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgv3yVVKJZ 1 Q... 2/6/2018 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products I I Method 1 Option D 10/10/2017 10/11/2017 10/15/2017 12/12/2017 FL # Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use in HVHZ: No FL15216 R3 II 2017 10 FINAL ER INTERWRAP RHINOROOF FL15216- R3.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nieminen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation Reports FL15216 R3 AE 2017 10 FINAAL ER INTERWRAP RHINOROOF FL15216- R3.Ddf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: ligpl c.,i https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ IQ... 2/6/2018 EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada 551) 574-2939 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #t9503 353 CHRISTIAN STREET, UNIT#13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-R3 FL15216-R3 Date of Issuance: 02/17/2012 Revision 3: 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 Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 6th Edition (2017) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. - 4 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced 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 or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle, ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity I ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report 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 Evaluation Report consists of pages 1 through 3. Prepared by: i D- iLL Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.E. on 10/10/2017. This does not serve as an electronically signed document. CERTIFICATION OF INDEPENDENCE: 1. Trinity lERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing 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. 5. This is a building code evaluation. Neither Trinity lERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITY ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the following sections of the 6th 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 1507.1.1, T1507.1.1 1507.1.1 3. REFERENCES: Enti ITS (TST1509) ITS(TST1509) ITS(TST1509) PRI(TST5878) ITS (QUA1673) 4. PRODUCT DESCRIPTION: Properties Standard Unrolling, Breaking Strength, Pliability ASTM D226 Tear Strength ASTM D1970 Examination Reference Physical Properties 100539395COQ-006 Physical Properties 100539395COQ-002 Physical Properties 100539395CDQ-006 ASTM D1970; Tear strength OCF-330-02-02 Quality Control = Service Confirmation Year 2009 2015 Date 10/27/2011 10/27/2011 03/14/2014 10/03/2017 09/30/2017 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment available 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. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in FBC HVHZ jurisdictions. 5.3 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. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval 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: ROOF COVER OPTIONS,' x Asphalt Wood Shakes Slate or Underlayment Shingles Nail -On Tile Foam -On Tile Metal & Shingles Simulated Slate RhinoRoof U20 Yes WzNo Yes Yes Noy 5.6 Exposure Limitations: RhinoRoof U20 shall not be left exposed for longer than 30-days after installation. Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-R3 Certificate of Authori2ation #9503 6" EDITION (2017) FBC NON-HVHZ EVALUATION FL15216-R3 RhinoRoof Underlayments Revision 3: 10/10/2017 Page 2 of 3 IT` ERD 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation 6.3.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-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. 6.3.2 Single Laver; Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lapconfigurations and/or the use of sealant urfder,certam conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6. 4.3 Double Laver; 2:12 < Roof Slope < 4:12: End ( vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place 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 a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Qingdao, China 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc. — QUA1673; (608) 836-4400 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R3 Certificate of Authorization #9503 6T" EDITION (2017) FBC NON-HVHZ EVALUATION FL15216-R3 RhinoRoof Underlayments Revision 3: 10/10/2017 Page 3 of 3 s ' too,wr u; RhinoRoof® U20 Installation Instructions RhinoRoof' U20 is an air, water and vapor barrier and therefore must be installed above a properly ventilated space(s). Follow ALL building codes applicable to your geographical region and structure type as it is considered a vapor barrier. DECK PREP: Protrusions from the deck area must be removed and decks shall have no voids, damaged or unsupported areas. Deck surface should be free of debris, dry and moisture free. USE: RhinoRoof® U20 must be covered by primary roofing within 60 days of application. U20 is designed for use under; asphalt or synthetic shingles, metal in residential applications, and cedar shakes that have been primed. APPLICATION: For slopes from 4:12 and higher RhinoRoof® U20 is to be laid out horizontally (parallel) to the eave with the printed side up. Horizontal laps should be 4" and Vertical laps should be 6"and anchored approximately 1 " 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 is not recommended for slopes less than 2:12. The use of roofing hammer, pneumatic air or gas driven fastener tools is acceptable. The use of straight edge cutting knives is recommended. FASTENERS: For same day coverage with primary roofing RhinoRoof° U20 can be anchored with corrosive resistant 3/8" head x 1 " leg roofing nails (ring shank preferred, smooth leg acceptable). The use of every other anchoring location printed on the product is also acceptable. If U20 will be left exposed for up to 60 days the product must be anchored with 1 " plastic or metal cap smooth or ring shank roofing nails and anchored in all locations printed on the facer. DO NOT USE STAPLES: the use of staples to penetrate RhinoRoof® U20 will void warranty. ANCHORING: All anchoring nails must be flush, 90 degrees to the roof deck, and tight with the underlayment surface and the structural roof deck. Where seams and joints require sealant or adhesive use a low solvent plastic roofing cement meeting ASTM D-4586 Type 1, or Federal Spec SS-153 Type 1 such as Karnak, Henry, DAP, MB, Geocel or equivalent. Acceptable alternatives are butyl rubber, urethane, and EDPM based caulk or tape sealant. EXTENDED EXPOSURE: If RhinoRoof® U20 product will be exposed longer than 24 hours and up to 60 days then product must be attached to the structural roof deck using a minimum 1 " diameter plastic or metal cap roofing nails (ring shank preferred but smooth leg acceptable). Miami Dade approved tin tags/metal caps are also acceptable, and it is recommended 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 be used between the laps or a peel and stick tape could be applied to the overlaps. CAUTION - READ GOOD SAFETY PRACTICES BELOW Good safety practices should be followed on steep 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 varywith surface conditions from debris that accumulates, weather, footwear and roof pitch. Failure to use proper safety gear can result in serious injury. Depending on roof pitch and surface conditions, blocking may be required to support materials on the roof and is good safety practice. Remember to seal the nail holes after removing blocking. InterWrap® Roofing Products Division Charleston, SC a Vancouver, BC • Mission, BC • Montreal, QCaQ Web: www.InterWrap.com/roofing I E-mail: info@interwrap.com qT Toll Free: 888 713 7663 1 Tel: 778 945 2888 Florida Building Code Online Page 1 of 2 Product Approval USER: Public User Product Aooroval Menu > Product or Aoofication Search > Application List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email lAuthorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method FL16994-R5 Revision 2017 Approved Southeastern Metals Mfg. Co. 11801 Industry Drive Jacksonville, FL 32218 904) 696-4682 jhkelsey@semetals.com Jeremy Kelsey jhkelsey@semetals.com Roofing Roofing Accessories that are an Integral Part of the Roofing System Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer i ' Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity LIL LLC Quality Assurance Contract Expiration Date 12/20/2020 Validated By Locke Bowden W. Validation Checklist - Hardcopy Received Certificate of Independence FL16994 R5 COI SEM14001 5a 2017 FBC Eval Report Off -Ridge Vent final.pdf 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://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvBwYu9TrZN... 2/6/2018 Florida Building Code Online Page 2 of 2 Date Submitted Date Validated Date Pending FBC Approval Date Approved Summnry of P—rl—f-c 09/26/2017 10/10/2017 10/15/2017 12/12/2017 FL # 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 FL16994 R5 II SEM14001.5a 2017 FBC Eval Report Off - Ridge Vent final.pdfApprovedforuseoutsideHVHZ: Yes 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 FL16994 R5 AE SEM14001.5a 2017 FBC Eva] Report Off - Ridge Vent finaLDdf Created by Independent Third Party: Yes 16994.2 Tile Off Ridge Vent 4-ft, 6-ft, and 8-ft off ridge vents for use with clay or concrete tile Limits of Use Installation Instructions Approved for use in HVHZ: No FL16994 R5 II SEM14001.5b 2017 FBC Eval Report Tile Roof Vent final.odfApprovedforuseoutsideHVHZ: 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 FL16994 R5 AE SEM14001.5b 2017 FBC Eval Report Tile Roof Vent final.pdf - - Created by Independent Third Party: Yes Back Ne 0 Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487. 1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: v+sc' r https://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvBwYu9TrZN... 2/6/2018 Certificate of Authorization No. 29824 R E E K17520 Edinburgh Dr 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 http://www.semetals.com Manufacturing Plant: Jacksonville, FL Quality Assurance: UL LLC (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 Entity Report No. PRI Construction Materials Technologies (TST5878) SEM-029-02-01 PRI Construction Materials Technologies (TST5878) SEM-031-02-01 Zachary R. Priest, P.E. (CREEK Technical Services) SEM14003 PRODUCT DESCRIPTION Standard Year ASTM E 330 2014-- ASTM E 330 2014 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. Off Ridge Vent TECHNICAL SERVICES, LLC PRODUCT APPLICATION Deck Type: Minimum 7/16-inch APA span rated OSB sheathing or 15/32-inch APA span rated plywood sheathing for new and existing roof deck (Deck shall be designed by others in accordance with FBC requirements). Roof slope: Minimum 2:12 Installation Height: Maximum 33-ft Roof Cut -Out: 2.5-inch wide x 42-inch opening for the nominal 4-ft vent 2.5-inch wide x 66-inch opening for the nominal 6-ft vent 2.5-inch wide x 90-inch opening for the nominal 8-ft vent Attachment Method: Cut-out opening as prescribed above into the sheathing located a minimum 6-inch off the ridge. For a single vent, install the vent as close to the center of the 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 prior to placing vent. Apply ASTM D 4586 or ASTM D 3409, Type I roofing cement/mastic to the underside of the perimeter flange to continuously surround and seal the flange. Position the vent over the opening in the .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 o.c. along all four sides of the vent. All loosened shingles shall be adhered down with roof cement/mastic. When nails are used to attach the vent, all penetrations through the vent flange shall be sealed using ASTM D 4586 or ASTM D 3409, Type I roofing cement/mastic. Allowable Roof Coverings: Asphalt shingles Maximum Design -13.5 psf for 4-ft and 6-ft vents Pressure -18 psf for 8-ft vent Pressures calculated using 2:1 margin of safety per 1504.9 SEM14001.5a FL16994-R5 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Southeastern Metals Manufacturing Co., Inc. CREEK Off Ridge Vent TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is outside the scope of this evaluation. 2) This report is not for use in the HVHZ. 3) The roof deck and deck attachment shall be designed by others in accordance with the FBC. 4) SEMCO vents shall be installed in strict compliance with this evaluation report and the manufacturer's published installation instructions. In the event of conflict, the more restrictive installation shall be enforced. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion prior to installation. 6) Installation of the roof assembly is outside the scope of this evaluation. 7) SEMCO vents are intended to provide passive ventilation for an enclosed attic in residential construction applications 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 6t' Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer. iticttr iu>> R. P''`i G?.•- • • ,Rid% No 74021 rc O: STATE OF •:441 1,111111111010 CERTIFICATION OF INDEPENDENCE 2017.10.10 10:29:43 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 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. END OF REPORT SEM14001.5a FL16994-R5 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MIAMI•DADE DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA Southeastern Metals Manufacturing Company, Inc. 11801 Industry Drive Jacksonville, FL 32218 SCOPE: MI.AMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474 T (786)315-2590 F (786) 315-2599 www.miamidade.gov/econonn 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 1 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 1 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-'/z" 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 PRI Asphalt Technologies, Inc. APPROVED APPLICATIONS: Deck Type: Wood Test Identifier - Test Name/Report Date - TAS 100 SEM-002-02-01 08/14/03 ICC-ES AC132 SEM-027-02-01 01/07/14 Deck Description: 15/ 32" or greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roofs Cutout: Mark a 3'/z" 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. 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-'/4" galvanized ring shank roofing nails spaced approx. 8" o.c. and I" from the outside edge of the flange. Use a minimum of 18 nails per vent. Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings herein). Net Free Area: 99 square inches. NOA No.: 13-0814.08 Expiration Date: 04/15/19 Approval Date: 01/23/14 Page 2 of 3 LIMITATIONS: 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. zn 4. Weather Vent shall not be installed on roof mean heights greater than 33 feet. 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9N-3 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: e M1AM1 t3ADE COUNTY se rrLl E DRAWINGS ROOF FLANGE NAIL PLACEMENT END OF THIS ACCEPTANCE NOA No.: 13-0814.08 Expiration Date: 04/15/19 Approval Date: 01/23/14 Page 3 of 3 Client: Park Square Homes UES Technician: Caleb Radcliff 5200 Vineland Road Suite 200 Orlando, FL 32811 LDate Tested: 03/04/2019 Project: Wyndham Preserve, House Lot Testing East Lake Mary Boulevard & Brisson Avenue South, Sanford, Seminole County, FL 32773 11"tAreaTested: Lot 86 Tyne of Test; Material: Native Field: ASTM D-2937 Drive Cylinder Method Reference Datum: 0 = Bottom of Footing Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range aximumptimum Density.,. pcf) Moisture Field Dry Density pcf) Field Moisture Soil Compaction Native Depth inch) Pass or Fail 6 West Footing 0-1 ft 106.8 10"6 ' 111.7 9.0 105 N/A Pas! 7: South Footing 1-2 ft 106.8 10.6 110.2 9.7 103 N/A Pas! 8 ` rEast Footing 1-2 ft 106.8 10.6 109.6 9.8 103 N/A Pas! 9 Northeast corner (TOF) 1-2 ft 106.8 10.6 111.0 9.7 104 N/A Pas; 10 Southwest corner-(TOF) 2-3 ft 106.8 10.6 108.4 10.4 101 N/A Pas! Remarks: 2659 Maple Way TOF)=Top Of Fill Tn na.{oh l:nh m..{..o/ nm{ten}:nn {n I {hn -4 ..tee. 11 . —#n -- -.1—W- J — --,F.Jn n{:-/ mm nrh. of n..r n/:nn{n oniJ o..{hnri+o{:nn 1 DESCRIPTION AS FURNISHED: Lot 86, WYNDHAM PRESERVE, as recorded in Plat Book 81, '.cges SJ 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; Attorn'ws' Title Insurance Fund; Bank of America TRACT B STORMWATER TRACT) S 89D43'03" W A 60.00'-- 24.80' 24.80' 15.00' 15.00' ti 15.00' W i. . o O C LH LOT S5 D r` O '^ O 15.00' 25.20' 255.20' 70, UTIL ESMT, I b - - - 361-64'P.C. S 89043' 03" W (B'B) 60. 06' TENCKS AS FURNISHED.MA GPIE X141 FRONT = 25'(-) REAR = 20' DE _ .5' (40' LOT) (50' PRIVATE R/W) 7.5' (60' LOT) 10' (75' LOT) DE STREET - 25' (60' & 75' LOT) 15' (40' LOT) 1") 25' FRONT SETBACK CAN BE REDUCED T) 20' ON CERTAIN LOTS. NO MORE THAN IN SUCCESSION AT 20' AND A MINIMUM OF (2) IN SUCCESSION AT 25' PFS?POSED = FINSH£D SPOT GRADE ELEVATIONS F'EA DRAINAGE PLANS PROPOSED DRAINAGE FLOW \ytQ F, LOY G.iADING TYPE A MOD 0 FFi0PO5ED F.F. PER PLANS = 24.2' Q WVSENMEYER-SCOTT & ASSOC. INC. LAND SURV .;`'OR,S" LECI.ItO - LEGCIOI - _— --- P •PUT PIIL • ppi 01 LDE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)--658-1436 F -Imo m. - mLCAL No=. P. • -1 RB F PRE • PoDIT li RLVERLF CLRVATIIRE 1. THE UNOERSMRiD DOES HUEHY CER N TFNT ma SURVEY YEFTS THE WA1PWp8 OF PRACTCE SEr iDRM B/ THE nowN BOV+D D• In. By1 ROD PCE • PODIi li LDIsuBiD GRVATWC CH CpNEFSTE NRBAIENi RA0. RADGL PROFLS9DW. SVRIEY545 AND UAPP W CHAPRR W-17 ri jDA AOYI gS ME CODE PL9SWNi M SET"nON .22.02T, RORIBA STAT.'F' L:1 IR. . 12• Tx "FLB As% NR - ICI 1.A 1. UNLESS EMWSSED WITH WRW'ORS S TORE AND DIIIGINAL RASED SEAL, MIS SURVEY WP DR COMES ARE NOT IAUE. R:E RECOVOF"O VP. VFTNESS P6MT S. INS SURVEY WAS PREPARED FROM ME INFDRWRON MAISHD TO THE SURVEYOR, T.,ERE My BE OTHER RESLR.'f fO.VSP.ILi.. . PONT OF BEDI G Mc. • CALCIAATm DR DSfMENfs /HAY APF[CT HIES PROPDnY. PIIDIT R CDWDI[1'HfHi PR PEA—` RD'DN1CC NRBMCNT 4, NO UNOptORWND IUPROISMENM M%T BEEN LOCATED UA1EW 01HERIME ENOWN. S CEMCRLI::E Fr. : MOSWD FLU R ELLVA1 01 I ms SUM2l' IS PREPARED r0R THE SOLE e0aOw OF IHOS:: CERRDD iD AND SHOU'o Nor BE -Ow UPOH 6Y tl.n' OTHER ENill:. NIT' • HAD. L DeSK BSL • k DDY, S£TBACC —E W\r Rilxi-6-vAY BH • BDLNNRIt e. IX SIGN$ SHOWN FOR ME LOCAT.ON OF IMPROYFYDIfs F.'01EDN SHW NUT BE uM- TO REOONSfRUCT OOUI,_wti LA1ES. GUIi:. pRASfKHI BA .MSC KF G 7. BEANMGs ARE BASED ASSUMED BAYOU AND ON TNC LWE S'AOIM AS BASE OF.1PoN0 (BB.) M. MY" e. ElEYATRFIs, IF SFIOWN, AAE BASm ON NA110HA1 OEOOEfIC sERnfJy wIVM ,ac IB.^O, IWLG: 01M'RAesE N07©. 0.1 LNAIR L.I. FENM 9, CMW,41E OF AUMFIUnON NP, u91, V:lTC. VDDD FOICE _ iD COKRRE BL P.I_ . Pa LF WRVATURE - SCALE F---1 20' DRAVIN BY.'' DESC'RFPTJDN CERIMED BY: DATE E'NOER No. A DNS PLOT PLAm 11-08-201B M 4 W q L ARC IENDTN , O° 1'432-IB D DELTA 4j, a FORMBOARO TUN0.A710N/ELE'/S. 01-27-1019 1415-19 C CHpip EB CHD:O BC RDJD 7 i _ in NORTH - S •aaae1l IFRS , 9URLING\PR0P9TY DOES NOT DE WITHIN THE ESTABUSPED 100 YW FLOOD PLANE AS PER FIRM• TOM X. GRUSENMEYER1 R.L.S. ;{' 4714 ZCNE X• MAP 112117CO090 F (09-28-07) '"E'S W. SCOTT, R.L$ 1 480;