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HomeMy WebLinkAbout3888 Night Heron Dr 17-3190; NEW SFHOW CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S 110 Job Address: Historic District: Yes No Parcel ID: 17-20-31-502-0000-OS60 Wyndham Preserve Lot %0 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator 2: pone: 407-708-0161 Fax: 407-647-0700 Email: Shayne.mangel@starlighthomes.com k l (_ 1 Property Owner Information Name Starlight Homes Florida, LLC Street: 1405 Old Alabama Road, Suite 200 City, State Zip: Roswell, GA 30076 Phone: 407-708-0161 Resident of property? : No Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: Street: 1064 Greenwood Blvd, Suite 124 City, State Zip: Lake Mary, FL 32746 407-647-3700 Fax: 407-647-0700 State License No.: CGC1522347 Architect/Engineer Information Name: Mulhem & Kulp Phone: 215-046-8001 Street: 20 South Maple Street, Suite 150 Fax: City, St, Zip: Ambler, PA Bonding Company: Address: NA E-mail: sives@mulhemkulp.com Mortgage Lender: Address: NA 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, we0s, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 50 Edition (2014) Florida Building Code Revised: June 30. 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in comp ' with a applicable laws regulating construction and zoning. q — Ls — —4— 9t-— I Signa re/ofwner/Agent Date Signature of Contractor/Agent Date Robert Willets Print Owner/Agent's Name Print Contractor/Agent's Name Signature of No -StaSofFilla Shayne a eSignature ofNota State of Florida Date NOTARY PUBLIC ` Shayne Mangel STATE OF FLORIDA NOTARY PUBLIC Comm# GG113111 c _ STATE OF FLORIDA E 1 e Expires 6/2112021 y Comm# GG113111 Q*, Ei ires 6/21 /2021 Owner/ Agent is Personally Known to Me or Contractor/Agent 1S personally Known to Me or Produced [ D Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building[a Electrical® Mechanical® Plumbing© Gas[-] Roof Construction Type: Ji$ Occupancy Use: 2 Flood Zone: K-5EE RTTOOED Total Sq Ft of Bldg: 2 — `' 2_ Min. Occupancy Load: L Li # of Stories: 1 New Construction: Electric - # of Amps I ;-0 Plumbing - # of Fixtures % S Fire Sprinkler Permit: Yes No ® # of Heads 1 APPROVALS: ZONING: UTILITIES: ENGINEERING: h7C W A'A-1 FIRE: COMMENTS: Fire Alarm Permit: Yes No Q WASTE WATER: BUILDING: '.; r 1 Z-1 %-17 Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit# i"1- S%'kO Address: %3ig rK A t BUILDING PERMIT Min Max Inspection Description 10 Foundation/Formboard Survey 10 Slab 20 Lintel 30 Sheathing — Roof 30 Sheathing — Walls 40 Roof Dry In 50 Frame 50 1000 Roof Final 60 Insulation 70 Drywall 70 1000 Final Insulation 1000 Final Single Family Residence ELECTRICAL PERMIT ' • •• - _ Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power TUG 30 Electric Rough 1000 Electric Final 11 I • I 1 L Inspection DescriptionMinMax 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final 1VIIE CHANICAL- PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100008 BUILDING APPLICATION #: 17-10000869 BUILDING PERMIT NUMBER: 17-10000869 UNIT ADDRESS: NIGHT HERON DR 3880 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF SUBDIVISION: PLAT BOOK: PLAT BOOK PAGE: DATE: November 28, 2017 17-20-31-502-0000-0800 PARCEL: TRACT: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: STARLIGHT HOMESADDRESS: 1064 GREENWOOD, STE 124 LAKE MARY FL 32746 LAND USE. WYNDHAM P V+—, TYPE USE: WORK DESCRIPTION: ITY-S FORD SPECIAL NOTES: 3880 N HT HERON DRIVE/ WYNDHAM PRESERVE LOT 8 SFR DETACHED FEE E IT RATE UNIT CALC UNIT TOTAL DUE TYPE T SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Hou$$ing ROADS -COLLECTORS N/A 705.00 1.000 dwl unit 705.00 SinRESCUEFamily FIRE Hou ing 00 1.000 dwl unit 00 LIBRARRYY CO -WIDE ORD 00 Single Family SCHQOLS Housing 54.00 1.000 dwl unit 54.00 CO -WIDE ORD SSingle Family HouWg 5,000.00 1.000 dwl unit 5,000.00 PARKS LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 NT RECEIVEDEBY: #Ana Srn SIGNATURE: 0'IA,1 YiI Q PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** ARE ADVISED F{ PERSONS IS ,RFEES DUE THE SEMINOLE COUNTYROAD, IRE/RESCUELIBRARY AND/OREDUCATI ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THh REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771, PAYMENT SHOULD BE BY CHECK OR MONEY ORDER AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE tOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100008 DATE: November 28, 2017 BUILDING APPLICATION #: 17-10000869 BUILDING PERMIT NUMBER: 17-10000869 UNIT ADDRESS: NIGHT HERON DR 3888 17-20-31-502-0000-0800 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: STARLIGHT HOMES ADDRESS: 1064 GREENWOOD BLVD, STE 124 LAKE MARY FL 32746 LAND USE: WYNDHAM PRESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3888 NIGHT HERON DRIVE/ WYNDHAM PRESERVE LOT 80 SFR DETACHED FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Hou ing .00 FIRE RESCUE Ns/A 1.000 dwl unit 00 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS CO -WIDE ORD SSingle Family Hoping 5,000.00 1.000 dwl unit 5,000.00 PARKS // 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 h V' STATEMENT RECEIVED BY: G- IGNATURE: PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY[APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** T}( SEMINOLEACOUNTYIROADTHFIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL THE ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REOUEST WITHIN 4S CALENDAR MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER L AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. Name: StaritghtHomesFlorida LLC GRANT MALOY SEMINOLE COUNTYAddress. 1064 Greenwood Blvd Suite 124 CLERK, OF CIRCUIT COURT It COVIFTROLLERlakeMary2746 SK 9055 Fs 383 (1F3s ) CLERK66 NOTICE OF COMMENCEMENT RECORDED 2409/2013RECORDED01/i 9/2 a18 113:28:37 FM RECORDING FEES $10. 00 State of Florida RECORDED BY ,ieckenro County of Seminole Permit Number. Parcel ID Number. 17-20-31-502-0000- 0 Too The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance withChapter713, Florida Statutes, the following information Is provided in this Notice of Commencement_ DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) Wvndham Preammrm Do o4 ram__ nn w_n _ a-- - GENERAL DESCRIPTION OF IMPRO EMENT: Construct New SFR OWNER INFORMATION: Name:_ Starlight Homes Florida. LLC Address: 1405 Old Alabama Road, Suite 200, Roswell, GA 30076 Fee Simple Title Holder (f other than owner) Name: NA Address: CONTRACTOR: Name: Starlight Homes Florida, LLC J Address: 1064 Greenwood Blvd Suite 124. Lake Mary, FL 32746 Persons within the State of Florida Designated by Owner upon whom nodes or other documents may be servedasprovidedbySection713.13(1)(b). Florida Statutes. Name: NA Address: In addition to himself, Owner Designates NA of Section 713.13(1)(b). Florida Statutes. To receive a copy of the Lienor's Notice as Provided In Expiration Date of Notice of Commencement (The expiration date is 1 year from date of recording unless adifferentdateisspecified) WARNING TO OWNER' ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OFCOMMENCEMENTARECONSIDEREDIMPROPERPAYMENTSUNDERCHAPTER713. PART I. SECTION 713.13. FLORIDA STATUTES. AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. ANOTICEOFCOMMENCEMENTMUSTBERECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAIN FINANCING. CONSULT WITH YOUR LENDER OR AN ATTORNEYBEFORECOMMENCINGWORKORRECORDINGYOURNOTICEOFCOMMENCEMENT. Under pe tie of p ' ry, I declare that I have read the foregoing and that the facts stated in it are truetothebtyowldgeandbellef. Q Owners Printed Name Florida Statute 713.13(1)g):' The owner must sign the notloe of commencement and no one else may be permitted to sign In Ma or her stead.' State of t' County of tno I 'cam The foregoing Instrument was acknowledged before me this 2 day of .11C yp by Who Is personally known to meNameofpersonmakingstatementt OR who has produced Identification type of Identification produced: I,' prrilExpires ohayne Mengel NOTARY PUBLICSTATEOFFLORIDA Comm# GG113111 NotarySlgno6/21/2021 O a c t u 0z o Ur tj Log 15Jz pw 0 U d W C3 U. 2 LLa0euz CC Ujec G uuan LMTED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: 1 o - a-1-1-1 I hereby name and appoint: Amy Lacey, David Lacey, Amanda Smythe an agent of. Starlight Homes Florida, LLC 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): 9' The specific permit and application for work located at: Street Address) Expiration Date for This Limited Power of Attorney: License Holder Name: Robert Willets State License Number: CGC1522347 Signature of License Holder: STATE OF FLORIDA COUNTY OF Seminole The foregoing ins rrlennt&"gwledged before me this 10ay r1D KK O D ffll200, by who is Vpersonally known to me or o who has produced as identification and who did (did not) take an oath. tarys l7 Mangel NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 tcE 10 Expires 6/21 /2021 Rev. 08.12) f Signature Notary Public - State of _ Commission No. My Commission Expires: 1Util - J CITY OF SA FORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: > tq Q Documented Construction Value: S 1 k%. Ov FS Job Address:;<6$Q NHistoric District: Yes No Parcel ID: 17-20-31-302-0000-OSQO Wyndham Preserve Lot $Q Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fag: 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite 206 Resident of property? : City, State Zip: Roswell, GA 30076 Contractor Information Name. - Starlight,Homes.Elorida,.LLC/Robert.Willets--. -_ -..---Phone:-----407-647-3700- Street: 1064 Greenwood Blvd, Suite 124 City, State Zip: Lake Mary, FL 32746 No Fax: 407-647-0700 State License No.: CGC1522347 Architect/ Engineer Information Name: Mulhem & Kutp Phone: 215-646-8001 Street: . 20 South Maple Street, Suite 150 City, St, Zip: Ambler, PA Bonding Company: Address: NA Fag: E- mail: sives@lnulhemkulp.com Mortgage Lender: Address: NA 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, beaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that -date: 51" Edition (2014) Florida Building Code Revised: June 30, 2615 Permit Application l 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 comp ' with a applicable laws regulating construction and zoning. q— U.—C-N, - —4. ---- Siva of weer/Agent Date Signature of Contractor/Agent Date IF Print Owner/Agent's Name Robert Willets Print Contractor/Agent's Name Shaynedmanqq6ale Signature of Notary State of Florida Date NOTARY PUBLIC, tPR Shayne Mangel STATE-OF-FL-ORIDA NOTARY -PUBLIC — Comm# GG113111 r' STATE OF FLORIDA Expires 6121/2021 Comm# GG113111 Owner/Agent is V Personally Known to Me or Contractor/Agent ig 2/ Ve5ionally Known to Me or Pro uce - •- • --- _-•Type of ID= Pr6duced-19 -- - - --."Type of ID -- BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application I n po Application for Paved Driveway, Sidewalk or e Walkway Including Right -of -Way Use & RID • F 187_ Landscaping in Right -of -Way www.sanfordfl.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done on the subject property or In the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or 8sidewalkconstructionover100squarefeetofconcreteorothermaterialonthesubjectparcelandIoranyconstructionofa driveway, walkway or landscape Improvements Within the city right-of-way. Il 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 xnwwhaesbelow. size and location of the existing right-of-way and use shall be provided or application could be delayed. Call beforepowng. 1. Project Location/Address:3 Ti&o N 101Ct 6e,,-, y' JQ-_,—)ck ink a 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repalrs 4. Brief Description of Work: oCg, &E 1rle+.ss iL This application is PropertyO;( 3 Signature: Address: ft tv Phone: Lo-:1&J- pit.I Fax: 4:01- leLO-6-7 Print Name: John Reny lb - 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 Installatlontimprovement 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 Requestors property to recover costs of restoration. To the fullest extent permitted by taw, Requestor agrees to defend. Indemnify, and hold harmless the City. Its councllpersons, 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 Signature: Pre - pour Inspection by: Application No: _ Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions: statement and by signing this application I agree to its terms. Date: l O - at1-1" l 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. Date: Official Use Only Fee: Date: Date: Date: Date: Date: November 2015 ROW Uso Driveway pdf 1RIs7'=* City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Shayne Mangel Firm: Starlight Home Florida LLC Address: 1064 Greenwood Blvd Suite 124 City: Lake Mary State: FL Zip Code: 32746 Phone: 407-647-3700 Fax: 407-647-0700 Email: shayne.mangel@starlighthomes.com Property Address: 3888 Night Heron Drive Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-0800 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: Q 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) OAF CIAL USE ONLY Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone W, the best available information used to determine the base flood elevation is: BP# 17-3190 Reviewed by: Michael Cash, CFM Date: November 21, 2017 REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: I n - 2.-i -1-1 Project Name: Wyndham Preserve - Lot 4CM Project Address: 3%80Neron,7,$anford FL 32771 Building Permit #: Electrical Permit # In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: 1. This Tug/Pre-power application is valid only for one -and two-family dwellings. 2. The facility will not be occupied until a certificate of occupancy has been issued. 3. If the jurisdiction hereafter finds that the facility has been occupied before a certificate of occupancy has been issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical service without notice. Furthermore, we understand and agree that should the jurisdiction exercise such right, the jurisdiction will not be responsible for any damages or costs which may result from the exercise of such right. Also, in the event any third party claims damages from the exercise of such right, we agree to jointly and individually indemnify and hold harmless the jurisdiction from all such damages and costs, including attorney' s fees. 4. Prior to pre -power, the building or structure shall be weather tight and secure. The electrical wiring in the area designated for pre -power shall be complete and in safe order. All electrical services associated with the area will be 100% complete unless specifically approved by the electrical inspector. 5. Interior electrical rooms shall be lockable, if electrical panels are in an area that cannot be locked by doors, the panels shall be equipped with a locking mechanism (approved by the AHJ). The licensed electrical contractor or his licensed representative shall hold the keys(s) for such access to electrical panels to prevent energizing circuits other than those that are safe. 6. This TUG/Pre-power approval is valid for a maximum of 180 days from date of approval. 7. If provided, the fire sprinkler system must be operational with water on the system prior to pre -power. 8. TUG approval is for service and outside GFCI outlets only. 9. Check with the local jurisdiction for fees associated with tugs. P ' e er/I enant Signature of Owner/Tenant JURISDICTION EMPLOYEE NAME: JURISDICTION: Robert Willets Print of ontractor Signature of Gen. Contractor CGC 1522347 Gen. Contractor License # Exte rbroc K Print Name of El. Contractor OSignattYe of El. Contractor Ec 00awQ% D El. Contractor License # CALLED INTO: o Progress Energy o Florida Power and Light on _/ /, Rev. 02/10/15) CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: ) - n Documented Construction Value: S 03 Job Address: m, I Historic District: Yes No Parcel ID: Residential Commercial Type of Work: Nec Addition Alteration Repair Demo Change _of`Use Move Description of Work: Plan Review Contact Person: Title: Phone: Fax: Email: r 1 Property Owner Information Name -: Phone: kk)l - 6<i7 - 3'7a-) Street: I 14 pumd A I l a Resident of property? : 6 City, State Zip: ki' . cu P z q P Contractor Information Name Phone: yn - Street: Fax: City, State Zip: State License No.: Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Address: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OFCOMMENCEMENT. Application is hereby trade 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 constructioninthisjurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 30.2015 Permit Application i NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713 The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current 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. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Sh8 gnature of Contractor/Agent Date SW-q-F_QqZ?er brook P t Contractor/Agent's Name 4 ; Signature of Notuy-State of Florida Date Y o4 PAMELASTERNUS 4P, c Commission N GG 110622 Expires August 7, 2021 41tof rea sawed rku eudW Notary sw&" Owner/ Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or ProducedIDTypeofIDProducedIDypeofIDBELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing0 Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: COMMENTS: FIRE: BUILDING: Revised: June 30, 2015 Permit Application jAN 31 2018 CITY OF SANFORD a, BUILDING & FIRE PREVENTION r.'. PERMIT APPLICATION D Application No: 1 11'3 1 0 Documented Construction Value: $ 4.636.00 Job Address: 3888 Night Heron Dr Historic District: Yes No Parcel ID: 17-20-31-502-0000-0800 Residential Q Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: Install New AC with Duct Work and Venting Plan Review Contact Person: Arionna Rosenwinkel Title: Pre -Construction Coordinator Phone: 407-886-3729 ext. 163 Fax: Name STARLIGHT HOMES FLA LLC Street: 1064 Greenwood Blvd Suite 124 City, State Zip: Lake Mary. FL 32746 Email: aoosenwinkel@energyair.com Property Owner Information Phone: Resident of property? : NO Contractor Information Name Energy Air Inc (Robert Kulp) Phone: 407-886-3729 Street: 5401 EnerryAir Ct Fax: City, State Zip: Orlando FL 32810 Name: Street: City, St, Zip: Bonding Company: Address: State License No.. CAC1816317 Architect/ Engineer Information Phone: Fax: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no wort: 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. l understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51° Edition (2014) Florida Building Code Revised: June 30.2015 Permit Application 1- 6q3-00 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. 1 /31 /2018 Signature ofOwner/Agent Date Signature omontrac or/Agent Date Print Owner/Agent's Name C in ontractor/Agent's Na e 31 /2018 Signature of Notary -State of Florida Date atur f to - t c f I ri e Notary Public State of Flonda Artonna C Rosenwinkel My commission GG 147038 a Expires 10/0112021 Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[-] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: Fire Alarm Permit: Yes No WASTE WATER: FIRE: BUILDING: Revised: June 30. 2015 Permit Application WORK ORDER Job #: 33322 Date: 8/2/2017 144685 Subdivision I Phase Bld UU Blk BILL TO: Starlight Homes - AWH Lot / Sub: W ndham Preserve 080 ADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: 3888 Night Heron Dr CITY/STATE/ZIP: Lake Mary, FL 32746 City / State / Zip Sanford IFL 132773 1981 SModel/Bldg: Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pump R-410a A/H-2 or Furnac( Job Contact: S Woolwine A/H-1 or Furnace FB4CNP030L00 Job Phone: 4077301311 Heater or Coil CE2401 C05 Heater or Coil Date Requested: CU-1 CH14NBO3000G CU-2 Date Required: T'Stat: TH6220D1002 T'Stat: Filter Base AHU Location N/A 1st FI Int Closet Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 8.2 HSPF Efficiency MUST BE ACCURATE AND COMP A/H-3 or Furnace A/H-4 or Furnac( Heater or Coil Heater or Coil Bldg. Permit# CU-3 CU-4 Township: Sanford T'Stat: T'Stat: Filter Base Filter Base AHU Location AHU Location Incl. on Builders Permit no Efficiency Efficient EAI Pulls Permit: yes Zoning Brand: Honeywell/Johnstone Vent. Damper Y81somo17 oty 1 Builder calls inspection: yes Zone Kit #1 ZD1 EAI calls inspection: no Zone Kit #2 ZD2 Thermostats ZD3 Ventilation Cost: 319.01 Transformer ZD4 Surge Protector ZD5 ByPass Damper #1 ZD6 B Pass Damper #2 ZD7 PO Numbers Qty Yes No Qty. Yes No Grs.Stamped Stl. 15 X Flue Pipe: X Grs.Stamped Returr 8 X Filter Base X Grs.White S/A Adj. X Mery 8 Filter X Grs. R/A White Alun 1 X Elect. Air Cl. X Kit. Hood Duct: X Conc. Slab: X Kit. Down Draft Duct X Heat Recovery: X fan 80 cfm BFQ80 2 X Fresh Air: 1 X fan lite BFQF70 X Bath Exh. Duct: X Dryer Vent: 1 X Special Instructions Or Comments: Accounting Department: Job # Invoice Due Date: Estimated Estimated Task - Description Hours Cost 03-Fabrication Labor 2.20 27.72 Rou hin 2.283.00 04-Installation Labor 24.63 369.45 06-Piping Labor 7.00 119.00 Trim 2,283.00 14-Kitchen Vent Trim 02-Material/Tax 1.162.71 1,339.77 Permit 70.0001-Equipment/Tax 80.0009-Permit/Other 011-Delivery Labor 1.30 16.38 20-Pull Material Labor 2.60 32.75 Total Contract: 4 636.00 12-StartupLabor 2.50 42.50 Cs Job #: Starlight - Wyndham Performed for. Lot 801981 TR Sanford, FL 32773 Level 1 Energy Air, Inc 5401 EnergyAir, Ct Orlando, FL 32810 Phone:407-886-3729 wwwenergyair.com GRenner@energyaircom of Scale: 1l8" = 1'0" Page 1 RightSude® Universal 2017 17.0.08 RSU17013 2017Jun-17 08:58:36 dhem Preservetlot 80 1981 TR.tup P CITY OF SANF BUILDING & FIRE PREVEN PERMIT APPLICA Application No: I - 3 f 140 Documented Construction Value: $ t 4 2t Job Address: 3688 0J t 4 Li- H-,--ron - r;ve historic District: Yes No Parcel m: Residential Commercial Type of Work: New a Addition Alteration Repair Demo Change of Use Move Description of Work: P (L Lw+bt 6S irLk- J (: Lz - -X-a aHck e L,-+ R Plan Review Contact Person: -+Da b --w-in - 'b, f'0U C(d.-Qy- Title: Phone: Fax: Email: / Name Property Owner Information Phone: Street: Resident of pro . City, State Zip: Contractor Information Name Phone: Street: 1:'f O 1 Bch me n 2ci Fax: 23-Ly3 3 3 City, State Zip: .32&2--/ State License No.: C.f:?' Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fag: E-mail: _ Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN Y( PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBT. FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construc in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pcfurnaces, 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: 5ib Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application 0 NO rim [n addition to the requirements of this permit, there may be additional restrictions applicable to this property that may I foui id in the public records of this county, and there may be additional permits required from other governmental entities such as wat mai iagement districts, state agencies, or federal agencies. Ac eptance 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 requirinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubminTheactualconstructionvaluewillbefiguredbasedonthecurrentICCValuationTableineffectatthetimethepermitisissued, acc Drdance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction vale cre lit will be applied to your permit fees when the permit is issued. O NER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work w be done in compliance with all applicable laws regulating construction and zoning. of Owner/Agent Name Is= of Florida vate Sigwurcof ContractodAgent t?ate Print Contractor/Agent's Name I- 4-2otu atu of Notary -State of Florida Date I. M. tay W.1953:0N 0 FF 12M g • EXPIRES: Au9t!s125, ZOto awdednuutbta7PuDOtUM¢arUrs I° Agent is Personally Known to Me or C+iitfattt5 ersona7ly Known to Me or d [ D Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY is Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Type: Occupancy Use: Flood Zone: Sq Ft of Bldg: Min. Occupancy Load: # of Stories:, Construction: Electric - # of Amps Plumbing - # of Fixtures, Sprinkler Permit: Yes[] No # of Heads Fire Alarm Permit: Yes No ALS: ZONING: UTLLITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: June 30.2015 Permit Application 9507 State Road 52 123 Miller Road 9701 Bachman Road Established 1973 Hudson, FL 34669 Valrico, FL 33594 .. Ea Orlando, FL 32824 www.RJKleity.com 727-863-5486 813.661-0707 407-655-2636 State License H CF-0O20 342 R.J. Ki ELTY Page: 10 1 Proposal No: 717-13526 PLUM13ING • HEATING a COOLING Proposal Date: 712612017 Prepared For: Starlight Homes Florida, LLC Location: Wyndham Preserve, Sanford 1064 Greenwood Blvd. Suite 124 Model: Odyssey - 1412 Lake Mary FL 32746 We Propose hereby to furnish material and labor - complete in accordance with specifications below for the Sum at: $5,925.00 Payment to be made as follows: 40% Rough In 30% Top Out 300/9 Finish. NET 10 Days All materials guaranteed to be as specified. All work to be completed in a workman like manner according to standard practices. Any alteration or deviatio from specifications below involving extra costs w executed only upon written orders, and will become an extra charge over and above the estimate. All agreements contingent upon strikes, a s or dela beyond our control. Owner to carry fires lemado. and other necessary Insurance. Our workers are covered by workers compensatio ' surance. (/ " V'^,/, c fully AUTHORIZED SIGN ATUR THIS PROPOSALMAY SE WITHDRAVflN IF NOT ACCEPTED IN 30 D YS. We hereby submit specifications a ates for. Master Bath 1 Shower Sterling Accord 60x34 Base 72270100 While With Walls And Moen Chateau TLI82 Chrome Valve 1 Toilet Gerber Maxwell 21-912 1.28 White Elongated 1 Lev By Builder With Moen Chateau 64925 Chrome Faucet 2nd Bath 1 Tub Sterling Accord 60x30 71140120 White With Walls And Moen Chateau TL183 Chrome Valve 1 Toilet Gerber Maxwell 21-912 1.28 While Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet Kitchen 1 Sink By Builder 1 Faucet Moen Integra 67315 Chrome 1 Disposal ISE Badger V With Cord 1 Icemaker Line With Recessed Box 1 Dishwasher Hook Up Utilities 1 Washer Box Yes 2 Hose Sibs Yes 1 Water Heater 50 Gallon Electric NOTE. Backfilling Included For Sewer & Water Only (Slab Backfilling By Others) Backflow Preventers Included EXCLUSIONS NO Permit Fees Included Water Piping In: CPVC 40' Sewer Allowance; Additional $12 per foot 40' Water Allowance; Additional $3 per foot Applies to any direct contract between an owner contractor (RJK) - Notice of Lien Laws - Florida Statutes 713.001-713.37. Acceptance of Proposal - The above prices, specifications and conditions are satisfactory and hereby accepted. You are authorized to do the work as specified. Payment will be made a outlined above. I agree to pay reasonable attorneys fees court costs in the event of legal action. A monthly service charge of 1 1/2% will be added after 3 days. Any sewer taps deeper than 4 1 /2 feet or requires bacidae or dewatering will be an extra charge. SIGNED:—J'4.n"'a DATE OF ACCEPTANCE & PAGE 2: —4— l L Branch: Hudson Last Edit By: Last Edit Date: 7/27/2017 j TRI-COUNTY TESTING AWL FL, Perm-k1- W 1l - 3\90 31%q N i' LABORATORIES, INC. 31 S. Main St. Winter Garden, FL 34787 407-656-9656 REPORT OF IN -PLACE DENSITY TESTS PROJECT NO: ORDER NO: REPORT NO: t GCt v PROJECT PROCTOR w I• 1 t 1 I c vw- SPECIFICATION: / CONTRACTOR 1 1 /7 • / % OPT;MUM MOISTURE: REPORTED TO: i 5. 2. MAXIMUM DRY DENSITY: LOCATION: l ! MATERIAL: DATE TESTED: I LOCATION, D DRY DENSITY MAX DRY DENSITY PERCENT OR MAX. DENSITY MOISTURE PERCENT iNC1#FINCHES Ibs. cu. R. lbs. cu. It. 5w I i I I Submitted by. r I LOT AREA CALCULATIONS LOT - 6.900 SO.FT. LIVING AREA- 1,981 SO.FT. GARAGE - 402 SO.Fr. PORCH 78 SO.FT. DRIVEWAY - 437 SO.FT. PATIO = 181 SO.FT. WALKWAY 44 SO.FT. A/C PAD 9 SO.FT IMPERVIOUS- 45.3 X Soo - 3.768 SO.FT. OFF LOT AREA CALCULATIONS R/W - 1,500 SOFT. APRON - 114 SOFT. SIDEWALK - 300 SOFT. SOD 246 SOFT. TOTALAREA AREA 97.4-0 5Q.FT. DRIVEWAY - 551 SO.FT. SIDEWALK - 3" SO.FT. SOD 4.014 SO.FT. r ro 2 mA z o= M ;o 077 1 ofZ tv 3 Cr1 BUILDING LAYOUT NOTE: S 89, io IRtri n Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. 11.0' W r•c Gw cqur menc LEEND:AOUSSO-Access mii naaUtlitiesSidewalk9 / / LBLicensedusinessB P-8ackflow Preventer Sight Dist nee Easement S - Survey PRM-Permanent Ref. Monument R - Reported PCP -Permanent Control Point D - Description FP&L -Florida Power k Light P - Plat FFE-Finish Floor Elevation 0..- Deed Book Water Meter O. R.-Official Records Hook Do -Water Val" P. B.-Plot Book O=Fire Hydrant Pg.- Page FTC®-Reclalmed Water Meter Elev.- Oevation RCDpa-Reclaimed Water Valve Cone. - Concrete Cable Box SP- Brick Paver m-Telephone Box SW - Sidewalk Electrle Box FFE- Finished Floor Elevation Qj-Utility Pala Cl- Curb Inlet Guy Pole GTI- Grate Top Inlet tight Pole P. U.E.-Publie Utility Easement Guy Anchor RCP - Reinforced Cone. Pipe OU--Overhead Utilities PVC - Polyvinyl Chloride O-Storm Sewer Manhole NCS- No Comer Set (Falls in Water) t9-Sanitary Sewer Manhole SF - Square Feet Gore -Electric Handhole O. U.E.-Oroinage/Utilitlyy Easement COO -peon Out FMGD- MAG NAIL dt OISK X11"-Irrigation Control Valve P. K.-Parker Kalon Noll p-Sign SIR Set 1/2' Iron Rod L87768 wDG-Gate Water Valve SPKD- Set P.K. k Disk L87768 IR-Gos Meter FIR _Found 1/2' Iron Rod L67768 4A -Existing Grade FIP - Found 1/2' Iron Pipe L87768 a -Blow-oH Valve FPKO- Found P.K. Nall k Disk L87768 `-ft--Orolnage Flow Direction FCM- Found 4'x4' Concrete t0.0-Pr000aed Design Grade Date ecm' r -X \71 3\"(0 WYNDHAM PRESERVE - LOT 80 SPECIFIC PURPOSE SURVEY FORMBOARD) WYNDHAM PRESERVE LOT 80 PB 81, PG 93) I 12, 5.3 1 I I 1 I 1 I I I LOT 81 115. 00, S89W 10- ,; V - 60. 0 LOT 80 o AREA = PROPOSED 6,900 S.F. # 1 STORY RESIDENCE I N89'4. I I I I 1981OPHELIA B, ELEVATION - T GARAGE - RIGHT FORMBOARD N FFE= 22.58' a 50. 0 8 v r 3" E 115.00' TRACT B STORMWATER) DIMENSION NOTE: Proposed building dimensions shown hereon ore of the exterior. Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE. City of Sanford. Seminole County, Florida. Front = 25' Rear - 20' Side - 7.5' SURVEYOR' S NOTES: 1. Current title information on the subject properly had not been furnished to GeoPoint Surveying. Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades k finished floor elevations shown hereon are from the construction plan for "WYNDHAM PRESERVE. City of Sanford Seminole County. Florida. S. This Specific Purpose Survey is for the location and elevation of the fannboards only (THIS IS NOT A BOUNDARY SURVEY) 29. 7' 29. 7' PREPARED FOR: ASHTON WOODS LOT 821 n O b FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone ' L DESCRIPTION: LOT 80, according to the plat of " WYNDHAM PRESERVE" according to the plat thereof as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida This certifies that a Sao W%4,hereon described property was made under, 4 mOjm ndrineeb the Standards of 555 Winderley Place, Suite 109 Maitland. FL 32751 Practice sat Jb .the •Flo]fYror Professional Surveyors Ee Mt)p JS Woft orida Administrath a Phone: ( 321) 270-0440 Fax ( 813) 248-2266 code. ptwEtn32m• •'rf°S ejlerm a7722lorida Statutes. Licensed Business No. LB 7768 GeoPoint Tnc, SUNeyng, Inc. Xmas D.'I R y! 11Ir IC O . ' L56915 Drown: MTP Chocked:JDL P.C.: Oats File:BdaanEad-PM FLORIDA PROFESSOttQ.SU E{OR• k'1 MPER NO. Oat-: 1/18118 Dwg:RtwZastA*= I Order No.: — NOTVAUDWITHOUTTHESIGNATUREANDTHEORIGINALSEC. 17 - TWN. 20 S. - RNG. 31 1- 1 Field Bk: RAISEDSEALOFAFLORIDALICENSEDSURVEYORANDMAPPER X Revision Response to Comments MAR 2 0 2018. L6T- /(-) City of Sanford Building & Fire Prevention Division Ph: 407.688.SiS0 Fax: 407.688.S1S2 Email: building@sanfordfl.gov Permit # 90 Submittal Date 31; AP Project Address: Contact: w M v u Ph:Fax: Email: e. S6,rl1Q 4-01V S. cf.>" Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water General description of revision: ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention Building GF ?-Zt't$ FIRE INSPECTIONS CITY OF•SANFORD 407.562.2786 BUILDING & FIRE PREVENTION- ' BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 i DRIVEWAYS -SIDEWALK 407.688.5080 Application Number . . . . . 17-00003190 Date 3/22/18 Application pin number . . . 322600 Revision number . . . . . . . 1 Property Address . . . . . . 3888 NIGHT HERON DR Parcel Number . . . . . . . . 17.20.31.502-0000-0800 Application type description NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Application valuation . . . . 278637 Application desc noc on file Owner Contractor STARLIGHT HOMES STARLIGHT HOMES FLORIDA LLC 1064 GREENWOOD BLVD STE 124 LAKE MARY FL 32746 407) 708-0161 Structure Information 000 000 ---------------------- Construction Type . . . . . VB Occupancy Type . . . . . . RESIDENTIAL USE GROUP Flood Zone . . . . . . . NONE Other struct info . . . . . ELEC - # AMPS 150.00 PLUMBING FIXTURES 15.00 NUMBER OF STORIES 1.00 SQUARE FOOTAGE 2642.00 Permit . . . . . . BUILDING PERMIT - NEW/ALTER Additional desc . . Phone Access Code 1018852 Permit pin number 1018852 Permit Fee . . . . 1993.00 Issue Date . . . . 1/11/18 Valuation . . 278637 Expiration Date . . 9/02/18 Qty Unit Charge Per Extension BASE FEE 40.00 279.00 7.0000 THOU BLDG PERMIT -CC APPRVD 9.27.10 1953.00 Special Notes and Comments All projects within the City shall use WastePro for debris removal. Please contact WastePro at 407.774.0800. Normal hours for inspections are from 7:30 through 4:30 Monday through Thursday. Please be aware you must contact the Building Official to schedule a Friday or after hours inspection. This is required since not every inspector is licensed to do every type inspection. Communication is the key, so please contact the Building Official if you have any questions at 407.688.5058 or at dave.aldrichosanfordfl.gov Water impact fee $1343.00 Sewer impact fee $3025.00 Other Fees . . . . . . . . . 01-APPLCTN FEE -ELECTRIC 25.00 O1-APPLCTN FEE -BUILDING 25.00 O1-APPLCTN FEE -MECHANIC 25.00 O1-APPLCTN FEE -PLUMBING 25.00 O1-BLDG PLAN REVIEW 837.00 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVAMIAYS-SIDEWALK 407.688.5080 Page 2 Application Number . . . . . 17-00003190 Date 3/22/18 Application pin number . . . 322600 Revision number . . . . . . . 1 Other Fees . . . . . . . . . 02-CURB CUT/DRIVE - S/F 40.00 O1-FIRE IMP-RS 9-2017 383.81 O1-LIBRARY IMPACT FEE 54.00 O1-PARKS IMP-RS SINGLE 17 1103.95 O1-PLAN ALTERATIONS 50.00 O1-POLICE IMP-RS 09.1.17 384.82 O1-BLDG REINSPECTION 35.00 O1-BLDG REINSPECTION 35.00 O1-SEM CNTY RD IMPACT FEE 705.00 O1-SCHOOL IMPACT FEE 5000.00 WD IMPACT:SINGLE FAMILY 1343.00 SD IMPACT:SINGLE FAMILY 3025.00 O1-BLDG DCA SURCHARGE 34.55 O1-BLDG DBPR SURCHARGE 48.83 Fee summary Charged Paid Credited Due Permit Fee Total 1993.00 1993.00 .00 00 Other Fee Total 13179.96 13129.96 .00 50.00 Grand Total 15172.96 15122.96 .00 50.00 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 A DRIVEWAYS -SIDEWALK 407.688.5080 Page 3 Application Number . . . . . 17-00003190 Date 3/22/18 Revision number . . . . . . . 1 Property Address . . . . . . 3888 NIGHT HERON DR Parcel Number . . . . . . . . 17.20.31.502-0000-0800 Application description . . . NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Permit . . . . . . BUILDING PERMIT - NEW/ALTER Additional desc . . Phone Access Code 1018852 Permit pin number 1018852 Required Inspections Phone insp Seq Insp# Code Description Initials Date 10 147 FORM FORMBOARD/FOUNDATION SURVEY JP AP 1/30/18 10 103 BL05 SLAB/MONOSLAB - PREPOUR JP AP 1/30/18 20 105 BL06 LINTEL/TIE BEAM/FILL/DOWN CELL JP AP 2/12/18 30 106 BL12 SHEATHING - ROOF JL AP 2/26/18 30 115 BL14 SHEATHING - WALLS JL AP 2/26/18 40 116 BL15 ROOF DRY -IN JL AP 2/28/18 50 109 BL04 FRAME WITH WINDOW/DOOR FASTEN JL 0/00/00 50-1000 111 BL03 FINAL ROOF 60 110 BL09 INSULATION ROUGH IN 70 131 DRWL DRYWALL/SHEETROCK 70-1000 113 BL10 INSULATION FINAL 1000 138 BSFR FINAL SINGLE FAMILY RESIDENCE L•umber'design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RECORD COPY RE: WP0080 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Ashton Woods Project Name: WP0080 Model: 1981 Tampa, FL 33610 4115 Lot/Block: 80 Subdivision: Wyndham Preserves Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 24 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name I Date No. I Seal# Truss Name Date13/11IT134952151AO3/14/18 118 1 T13495232 1 CJ5A A (18 12 1 T134952161 A02 1 3/14/18 119 I T13495233 I EJ7 1 3/14/18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. I UIN P GENS No 8182 0:. STATE OF .: l OP' . Si, ,C N AL Joe uln Velez E No.68182 MR USA, I Fl. Cert 6634 6904 arke Blvd. Tampa Fl. 33610 Date: March 14,2018 Velez, Joaquin 1 of I Job Truss Truss Type Ply T13495215 WPOO80 A01 Oty Hip Girder 1 1 Job Reference (optional) OUnnaerS 1`115EJea1Ge, r dini a, rrarit l.ny, rrurlua 4Ju 1.0.0 4.2.3 7.0.0 . 12.1.15 , d 5.00 F12 Sx8 = 2c4 11 402 = 4 26 27 S 28 29 6 30 0 , COHM L 1 Og 1 zP836-OC W Eamy6K6SOXYitOSgnHcrnKogYsgGBwYDTH U 32.6.11 37.8.0 40 5 13 44.8.0 4,5•E 5 1-5 5.1-5 2.9.13 4.2.3 0 2x4 II Sx6 wB= 012 = 20 11 Sx8 — 31 78 32 33 9 34 35 10 36 37 11 nve Scale = 1.76.4 4x6 = 25 24 38 39 23 40 41 22 21 42 43 20 44 45 19 1846 47 17 48 49 16 15 4x6 = 2x4 II 06 = 5x8 = 5x8 = 7x10 = 2x4 II Sx8 = 06 = 20 II 2x4 II Sx8 LOADING (psi) SPACING- 2.0.0 CSI. I DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(L-) -0.10 16-17 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.19 23-24 >999 ISO BCLL 0.0 Rep Stress Incr NO WO 0.82 Horz(CT) 0.06 13 We rVa BCDL 10.0 Code FBC2017frP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD 4.8,8-11: 20 SP No.1 BOT CHORD BOT CHORD 2x6 SP No.2 WEBS WEBS 20SPNo.3 OTHERS 20 SP No.3 REACTIONS. (lb/size) 2=1252/0.8-0, 20=4413/0.8.0, 13=1251/0.8.0 Max Horz 2=-46(LC 32) Max Uplift 2=-419(LC 8). 20-1493(LC 4), 13=-422(LC 9) Max Grav 2=1260(LC 19). 20=4413(LC 1), 13=1260(LC 20) FORCES. (lb) - Max. Camp./Max. Ten. - All lofces 250 (lb) of less except when shown. TOP CHORD 2-3=-2536/833, 3.4-2407/836, 4.5=-2001l716, 5.6-2001l716, 6-7— 870/2689, 7-9-870/2689, 9-10=-2009/715, 10-11=-2009f7l5, 11-12=-2405/834, 12-13=-2536/841 BOT CHORD 2-25=-754/2278, 24-25-754/2278. 23.24=-706/2235, 21-23=-54/326, 20-21=-54/326, 19.20=-48/306, 17-19=-48/306, 16-17=-703/2233, 15-16=-715/2277, 13-15=-715/2277 WEBS 4-24=-1561653. 4-23=-284/136, 5-23-578/355, 6-23-661/1948, 6-21=0/350, 6.20=-3397/1153, 7-20-672/408, 9.20— 3381/1148. 9.19=0/353, 9-17-671/1972, 10.17=-581/357, 11-17=-273/127, 11-16=-158/652 PLATES GRIP MT20 244/190 Weight: 264 lb FT = 20% Structural wood sheathing directly applied or 3-6.4 oc puriins. Rigid ceiling directly applied or 8-6-0 oc bracing. 1 Row at midpt 6-20, 9-20 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; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (envelope); cantilever left and right exposed; end vertical left and 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 61=1b) 2=419. 20=1493. 13=4 22. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 134 lb up at 7-0-0, 105 lb down and 107 lb up at 9-0.12, 105 lb down and 107 lb up at 11-0-12. 105 lb down and 107 lb up at 13-0-12, 105 lb down and 107 lb up at 15-0-12, 105 lb down and 107 lb up at 17-0-12, 105 lb down and 107 lb up at 19.0.12, 105 lb down and 107 lb up at 21-0-12. 105 lb down and 107 lb up at 22.4.0, 105 lb down and 107 lb up at 23.7-4, 105 lb down and 107 lb up at 25.7.4. 105 lb down and 107 lb up at 27-7-4, 105 lb down and 107 lb up at 29-7-4, 105 lb down and 107 lb up at 31-7-4, 105 lb down and 107 lb up at 33.7.4, and 105 lb down and 107 lb up at 35.7-4, and 124 lb down and 134 lb up at 37-e-o on top chord, and 429 lb down and 182 lb up at 7-0-0, 81 lb down at 9-0-12, 81 lb down at 11.0-12, 81 lb down at 13-0-12, 81 lb down at 15.0-12, 81 lb down at 17-0-12, 81 lb down at 19-0-12, 81 lb down at 21-0-12, 81 lb down at 22.4-0, 81 lb down at 23-7.4, 81 lb down at 25.7.4, 81 lb down at 27.7.4, 81 lb down at 29-7.4, 81 lb down at 31.7-4, 81 lb down at 33-7.4, and 81 lb down at 35-7-4, and 429 lb 4 lq Joaquin Velez PE No.68182 Iii USA, Inc. FL Cart $834 6904 Parke East Blvd. Tampa FL 33010 Date: March 14,2018 Q WARNING - Verify dodgn parametwe and READ NOTES ON THIS AND INCLUDED MfrEX REFERANCE PAGEAle-7473 rov. 14014015 BEFORE USE Design valid for use only wpm Mllek® connectors. Ihls design is lased only upon parameters shown. aril is for on Individual buldhg component not a truss system. Before use. the building designer must verily the al4AIcabillty of design parameters and properly incorporate this design Into the overall building design Bracing Indicated Is to prevent bxuclaIng of IrldMdual Ices web and/or chord members only. Additional lernp diary and permanent bracing M iTe k' Is always required for stablilly and to prevent collapxe wllh possible personal Iruluay and p op eny damage. For general guidance regaiding the laWpcolkm storage, delivery. etecllon and tracing of musses and mess syslems, seeANSI1'1PI I Cualt y Criteria. OS8-e9 and SCSI Building Componont 6904 Parke East Blvd Safety Information avallalxe from truss Plato Institute. 218 N. Lee Skeet. Sure 312. Alexan dda. VA 22314. Tampa. FL 33610 Job Truss Truss Type City Ply T13495215 WPOO80 A01 Hip Girder 1 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 a. 13u s Jep 10 zuf r mi tetc rnausmeS, mc. Wed mar 14 tcae:ae Zvi ray" c I D:4xiZSyO5pnperCOHML 1 Og 1 zP836-UO4cn6zk5PaE8iH4aAMOppNy4COnbHW K8CyOpwzbOGE NOTES- 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead * Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.4=-54, 4-11=-54, 11.14=-54, 2-13=-20 Concentrated Loads (lb) Vert: 4=-105(B) 11=-105(B) 24=-429(B) 6= 105(B) 21_ 58(B) 20=-58(8) 7_ 105(B) 19— 58(B) 9=-105(B) 16=-429(B) 26=-105(B) 27=-105(B) 28=-105(B) 29=-105(B) 30=-105(B) 31=-105(B) 32=-105(B) 33— 105(B) 34— 105(B) 35=-105(8) 36=-105(B) 37=-105(B) 38=-58(B) 39= 58(B) 40= •58(B) 41=-58(B) 42=-58(B) 43=-58(B) 44=-58(B) 45=-58(B) 46=-58(B) 47— 58(B) 46=-58(B) 49=-56(B) Q WARNING - Vedry dodgn pommuEors end READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE Ao7473 rov. 1"31015 BEFORE USE. Desigii valid tot use only with MIlekO connectors. this design IS based only upon paratneterS shown. and Is (of an Individual bul ding component. nod a Urns system. Before use. the txtikding defgner must verity the applicability of design p aiainelers arW properly Incorporate th6 design Into the overall txBalryj design. Bracing Indicated Is to txtckting of Individual truss web and/a chord members only. Additional temporary and permanent bracing M!Tek' prevent Is always ieyrdied tot slablllty and to prevent collapse with pow"a personal Inluay and property damage. For general guidance tegording the 6904 Parke East Blvdfatxk:atbn. storage. dellvery. erection and tracing of trusses and tam systems, saeANSI/TPI I Quality Criledo. OSS-69 and SCSI Building Component Tarrpa. FL 33610SafetyInformationavailableIomtrussRateinstitute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314 Job Truss Truss Type Ory Ply T13495216 W POO80 A02 Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.130 s Sep 15 2017 Mt 1 ek industries, Inc. Wed Mar 14 12:50:47 20l a rage I ID: 4xt2SyO5pnperCOHML1OglzP836•FwIdTr3mCib66xuc2rVu8VIM?OoYTzAV SuRSSzbOG6 1. 0 0 67.6 9.0.0 15.8.14 22.4.0 28.11.2 35.8.0 39.0.10 44.8.0 44-8.0 7- 6 3 to 6.8-14 6-7.2 67.2 6.614 37 .10 5.7.6 1-0 0 6x8 = 5. 00 F12 20 11 Sx8 = Sx8 = Sx8 = 6x8 = 6 e 7 8 8 Scale = 1.76.1 5x6 = 17 16 15 14 13 5x6 = 5xe = LOADING ( psi) SPACING- 2.0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 20 SP No.2 'Except' 4. 6,6.9: 2x6 SP M 26 SOT CHORD 2x6 SP M 26 WEBS 20SIDNo.3 7x10 = Sx8 = 700 = Sx8 = CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TC 0.74 Ven(LL) -0.33 15 >999 240 MT20 244/190 BC 0.26 Ven(CT) -0.61 15 >863 180 WB 0.52 Horz(CT) 0.13 11 Na We Matrix- SH Weight: 277 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2.9-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 6.4.3 oc bracing WEBS i Row at midpt 6-17, 8-13 REACTIONS. ( Ib/size) 2=1700/0-8-0, 11=170010-8-0 Max Horz 2=-57(LC 13) Max Uplift 2=-477(LC 8). 11=-477(LC 9) FORCES. ( lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-3598/2258, 3-4=-3395/2064, 4-5=-3153/1963, 5-7=-4957/2959, 7-8=-4957/2959, 8- 9=-3153/1963, 9.10-3395/2064, 10.11- 3598/2258 BOT CHORD 2-17=-199&3246. 16-17=-2504/4521. 15-16= 2503/4524, 14-15= 2471/4524, 13- 14= 2472/4521, 11.13-1900/3246 WEBS 3-17=-162/349, 4-17=-578/1022, 5-17=-1635/932, 5.15-279/562, 7-15- 340/293, 8. 15=-280/562,8-13=-1635/931,9-13-576/1022,10.13=-162/349 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; Cat. II; Exp C: Encl.. GCpl= 0.18; MW FRS (envelope) and C-C Comer(3) -1-0-0 to 5.0-0, Exterior(2) 5-0-0 to 45-8-0 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2= 477, 11=477. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33810 Date: March 14,2018 Q WARNING- Verily design peremsfars and READ NOTES ON 7NI3 AND INCLUDED Nn'EK REFERANCE PACE W 7473 rev. JAWMr6 BEFORE USE. Design valid lox use only with Mltek®Conneclors. Ih11s CWlgn Is rimed only upon lolomefers Brawn, and Is for an indl ducal btading component. not a Inrss system. Before use, the txilkang designer must verity the agllicaUBlty of design parameters and properly IncorImalo this design Into the overall tx/ ldng design. Bracing Indicated Is to prevent budding of Individual lass web and/or chard members only. Addllonal temporary and pennarlenf bracing MiTek is always required for slablllty and to prevent collapse wllh possaxe persorai INWy and Ixoperty, damage. For general gu kkince regardfrlg the 6904 Parke East Blvd krixicatbrLstorage. delivery, erection and tracing of trusses and Inns systems. seeANS1/TPI I Cuollty Criteria. DSB-89 and SCSI Building Component Tar FL 33610 SafetyInformationavailablefromtrussPlateinstitute. 218 N. Lee Street. Sidle 312. Alexandria. VA 22314. pa. Job Truss Truss Type Oly Ply T13495217 W P0080 A03 Hip 1 1 Job Reference (optional) Builders FlrslSOurce, Tampa, Plant City, Florida 33566 8.130 s Sep 15 2017 MITek Industries, Inc. wed Mar 14 12:50:48 2018 rage 1 ID:4xiZSyOSpnperCOHML 1 Og 1 zP836-j77OgB4OzAizk4TocZO7hlFVDg9ACLdfD6e?evzbOG5 1.0 0 5.1.6 ,1:- 18-7.4 26.0.12 33.8.0 39.6.10 44.8.0 45-e-0 1.0• b1-6 5.1:02 0 7.7-4 7.5-8 7.7.4 5.10.120 5.1.6 i-0.0 5x8 = 5.00 52 20 11 4x6 = 3x8 = 5x6 = 8 Scale = 1:76.1 Sx6 = 19 18 17 16 15 14 13 12 5x6 = 2x4 II 4x6 = LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017lrP12014 LUMBER - TOP CHORD 20 SP No.2 'Except' 4-6: 20 SP M 31, 6.8. 2x4 SP No.1 BOT CHORD 2x6 SP M 26 WEBS 2x4SPNo.3 REACTIONS. (lb/size) 2=1700/0-8-0, 10=1700/0.8-0 Max Horz 2=-70(LC 17) Max Uplift 2=-457(LC 8), 10=-457(LC 9) Sx8 = Sx8 = 2x4 II 5x8 = 5x8 = 2x4 11 CST. DEFL. In (loc) Well Ud PLATES GRIP TC 0.83 Vert(LL) 0.31 15.16 >999 240 MT20 244/190 BC 0.24 Ven(CT) 0.5715.16 >924 180 WB 0.89 Horz(CT) 0.11 10 n/a n/a Matrix-SH Weight: 262 lb FT = 20%, BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-11-0 oc bracing. WEBS 1 Row at midpi 7-16. 7-13 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3637/2278, 3.4=•3239/1977, 4-5=-3874/2397, 5-7=-3874/2397, 7-8=-2954/1893, 8.9_ 3231/1970, 9-10=-3641/2283 BOT CHORD 2-19=-2031/3291, 18.19= 2031/3291, 16-18=-1593/2943, 15.16=•2095/3887, 13-15=-2095/3887, 12-13_ 1937/3295, 10-12=-1937/3295 WEBS 3-18=-386/469, 4-18=-149/406, 4-16= 626/1198, 5.16=-429/369, 7-15=0/301, 7.13— 1204/638,8-13— 451/875,9-13=-398/481 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; Cat. II; Exp C; Encl.. GCp1=0.18; MW FRS (envelope) and C-C Corner(3) -1.0-0 to 5.1-6, Extedor(2) 5-1-6 to 45-8.0 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live 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 100lb uplift at joint(s) except (jt=1b) 2=457, 10=457. Joaquin Velez PE No.68182 WiTek USA, Inc. FL Cart $634 6904 Parke East Blvd. Tampa FL 33610 Date: March 14,2018 Q WARNING - Vedy dedgn paranretwe and READ NOTES ON "M ANO INCLUOEO Mr EK REFERANCE PAGE N114I73 rov. M02MIS BEFORE USE. Design valid for use only with Mllek®connectas. ills design is Ixed only upon patamelers shown. and Is loran klaivkW holding component, nor a Inm system. Before rise, the b tllding designer rnrtsl velly the app icabilN of design p ufarnetersand properly incorpoare this design into the overall bidding design. Bracing IrWk:ated Is to budding of Individual truss web and/or chord met nbers only. Additional lemporary and permanent Lxocing WOW preventIt always rocluirod lot stablllly and to pevent collar wllh possItAo personal hlkay and property darnage. lot general guidance regarding Me 6904 Parke East Blvd fabrlcalkm, storage, delivery, erection and txachtg of trusses and Inrss systems seeANSI/IPI I Quality Criteria, OSB-89 and BCSI Building Component Ternim, FL 33610 sorelyInarmatlonavaltabtoOornTrussPlateInstitute. 218 N. Lee Sheet. Sulte 312. Nexan ddo. VA 22314. Job Truss Truss Type I Oty Ply T13495218 W P0080 A04 Hip 2 1 Job Reference (optional) tiuuaers mrstbource, I ampa, mant Gary, moria8 34Ioo S Ong 5x8 = 4 a. rae a OUR r U car r r rvnr anuruumnoa, a ti. vveu rvw, •+.c..—av,v 3x8 = 20 It 4x6 = Sx6 = 5 67 8 Scale = 1:79.5 1.54 STP = 19 18 " 16 15 •' 13 12 1 5x8 STP = US = 2x4 II 3x4 = US — 3x8 = 2x4 11 4x6 = 3x8 = 2x4 II 4x6 = LOADING (pst) SPACING- 2.0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Ven(LL) 0.33 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber OOL 1.25 BC 0.78 Vert(CT) 0.62 15.16 >848 180 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.20 10 rVa n/a BCDL 100 Code FBC2017/rP12014 Matrix-SH Weight: 232 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 4-6,6.8: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-1-6 oc bracing. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at midpt 7-13 14.17: 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1700/0.8.0, 10=170008-0 Max Horz 2=81(LC 16) Max Uplift 2=-437(LC 8), 10=-437(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3524/2169, 3-4=-2988/1873, 4-5= 3249/2076, 5-7=-3249/2076, 7-8=-2720/1784. 8-9— 2988/1873, 9-10— 3523/2170 BOT CHORD 2-19=-1881/3157, 18-19=-1881/3157, 16-18=-1430/2707, 15-16=-1719/3249, 13-15-1719/3249, 12.13=-1788/3157, 10.12— 1788/3157 WEBS 3-19=0/276, 3-18=-539/529, 4.18=-226/416, 4-16=-419/833, 5-16=-352/306, 7.13=-822/416, 8-13= 487/851, 9-13=-539/530, 9-12=0/276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCDL=3.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -1-0.0 to 5-0-0, Exterlor(2) 5.0-0 to 45.8-0 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 100lb uplift at joint(s) except Qt=lb) 2=437, 10=437. Joaquin Velet PE No.68182 MiTek USA, Inc. FL Cert 8634 6204 Parke East Blvd. Tampa FL 33610 Date: March 14,2018 0 WARNING - Verity dedpn parameters and READ NOTES ON THIS ANOWCLUDEO MREK REFERANCE PAGE M&7477 rev. 1402W16 BEFORE USE Design valid for use only 4Alh lv9tekO Conneclots. This design is based only upon rwramelers shown. and Is lot an Individwe building component. not a hu ss system. Before use. the bullding designer must verity the (q)pIlco lilty of design pxuaineleis and prop etly fncotlorato this design Into the overall building design Bracing Indicated Is to prevent bucatng of IWWual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always tequ lted for stability and to prevent collapse with possible personal INuay arld property damage. For general guklonce regarding Me lalrk:atkrt. storage, delivery. erection and tracing of misses and Inns syslerns, ux:ANSI/1PI I Quality Criteria, 056.89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdlable tram trust Rate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tarrpa. FL 33610 Job Truss Truss Type Ory Ply T13495219 W P0080 A05 Hip 2 1 Job Reference (optional) Builders rustsource, Tampa, riam i iry, Honda 33566 o r.x, o rep w - , ,.,, , e= er-us...es M. as ...a.. ria . I D:4mZSyQSpnperCOHML 1 Og 1 zP836.7ip8JC6GG55XbYCNHhZgJLt_E 11oPo55v3sf E EzbOG2 1.0 7. 7.5 . 4.11 15.0.0 22.4.0 29.8.0 37.3.5 44.8.0 4 -8- 0• 7.4.11 77.4-0 7-4-0 7-7.5 7.4.11 0 Scale = 1:81.0 6. 00 FI2 5x8 = 2x4 11 Sx8 = 5 6 7 a 1. 6x8 STP = 18 17 " C1 15 " 13 12 1.5x8 STP = 4x6 = 2x4 II 4x6 = 3x8 = 3x4 = 20 II 06 = 3x4 = 4x6 = LOADING ( psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017lrP12014 CSI. TC 0.98 BC 0.94 WB 0.46 Matrix- SH DEFL. in Qoc) Weft Ud Ven( LL) 0.32 15 >999 240 Ven( CT) -0.59 13-15 >895 180 Horz( CT) 0.21 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 226 lb FT = 20%, LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 4- 5,7-8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 3-17. 9-13 WEBS 20 SP No.3 REACTIONS. ( Ib/size) 2=1700/0.8-0, 10=1700/0.8-0 Max Horz 2=93(LC 12) Max Uplift 2=-417(LC 8), 10=-417(LC 9) FORCES. ( lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3561/2217, 3-5=-2851/1783, 5-6=-2893/1905, 6.7_ 2893/1905, 7-9=-2851/1783, 9- 10=-3561/2217 BOTCHORD 2-18=-1933(3197, 17.18=-1933/3t97, 15-17_ 1325/2562, 13.15=-1306/2562, 12- 13=-1840/3197, 10-12=-1840/3197 WEBS 3.18=0/314, 3-17- 704/660, 5.17=-198/491, 5.15= 266/600, 6-15=-443/372, 7- 15=-266/600, 7-13=-198/491. 9-13=-704/660, 9-12=01314 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; Cat. If: Exp C: Encl., GCpl-- 0.18; MW FRS (envelope) and C-C Comer(3) -1-0.0 to 5-0.0, Extenor(2) 5-0-0 to 45-8.0 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0-0 wide Will fit between the bottom chord and any other members, with SCOL = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2= 417, 10=417. Joaquin Velez PE No.68182 MTek USA, Inc. FL CeR 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 14,2018 Q WARNING - Vortry design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE 11111-7473 rev. 146M1S BEFORE USE. Design valid for use only wllh Mllek® connectors. 811s design S based of dy upon parameters shown. and Is for an individual WIdIng component. not a truss system Beloro use. Iho IMIdino designer must verify the oWicc Ullly of desl fyl rxaometers and IxoperW tncotpor<de this do -Jan Ina the overall building Brocho Indicated Is to buckling Individual truss web and/or chord members only. Add lltonol temporary and pefrndmenl bracing WOW design. fxevenl of Is always required lot stablllty and to prevent calque with possible personal injury and Ixopedy, darnage. For general guidance regarding the 6904 Parke East Blvd fabrication. storage, delivery. erection are tracing of trusses and truss systems. sefANSI/1PI I Quality CAheda, OSS-89 and SCSI Suriding Component Tampa. FL 33610 SalaryInformationovdtatAefromtrussPaleInstitute. 218 N. Lee Street. Suito 312. Alexararla, VA 22314. Job Truss Truss Type Oty Ply T13495220 WP0080 A06 Hip 2 t Job Reference (optional) ouuuersrestaource,rampa, rranrairy,rwiwaaauue o..w.—F..,—,.... .— ..o.....a., .,... 10:4xrZSy05pnperCOHML1Og1zP836-44wvku8WnlLFgsLmO6clOmyOZrg6'i;( MNLmJ A-0-0 9-11.10 11-a-15 17.0.0 22.4.0 27.8.0 32.11.1 38.8.6 44.8.0 4$- HE 5.00 f 12 Sx6 = 3x8 = 5x6 = 6 7 8 Scale - 1.78.0 3x8 = eV .e 1B 17 `• 16 3z8 = 30 = 4x6 = 2x4 II 3x8 = 3x4 = 3%9 = 06 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2.0.0 Plate Grip DOL 1.25 Lumber OOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.73 BC 0.99 WB 0.59 Matrix-SH DEFL. in (loc) Well Ud Ven(LL) 0.31 17 >999 240 Ven(CT) -0.62 18-20 >852 180 Horz(CT) 0.21 12 n/a rVa PLATES GRIP MT20 244/190 Weight: 244 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.7.2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 20 SP No.3 WEBS 1 Row at mldpt 7-18, 7-16 REACTIONS. (lb/size) 2=1700/0.8-0, 12=170010.8.0 Max Harz 2=104(LC 12) Max Uplift 2=-418(LC 12), 12=-418(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 3562/2280, 3-5=-3380/2197, 5-6=-2635/1724, 6-7=-2391/1651, 7-8=-2391/1651. 8-9=-2635/1724, 9.11=-3380/2197, 11-12=3562J2281 BOT CHORD 2-20=-2010/3200, 18-20=-1586/2794, 17-18=-1289/2526, 16.17=-1289/2526, 14-16= 1550/2794, 12-14_ 1916/3200 WEBS 3-20=-222/369, 5.20=-306/485, 5-18=-572/529, 6-18=-424l734, 7-18=-393/166, 7.16— 393/166, 8-16— 424/734, 9.16=-572/529, 9-14=-306/485, 11-14= 2221369 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=4.2ps1; BCDL=3.Opsf; 11=15ft; Cat. II; Exp C: Encl., GCpi-0.18; MW FRS (envelope) and C-C Comer(3) -1.0.0 to 5-0-0. Exterior(2) 5-0-0 l0 45-8-0 zone; cantilever left and right exposed end vertical left and right exposed:C-C for members and forces & MW FRS for reactions shown; Lumber OOL=1.60 plate grip OOL=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 BCOL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except 01=lb) 2=418. 12=416. Joaquin Velez PE No.68182 k§Tek USA, Inc. FL Cart 8834 904 Parke East Blvd. Tampa FL 33610 Date: March 14,2018 Q WARNING - Verify design pammetwe and READ NOTES ON THIS AND INCLUDED MREX REFERANCE PAGE MB•7473 mv. f603R015 BEFORE USE. DadW valid for use only vAlh Mllek®conreclors. Ms design Is based only upon Iorarrlelers shown, and Is la an Indlvick" building component, not a truss system. Before use. the building doslgner mrrsl verity the aprAlcabalty, of design parameters and propety Incorporate this design Into the overall brBdIng design. gracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and petmaneni bracing WOWIxevenl is always tecµlted lot stablilly and to prevent cdicltxle with possUo personal hAny and property damage For genetol guldalce regarding W e 6904 Parke East Blvdlarxpcollon, storage. delivery. ereellon and bracing of trusses and muss systems, seeANSI/IPI I Quality Criteria, DSB-89 and BCSI Building Component Tempe. FL 33610SafetyInformationavailablefromIn= Wale Institute. 218 N. Lee Street. Suile 312. Alexandria. VA 22314. Job Truss Truss Type Oy Ply T13495221 W P0080 A07 Hip 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.130 s Sep 15 2017 MrTek Industries, Inc. Wed Mar 14 12.50:64 2018 Page 1 10:4xiZSyOSpnperCOHMLI OgI zP836-YHUHxE89YOT6SOwyyp7Xw_VWeF 1 Rc91Xb1 SJrYzbOG? 1.0- 7.0.4 12.7.15 19.0.0 25.8.0 32.01 37.7.12 44.8.0 4 -8- 0. 7-0.4 5.7.11 fr4.1 6-8.0 6.4.1 5 7.11 7.0.4 0 500 FIT Sx8 = 5x6 = Scale = 1:81.0 1.54 STP = 20 19 go 17 `' 16 14 13 I.SxS STP = 3x8 = 2x4 II 3x4 = 4x6 — 3x4 = 3x8 = 4x6 _ 3x4 = 2x4 11 3x8 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. In loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Ven(LL) 0.30 17 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.55 17-19 >969 180 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(CT) 0.21 11 n/a rVa BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 2431b FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpi 5.17. 6-16. 8-16 REACTIONS. (Ib/size) 2=1700/0-8-0, 11=1700/0.8.0 Max Horz 2=116(LC 16) Max Uplift 2=-432(LC 12), 11=-432(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3545/2254, 3-5=-3039/1969, 5-6=-2461/1649, 6-7= 2219/1594, 7-8=-2461/1649, 8-10=-3039/1969, 10-11 =-354 5/2255 BOT CHORD 2-20=-1966/3179, 19-20=-1966/3179, 17-19=-1536/2752, 16.17=-1097/2218, 14-16=-1507/2751, 13-14-1873/3179, 11-13— 1873/3179 WEBS 3.20=0/259, 3-19=-497/465, 5-19=-182/403, 5-17=-707/576, 6-17=-328/594, 7-16=-319/584, 8-16=-706/575, 6.14=-182/402, 10-14— 497/486, 10-13=0/259 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=4.2psh BCDL=3.Ops1; h=1511; Cat. II; Exp C; Encl., GCPi=0.18: MW FRS (envelope) and C-C Comer(3) -1-0-0 to 5.0-0, Exlerior(2) 5.0-010 45-8-0 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces 8 MW FRS 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 nonc6ncurrent 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 lit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=432,11=432. Joaquin Vele1 PE No.68182 MiTak USA, Inc. FL Cad $634 6904 Parke East Blvd. Tampa FL 33610 Date: March 14,2018 Q WARNING • Vartly deelgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev. iaMMIS BEFORE USE. Design valid tot use orgy wth Mllek® connectors. Ms design 6 based only upon parameters shown, and Is lot an Individual building component. not a puss syslei n. beloro u se. Ire building designet must verity the applicability of design parameters and properly incorporcde thisdesign Into lie overall buealng design. Bracing Irxtcaled Is to prevent buckling of Individual truss web and/or chord members orgy. Additional temporary and permanent bractng WOW Is always required tot stability and to prevent collapse wth possible personal "aid property damage. For general guidance regarding the fabricatlm storage, dcdNery, etecllon and bracing of fnrsses and truss systems seeANSI/TPI I Quality Criteria, OSS-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rabe Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tempe. FL 33610 Job Truss Truss Type Ory Ply T13495222 W P0080 A08 Hip 2 1 Job Reference (optional) efunciers rrstaource, i ampa, ream %Ally, monad JJaoo 5.00 52 5x8 = Sx6 = 5 B o. wv 5 coup to cu i r .- r en nmumuoa, uu.. v o rase lnperCOHML 1 Og 1 zP836-U1c 1 MwAP4eigt1J4L4E9?OPas22i24I Ug3La0vRzbOFz Scale = 1:81.0 1.SxB STIR = 18 17 to ct 15 14 12 11 1.Sx8 STP = 3x8 = 2x4 II 3x4 = 4x6 — 3x4 = 3x8 = 4x6 = 3x4 = 2X4 II 3xB = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017frP12014 CSI. TC 0.91 BC 0.94 WS 0.58 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/dell Ud 0.31 15.17 >999 240 0.59 15-17 >899 180 0.21 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 252 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15. 5-14. 7-14 REACTIONS. (Ib/size) 2=1700/0.8-0, 9=1700/0-8-0 Max Horz 2=128(LC 12) Max Uplift 2=-446(LC 12), 9=-446(LC 13) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3551/2278, 3.4_ 2980/1943, 4-5=-2288/1570, 5-6=-2046/1531, 6-7=-2291/1572, 7.8=-2979/1943, 8-9= 3552/2278 BOT CHORD 2-18=-1989/3185, 17-18=-1989/3185, 15-17— 1511/2704, 14-15=-98212042, 12-14— 1486/2703, 11-12_ 1896/3186, 9-11=-1896/3186 WEBS 3-18=0/275, 3-17= 556/527, 4-17=-161/459, 4-15= 844/669, 5-15=-372/594, 6-14=-362/590, 7-14=-840/666, 7-12=-160/456, 8-12=-557/528, 8-11=0(276 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=151t; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -1-0.0 to 5.0-0. Exterior(2) 5.0-0 to 45-8-0 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qtdb) 2=446, 9=446. Joaquin Velez PE No.68182 MiTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 14,2018 O WARNING - Vadly dotlpn Penmetart and READ NOTES ON THIS AND rNCLUDED AUTEK REFERANCE PAGE MI7.7477 revfAMIS eIS BEFORE USE. Design valid lot use only Win MIIek® connectors. thisdesign Is based orgy upon pwameN n shown. and Is lot an h1dividual t-Addlrlg Component, not a ktas system. Before use. the txdldlrlg designer mtnl vedly the aWlco alty of design paramelen and Ixoperly elcotpaate this design Into the overall txAdinlg design 8rciclW Indicated Is to buckling of IndMdtrd truss web aril/or chord members only. Additional temporary ad Permanent txocing WOW Wevenl Isalways required lot skitAlly and to pievenl collapse with possUNe peisondl Infu y and property damage. Foi general gtAdance regarding the 6904 Parke East Blvd Iatxicallon, storage. dellvery. eiecllon and prating of Irums and tniss systems, seeANSI/TPI I Quality Cdteda, OSB-89 and SCSI Bund rig Component Tatrpo, FL 33610 safety InformationavallatllefromtntasPlateInstitute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Truss Truss Type City Ply T13495223 W P0080 A09 Common 7 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Mar 14 12:50:57 2018 Page 1 I D:4wZSyOSpnperCOHML 1 Og 1 zP836-yrAPZFB 1 rxrhJTfXdygEYc71 gS5rpV4_H?JzRtzbOFy 1.00 7.11.6 15.7.6 22.4.0 _ 29.0.10 36.8.10 44.8.0 45.8.0 1.0- 7.11.6 7.7.15 6 &10 6-8 10 7.7.15 7-11.6 1.0•o 2x4 II LOADING (psf) SPACING- 2.0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 'Except' 1.4.8-11: 20 SP No.t BOT CHORD 20 SP No.1 'Except' 14-16: 2x4 SP N0.2 WEBS 2x4 SP No.3 FS38 6.00 fil2 4x6 = 3x8 = 3x4 = 3x4 = 4x6 = 2x4 II Scale = 1.75.0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TC 0.90 Ven(LL) 0.3215-17 >999 240 MT20 244/190 BC 0.71 Ven(CT) 0.51 15-17 >999 180 WB 0.49 Horz(CT) 0.19 10 We We Matrix-SH Weight: 234 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-9-13 oc bracing. WEBS 1 Row at midpt 6-15. 7-15. 9-13, 5.15. 3-17 REACTIONS. (lb(size) 2=1700/0.8-0, 10=1700/0.8-0 Max Horz 2=135(LC 12) Max Uplift 2=-454(LC 12), 10=-454(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3530/2527, 3-5=-2815/2123, 5.6=-2170/1814, 6-7— 2170/1814, 7.9=-2815/2123, 9.10=-3530/2527 BOT CHORD 2-18=-2119/3164, 17.18=-2119/3164, 15-17=-1613/2524, 13-15=-1619/2524, 12-13=-2113/3164. 10.12— 2113/3164 WEBS 6-15=-943/1286, 7-15=-840/755, 7-13= 202/492, 9-13=-713/634, 9-12=0/330, 5-15=-8401755, 5-17=-202/492, 3-17=-713/634, 3-18=0/330 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUII=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. it: Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -1-0.0 to 5-0-0, Exterior(2) 5-0-0 to 22-4.0, Comer(3) 22-4-0 to 28-4.0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except QtAb) 2=454, 10=454. 1 .- b Joaquin Velez PE No.68182 MiTek USA, Inc. FL Con $034 904 Parke East Blvd. Tampa FL 33610 Date: March 14,2018 Q WARNING • Vorlry dedpn poremoters and READ NOTES ON THIS AND INCLUDED MA8K REFERANCE PAGE MIF7473 rev. 10MM16 BEFORE USE. Deslgri valkt for use only wllh Mllek8 connoctors. this design Is cased orgy upon naromelers shown, and Is lot an kWMdat buildingcomponent. rnol a limn system. Befofe use. Inc- building designer must verify the alx31k:abaily of design patarneters and properly Incorporate it & design Into the overall txNding design. Bracing Indicated Is to txrCaing of Individual Miss web and/or aloud members only Additional temporary and permanent bracing MiTek' pfevenlIs always required to stability and to rxeveni collaine wllh passable personal hprry and property damage For general guidance regarding the 6904 Parke East Blvd. tabftalkbn6slotage, delivery, erecllon and txocing of tenses and inns systems. seeANSI/IPI I Quality Criteria. 048.89 and &CSI Building Component Tampa. FL 33610 SalofyInformationavallalxeItemtrussPlateInstitute. 218 N. Lee Sheet. Su lle 312. Alexandria. VA 22314. Job Truss Truss Type Oty Ply T13495224 WPOO80 A010 Roof Special 1 I Job Reference (optional) tsultaers mrstaource, I ampa, runt %Ary, rfonaa saoao 5.00 F12 o.ruv -Z I D:4w2SyO5pnperCOHMLI Og 1 zP836-yae_?R_Nrli5mssG811FM 1 w9RbOTK17TNsiaMM 27.2.1 33.8.0 39-6.10 44.8.0 4,54 6x8 = 7x10 = 2x4 11 5x8 = Sx8 = 4 6x8 = 1.6 Scale = 1:78 8 Sx6 = — 19 , 0 17 16 14 13 5x6 = 4x6 = 5x8 = 5x8 = 2x4 II 5x8 = 2x4 II 6x8 = 5x8 = 7.7.5 14-4.0 20.9.15 27.2.1 33.8 0 39 6 10 44.8-0 zzc c_e_tt A.A.'t f,.4.15 5.1n-10 ' S•1-6 Plate Offsets (X,Y)-- 12:0.5-1,0-0 31,[5:0-1-12,0-4.121.19:0-4-0,0-2.2),111:0.5.1,0-0-31,[19:0.3.8 0-2-01 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in (hoc) pdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.31 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.52 16-17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.11 11 n/a rVa BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 284 lb FT = 20% LUMBER - TOP CHORD 20 SP N0.2 'Except' 1-4: 20 SP M 31, 5-7,7-9: 2x6 SP M 26 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=170010-8.0, 11=170010-8-0 Max Horz 2=79(LC 12) Max Uplift 2=-402(LC 9), 11=-515(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-5.6 oc bracing. WEBS 1 Row at midpt 8-14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3686/2686, 3-4— 3437/2465, 4-5=-3801/2723, 5-6=-4027/2771, 6-8=-4026/2770, 8-9=-2980/2234, 9-10=-3251/2290, 10-11=-3643/2596 BOT CHORD 2-20-2385/3345, 19-20-1703/2775, 17-19-2101/3448, 16.17-2309/3843, 14-16-2309/3843, 13-14=-2301/3297, 11.13=-2301/3297 WEBS 3-20=-353/550, 4-20=-380/502, 4-19=-1469/2251, 5-19=-1973/1408, 5-17— 438/816, 6-17=-414/358, 8.14=-10561681, 9-14=-532/904, 10-14= 379/486 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=4.2pst; BCDL=3.0pst; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1.0.0 to 5-1-14, Extedor(2) 5-1-14 to 12.8-0, Corner(3) 12-8-0 to 39.6.10. Exterior(2) 39-6-10 to 45.8.0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=402, 11=515. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart U34 6004 Parke East Blvd. Tampa FL 33610 Date: March 14,2018 Q WARNING • VaAy design pa imotars and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M11.7/T3 rev. 1"1,2015 BEFORE USE Design valid for use only With MIIek6 connectors. Ihls design Is lxaed only upon poraneters shown. and Is lot an IndivId al building component, not a Was system. Before use. the building designer must veMy the ol)NIcabalty of design Ixaamelers and (xoperly hlcerpoiale this design Into the overall design. Bracing Inalcoted Is to buckling of Individual Inrss web and/or chord members only. Additional larn"ory and permanent btochng MiTekbandingprevent is always required (or slablllly and to prevent collapse wllh possNAe personal Inpay and properly damage for general guidance nogaaang the latxk:alk^ stdxdfge, dellvery, otecfton and tracing of trusws and truss systems. soeANSI/TPI I Guai ty Criteria. OSS-69 and BCSI Bulldhng Component 6904 Parke East Blvd. Safely Information ovallalxe from truss Plate Institute. 218 N. Lee Street. Suile 312. Alexandria. VA 22314. Tampa. i. 33610 Job Truss Truss Type Ory Ply T13495225 WP0080 A011 Root Special i t Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 a.130 s Sep 15 2017 MI I ex industries, Inc. Wed Mar 14 12:50:42 2018 rage 1 ID:4xiZSyOSpnperCOHMLIOgIzP836-uzmkO7?dNKyp?90eFivjRS?avP CodPmrABgOFzbOGB t•0- 5.2.3 11.0.0 14.4.0 76.4.0 7.8- 23.7.7 29-6.13 35.8.0 39.11.5 44.8.0 8- 0 5.2.3 5 9.13 3.4.0 2-0 0 1-4• 5.11.7 5-11.7 6.1.3 3.3 5 5-8.11 0 5x8 = 5.00 t 2 30 = Sx6 = 5x6 = 2x4 II 5 6 3x4 = 3x6 = Sx8 = Scale = 1 79 4 3x6 = 24 23 22 21 20 19 18 17 16 15 3x8 = 2x4 II 3X4 = 3x6 = 5x8 = 3x4 = 3x4 = LOADING (psi) SPACING- 2-0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BOLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC20171TP12014 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 3xe = 6x8 = 3x6 = CSI. DEFL. In (loc) Udell Ud PLATES GRIP TC 0.50 Ven(LL)-0.1513.15 >999 240 MT20 244/190 BC 0.72 Ven(CT)-0.3213-15 >732 180 WB 0.87 Horz(CT) 0.03 13 n/a rVa Matrix-SH Weight: 240 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4.7 oc puriins. BOT CHORD Rigid ceiling directly applied or 5-6-13 oc bracing. REACTIONS. All bearings 0-8-0. lb) - Max Horz 2=70(LC 16) Max Uplift All uplift 100lb or less at joint(s) 18 except 2=-164(LC 12), 20=-485(LC 9), 13= 275(LC 13) Max Gram All reactions 250 lb or less at joint(s) except 2=563(LC 23), 20=1760(LC 1), 13=838(LC 24), 18=343(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-878/647, 3-4=-315/230, 4-5— 37/304, 5-6=-64/344, 6-7=-5-IM70, 10-11_ 881/677, 11-12= 1178/905, 12.13=-1421/1152 BOT CHORD 2-24=-503/7591 23-24=-503(759,20-22=-741/704, 19-20=-970/875,18-19=-339/881, 16-18_ 339/881. 15-16= 559/1061, 13-15= 944/1261 WEBS 3-23=-573/623,4-23=-191/356,4-22=-646/548,5-22=-274/176,6.22=-599/912, 6-20=-690/537, 7-20=-944/673, 11-15_ 234/398, 12-15— 256/473, 11-16=-241/258, 7-19=-774/1192,10-16=-54/267,8-19=-318/278,10-19= 929/667 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=4.2pst; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0.0 to 5-2-3, Extedor(2) 5-2-3 to 11-0-0, Comer(3) 11.0-0 to 14-4-0, Extedor(2) 16-4-0 to 45-8-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live 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) 18 except (jt=lb) 2=164, 20=485, 13=275 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Con 4434 904 Parke East Blvd. Tampa FL 33610 Date: March 14,2018 WARNWG - Verily dedgri pararmters and READ NOTES ON THIS ANDWCLUOED MTTEK REFERANCE PAGE A07473 rev. 16922015 BEFORE USE. Design valid for use ordy wlm Mllek®conneclors. fnls design is based only upon pxuamelers shown. and Is ror an IndMdual building component. not a trim system. Before rise, the bxdlc lnd desigror must verify the op11cotAlty of design parameters and prop edy kx:aporalo this design Into the overall txNdhg design. Bracing Indicated Is to prevent buckling or Individual truss web and/or chord members only. Addltlondd temporary and permanent bxacOnO WOW Is always teciuired er slabekky and to txevenl collapse Win pos6xe pa tsorwi"and Ixoper y damage ror gerord gulda ce regarding Iho latxIcallon, storage. delivery, etecllon and bracing of tnisses and inns systems. sec-ANSI/IPI I Quality Criteria, OSS-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available horn truss Pate Institute. 218 N. Lee Street. Suite 312, AleKandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply T13495226 WP0080 A012 Roof Special Girder1 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Mar 14 12:50:44 2o18 Page I I D:41aZSy05pnperCOHML 1 Og i zP836-gLtVrp 1 tvyDXFT91 NjxBW l5pgDf9GYx31UgnV7zbOG9 i1.0-0 SSO 90 0 12.8.0 16.4.0 , 1&1.0 250-0 31.3-2 37.48 37r-040.4.5 i 44•fY0 SSO 37.0 3-8.0 ' 38•o 2.0.0 8.8.0 632 61.8 W. 2•&5 4.311 5x8 = 5.00 rl2 2x4 II 5x8 = Sx6 = 5 6 7 5x8 = 3x6 = 5x8 = Scale - 1:79.4 3x6 = 27 26 25 24 23 22 21 20 34 191836 35 37 3817 39 16 15 3x6 = 2x4 II 3x8 = 3x6 _ 3x6 II 06 = 2x4 II 3x6 = 1b1-0 SSO e-0.0 12: 161-0 74 21.7.2 250-0 262.7 31$13 37.8-0 10.4.5 41$0 SSO 37.0 36o 360 3 -2 31.14 32.7 6.16 3.1.3 2b•5 1.3.11 LOADING (psf) SPACING- 2.0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 TCDL 7.0 Lumber DOL 1.25 BC 0.75 BCLL 0.0 Rep Stress Incr NO WB 0.80 BCDL 10.0 Code FBC2017frP12014 Matrix-SH DEFL. in (loc) Vdefl L/d Vert(LL)-0.0917-19 >999 240 Vert(CT)-0.1917-19 >999 180 HOtz(CT) 0.04 13 Na We PLATES GRIP MT20 244/190 Weight: 234 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.0-3 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-4-6 oc bracing. WEBS 20 SP No.3 REACTIONS. All bearings 0-e-0. lb) - Max Horz 2=58(LC 8) Max Uplift All uplift 100lb or less at joint(s) 22 except 2=-243(LC 27), 20=-944(LC 5), 13-426(LC 9) Max Grav All reactions 250 lb or less at joint(s) except 2=695(LC 1). 20=2819(LC 1), 13=1118(LC 20). 22=271(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1154/413, 3-4-782/381, 4-5=-634/410, 5-6=-634/410, 6-7=-415/360, 7-8— 269/919, 8-10-219/352, 10.11=-1635/646, 11-12-1979/832, 12-13=-2171/836 BOT CHORD 2-27=-363/1003, 26-27=-363/1003, 25-26=-243I745, 23-25=-212/399, 22-23-310/347, 21-22=-3101347, 20-21— 1687/578, 19-20=-1667/578, 17-19=-514/1163, 16-17=-679/1845, 15-16=-704/ 1927, 13-15-704/1927 WEBS 3.26- 380/169, 4-26=-66/274, 6-25-179/661, 6-23=-556/167, 7-23=-150/578, 7-21=-1010/ 348, 8-21-261/1019, 8-20-2664/945, 11-16-174/479, 8-19— 649/2112, 10-19-1727l750, 10-17=-97/688, 11-17-301/208 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; Cat. If: Exp C; Encl., GCpi=0.18; MW FRS (envelope): cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 30 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22 except Qt=lb) 2=243. 20= 944, 13=426. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 151 lb down and 110 lb up at 25-7-4. 145 lb down and 107 lb up at 27-7.4, 145 lb down and 107 lb up at 29-7-4, 145 lb down and 107 lb up at 31-7-4, 145 lb down and 107 lb up at 33-7-4, and 145 lb down and 107 lb up at 35-7-4, and 166 lb down and 134 lb up at 37-8-0 on top chord, and 81 lb down at 25-7-4, 81 lb down at 27-7.4. 81 lb down at 29-7.4, 81 lb down at 31-7-4, 81 lb down at 33-7.4. and 81 lb down at 35-7- 4, and 372 lb down and 182 lb up at 37-8-0 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). la Joaquin Velez: PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 14, 2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MR-7473 rov. IW312015 BEFORE USE. Design valkl lot use only with Mllek® connectors. Ihls design Is based only upon Iwrainelers shown, and is for an hdivklual b ulldi g Component, not a truss system. Before, use, the txAdnU designer must vedfy the appllcobllly of design paranelen Coll Ixopedy Incorporate this design Into the overall building design. Brochg Indicated h to buckling of Indlvidual truss web and/or chard members orgy Adc llbral temporary and permanent Ixacing MiTek prevent Is alwaysiegWod for stability and to Ievent cotapse with possible poisonal Inftay and ixolerty damage Foi genetal galdarae tegardhg tho 6904 Parke East Blvd. Klbrbatkxn. storage. delivery, erection and bracing of trusses and buss system& seeANS,/1PI I Quality Cdlafta. DSB-89 and SCSI Building Component Tampa. FL 33610 Safety information avaltabbeDomtrussPlatehslltile. 218 N. Leo Street. Suite 312. Alexandria. VA 22314. Job Truss Truss,Type Qry Ply T13496226 WPOO80 A012 Roof Special Girder ] 1 1 Job Reference(optional) Builders FirstSource, Tampa, Plant city, 1-lon0a 33555 a.13u s aep i o Lem i mi i ex inausmes, inc, vveo mar i* i Z:ou:94 Zu i a rage e I D:4xiZSyOSpnperCOHML 1 Og 1 zP836-gLtVrp 1 tvyDXFT91 NjxBW l5pgDf9GYx31UgnV7zbOG9 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced). Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-6=-54, 6-7=-54, 7-11=-54, 11-14=-54, 2-13=-20 Concentrated Loads (lb) Vert: 11=-105(F) 16=-372(F) 28— 111(F) 29=-105(F) 30=-105(F) 31=-105(F) 32=-105(F) 33=-105(F) 34=-59(F) 35=-58(F) 36=-58(F) 37=-58(F) 38=-58(F) 39= 58(F) Q WARNING- Yodly daslyn panmoters and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE MI117479 rev 1000 I S BEFORE USE. DwIgn vaild nor use only w11h MllekO Conneclors. D* design is txned only ur»n ixframelem shown. and Is lox an Individual txAding component. not a muss system. Belore use. the IxOdIng designer musl vedly the appllcablily, of design pasameteis and ixopedy Incogborale Ohis, design Into the overall building design. Bracing Indicated Is to b of Indlvklual Russ web and/or chard members only. Additional ternpwary and permanent brocfrtg M iTek' preventucldNis always f equred ra stability and Id Ixevent collapse with possible personal Injury and ixoperty damage. For general guidance regarding the 6904 Parke East Blvd. Iabxlcallon, storago. delivery, erection and biaeUtg of lnissos and miss systems. socANSI/TPI I Quality Cdtedo. OSS-89 and SCSI Wilding Component Tanpa. FL 33610 SafetyInformationavailablefromTrussRateInstitute. 218 N. Leo Slreel. Suite 312. Alexandda. VA 22314 Job Truss Truss Type Ory Ply Tt3495227 W POO80 A013 Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 Sx8 = sonft9 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Mar 14 12:50:46 2018 ID:4xiZSyQSpnperCOHMLIOgIzP836-JYRt291VgFLOtdkDwOT034d5kc5R?4bDX8PKI 2x4 11 Sx8 = Scale = 1:44.0 3x4 = ,. ,• 10 - 3x4 = 2x4 II 3x6 = 3x4 - 3x6 = 2x4 II 3x12 MT20HS = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017frP12014 CSI. TC 0.40 BC 0.37 WB 0.46 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Udell Ud 0.04 11.13 >999 240 0.08 11-13 >999 180 0.01 10 Na Na PLATES MT20 MT20HS Weight: 122 lb GRIP 2441190 187/143 FT = 200% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid telling directly applied or 6.0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 8=44/0.8.0, 2=656/0.8.0, 10=1197/0.8-0 Max Horz 2=53(LC 12) Max Uplift 8_ 68(LC 19). 2=-186(LC 4), 10=-313(LC 5) Max Grav 8=73(LC 20), 2=665(LC 19). 10=1197(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1109/272, 3-4=-879/256, 4-5=-629/232, 5-6=-629/232, 6-7=-92/492, 7-8=-68/313 BOT CHORD 2-14=-223/966, 13-14=-223/966, 11-13=-168f797, 10-11=-475/161, 9-10=-271/81, 8.9= 271/81 WEBS 4-13=-38/262, 5-11=-350/191, 6-11- 351/1203, 6.10=-937/294, 7-10=-308/139 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=4.2ps1; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; end vertical left and right exposed; 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 psi 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 lit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except Qt=lb) 2=186. 10=313. Joaquin Velez PE No.66162 MiTak USA, Inc. FL C4rt 6634 6804 Parke East Elvd. Tampa FL 33610 Deco: March 14,2018 0 WARNING • Vedly dedpn paramefore and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE MA7478 rev. fa41MIS BEFORE USE Design vaikl for use only win lve lek®conneclars R* deslgn Is based orgy upon paaneiers shown. and Is lot an trWlviWal buading component, not a liras system. Before use. the txdkang designei must verify the aPfglcabelly of design parameters and properly Incorporate this design Into the overall Bracing kldlcated Is to buckling of In divIU1Kg buss web and/or chord members only. Additional temporary and permanent tracing WOWbtlkangdesignIxevenl is always to tutred for slablIlly and to fxevent collapse wlih passible personal k*ffy and property damage. For genera t guidance regarding the lab ricoll n. storage, delivery. erection and bracing of Musses and Inca syslerns, seeANSI/TPI I Quality Criteria, DSe-0t and SCSI Building Component 6004 Parke East Blvd. Safety Information ovallable from Truss Rate Institute, 218 N. Lee Street. Sidle 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss,Type Oy Ply T13495228 WPOO80 CJ1 Jack -Open 10 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City. Florida 33566 8.130 s Sep 15 2017 Mi I ek Industries, Inc. Wed near 14 1 z:all:58 20! 8 rage 1 I0.4xiZSyOSpnperCOHML10gizP836-02knnbCfcFzYwdEIBfBT5ggONse3Y3z7Wf3WzKzbOFx 1.0.0 1.0.0 1.0-0 1.0-0 2x4 = 1.64STP= LOADING (pst) SPACING- 2.0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 TCDL 7.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017lrP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=-8/Mechanical, 2=125/0-8-0, 4=9/Mechanical Max Horz 2=30(LC 8) Max Uplift 3=-8(LC 1), 2=-69(LC 8) Max Grav 3=15(LC 8), 2=125(LC 1), 4=18(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1.6.6 DEFL. in (loc) Vdeil Ud PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 244/190 Ven(CT) -0.00 2 >999 180 Horz(CT) -0.00 3 n/a n/a Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or I -" oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140111ph (3-second gust) Vasd=loei nph; TGDL=4.2pst; BCDL=3.0pst; h=1511; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psi on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 3, 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cen 68U 6904 Parke East Blvd. Tampa FL 33610 Date: March 14,2018 Q WARNWG - Varlry detiptn pwameters end READ NOTES ON rms AND WCLUDED hMK REFERANCE PAGE 11,19.7473 mv. fdA11=00 i BEFORE USE. Design valid lot use orgy with MllekO connectors. Inns design Is based orgy upon parameters shown. and is for an IndMCAsal txAdkng component. not a liuss system. Before use. the building designer must verity the appllcal%Ily of design paramolers and propoily Worporaw this design Into the overall Wilding design. Bracing Indicated Is to prevent buckling of Individual truss web ad/or chord members only. Additional temporary and petmanenl bracing M iTek' is always roc"red for stability and to prevent collapse with possible personal trnbty and property damage. For general guidance tegad ing the fabrication. sloroge. dr-41vory, erection and Mating of musses and truss syslerns. sueANSI/M l Quality Criteria, OSS-89 and ACSI aullding Component 6904 Parke Easl Blvd Safety Information avallale horn Truss Plate Inslltute, 218 N. Lee Street. Sulle 312, Alexandria. VA 22314. Tar pe. FL 33610 Job Truss Truss,Type Oty Ply T13495229 WPOO80 CJ3 Jack -Open 9 1 Job Reference (optional) Builders FlrstSource, Tampa, Plant City, Florida 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Mar 14 12,50:59 2018 Page 1 ID:4xi2SyO5pnperCOHML1091zP836-uEHA xCHNZ6PYnpwlMjidICY?GxFHWDGW04WmzbOFw 1.0.0 3.0.0 1.0.0 3.0.0 3x4 = 1.5x8 STP = LOADING (psi) SPACING- 2-0.0 CST. TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 TCDL 7.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 BCDL 10.0 Code FBC2017lrP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=52/Mechanical, 2=187/0.8.0, 4=26/Mechanical Max Horz 2=59(LC 12) Max Uplift 3=-42(LC 12). 2=-72(LC 8) Max Gram 3=52(LC 1), 2=187(LC 1), 4=52(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1 10 8 DEFL. in (loc) Udell Ud PLATES GRIP Ven(LL) -0.00 2-4 >999 240 MT20 244/190 Ven(CT) -0.01 2.4 >91" 180 Horz(CT) -0.00 3 We Na Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. 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=15fl: Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Comer(3) zone: cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other five loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in 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. Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cert 6634 904 Parke East Blvd. Tampa FL 33010 Date: March 14,2018 Q WARNING - Vedly dodgn panmotont and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 1111-7473 rev. I602?015 BEFORE USE Design valld lot use orgy wllh M111okO connectors. this design is based orgy upon parameters shown. and Is fa an Individual bulding componenl. not a miss system. Before use. the bxdk9ng designer mull verify the af3plIcabelty of design p aromelecs and pxoperty 6x:ogorale this design Into the overall txdldtng design. Bracing Indicated Is to pxevent buckling of Individual Inns web aril/or chord members only. Additional ternporary and permanent txacing MiTek' is always requited tot stablilly and go prevent callarxe with possexe personal hpay and ptopeny damage. roc genoral guidance tegageng the 6904 Parke East Blvd. fatxk:atpon, storage, delivery, erection ardt bracing of Inrsses and Inns systems, swANSI j1Pl1 Cuatity Criteria, OSS-89 and SCSI Wilding Component Tama, FL 33610SafetyInformationovaltablegroanTrussPlateInstitute, 218 N. Lee Skeot. Suite 312. Alexandria. VA 22314. Job Truss Truss, Type Ory Ply T13495230 WPOO80 CJ3A Jack -Open 1 1 Job Reference (optional) Builders 1`111150urce, I ampa, Plant crry, hlonaa 33bbb a. wu to aep ro eu r r mr i nil eruuw ma, 111- r.oa ,v,a, in , c.a i.vv cv w Kayo ID:4)aZSyQSpnperCOHML I Og izP836-MOrYCHDv8sEGAxO6J4ExAFIkefHHOzTOZZYd2CzbOFv 1.0.5 3.0.0 1.0.5 1-11-11 Scale = 1:10 8 3x8 II 1.541STP= 1A5 3.0.0 1.0.5 1.11.11 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (hoc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n1a BCDL 10.0 Code FBC2017lrP12014 Matrix-R Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=103/0-8-0, 3=70/Mechanical, 4=33/Mechanical Max Harz 5=33(LC 9) Max Uplift 5=-24(LC 12), 3=-43(LC 12) Max Gfav 5=103(LC 1), 3=70(LC 1). 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-0-0 oc purllns, 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=4.2pst; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi-0.18; MW FRS (envelope) and C-C Comer(3) 0-1-12 to 1-0-5, Extedor(2) 1-0-5 to 2-11-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. Joaquin Velez PE No.68182 MTak USA, Inc. FL Cert 6834 8804 Parke East Blvd. Tampa FL 33610 Date: March 14,2018 Q WARNING - Verify dosgn panmotors and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ma-7473 rov. fMUMIS BEFORE USE. Deslip valid for use only Moth Mllek® connectors. Ihls design Is based only upon r"ai nelers shown. and Is for an individual buldtrg cornporxml. not a Was system. Before use, the building designer must verity the c"Al abllty of design parameters and properly I ncotpofate thisdesign Into the overall brNding design. Bracing Indicated Is to prevent ixicklkng of Individual Inrss web and/or chord members only. Adcallo al temporary and permanent btacMU M iTek' is atways requited for stability and to prevent collapse Win passible personal k*ffy and Ixopary danage. For goneral guidance regarding the lalxlcatbn. slarage. delivery. etoollon and txacing of trusses and truss systems, seeANSI/TPI I Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd. safety Information available Dom truss Rate Institute. 218 N. Lee Street. Sulle 312. Alexandra. VA 22314. Tango. FL 33610 Job Truss Truss Type Dry Ply T13495231 W130080 CJ5 Jack -Open 9 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33666 8.130 s Sep 15 2017 MITek Industries, Inc. Wed Mar 14 12:51:00 2018 Page 1 ID:4xiZSyO5pnperCOHMLI Ogl zP836-MOrYCHDv8sEGAxO6J4ExAFleXfEbozTOzzYd2CzbOFv 1.0.0 5.0.0 1-0-0 5-0-0 3x8 = 1.Sx8 STP = LOADING (psl) SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 TCDL 7.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017lrP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=114/Mechanical, 2=253/0-8.0, 4=46/Mechanical Max Horz 2=91(LC 12) Max Uplift 3=-81(LC 12). 2=-75(LC 8) Max Grav 3=114(LC 1).2=253(LC 1).4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:15 8 DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.03 2-4 >999 240 MT20 244/190 Ven(CT) -0.05 2-4 >999 180 Horz(CT) -0.00 3 n/a rVa Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vull=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3.0psl; h=15ft; Cat. II; Exp C; Encl., GCp1-0.18; MW FRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed: end vertical left and right exposed;C-C for members and forces & MW FRS 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 lit 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 )oint(s) 3, 2. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: March 14,2018 0 WARNING - Verify da0lin Parenreten and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PACE M47473 nv. 101AMMt6 BEFORE USE. Design valid lot use only wtth Mltett®connectons ltrh deslan Is based only upon parameters shown, and Is lot an hdMd Kd building component. not a fruss system. Before use, the Ixredtrlg designer must verify the appllcabllly of design parameters and properly Incorporate, this design Into the overall balding design Bracing Indicated Is to prevent twcIdInlg of lndMducd truss web arw/a chord members only. Additional temporary and permanenl bracing ' tl/ IYI OW is always roquked pot stability and to prevent collapse wllh possbsle personal injury and property damage. For general grldonce regarding the Wbrtcallm storage. delivery, erection and tracing or fames and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Bulldlng Component 6904 Parke East Blvd. Safety Infamatton avalxsble from truss Plate Inslikao. 218 N lee Street. State 312. Alexandria. VA 22314. Tanga. FL 33610 Job Truss Truss, Type Qty Ply T13496232 WPOO80 CJ5A Jack -Open 1j 1I Job Reference(.ption.11 euuaers rrstbource. I ampa, rtant airy. monde 37o6a o. wW s 0eN o ZU r . ., oa= , ID:4xiZSyQSpnperCOHML 1 Og 1 zP836-rdPwPdEYvAM7n4zlsnlAlSlpa3aFIQIZCdHBaezbOFu 3.0.5 _ 5.0.0 3.0.5 1.11-11 6.00 FIT 3x4 = Scale a 1:16.4 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.04 4.5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.05 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 3 rda rVa BCDL 10.0 Code FBC2017/rP12014 Matrix-R Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins, BOT CHORD 20 SP No.2 except end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (Ib/size) 5=177/0-8-0, 3=122/Mechanical, 4=55/Mechanical Max Harz 5=53(LC 9) Max Uplift 5=-47(LC 8), 3=-69(LC 12) Max Grav 5=177(LC 1), 3=122(LC 1), 4=90(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-137/284 NOTES- 1) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl.. GCpl=0.18; MW FRS (envelope) and C-C Comer(3) 0-1-12 to 3-0-5. Extedor(2) 3.0-5 to 4-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed:C-C for members and forces 13 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s) 5, 3. Joaquin Velez PE No.68162 O'rek USA, Inc. FL Cat 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 14,2018 WARNING - Vodfy doaryn Parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MIN413 rov. 060242015 BEFORE USE. Design valid lot use only with Mllek® connectors. 0ls clesign Is baSOtl only upon parameters shown. and Is lof an Individual Y4Ading component, nor a truss system. Before use. the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall Brocing Indicated is to buckling Individual truss web aril/a chord members only. Additional temporary and permanent bracing MiTek' bxAdng design. prevent of is always required lot stablIlly and to prevent collapse with possible personal "and property damage. For general guidance regarding the 6904 Parke East Blvd. labrlcallm storage, do4Nery, erection art bracingng of trusses and Inns systems. seeANSI/TPI I Quality Criteria, DSB-09 and SCSI Wilding Component Tartpa. FL 33610SafetyInformationavailablefrombussRateInstitute. 218 N. Lee Street. State 312. Alexandria. VA 22314 Job Truss T-A Type dry Ply T13495233 W P0080 EJ7 JACK -OPEN 30 1 Job Reference (optional) uuti ers hlrsl50urce, I amps, Plant Glty, morra8 33bbb a 13u s Jep l b zul r m1IeK tnaU5a1e5, inc. vvea mar 1g lz:ot:uz zuta rage t 10:4xIZSyOSpnperCOHMLIOgtzP836-JpzlczFAgUU PEXUOVGPFggtETrrUtYJRHIk65zb0Ft 1.0.0 7.0.0 1.0-0 7-0.0 3x8 = 1.5x8 STP = LOADING (psi) SPACING- 2-0.0 CST. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Ven(LL) 0.13 2-4 594 240 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Ven(CT) 0.18 2-4 431 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a rVa BCDL 10.0 Code FBC2017lrP12014 Matrix-SH LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 3=159/Machanical, 2=324/0-", 4=78/Mechanical Max Horz 2=122(LC 12) Max Uplift 3=-102(LC 12). 2= 85(LC 12) Max Grav 3=159(LC 1).2=324(LC 1).4=121(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1.19.8 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 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=106mph; TCDL=4.2psf: BCDL=3.Opsf; h=151t; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Comer(3) -1.0-0 to 5-0-0, Extedor(2) 5.0-0 to 6-11.4 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in 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 joints) 2 except at--Ib) 3=102. Joaquin Velez PE No.68182 WTek USA, Inc. FL Cart 8834 904 Parke East Blvd. Tampa FL 33810 Dab: March 14,2018 O WARNING - verify design paamaters end READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M0.7473 rev. IaMWAIS BEFORE USE Design valid la use orgy Win W fekO connectots. fnts design Is based only upon parameters shown, and Is for an lndlvkfual bolding component. not a truss system. Before use, the buffc& g designer mtal verity, the dy)pllcablilty of design parameters and properly Incorporate this design Into the overall btadIng design. Bracing Indicated Is to prevent IxIcklIng of Individual Inns web aril/or chord members only. Addtkxol lernpotory and permanent bxackV MiTek' Is always requtted fat slatAlty and to prevent collapse vAlh possible personal Inaay and property damage. For general gtldalce regarding the fabrication, storage, delivery, erecllon and brochV of trussos aria Incas systems, seeANSI/TPI I Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovagable from Truss Plate Institute. 218 N. Lee Street. SrIDe 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Tru55 Type City Ply T13495234 WP0080 EJ78 Jack -Open 1 1 Job Reference (optional) Builders FlrslSource, Tampa, Plant City, Florida 33566 a. i su s Sep I a ZU1 I MI I etc maustnes, Inc. Wed mar i4 i z:a i :vo zv i a rave i ID:4xiZSyOSpnperCOHMLIOgIzP836-n9XggJFoRncgI06h CneotN47t8vDKCsgxmHfxzbOFs 7.0.0 7-0.0 3x6 = 1.Sxa STP = LOADING (psi) SPACING- 2-0-0 CST. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.16 1-3 481 240 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Ven(CT) 0.18 1-3 436 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a rVa BCDL 10.0 Code FBC2017/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP NO-2 REACTIONS. (Ib/size) 1=244/0-8-0, 2=165/Mechanical, 3=79/Mechanical Max Horz 1=I I I (LC 12) Max Uplift 1=-53(LC 12), 2=-104(LC 12) Max Grav 1=244(LC 1).2=165(LC 1).3=121(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:19.8 PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5.8.6 oc pudins. 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.Opst; h=151t; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Comer(3) 0-4-0 to 6.4-0. Extedor(2) 6-4-0 to 6-11-4 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcufrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Ops( on the bottom chord In 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 except Qt=lb) 2=104. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33810 Date: March 14,2018 ID WARNING - Verify design peremotere and READ NOTES ON THIS AND INCLUDED WTEX REFERANCE PAGE M9.7473 rev. IM0016 BEFORE USE Design valid for use only with Mllek® connectors. this design Is tXIsed only upon paameters shown. and Is for an Individual buldirld component, rat a truss system. Beforo use. the Ixdldlrlg designer must verify the appxlcoblity of design parameters and properly traotporalo this design Into the ovetall btdlding design. Bracing Indicated Is to prevent buckling of tnclNklucB Truss web and/or chord members orgy. Additional temporary and permanent txacirl0 MiTek Is always required for stability and to prevent collapse wilh possaNe personal Inlufry and property damage. For general atAdance regarding Me faUlcoflon. slorago. dellvery, erection and Ixaclng of Inisses and Inns systems. seeANSI/IPI I Quality Criteria, OSB-89 and SCSI Bullding Component 6904 Parke East Blvd. Safety Information ovalahxe from truss Rate Institute. 218 N. Lee Street. Sulle 312. Alexandria. VA 22314. Tempo, FL 33610 Job Truss Trusg Type Oty Ply T13495235 W P0080 HI Root Special Girder 1 1 Job Reference (optional) Builders FtrstSource, Tampa. Plant City, Florida 33566 8.130 s Sep 15 2017 Mr I ek industries, Inc. wed near 14 iz:al:04 zula rage 1 10:4xiZSy05pnperCOHML 1 Og 1 zP836•FC531 fGOCSkheYhtYwl IKSwCOHUbyddOubW rBzzbOFr 4.3•t1 7.0.2 12.8.0 18-4.0 20.4.0 26.4.0 1-0 0 4.3.11 2•&5 5.8.0 5-8.0 2.0.0 5-0.0 5.00 12 Scale - 1:45.0 4x6 = 5x8 = Sx6 = 4 16 17 5 to 19 6 4x12 = 9va II 3x4 = • 11 ... 8 2x4 II 3x8 = 3x4 = 1x8 = 20 II 3x4 = 2x4 11 LOADING (psf) TCLL 20.0 TCOL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017frP12014 CSI. TC 0.97 BC 0.70 WB 0.69 Maldx-SH DEFL. in Voc) Udell Ud Vert(LL) -0.09 12.14 >999 240 Vert(CT) -0.18 12-14 >999 180 Horz(CT) 0.05 11 We n/a PLATES GRIP MT20 244/190 Weight: 131 lb Fr = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 1 Row at midpt 5-11 REACTIONS. (Ib/slze) 9=-166/0.8.0, 2=1152J0-8-0, 11=2810/0-8-0 Max Horz 2=103(LC 5) Max Uplift 9=-286(LC 19). 2— 391(LC 8), 11=-983(LC 5) Max Grav 9=157(LC 6), 2=1159(LC 19). 11=2810(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-2261l757, 34=-21OW737, 4.5-1949/700, 5-6=-323/945, 6-7=-352/1013 BOT CHORD 2-15=-710/2010, 14-15=-710/2010, 12-14-529/1476, 11.12=-529/1476, 10-11=-817/287, 9-10=-814/289 WEBS 4-14=-51/447, 5-14=6207/551, 5-12=0/501, 5-11=-2713/953, 6-11=-771/371, 7-9-302/899 NOTES- 1) Unbalanced root 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.Opsh t1=15ft; Cat. It: Exp C; Encl., GCpl=0.18: MW FRS (envelope); cantilever left and right exposed. end vertical left and 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 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=286, 2=391, 11=983. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 134 lb up at 7-0-0, 105 lb down and 107 lb up at 9-0-12. 105 lb down and 107 lb up at 11.0.12, 105 lb down and 107 lb up at 12-8.0. 105 lb down and 107 lb up at 14-3-4, and 105 lb down and 107 lb up at 16-3-4, and 124 lb down and 134 lb up at 18-4-0 on top chord, and 429 lb down and 182 lb up at 7-0-0. 61 lb down at 9.0.12. 81 lb down at 11-0-12. 81 lb down at 12-8-0, 81 lb down at 14-3-4, and 81 lb down at 16.3.4, and 429 lb down and 182 lb up at 18-3-4 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 (8). Joaquin Velez PE No.68182 LOAD CASE(S) Standard WTek USA, Inc. FL Cat 8834 1) Dead + Roof Live (balanced): Lumber Increase=l 25, Plate Increase=1.25 6904 Parke East Blvd. Tampa FL 33610 Uniform Loads (pit) Date: Vert: 1.4=-54, 4-6=-54, 6-7=-54, 7-e=-54, 2.9=-20 March 14,2018 O WARNING- Vadily dadpn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE CAGE W7473 rsv. IMMIS BEFORE USE. Design valid for use only wlih Mllek9 conreclors. I118 design Is based only upon paramelem shown. and Is la an trxllNWial binding component, not a liuss system. Befoto use. the building drslgner must verily, the apl llcablilty of design daiamelers aril fxoporiy Incotpoiale this design Into me building design. Bracing Indicated Is to bucklUlp of (ndlvkluat truss web and/or chord membats only. Additional temporary and permonenl bating M iTek' prevent B always required lot s")Ulty and to pievenl collapse vAlh possible personal eW+y are properly damage. For gerietal guidance regarding She 6904 Parke East Blvd. nxricallon, storage, delfvery, erection anal tracing of Inrssas and truss systems seeANSI/TPI I Quality Criteria, DS6-89 and SCSI Building Component Tampa. FL 33610SafetyInformationavtllatllefromTrussRatetrnslllure. 218 N. Lee Sheol. Sul to 312. Alexandria. VA 22314. Job Truss TruSS Type Qty Ply T13495235 WP0080 H1 Roof Special Girder 1 1 Job Reference (optional) Builders FustSource, Tampa, Plant City, Florida 33566 It. 13u s sep 1b zut i Mr ter industries, inc. Wed Mar t9 iz:bt:ub 20i6 rage z ID:4xiZSyQSpnperCOHML 1 Og 1 zP836-iOfRF1H2zPsYGiG35dp6tlSNmgggh4t97FFOiOzbOFq LOAD CASE(S) Standard Concentrated Loads (lb) Verl:4 1 05(F) 6=- 1 05(F) 14=-429(F) 12=-58(F) 5=- 105(F) 11=-429(F) 16=- 1 05(F) 1 7=- 1 05(F) 18=-105(F) 19=-105(F)20=-58(F)21— 58(F)22— 58(F)23=-58(F) WARNING • Vedly dedpn paranwtom and READ NOTES ON THIS AND INCLUDED MTrEK REFERANCE PAGE M114473 rev. 100"015 BEFORE USE. Design will for use only with Mllek®connoctors. Ms design Is based only upon parameters sown. and Is for an Individual building component. not a bass syslem. Before me, the building deslgnot must vodfy to applicability of design poramolets and property I ncotpotalo ttLLs design Into IIw overall bxBang design. ffractrig Indicated Is to buckling of Individual In= web and/or chord members only. Adalllonal temporary and Permanent bracing MiTek' prevent ft always required for sW Alty and to prevent collapse with possible personal "and property damage. For general guidance regarding the 6904 Parke East Blvd. fa ricafbn. storage, delivery, erection aixd braCfrig of tames and pass syslemL seeAN$I/TPI I Quality Criteria, OSa-1119 and BCSI Wilding Component Tampa, FL 33610SafetyInformationavailablefromtrussPlateInstitute. 218 N. Leo Street. Sidle 312. Alexandria. VA 22314. Job Truss Trusg Type dry Ply T13495236 WP0080 HJ7 Diagonal Hip Girder 5 1 Job Reference (optional) Builders FUsisource, i ampa, F'fant Lary, rionaa -sabbb 0. 13V 5 oup to ev t r Mt t UK lrtuuD llvO' 11- v wu ,.,41 tY t<.J i.uyo ID:4xiZSyOSpnperCOHML I Og I zP836-BaDpSKlgkiPusrGtKLLOV?hO4F9OfGIMv?yFszbOFp 0 7.0.8 9.10.1 0 7.0.8 2-9.9 Scale = 1:20.6 20 = 2x4 = 5 2x4 \\ 7. 0.8 9-10.1 7. 0-8 2-9.9 Plate Offsets (X,Y)-- 12:Edge,00.61 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.43 Vert(L-) 0.05 2-7 999 240 MT20 244/190 TCOL 7. 0 Lumber DOL 1.25 BC 0.44 Ven(CT) 0.11 2-7 999 180 BCLL 0. 0 ' Rep Stress Incr NO WB 0.17 Horz(CT) 0.01 5 n/a rVa BCDL 10. 0 Code FBC2017lrP12014 Matrix-SH Weight: 39lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/ size) 4=14/Mechanical, 2=445/0.10-15, 5=400/Mechanical Max Horz 2=131(LC 4) Max Uplift 4=-35(LC 22), 2_ 145(LC 4). 5=-154(LC 8) Max Grav 4=29(LC 18), 2=445(LC 1), 5=400(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-593/161 BOT CHORD 2-7=-206/527, 6-7- 206/527 WEBS 3- 7=0/359, 3-6=-696/272 Structural wood sheathing directly applied or 6-0.0 oc puriins. 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 2pst; 8CDL=3.Opst; h=151t; Cat. II; Exp C; Encl., GCpi=0. 18; MW FRS (envelope); cantilever tell and right exposed; end vertical left and right 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 100 lb uplift at joint(s) 4 except Qt=1b) 2=145, 5=154. 6) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 68 lb down and 85 lb up at 1.4. 15, 68 lb down and 85 lb up at 1-4-15. 25lb down and 38 lb up at 4.2-15, 25 lb down and 38 lb up at 4.2.15, and 50lb down and 87 lb up at 7-0.14, and 50 lb down and 87 lb up at 7-0-14 on lop chord, and 1 lb down at 1-4-15, 1 lb down at 1-4-15, 18 lb down at 4-2-15, 18 lb down at 4.2.15, and 38 lb down at 7.0-14. and 38 lb down at 7-0-14 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 lace of the truss are noted as front (F) or back (B). LOAD CASE( S) Standard 1) Dead t Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ( phi) Vert: 1. 4=-54, 2-5=-20 Concentrated Loads ( lb) Van: 3=- 75(F=-38, B=-38) 7=-36(F=-18. B=-18) 8=44(F=22, 8=22) Joaquin Velez PE No.68181 MiTek USA, Inc. FL Cart 8834 6804 Parka East Blvd. Tampa FL 33810 Date: March 14, 2018 Q WARNING • Verify dodgn pernmatoro and READ NOTES ON THIS AND INCLUDED M/TEX REFERANCE PACE 1111e-7173 rev. 1041MIS BEFORE USE. Design valid for use orgy calm MllekO conneetots. ttls design It based only upon rysamelers shove n. and Is for an IndlAdual buidhng eornponenl. not a truss syslem. Before tae. the IxAalng designer mint vetlry, the applicability of design paamelers and property hncorlwrole this design Into the overall IxNdhng design. Bracing Indicated Is to prevent buckling of Individual Inns web and/or cnord members only. Additional temporary and pounanonl IxockV Mew 6 dwoys regtlted kx stability and to pievenl collapse wllh possile personal Miry and txoperly damage. For general guidance tegarcing the fabrication. storage, delivery. erection and LxacUng of trusses and Inns systems. seeANSI/TPI I Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Saf*ry Information avdlable ItOrn Truss Plate Institute. 218 N. too Street. Suite 312. Alexandria. VA 22314. Tanpa. FL 33610 Job Truss Truss Type Oty Ply T13495237 W P0080 V3 Valley 1 1 Job Reference (optional) Builders FustSource, Tampa, Plant City, Florida 33566 B.130 s Sep 15 2017 Mi I ex industries, Inc Wed Mar 14 1 2.51:05 201 a rage 1 ID:4xiZSyO5pnperCOHML1Og1zP836-BaOpSKlgid PusrGIKLLOV?104LOOhy1Mv..yyfszbOFp 3.2.8 3.2.8 Scale = 1:9.5 2x4 i:r 2x4 II LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Ven(LL) rVa n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Ven(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-P Weight: 10lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP N0.2 TOP CHORD GOT CHORD 20 SP N0.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=85/3-1-14, 3=85/3-1-14 Max Horz 1=43(LC 9) Max Uplift 1= 23(LC 12). 3=-31(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-2-8 oc puffins, 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=4.2ps1; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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) 1, 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8834 0904 Parke East Blvd. Tampa FL 33610 Date: March 14,2018 Q WARNING- VoA/y drrdgn pwametom and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MD7479 nv. 14024015 BEFORE USE. Design valid lot use orgy vAlh MIIek9 connectors. Ms design Is based orgy upon patometers shown. and Is for an endivldual building component. not a Irtiss system. Before use. the IxBdng deslgnef inust verity, the apKxtoabelly of design pararnetors and pxopoily Incorporate this design Into the overall building design. ®acing Indicated Is to prevent bucaeng of Individual truss web and/or chord members orgy. Adaltloral temporary and permanent bactng M iTek' is always required lot stability and to prevent collapse with possUe personal entry and property damage. For general guidance tegauc ng the latx1collon, slorago. delivery, erecllon and bracing of Inissos and muss systoms. see-ANSUIP11 Quality Criteria. DSB-89 and BCSI Building Comp anrrnt 6904 Parke East Blvd. Sat*ty dndafmattofi available from truss Plate Institute. 218 N. Leo Street. Sulle 312. Alexartaila. VA 22314. Tarrpa. FL 33610 Job Truss Truss, Type dry Fly T13495238 W P0080 V5 Valley I 1 Job Relevance (optional) Builders FustSource, Tampa, Plant City, Florida 33566 a.1so s Sep a zu1 i Mi I ek industries, Inc. Wed Mar ry I2:5i:or 20iS rage i 10:4xi2Sy05pnperCOHMLI Og 1zP836-fnmBggJIU06GV?OS02sayjYgYUen98CSaTkVolzbOFo 5.2.8 5.2.8 2x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 TCOL 7.0 Lumber DOL 1.25 BC 0.23 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017fTP12014 Matrix-P 20 11 20 11 Scale a 1:14.4 DEFL. In (loc) Well Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) We - We 999 Horz(CT) 0.00 3 n/a Na Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=159/5-1-14, 3=159/5-1-14 Max Harz 1=81(LC 9) Max Uplift 1=-44(LC 12), 3= 57(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-125/261 Structural wood sheathing directly applied or 5-2-8 oc purllns, except end verticals. Rigid telling 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.Opst; h=1511; Cat. If,, Exp Q. Encl., GCpi=0.18-, MW FRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed: end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi 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 lit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at )olnt(s) 1, 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 11BU 6904 Parke East Blvd. Tampa FL 33810 Date: March 14,2018 O WARNING- Vadily dodyn parameton and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAOE M/FT479 rot! 1602,2016 BEFORE USE. Design valid for use only YAM Mifek® connectors. fhts design is based only upon parameters shown, and Is for an IrldMckral building component, rial a ktns system. Before toe. the building designer intnt verity Ine applicablilty of design parameters and properly klcdrpotale this design Into the ovefatl building design. Bracing Indicaled Is to prevent budding of Individual Inns web and/or chord members only Additional tempoiary and permanent bracing MiTek Is always te%dred for slablilly and to prevent collapse wilh possible personal Infury and property damage. For general guidance regarding the rabitcatlort storage, delivery. erection and bxacdng of trusses and Irtiss syslenis. seeANSI/IPI I Cualipy, Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from truss Hale Institute. 218 N. Lee Sheel. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Symbols I Numbering System JA General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/1 d' For 4 x 2 orientation, locate plates 0-'Ad' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in-MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 1 dimensions shown In ff-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBEREDAETTERED 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 MiTek' MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or x-brocing, is always required. See SCSI. 2. Truss bracing must be designed by on 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 boding shown and never stock 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 ore regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed M at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservotive treated, or green lumber. 10. Comber is a nonstructurol considerotion and is the responsibility of truss fabricator. General practice Is to camber for dead bad 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 rioted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on 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 B not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. k1h4- 11-31 y C • W FINAL BOUNDARY SURVEY c000 O in N WYNDHAM PRESERVE i01n in 0Q10 LOT 80 t o Z ey PB 81, PG 93) wo\ vim amp Ut 0 o e%, « I C C N m rL LOT 81 Z I 115.00' S89043'03"W A SIR CQ N 25.3' v /p4 v C rn om m l o cZi I pCo I a c I 60.0 YAC7in A 0-y c h 3 -11 I a, o PAD CONIC 1 STORY N 11.3 R- WALKL RESIDENCE PORCH 40 8.0 0 7d 3888 NIGHT HERON j O I 9 3 WAY CONCRETE DRIVEWAY ua'• 7 o FFE= 22.52' cJ a av C I O 50.0 8.0 WM 127.3' v PRINCIPAL BUILDING v 25.025.or SIR I v SETBACK (TYp•) S 89. 41'p3" N89'43'03"E 115.00' II a o I Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear 20' Side a 7.5' 16 -Licensee ;SS LEGEKD:AOUSSO-Access/Orainoge/Utilities/SidewalktlU8 BFP-Bockflow Preventer Sight Distance Easement S -Survey PRM -Permanent Ref. Monument R -Reported PCP -Permanent Control Point 0 -Description FP&L -Florida Power do Light P -Plat FFE -Finish Floor Elevation D. .-Deed Book Water Meter O.R. -Official Records Book Da -Water Valve P.B. -Plot Book 11-Fire Hydrant Pg• —Page RIC®—Reclaimed Water Meter Elev. —Elevation RCM —Reclaimed Water Valve Cone. —concrete Cable Box BP -Brick Paver m -Telephone Box SW -Sidewalk El -Electric Box FFE -Finished Floor Elevation 0 -Utility PoleCl -Curb Inlet f -Guy Pole GTI -Grote Top Inlet X Light Pole P.U.E. -Public Utility Easement Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride Storm Sewer Manhole NCS -No Comer Set (Falls in Water) m -Sanitary Sewer Manhole SF -Square Feet ENNo -Electric Handhole O.U.E. -Drainage/Utility Easement Coo -Clean Out FMGD -MAG NAIL & DISK ACv04-Irrigation Control Valve P.K. -Parker Kolon Nail Sign SIR -Set 1/2' Iron Rod L87768 WDd-Gate water Valve SPKO -Set P.K. & Disk L87768 Gas Meter FIR -Found 1/2' Iron Rod L87768 11IR-Existing Grade FlP -found 1/2' Iron Pipe L87768 Cl -Blow-off Valve FPKO-Found P.K. Nail do Disk L87768 -2---Drainage Flow Direction FCM -Found 4'x4' Concrete Proposed Design Grade Monument PRM L87778 -As-Built/Existina GradQ Note: Some items in above lea - no o mov net he anniienhlai r TRACT B STORMWATER) SIR 29.7' LOT 82 V 29.7' O O Z LOT 80 AREA = 6,900 S.F. SIR BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and DEMENSION NOTE: immediately advise GeoPoint Surveying, Inc. of Proposed building dimensions any deviation from information shown hereon. shown hereon are of the exterior. Failure to do so will be at user's sole risk. SURVEYOR'S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this survey, and is subject to title review and/or abstract. GeoPoint Surveying, Inc. makes no representations or guarantees pertaining to easements, rights -of -way, set back lines, reservations, agreements, and other similar matters. 2. This survey is limited to above ground visible improvements, and that nothing below the ground was located including, but not limited to foundations (footings), utilities, etc. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. This Survey Is subject to matters shown on the plat of WYNDHAM PRESERVE', City of Sanford Seminole County, Florida. 5. Additions or Deletions to survey maps or reports by other than the signing party or parties is prohibited without the written consent of the signing party or parties. 6. This survey is intended to be displayed at 1' = 20'. 7. All boundary line dimensions are field measured unless otherwise noted. PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone "X" DESCRIPTION: LOT 80, according to the plat of "WYNDHAM PRESERVE" as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida Last Date of Field Survey-, 05 25 18 555 Winderley Place, Suite 109 This certifies that a survey of the hereon described property Maitland, FL 32751 was made under my supervision and meets the Standards of Phone: (321) 270-0440 Practice set forth by the Florida Board of Professional Fax: (813) 248-2266 Surveyors & Mappers in Chapter 5J-17, Florida Administrative Licensed Business No. LB 7768 code, pursuant to Section 472.027, Florida Statutes. GeoPoint Surveying, Inc. Ja es D. LONiner LS6915 Drown: RCA Checked:JDL P.C.: Data File:BrbeonW-PlatFLOPROFESSIONALSURVEYOR &MAPPER NO. .................. NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL Date:OS/29/18 Dwg:6+bsonEo t-latEO Order No.: S F FLORIDA AN SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: e- - ENVIRONMENTS FOR QM1 Ov' SITE I0: 374091 LOT: 60 BLOCK HOUSE: 3666 STREET: NIGHT HERON OR CITY: SANFORD STATE: FL ZIP: 32771 COUNTY: SEMINOLE ACCOUNT/: 909STAFL BUILDER: STARLIGHT HOMES SUBDIVISION: WYNDHAM PRESERVE COMMUNITY: WA PLAN: HOP 101162017 PROGRAM: HER81100% TESTER: EFL IECC: 2000 CLIMATE ZONE PROPERTY OWNER: PROPERTY ADDRESS: WN NIGHT HERON OR, SANFORD, FL U771 TEST: BLOWER DOOR RESULT: PA88 TESTER: Gave Reveft DATE: 05242016 TEST NAME CORRECTION NEEDED BUILDER VERIFIED RATER VERIFIED WA 5 1 Attic Atcass Panel (fully gasketsd and intuteted x 5.2 ANC drop -down Stan (tutly gasketed and insulated x 5.4 R4Ces4ed Lighbng Fuhroe (ICAT Mated and tooted to drywall) x 5.5 VMal"ousa Fan (mtulated gstketad to the opening x 7 3 Fresh au ventilation installed pet program specs x Bbwar Door BOTe el B0 ACr1el R-- P,...us Tut BUILDING ORIENTATION PROGRAM VOLUME U. CODE VOLUME CU. PROGRAM SWELL CODE SHELL 270' WA 16.482 0 0 PROGRAM CFM 60 CODE CFM 60 PROGRAM ACM 60 CODE ACM 50 PROGRAM or 81sti CODE of Shell 0 12,156 7 1.202 3.9 Motor • Mel Btrm 0 Sdtm 2 0 S&m3I 0 Bohn 6 1 0 Rm 1 1 0 Rm31 0 1 Dow 1 0 , Bdrm 4 0 Rm 2 0 CO Deetctors EnM etvGue96WAppliances'? EOltlmt LWAy P 7 60 or Ot Hanowked Lwo Must Be CFL Or LED Low Flow Feutrh, Tohte ale? APmWernmehis Themmatid7 x Codrad Orean ProBmm Level R*qW= Visual Inspection tYeA.Md1 pmm IMe Location Menuhtbror N&TO Model H Moll a Moal6] Model 04 SYSTEM I WATER HEATER GARAGE AO SMITH ENT 50 110 SYSTEM 2 WATER HEATER SYSTEM 3 WATER HEATER SYSTEM 4 WATER HEATER SYSTEM FURNACE SYSTEM I HVAC OUTDOOR OUTSIDE CARRIER CH14NB030 UNIT SYSTEM I HVAC INDOOR COIL SYSTEM 1 HVAC AHU (HEAT INTERIOR CARRIER F84CNP030PUMP SYSTEM 2 FURNACE SYSTEM 2 HVAC OUTDOOR UNIT SYSTEM 2 HVAC INDOOR COIL SYSTEM 2 HVAC AMU (HEAT PUMP SYSTEM FURNACE SYSTEM 3 HVAC OUTDOOR UNIT SYSTEM 3 HVAC INDOOR COIL SYSTEM HVAC AHU (HEAT PUMP SYSTEM FURNACE SYSTEM 4 HVAC OUTDOOR UNIT SYSTEM 4 HVAC INDOOR COIL SYSTEM 4 HVAC AMU (HEAT PUMP RUIL01MO RPECIFICJTIOMS BUILDING CHARACTERISTICS AS DESIGN • VALUES AS BUILT • VALUES COMMMENT 0 OF BEDROOMS REM NA NA CEILING FLAT REM NA NA SEALED ATTIC REM NA NA VAULTED CEILING REM NA NA FOUNDATION WALLS REM NA NA EXPOSED FLOOR REM NA INA ABOVE GRADE WALLS (REM) NA INA DUCT SUPPLY R•VALUE (REM) NA INA DUCT RETURN R•VALUE REM NA INA TEST: BLOWER DOOR RESULT. PASS TESTER: 0n" Revue DATE: 05242016 9u1LDIND SPECIFlCATI NS BUILDING CHARACTERISTICS ASOESIGN-VALUES ASBUILT -VALUES COMMMENT PROGRAMMABLE THERMOSTATS PRIF YES WATER HEATER TYPE PRIF WATER HEATER FUEL TYPE PRIF WATER HEATER SIZE, EFFICIENCY d LOCATION PRIF INFILTRATION HOUSE LKG ACM REM NA Hi : 9.9 C : 3.9 ACH 50 Pascals FRESH AIR VENTILATION TYPE PRIf AIR CYCLER VENTILATION FAN MANUFACTURER REM NA NA VENTILATION FAN MODEL REM NA NA VENTILATION FLOW REOUIREO REM NA NA VENTILATION EQUIP. RATED CFM REM NA NA VENTILATION 11 OF FANS REM NA NA VENTILATION TIME - MRSIDAY SPECIFIED REM NA NA VENTILATION TIME SET BY HVAC CONTRACTOR - MINUTES PER HOUR PRIF FRESH AIR VENTILATION FAN WATTS REM NA NA MEASURED FAN WATTS OR PER MANUFACTURER'S SPEC' S PRIf INTERIOR % OF CFUS PRIf DISHWASHER PRI REFRIGERATOR PRIf FOUNDATION TYPE PRIf SLAB TYPE (PRIf SLAB AREA PRIF SLAB DEPTH PRIF SLAB FULL PERIMETER PRIf SLAB GRADE PRIf FLOW RING PRIF HEATING REM NA I NA COOLING REM NA NA AIR - SOURCE HP REM NA NA WATER HEATING REM NA NA TEST: DUCT BLASTER RESULT: PASS TESTER: 04vo RenOs DATE: 0524201/1 TOTAL CONDITIONED FLOOR AREA 1 0 1,961 CFA80FT) DUCT LEAKAGE TO OUTSIDE % TARGET 1 0.00% 1 8.00% TOTAL DUCT LEAKAGE % TARGET 0.00% 1 12.00% SYSTEM 1 SO FT. SERVED (CFA) 0 1.001 POST CONSTRUCTION SYSTEM 1 DUCT LEAKAGE TO OUTSIDE 0 156 SYSTEM / DUCT LEAKAGE TO OUTSIDE 70 SYSTEM 1 DUCT LEAKAGE TO OUTSIDE inf nly% 3.53% CFM25) TARGET (CFM25) ACTUAL (% OF CFA) ACTUAL SYSTEM 1 TOTAL DUCT LEAKAGE 0 230 SYSTEM 1 TOTAL DUCT LEAKAGE SYSTEM 1 TOTAL DUCT LEAKAGE (% OF NON% 0.00% CFM25) TARGET (CFM25) ACTUAL CFA) ACTUAL SYSTEM 2 80 FT. SERVED (CFA) 0 0 SYSTEM 2 DUCT LEAKAGE TO OUTSIDE SYSTEM 2 DUCT LEAKAGE TO OUTSIDE SYSTEM 2 DUCT LEAKAGE TO OUTSIDE CFM26) TARGET ° ° (CFM26) ACTUAL (x of CFA) ACTUAL SYSTEM 2 TOTAL DUCT LEAKAGE SYSTEM 2 TOTAL DUCT LEAKAGE SYSTEM 2 TOTAL DUCT LEAKAGE (% OF CFM25) TARGET ° ° (CFM25) ACTUAL CFA)ACTUAL SYSTEM 3 90 FT. SERVED (CFA) 0 0 SYSTEM 3 DUCT LEAKAGE TO OUTSIDE SYSTEM 3 DUCT LEAKAGE TO OUTSIDE SYSTEM 3 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET ° ° (CFM25) ACTUAL (% of CFA) ACTUAL SYSTEM 3 TOTAL DUCT LEAKAGE SYSTEM ] TOTAL DUCT LEAKAGE SYSTEM 3 TOTAL DUCT LEAKAGE (% OF CFM25) TARGET ° ° (CFM25) ACTUAL CFA)ACTUAL SYSTEM 4 80 FT. SERVED (CFA) 0 0 SYSTEM 4 DUCT LEAKAGE TO OUTSIDE SYSTEM 4 DUCT LEAKAGE TO OUTSIDE SYSTEM 4 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET ° ° (CFM49) ACTUAL (% OF CFA) ACTUAL TEST: DUCT BLASTER RESULT: PASS TESTER: OM Re"ft DATE: 05r 4WIS SYSTEM 4 TOTAL DUCT LEAKAGE 10101 SYSTEM 4 TOTAL DUCT LEAKAGE a SYSTEM 4 TOTAL DUCT LEAKAl2E (% OF CFM25) TARGET (CFM25) ACTUAL CFA) ACTUAL IWII nium 90FCIFMJTI[fN3 BUILDING CNARAC.TERISTK:B DUCT LEAKAGE TO OUTSIDE REM AS DMBKiN • VALUES AB BUILT • VALUES COMYMEM NA 0.035.CF,M25 / CF,A TOTAL DUCT LEAKAGE REM DNA 0.12 6F.M25,/ CF,Ai FLOW RING PRIF FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: WYNDHAM PRESERVE Builder Name: STARLIGHT HOMES Street: 3888 Night Heron Or Permit Office: City, State, Zip: Sanford, FL 32771 Permit Number: Design Location: 3888 Night Heron Or (Lot 80) Jurisdiction: Cond. Floor Area: 1981 Cond. Volume: 18482 Envelope Leakage Test Results Leakage Characteristics Regression Data: C: n: R: CFM(50): 1202 Cinnia nr Multi Pnint Tact fl=tn HOUSE PRESSURE FLOW: 1 50 Pa 1202 cfm 2 0 Pa 0 cfm 3 0 Pa 0 cfm 4 0 Pa 0 cfm 5 0 Pa 0 cfm 6 Pa cfm ELA: 66 EgLA: 156 ACH: 3.9 SLA: .03 ACH(50) ' : 3.9 For prescriptive projects, tested leakage must be <=7 ACH(50). For performance projects, tested leakage must be <= the ACH(50) shown on Form R405.2014 for this project. R402.4.1.2 Testing.The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2. Testing shall be conducted with a blower door at a pressure of 0.2 inches 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. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. Digitally signed by Dave RevelleDate: 2018.05.24 20:54:04 EDT C CN=Dave Revelle, O=TopBuild Home Services, OU, EMAI LADD R ESS=dave. revel le Signature: topbuild.com, C=US Printed Name: Dave Revelle Date: 05/24/2018 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 third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: Thank you for allowing Topeuild the opportunity to provide the above Service$ for you. Please feel free to contact me with any questions. 10/2512017 374091 EFL 1 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 80 1981 TR Builder Name: Starlight Homes Street: 3g$7 N-- ^ Permit Office: Seminole County City, State, Zip: Sanford, FL , 32773 Permit Number# 17 _ 3 1 9t!/ NFURD0 ( OFPAR Owner. ti^. -1nrYti Jurisdiction: 4( Design Location: FL, Sanford County:: SBfFi da Climate Zone 2)N 1. New construction or existing New (From Plans) 9. Wall Types (1955.3 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1663.70 ft' b. Frame - Wood, Adjacent R=13.0 291.67 ft' 3. Number of units, if multiple family 1 c. N/A R= ft' 4. Number of Bedrooms 4 d. N/A R= ft' 5. Is this a worst case? No 10. Ceiling Types (1981.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1981.00 ft' 6. Conditioned floor area above grade (ft2) 1981 b. N/A R= ft' Conditioned floor area below grade (ft 0 c. N/A R= ft' 11. Ducts R ft' 7. Windows(168.0 sqft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 396.2 a. U-Factor: Dbl, U=0.34 120.00 ft' SHGC: SHGC=0.26 b. U-Factor. Dbl, U=0.58 48.00 ft' 12. Cooling systems kStu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 30.0 SEER:14.00 c. U-Factor. N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor. WA ft' a. Electric Heat Pump 30.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 4.250 ft. Area Weighted Average SHGC: 0.257 14. Hot water systems 8. Floor Types (1981.0 sqft.) Insulation Area a. Electric Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 1981.00 ft' b. Conservation features EF: 0.950 b. WA R= ft' None c. N/A R= ft' 15. Credits Pstat Glass/Floor Area: 0.085 Total Proposed Modified Loads: 59.16 PASSTotalBaselineLoads: 60.13 1 hereby certify that the plans and specifications covered by Review of the plans and ST9pFthiscalculationareincompliancewiththeFloridaEnergyspecificationscoveredbythis 4KHE y 96Code. calculation indicates compliance with the Florida Energy Code. kk''•` :,:• u,„c•••.°, „ O PREPARED BY:r% Before construction is completed a vDATE: this building will be inspected for 1', I A. compliance with Section 553.908 c , I hereby certify that this building, as designed, is in compliance Florida Statutes. 1,1, with the Florida Energy Code. G'Op WME j,,_ OWNER/AGENT: 31 a IWA BUILDING OFFICIAL: DATE: I $ i I -a' DATE: - r I - t Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 6/17/2017 9:00 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title: Building Type: Owner: of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Lot 80 1981 TR User 1 Starlight Homes Seminole County Single-family New (From Plans) Bedrooms: 4 Conditioned Area: 1981 Total Stories: 1 Worst Case: No Rotate Angle: 0 Cross ventilation: No Whole House Fan: No Address Type: Street Address Lot # 80 Block/SubDivision: PlatBook: Street: County: Seminole City, State, Zip: Sanford , FL, 32773 CLIMATE Design Location IECC Design Temp TMY Site Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Sanford FL ORLANDO_SANFOR 2 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1981 18423.3 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 1981 18423.3 Yes 5 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 178.3 ft 0 1981 ft2 0 0 1 ROOF J # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Emitt Deck Pitch Tested Tested Insul. (deg) 1 Hip Composition shingles 2216 ft' 0 ft° Medium 0.6 N 0.5 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1981 ft' N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 1981 ft' 0.1 Wood 6/17/2017 9:00 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below 1 2 3 4 5 N E S W W Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Garage Frame - Wood Main 4.1 60 0 9 4.1 44 9 9 4.1 48 9 9 4.1 24 9 9 13 31 3 9 4 560.0 ft' 4 417.7 ft' 4 455.0 ft' 4 231.0 ft' 4 291.7 ft' 0 0 0.6 0 0 0.6 0 0 0.6 0 0 0.6 0 0 0.01 0 0 0 0 0 DOORS Omt Door Type Space Storms U-Value Ft Width Height In Ft In Area 1 2 W Wood Main W Wood Main None None 39 3 39 2 6 10 10 6 10 20.5 ft' 19.4 ft' WINDOWS Orientation shown is the entered. Proposed orientation. V Wall Omt ID Frame Panes NFRC U-Factor SHGC Overhang Area Depth Separation Int Shade Screening 1 2 3 4 5 N 1 Vinyl Low-E Double Yes e 2 Vinyl Low-E Double Yes e 2 Vinyl Low-E Double Yes e 2 Vinyl Low-E Double Yes W 4 Vinyl Low-E Double Yes 0.34 6.26 0.34 0.26 0.34 0.26 0.58 0.25 0.34 0.26 30.0 ft' 1 ft 0 in 30.0 ft' 1 ft 0 in 30.0 ft' 8 ft 0 in 48.0 ft' 8 ft 0 in 30.0 ft' 1 ft0 in 1 It 0 in None 1 ft 0 in None 1 ft 0 in None 1 ft 0 in None 1 ft 0 in None None None None None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 402 ft' 402 fP 64 ft 9.3 ft 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000414 2149.4 118 221.91 .302 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.2 30 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 30 kBtu/hr 900 drn 0.75 1 sys#1 6/ 17/2017 9:00 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None - Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model Area Volume FEF None None ft' DUCTS Supply — Return— Air CFM 25 CFM25 HVAC # 1/ # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 396.2 ft Main 99.05 ft Prop. Leak Free Main cfm 59.4 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling(( Jan HeatinH Jan Feb [[ ]] Mar Xi Feb iX] Mar A r [[[ Apr [ Ma rlJun riJul riAu MayJunJulAuSe Sep riOct Nov Oct NovDecVentin WHDecJan Feb [[xx]] Mar X A r t Ma Jun Jul Aug Se X] Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling ( WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling ( WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating ( WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating ( WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 65 0 0 1 - Electric Heat Pump 1 - Central Unit 6/ 17/2017 9:00 AM EnergyGaugeS USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 98 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, If multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (W) 7. Windows" Description a. U-Factor. Dbl, U=0.34 SHGC: SHGC=0.26 b. U-Factor. Dbl, U=0.58 SHGC: SHGC=0.25 c. U-Factor. NIA SHGC: d. U-Factor. NIA SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. WA c. WA Sanford, FL, 32773 New (From Plans) 9. Wall Types Single-family a. Concrete Block - Int Insul, Exterior b. Frame - Wood, Adjacent 1 c. NIA 4 d. N/A 10. Ceiling TypesNoa. Under Attic (Vented) 1981 b. N/A Area c. NIA 120.00 ft' 11. Ducts a. Sup: Attic, Ret: Main, AH: Main 48.00 ft= 12. Cooling systems ft' a. Central Unit ft' 4.250 ft. 0.257 Insulation Area R=0.0 1981.00 ft' R= ft' R= ft' 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: 101 8 l l Address of New Home: City/FL Zip: Insulation Area R=4.1 1663.70 W R=13.0 291.67 ft= R= ft' R= ft' Insulation Area R=30.0 1981.00 ft' R= ft' R= ft' R ft= 6 396.2 kBtu/hr Efficiency 30.0 SEERA4.00 kBtu/hr Efficiency 30.0 HSPF:8.20 Cap: 50 gallons EF: 0.95 Pstat OF'CRE S?,q Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 6/17/2017 9:00 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 r• FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 80 1981 TR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number Owner. Jurisdiction: Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Comers and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity s aces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 6/17/2017 9:00 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 80 1981 TR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL. 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 1981 sq.ft. Cond. Volume: 18423 cu ft. Envelope Leakage Test Results Regression Data: C: n: 11 Single or Multi Point Test Data I I HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures: 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; S. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: 6/17/2017 9:00 AM Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. k2D WE BUILDING OFFICIAL: DATE: EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 1 s: a FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 80 1981 TR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford. FL , 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Duct Test Time: Post Construction Duct Leakage Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 Duct System Divide byLeakage total Conditioned Floor Area) Qn,Out) I certify the tested duct leakage to outside, Qn, is not greater than the proposed duct leakage Qn specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by Oj-114E Srgl. testing to Section 803 of the RESNETY Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. t COD WE BUILDING OFFICIAL: DATE: 6/17/2017 9:00 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 A Job: Starlight - Wyndham wrightsofte Project Summary Date: 4/14/2017 Entire House By: Energy Air, Inc Plan: 1981 S 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886.3729 Email: GRenner®energyair.com Web, www.energyair.com For: Lot 80 1981 TR, Starlight Homes Sanford, FL 32773 Notes: Weather: Orlando Executive AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 44 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 26 OF Design TD 18 OF Daily range L Relative humidity 50 % Moisture difference 44 gr/lb Heating Summary Structure 17497 Btuh Ducts 1538 Btuh Central vent (65 cfm) 1830 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 20865 Btuh Infiltration Method Simplified Construction quality Semi -tight Fireplaces 0 Heating Cooling Area (ft') 1989 1989 Volume (ft') 18498 18498 Air changes/hour 0.26 0.14 Equiv. AVF (cfm) 80 43 Heating Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Model CH14NBO300000A AHRI ref 7835429 Efficiency 8.2 HSPF Heating Input Heating output 28600 Btuh @ 470F Temperature rise 29 OF Actual air flow 899 cfm Air flow factor 0.047 cfm/Btuh Static pressure 0.50 in H2O Space thermostat Backup: Input = 6 kW, Output = 19028 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 16968 Btuh Ducts 2048 Btuh Central vent (65 cfm) 1248 Btuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 20265 Stuh Latent Cooling Equipment Load Sizing Structure 2278 Btuh Ducts 197 Btuh Central vent (65 cfm) 1917 Btuh Equipment latent load 4391 Btuh Equipment total load 24656 Btuh Req. total capacity at 0.75 SHR 2.3 ton Cooling Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Cond CH14NBO300000A Coil FB4CNP030L AHRI ref 7835429 Efficiency 11.7 EER, 14 SEER Sensible cooling 21450 Btuh Latent cooling 7150 Btuh Total cooling 28600 Btuh Actual air flow 899 cfm Air flow factor 0.047 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.82 Capacity balance point = 37 OF Bold/italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightSoft• Right -Suite® universal 2017 17.0.08 RSU17013 2017-Jun 17 08: Pageage I ACCA ...ot Specific\Wyndham Preserve\Lot 80 1981 TR.rup Calc = W8 Front Door faces: W wrightsoft° Manual S Compliance Report Entire House Energy Air, Inc 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407.888.3729 Email: GRenner@energyaircom Web: www.energyaircom For: Lot 80 1981 TR, Starlight Homes Sanford, FL 32773 Design Conditions Outdoor design DB: 92.6OF Sensible gain: 20265 Btuh Outdoor design WB: 75.9°F Latent gain: 4391 Btuh Indoor design DB: 75.0°F Total gain: 24656 Btuh Indoor RH: 50% Estimated airflow: 899 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0300000A+FB4CNP030L Actual airflow: 899 cfm Sensible capacity: 20916 Btuh 103% of load Latent capacity: 5203 Btuh 118% of load Total capacity: 26119 Btuh 106% of load SHR: 80% Design Conditions Outdoor design DB: 44.2OF Heat loss: 20865 Btuh Indoor design DB: 70.0°F Job: Starlight - Wyndham Date: 4/14/2017 By: Plan: 1981 S Entering coil DB: 76.3°F Entering coil WB: 63.7°F Entering coil DB: 68.1 OF Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0300000A+FB4CNP030L Actual airflow: 899 cfm Output capacity: 28600 Btuh 137% of load Capacity balance: 37 OF Supplemental heat required: 0 Btuh Economic balance:-99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 899 cfm Output capacity: 5.6 kW 91 % of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. 2017-Jun-17 08.58.00 wrightSOW Right -Suite® Universal 2017 17.0.08 RSU17013 page 1 ACCA ...ot Specific\Wyndham Preserve\Lot 80 1981 TR.rup Celc = WS Front Door faces: W Duct System Summary Job: Statllght-Wyndham wrightsofte Date: 4/14/2017 Entire House By: Energy Air, Inc Plan: 1981 S 5401 Energy Air, Cl, Orlando, Ft. 32810 Phone: 407-886-3729 Email: GRenner®enerroircom Web: www.energyair.com For: Lot 80 1981 TR, Starlight Homes Sanford, FL 32773 Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.22 in H2O 0.22 in H2O Available static pressure 0.28 in H2O 0.28 in H2O Supply / return available pressure 0.140 / 0.140 in H2O 0.140 / 0.140 in H2O Lowest friction rate 0.165 in/100ft 0.165 in/100ft Actual air flow 899 cfm 899 cfm Total effective length (TEL) 170 ft Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk be 2 c 140 3 7 0.194 4.0 OX 0 VIFx 24.7 120.0 st3 bed2 h 1195 56 44 0.181 5.0 Ox0 VIFx 29.4 125.0 st2 bed4 c 2553 111 121 0.181 7.0 Ox 0 VIFx 29.4 125.0 st3 br3-A h 1188 56 39 0.177 5.0 Ox 0 VIFx 33.1 125.0 st3 foyer h 1292 61 51 0.332 5.0 Ox 0 VIFx 9.3 75.0 kit -din -Faro c 2691 94 127 0.198 7.0 OX 0 VIFx 21.5 120.0 stl kit-0in-Fam-A c 2690 94 127 0.193 7.0 Ox 0 VIFx 25.3 120.0 stl kit-0in-Fam-8 c 2690 94 127 0.189 7.0 Ox 0 VIFX 27.9 120.0 stl laun c 834 15 39 0.329 4.0 Ox 0 VIFx 10.0 75.0 m be h 743 35 21 0.177 4.0 Ox 0 VIFx 33.2 125.0 st2 m br h 3013 142 123 0.171 7.0 Ox 0 VIFx 33.5 130.0 st2 m wic h 1413 67 32 0.165 5.0 Ox 0 VIFx 40.0 130.0 st2 wic2-A c 48 1 2 0.181 4.0 Ox 0 VIFx 29.8 125.0 st2 vAc3A h 533 25 12 0.174 4.0 Ox0 VIFx 35.7 125.0 st3 YAc4-A h 955 45 26 0.175 4.0 Ox 0 VIFx 40.3 120.0 st3 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk stl Peak AVF 281 381 0.189 699 10.0 0 x 0 VinlFlx st2 Peak AVF 302 223 0.165 553 10.0 0 x 0 VinlFlx st3 Peak AVF 241 204 0.174 545 9.0 0 x 0 VinlFlx Bold/italle values have been manually overridden 2017-Jun-17 08.58:00 wrightSOW Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACCP....ot Specific\Wyndham Presenell-ot 80 1981 TR.rup Cale = MJ8 Front Door (aces: W Name Grill Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mad Trunk rbl Ox0 899 899 0 0 0 0 Ox 0 VIFx wrightSOW Right -Suite® Uni%ersal 2017 17 0 08 RSU17013 41OC'A ... ot Specific\Wyndham Preserve\Lot 80 1981 TR.rup Calc = M18 front Door faces: W 2017-Jun-17 08 58:00 Page 2 Job M Starlight - Wyndham Performed for: Lot 801981 TR Sanford, FL 32773 Level 1 Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com GRenner@energyair.com 101 Scale: 1/8" = 1'0" Page 1 RightSuite® Universal 2017 17.0.08 RSU17013 2017-Jun-17 08:58:36 dham Preserve\Lot 80 1981 TR.rup I VTR 1-1/21, VTR VTR l l AUTO VENT KS LAV 2'• LAV 2@@ i WC 3" so WC 390 WM H 3" is 3" SH 2 3's TUB 0 0 i p N PLAN 1981 CA PLUMBING RISER DIAGRAM 0 W WYNDHAM PRESERVE - LOT 80 0 000 PLOT PLAN C4 N NNcoo II 4- z WYNDHAM PRESERVE 0 L v LOT 80 c w Proposed) oL V L Z N LEGAL DESCRIPTION N Uo DESCRIPTION: A parcel of land lying in Section 17, Township 20 South, Range 31 East, Seminole County, Florida, 0 I and being more particularly described as follows: m n o U ct COMMENCE at the Southwest corner of the Northeast 1/4 of said Section 17, run thence along the South line of the Northeast 1/4 of said Section 17, N.89052'08"E., a distance of 799.86 feet; thence N.00°16'57"W., a distance of 366.10 feet to the POINT OF BEGINNING; thence N.00°16'57"W., a distance of 60.00 feet; thence N.89043'03"E., a distance of 115.00 feet; thence S.00016'57"E., a distance of 60.00 feet; thence S.89043'03"W., a distance of 115.00 feet to to the POINT OF BEGINNING. LOT AREA CALCULATIONS LOT = 6.900 SQ.FT. LIVING AREA= 1.981 SQ.FT. GARAGE = 402 SQ.FT. PORCH = 78 SQ.FT. DRIVEWAY = 437 SQ.FT. PATIO = 181 SQ.FT. WALKWAY = 44 SQ.FT. A/C PAD = 9 SQ.FT IMPERVIOUS= 45.3 X SOD = 3.768 SQ.FT. OFF LOT AREA CALCULATIONS R/W = 1.500 SQ.FT. APRON = 114 SQ.FT. SIDEWALK = 300 SQ.FT. SOD = 246 SQ.FT. TOTAL AREA AREA 8,400 SQ.FT. DRIVEWAY = 551 SQ.FT. SIDEWALK = 344 SQ.FT. SOD = 4,014 SQ.FT. Containing 6,900 Square feet, more or less. 11.11.0' I — m ro m; z0 uo a0r R ca0D rri 0 7C1 00 0-4 C Cl7 11.0' 25.0 I 25.3' I I m r j I I PROPOSED I ICONC WALK I POINT OF o COMMENCEMENT SOUTH LINE OF coo SOUTHWEST CORNER OF THE NORTHEAST 1/4 o r ) THE NORTHEAST 1/4 OF OF SEC 17-20-31 Z SECTION 17-20-31 ( BASIS OF BEARING) N89'52'08"E 799.86' roA a rLB-roof ed ment LEGEND:ADUSSD-Access/Drainage/Utilities/SidewalkLB -Licensed Business BFP-Backflow Preventer Si ht Distance Easement9 SurveyPRM-Permanent Ref. Monument R Reported PCP -Permanent Control PointISD -Description FP&L -Florida Power do Light P -Plat FFE -Finish Floor Elevation D.B. -Deed Book 9 -Water Meter O.R.-Official Records Book b4-Water Valve P.B. -Plat Book YJ--Fire Hydrant Pg. -Page RC® -Reclaimed Water Meter Elev. -Elevation RCX-Reclaimed Water Valve Conc. -Concrete Cable Box SP -Brick Paver m -Telephone Box SW -Sidewalk E -Electric Box FFE -Finished Floor Elevation 0 -Utility Pole Cl -Curb Inlet Guy Pole GTI -Grate Top Inlet Light Pole P.U.E.-Public Utility Easement t=-Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride Storm Sewer Manhole NCS -No Comer Set (Falls in Water) m -Sanitary Sewer Manhole SF -Square Feet EHHo -Electric Handhole D.U.E. -Drainage/Utility Easement COO -Clean Out FMGD -MAG NAIL & DISK CVD4-Irrigation Control Valve P.K. -Parker Kolon Nail p -Sign SIR -Set 1/2" Iron Rod LB7768 WX-Gote Water Valve SPKD -Set P.K. do Disk L87768 Gas Meter FIR -Found 1/2" Iron Rod L87768 Existing Grade FlP -Found 1 /2" Iron Pipe L87768 CI -Blow-off Valve FPKO -Found P.K. Nail &Disk L87768 -—Drainage Flow Direction FCM -Found 4"x4" Concrete 10.0 -Proposed Design Grade Description I Date I Dwn.ICk'd I P.C.IOrder No. I PROPOSED DRIVEWAY I LOT 81 J 115.00' S89'43'0J_ W V 60.0 LOT 80 o AREA = 06 6,900 S.F. ± o PROPOSED N 11.3 1 STORY RESIDENCE PORCH 1981OP14ELIA o.v 9.3 ELEVATION - T GARAGE - RIGHT f` D FFE= 22.5 C1 O 27.3' I A/C PAD N89'43'03"'E POINT OF BEGINNING I I I 50.0 8.0 ---_ v ^ f 4 115. oo' TRACT B STORMWATER) 29.7' LOT 82 29.7' DIIVIENSION NOTE: Proposed building dimensions shown hereon are of the exterior BUILDING LAYOUT NOTE: Building Setbacks Contractor and owner are to verify all Setbacks: Per construction plans for setbacks, building dimensions, and layout 'WYNDHAM PRESERVE", City of Sanford, shown hereon prior to any construction, and Seminole County, Florida. immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Front = 25' Failure to do so will be at user's sole risk. Rear = 20' Side = 7.5' SURVEYOR'S NOTES: PREPARED FOR: 1. Current title information on the subject property had not been fumiahed to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plane and are subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades dt finished floor elevations shown hereon are from the construction plan for 'WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 5. This Plot Plan is subject to matters shown on the construction plans for 1NYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 6. Proposed information shown based on proposed/ supplied plop and/or instructions per client (not field verified) PLOT PLAN ONLY NOT A SURVEY) For Permitting ONLY) ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone "Ji" DESCRIPTION: PROPOSED LOT 80, according to the plat of "WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone: (321) 270-0440 Fax: (813) 248-2266 Licensed Business No. LB 7768 ' f' i nGeoo t Surveying, Inc. mes D. Leviner LS6915FLORIDAPROFESSIONALSURVEYORdoMAPPERNO. .................. NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL Drawn:MTP Checked:JDL P.C.: Data File:Br%=East-Plat Date:6/28/17 Dwg:8rissm t-L* 0 Order No.: SEC. 17 - TWN. 20 S. - RNG. 31 E. Feld Bk: RECORD COPY PALM ER ELECTRIC Ashton Woods Homes Winter Haven, Lake Wales, Seminole 1981 Starlight LOAD CALCULATION May 26, 2017 1. HVAC LOADS INEC 2011 - 220.82(CN31- (411 ZONE COMPRESSOR SIZE 1 3 00 TON 2 TON 3 TON 4 TON 5 TON ZONE AIR HANDLER 1 7.00 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS TOTAL LOAD FOR COMPRESOR @ 100% TOTAL LOAD FOR AIR HANDLER a 65% TOTAL HVAC DEMAND LOAD IL GENERAL LOADS (NEC 2011- 220.82(BI(1)-(41) 9v1LD/qrG, SANFORD CONNECTED LOAD 0, pARTN` c 5.40 KVA 17-3190 BLOWER MOTOR CONNECTED LOAD 0.67 7.67 KVA 13.07 KVA 5.40 KVA 4.99 KVA 10.39 KVA LIGHTING 1981 Sq Ft Qa 3VA/Sq Ft 594 KVA QTY VALUE TOTAL KVA 2 SMALL APPLIANCE CIRCUITS 150 3.00 KVA LAUNDRY CIRCUIT 1.50 1.50 KVA DRYER CIRCUIT 5.00 5.00 KVA 0 STACK WASHER/DRYER 5.00 I WATER HEATER (1) 4.50 4.50 KVA 0 WATER HEATER (2) 4.50 1 DISHWASHER 1.20 1.20 KVA 1 DISPOSAL(1) 0.80 0.80 KVA 0 DISPOSAL(2) 0.80 0 RANGE/OVEN (1) 7.20 1 RANGE/OVEN (2) 12.00 12.00 KVA COOKTOP CIRCUIT 7.20 SUMMER KITCHEN/JENAIR GAS 1.50 MICROWAVE CIRCUIT 2.50 2.50 KVA 0 JACUZZI TUB CIRCUIT 4.80 0 40 AMP CAR CHARGER 9.60 30AMP POOL CIRCUIT 7.20 60AMP POOL CIRCUIT 14.40 0 80AMP POOL CIRCUIT 19.20 CONNECTED LOAD (GENERAL LOADS) 3644 KVA IST 10 KVA (GENERAL LOADS) Q 100% 10.00 KVA REMAINDER (GENERAL LOADS) @ 40% 10.58 KVA SUB -TOTAL (GENERAL LOADS) (NEC 2011 - 220.82(13I1 20.58 KVA HVAC LOADS 10.39 KVA GENERAL LOADS 20.58 KVA TOTAL DEMAND LOAD INEC 2011 - 220.82(All 30.96 KVA MINIMUM SERVICE SIZE 129.01 AMPS RECOMMENDED SERVICE SIZE 150 AMPS Lumber design valueszare'in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RECORD COPY RE: WP0080 - WP0080 MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Ashton Woods Project Name: WP0080 Model: 1981 Tampa, FL 33610 4115 Lot/Block: 80 Subdivision: Wyndham Preserves Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 24 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name I Date I No. I Seal# I Truss Name Date 1 T12304782 AO 10/19/17 18 T12304799 CJ5A 10/19/17 12 I T12304783 I A02 1 10/19/17 119 I T12304800 I EJ7 1 10/19/171 13 1 T123047841 A03 1 10/19/17120 I T12304801 I EJ7B 1 10/19/171 14 I T12304785 I A04 1 10/19/17121 1 T123048021 H 1 1 10/19/171 15 1 T123047861 A05 1 10/19/17122 1 T123048031 HJ7 1 10/19/17 16 I T12304787 I A06 1 10/19/17 123 1 T123048041 V3 1 10/19/171 17 1 T123047881 A07 1 10/19/17 24 1 T123048051 V5 1 10/19/17 18 1 T123047891 A08 1 10/19/171 eulc SgNFOIa 7-Mv 1 7 3 19 I T1230479O I A09 1 10/19/171 110 I T12304791 1 A010 110/19/171 111 I T123047921 A011 10/19/171 112 I T123047931 AO12 1 10/19/171 113 I T123047941 AO13 1 10/19/171 114 1 T1 2304795 1 CJ 1 10/19/171 115 1 T12304796 1 CJ3 J 10/19/17 16 1 T12304797 1 CJ3A 10/19/171 117 I T123047981 CJ5 110/19/171 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. um 44 NSF '• 2 : 39380 13 ' STA OF :4U 0 N A a Thomas A. Albanl PE No.39380 Mlrek USA, Inc. FL Can 6634 6904 Parke EM Blvd. Tampa FL 33610 Date: October 19,2017 Albani, Thomas .1 of 1 Job Truss Truss Type Qty Ply WPOOeo T12304782 W P0080 A01 Hip Girder 1 t Job Reference(optional) ounv.w ruwavu,c.. ,any.. rwm—Y. rRruu. a.vv ............y ......., ...... ..... ..y. . ID:4xi2SyO5pnperCOHML 1 Og 1 zP836-IkGNdeNUHpIrYOnUkEi8OUr4nSArr8x7r4PsOSyRvON 1 0 3-9.14 7-0-0 12.1.5 17-2.1 t 22.4.0 27-5-5 32.6.11 37.:2 40.10.2 44.8-0 4b 8 0 3-&14 3.2.2 5.1-5 5.1.5 5.1.5 5 1.5 5 1.5 5 1.5 3. 2.2 3. 9.14 -0 Scale = 1:81.6 5x6 = 5.00 F12 US 20 II 6x8 = 3x8 MT20HS = 4 33 34 5 35 36 6 37 7 8 38 3x6 = 36 = 20 II Sxe = 39 - 9 40 10 11 41 42 43 12 ire 26 25 44 45 24 46 47 23 22 48 21 49 50 51 52 20 19 53 54 18 55• 56 17 16 3x6 = 2x4 II 30 = 5x8 = 3x6 = 1.5x8 STP= 5x6 = US = 30 = 2x4 II 3x6 = 2x4 11 6x8 = 3x6 = 3-9-14 Z:2 12.1.5 17-2.11 21.6.0 27.5-5 32.6.11 , 37.8.0 , 40.10-2 44-" L1.S 19.9 Plate Offsets (Y Y)-- 14:0-5-12 0-2-81 112:0-5-12.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Ven(LL) 0.15 17-18 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Ven(TL) 0.27 17-18 999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO we 0.81 Horz(TL) 0.06 14 n/a rUa BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 228 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 *Except' TOP CHORD 4-7,7.10: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.2 WEBS WEBS 20 SP No.3 'Except' 8.20: 2x4 SP No.2 REACTIONS. (lb/size) 2=1053/0-8-0, 21=3967/0-8.0, 14=1180/0.8-0 Max Horz 2=-78(LC 28) Max Uplift2=-542(LC 8), 21 _ 1877(LC 4), 14=-608(LC 9) Max Grav2=1061(LC 19), 21=3967(LC 1), 14=1187(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2025/1020, 3.4_ 1873/977, 4-33=-1389/790, 33.34=-1389/790, 5-34=-1389/790, 5-35_ 1389/790, 35-36=-1389/790, 6-36=-1389/790, 6-37=-1203/2662, 7-37=-1203/2662, 7.8=-1203/2662, 8-38=-486/383, 38-39=-486/383, 9-39=-486/383, 9-40=-1883/1051, 10-40=-1883/1051, 10-41=-1883/1051, 11-41— 1883/1051, 11.42=-1883/1051, 42-43=-1883/1051, 12.43=-1883/1051, 12-13=-2184/1139, 13.14=-2306/1168 BOT CHORD 2-26=-939/1826, 25-26=-939/1826, 25-44=-844/1737, 44-45=-844/1737, 24-45=-844/1737, 24-46=-284/287, 46.47=-284/287, 23.47= 284/287, 22-23— 284/287, 22.48=-284/287, 48-49— 284/287, 21-49=-284/287, 21-50=-2138/1027, 50-51=-2138/1027, 51-52=-2138/1027, 20.52=-2138/1027, 19-20=-205/486, 19.53=-205/486, 53-54=.205/486, 18-54= 205/486, 18-55=-915/2025, 55.56=•915/2025, 17-56=-915/2025, 16-17— 996/2082,14-16=-996/2082 WEBS 4-25=-121/552, 4.24_ 419/200, 5-24=-529/460, 6-24=-888/1897, 6.22=0/308, 6-21=-2865/1409, 8-21=-2166/1235, 8-20=-1382/2989, 9.20=•1288/807, 9-18=-772/1630, 11-18=-532/461,12.17=•116653 Structural wood sheathing directly applied or 3-7-11 oc puffins. Rigid ceiling directly applied or 3-10-0 oc bracing. 1 Row atmldpt 6.21 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; 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 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 2=542, 21=1877, 14=608. 8) 'Semi-ngid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Continued on Daae 2 0 WARNINO. Ved/y d,dgn parereatent and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MP-7472 rev, rW3MIS BEFORE USE Design vdld for use only vAth Milek® conneclois. this design Is bribed only upon parameters shown, and Is la on Individual building componenl, r101 o buss syslotn. Below use. the building creslgrlet must verity the appxkdbllty, of design pa ometors and properly incorporate this design Into the overall building design. Biocling In dicatod Is to budding of Individual truss web and/ot chord members only. Additional lompaary and permanent bracingng MOWprevent Is always reed la sklbillty and to rxevenl collarAe with possible p ersonai Injury and rxoMrfy dunnage. For generd gtikl nce regarding the fabrication, storage, dolivery, erection and tracing of trusses and lnrss systems seeANSI/TPI I Quality Criteria. DSB-89 and SCSI Building Component 6904 Parks East Blvd. Safety Information ovdloble, from trig Plate institute. 218 N. Lee Street. Sulto 312. Alexandria. VA 22314. Tmrpa. FL 33610 Job I russ Truss Type oty r123047e2 W P0080 1.1 Hip Girder 1 1 IWPOOBO JobReference(optional) Budder* 1`961150urce, lanpa, plant City. rune 33566 1 0 4a s Aug r o zvr i mu es rnausures, lac, i nu Ca iv vv.v: to zv i r age z I D:4xi2Sy05priperCOHML 1 Og 1 zP836-IkGNdeNUHpIrYOnUkEi80Ur4nSArr8X7r4PsDSyRvON NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 173 lb down and 214 lb up at 7-0.0, 87 lb down and 122 lb up at 9.0.12, 87 Ib down and 122 Ib up at 11-0-12, 87 Ib down and 122 Ib up at 13.0-12, 871b down and 122 Ib up at 15-0-12, 87 Ib down and 122 Ib up at 17-0-12, 87 lb down and 1221b up at 19. 0-12, 87 Ib down and 122 Ib up at 21-0.12, 871b down and 1101b up at 22-4.0, 871b down and 1221b up at 23-7-4, 871b down and 1221b up at 25-7-4, 87 lb down and 122 lb up at 27-7-4, 87 lb down and 122 lb up at 29-7-4, 87 lb down and 122 lb up at 31-7-4, 87 lb down and 122 lb up at 33-7-4, and 87 lb down and 122 lb up at 35-7.4, and 173 Ib down and 214 Ib up at 37.8.0 on top chord, and 3091b down and 142 lb up at 7-0-0, 65 lb down at 9-0.12, 65 Ib down al 11-0.12, 65 lb down at 13-0.12, 65 lb down at 15- G-12, 65 lb down at 17-0.12, 65 lb down at 19.0-12, 65 lb down at 21-0-12, 65 lb down at 22-4-0, 65 lb down at 23-7.4, 65 Ib down at 25-7-4, 65 Ib down at 27-7-4, 651b down at 29-7-4, 65 lb down at 31.7-4, 65 Ib down at 33-7-4, and 65 Ib down al 35-7.4, and 309 Ib down and 1421b up at 37-7-4 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 frolic (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=l 25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-12=-54, 12.15=-54, 27-30=-20 Concentrated Loads (lb) Vert: 4=-126(B) 7=-87(8) 12= 126(8) 25= 309(8) 6=-87(8) 22=-41(8) 8=-87(8) 20 41(8) 9=-87(B) 17=-309(8) 33_ 87(B) 34=-87(B) 35=-87(8) 36_ 87(B) 37= 87(8) 38=- 87(8) 39=-87(B) 40=-87(B) 41=-87(B) 42=-87(B) 43=-87(B) 44=-41(B) 45=-41(B) 46=41(B) 47=41(B) 48=-41(8) 49=41(B) 50=-41(8) 51=-41(B) 52=41(8) 53=- 41(13) 54= 41(B) 55=-41(13) 56=-41(B) Q WARNING - Verily design perimeters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M111-7473 rev. 10AMMIS BEFORE USE. Design va ild for use only with Mllek® connectors. Inls design is based only upon pararnelers shown. and Is for an kdivIdu l building component, nol a truss system. Before use, the build frig designer must vodly the "Icab>BIty of design pararnoters and rxoleay Incott>ofato this design Into the overall bldinlg design. eracing Indicated Is to budding of IntlNklual (russ web and/or chord members only. Additional temporary and permanent bracing M iTek' preventIs a 1ways rec"red lot slot7tltty and to prevent collcWme wtlh possible petsonal trsiray and property damage. For general guidance regarding the 6904 Parke East Blvd. fablticallon. slorage, delivery, erecllon and bracing of IRMSeS and Inns syslems. seeANSI/M I Quality Criteria, DSB-89 and SCSI Building Component Safety Information avdBa ble from Irus Plate Ins9luto, 218 N. Lee Street. Stile 312. Alexandria. VA 22314 Tarrpa, FL 33610 Job I russ fuss I ype oty plywpooeo T12304783 wP0080 A02 Hip 1 1 Job Reference o ptional ID:4xr2SyO5pnperC0HML 1091 zP836.6udelhSFtfV?GLEd4Upbd15EztKGFwO?D?sAOSyRvOH 1-0• 4.9•14 0 1 9-0-0 o 27435.8.0 39.1044. 4 -0 4- 9- 14 4.2.2 2 4.9/4 4 8- 0 6x8 — 5x8 = 2x4 II 5x8 = 5x8 = 5.00 12 fire — 4 5 6 7 8 9 Scale - 1: 81.6 v 11 12 io c 191s 17 1 5x8 STP= 5x8 4x10 MT20HS = 06 = 2x4 II 16 15 14 13 5x8 = 2x4 II 5x8 1 5x8 STP= 4x10 MT20HS = 4x6 = LOADING (psf) TOLL 20. 0 TCDL 7. 0 BOLL 0. 0 ' BCDL 10. 0 SPACING- 2- 0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/ TP12007 CSI. TO 0. 36 BC 0. 29 WB 0. 53 Matrix-M) DEFL. In Ven(LL) 0.46 Vert(rL) - 0.82 Horz(rL) 0.18 loc) I/ dell Ud 16 >999 240 16 >653 180 11 Na We PLATES GRIP MT20 244/ 190 MT20HS 187/ 143 Weight' 278 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-8-15 oc puffins. 4-7, 7.9: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 7.0.13 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at mldpt 5.19, 8.13 WEBS 2x4 SP No.3 REACTIONS. (Ib/ size) 2=1707/0.8-0, 11=1707/0.8-0 Max Horz2= 96(LC 14) Max Upllfl2=- 711(LC 6), 11=-711(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb),or less except when shown. TOP CHORD 2-3=-3846/1649, 3.4=•3564/1532, 4-5=-3295/1459, 5-6=-5117/2355, 6.7=-5117/2355, 7-8=- 5117/2355, 8.9=-3295/1459, 9-10=-3564/1531, 10-11=-3846/1649 BOT CHORD 2-19=-1475/3532, 18-19=-2019/4673, 17.18=-2019/4673, 16.17=-2019/4673, 15-16=- 2008/4673, 14-15=-2008/4673, 13-14=-2008/4673, 11-13=-1446/3532 WEBS 3. 19_ 307/300, 4-19= 393/1099, 5.19=-1659/817, 5.16=-364/576, 6-16=-342/286, 8-16= 365/576, 8.13— 1659/817, 9-13=-393/1099, 10-13=-307/300 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=5.Opsh h=15111; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS ( envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 711 lb uplift at joint 2 and 711 lb uplift at Joint 11. 8) 'Semi - rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verily dedpn pararrretwe and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI167473 rov. 16W/2015 BEFORE USE. Design volld for use only with MflekO Connoclom Ills design Is based only upon paromelers shown, andis for an Indivickal buldfrlg component. not a buss system. Before use. the lxBd ing designer roust verity Ile ctprlkbabllly, of design prnamoton and popefly Incorlxxote [his design Into trio over, building design. Brocing Indicated is to buckling of Individual Iola web and/or chord members only. Additional lemporcny and permanent Moclng MiTek' g pevonl Isalwaysrequired for stalbBy cffvJ to rxevenl collgne Win possible personal hp+y catdl poponty clanage. For genial guidance fegurdlhg the 6904 Parke East Blvd k1wicatkxt. storage, delivery, erection and tracing of fames ctrldt tors systems, seeANSI/rPI I Quality Criteria, DSB-89 and 8CS18uildfrr9 Component Tampa. FL 33610 Solely Intamrallon avdllctAefromtrimHaleIhslllute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Truss fuss I ype Qty Tt2304794 wpooso A03 Hip t 1 1wPooltoJobReference(optional) Budder* FirefSource. Tampa. Plant City. Florida 33566 r 640 a Aug to 20 i r MiTak mausmea. mc. ih. - ,s v. -.5 -1. wa . ID:4xi2Sy05prtperCOHML1OglzP636•a48051StezestVpgeCKgAydHVHgT JV9SicpyYyRv0G 1 0 5.9-14 71 0-0 18.7.4 26-0-12 33$-0 38-10-2 44 e-0 8 0 5.9-14 5.2.2 7.7.4 7-5 8 7-7.4 5 2-2 5-8.14 -0 5x8 = 5.00 12 20 II 3x6 = 3x8 = 246 Sx6 = 8 Scale = 1:81.6 19 18 t7 16 15 14 13 12 t.5x8 STP- 20 II 4x6 = 5x8 _ Sx8 = 2x4 lI Sx8 = 5xe = 2x4 II 1.5x8 STP= 4x6 = 4x6 = 5.9.14 1 11-0-0 1 18-7.4 1 26-0-12 1 33-8.0 1 38.10-2 44 80 5.9.14 Plate Offsets (Y Y)-- 5.2-2 7.7.4 - 7-5-6 rr•c rrc f4.0-5-12 0-2-81 f8'0-3-0 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.41 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Ven(TL) -0.77 15-16 >697 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(TL) 0.15 10 n/a rVa BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 261 lb Fr = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP M 31, 6-8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 7-10-0 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 7-16. 7-13 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1707/0.8.0, 10=1707/0-8-0 Max Horz 2=- 1 18(LC 15) MaxUplift2=-704(LC 10). 10=-704(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3847/1524, 3-4=-3354/1418, 4-5=-4000/1807, 5-24=-4000/1807, 6.24=-4000/1807, 6.7=-4000/1807,7.8- 3067/1349,8.9=-3345/1413,9.10=-3861/1524 BOT CHORD 2-19=-1426/3521, 18-19=-1426/3521, 17.18=-1168/3056, 16.17=•l168/3056, 15-16=-1631/4013, 14-15=-1631/4013, 13.14- 1631/4013, 12-13=-1315/3523, 10-12=-1315/3523 WEBS 3-18- 524/343, 4.18=-89/443, 4.16=-557/1212, 5-16=-431/365, 7.16=-244/253, 7-15=0/305,7-13=-1217/564,8-13=-306/947,9-13=-535/349 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=5.Opsf; h=151t; Cat. 11; Exp C; Encl., GCpi=0.18: MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 704 lb uplift at joint 2 and 704 lb uplift at joint 10. 7)'Seml-rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MPTEK REFERANCE PAGE 11110.7473 rev. IMMIS BEFORE USF- Design valid for use only with WOW connectors. this doslgn 6 based only upon pararnelers *mown, and is for an Individual Ixldfrg component, nol a airs systom. Before use. the txlalng de -signet i oust verify the ag11bal1Blty of design porasnolors and property hcotpolale this design Into Ilia ovetcdl building dbstgn. eachg Indicated is to prevent buckling of Individual truss web and/or chord members orgy. Adt9lkxtal temporary and permanent Ixoclng M iTek' 6 ddwaYs tecalred lot slabtilty and to prevent caltg7se wtih possUe personal"artd properly dktrnage Foi general guidance rogardllrng the fabrk:atkxi storage, dlellvory. erection and btacing of tiumes chid Imm systems. seeANSI/rPI I Quality Criteria. OSB-69 and SCSI Building Component 6904 Parke East Blvd. Salary Information avallaMo from Truss Plate Institute. 218 N. Lets Street, Suito 312. Alexandria. VA 22314. Tampa. FL 33610 oTruss Truss Type Qty ply wpooeo Tt2304765 wPo08o A04 Hip 2 f Job Reference (optional) Builders FkalSource. Tompe, Plant Csy, Florida 33566 / 64a 6 Aug no zun / Mu ex mausuas, inc. r nu wt rage ID:4xi2SyO5priperCOHML 1 Og 1 zP836-3HIOINTVPGmiVe00Cvs3jAASwhsLjrTlgJLHV_yRvOF t-0• 6.914 t300 t9.3.4 25.4.12 31.8.0 37.10.2 4441-0 45.8 6.2.2 6.3 4 6 1 8 6.3 4 6 2.2 6.9.14 -0 Scale = 1.81.6 5xe = 2x4 11 3x8 = 3x6 = Sx8 = 5.00 F12 4 5 26 6 7 8 19 to t/ 16 is 13 12 3x8 = 20 11 30 = 3x8 MT20HS = 3x8 = 2x4 11 3xe MT20HS =3x8 = 2x4 11 3x8 6.9.14 r 6 1341-0 9 t4 8.2-2 19J-0 8 3 4 25..12 6.11 -0 11 •tl-V 8-3 a t/•tV-[ 8 2-2 49-a-u 6 9.14 Plate Offsets (X.Y)-- 12:0-4.2 0.1-81 (4.0-5-12 0-2-81 18:0-3-0 0-2-41 110:0.4.2 0-1-81 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.43 15-16 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(fL) 0.86 15-16 625 160 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(fL) 0.27 10 n/a n/a BCDL 10.0 Code FBC2014/1•PI2007 Matdx•M) Weight: 233 lb FT = 0'S LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1707/0-8-0.10=1707/0.8.0 Max Horz2=137(LC 14) Max Uplift2=-704(LC 10), 10=-704(LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid telling directly applied or 2.2-0 oc bracing. WEBS 1 Row at midpt 6-13 FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3= 3543/1375, 3-4=-3025/1241, 4-5=-3271/1446, 5.26=-3271/1446, 6.26=-3271/1446, 6-7=-2751/1191, 7.8=-2751/1191, 8.9=•3025/1241, 9-10=-3542/1378 BOT CHORD 2.19_ 1294/3206, 18-19=-1294/3206, 17-18=-978/2739, 16-17=-978/2739, 15-16=-1233/3271, 14.15=-1233/3271, 13.14=-1233/3271, 12.13_ 1159/3205, 10-12=-1159/3205 WEBS 3-18=-531/360, 4-18=-93/417, 4.16=-367/828, 5.16=•355/297, 6-13=-817/364, 8-13=-255/823, 9-13=-531/362 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf: h=15ft; Cat. II; Exp C: Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 704 lb uplift at joint 2 and 704 lb uplift at joint 10. 8)'Semi-rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. A WARNING - Verily design Pentmetere and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M67479 rev. 1693MIS BEFORE USE. Design vaikl for use only vAlh MffekO connectors. ihh design Is txned only upon parameters shown. oral Is (or an Individual txRding component, not o buss sysletn. Before uso. the building designer must verity the apixlcarAlly of design patatnetets and rxoperly Incogxxate Mis doslgn Into the overall building design. Bracing Indicated Is to pevent buckling of Individual truss wet) and/or chord members only. Additional temporary and permanent lxocirg MiTek' Is atways req t1 ed for stability and to pevenl cotldrse with possmle peisonal Inpey and property d arna ge. For general guidance regarding the falAcallon. storage, delivery erection and brdtcing of Irttsses atnd muss systems soaANSiffP1I Quality Cdtodo. DS11-89 and SCSI Suildtrng Component 6904 Paike East Blvd. Safety Infrxma6on available from truss Plate Institute, 218 N. Lee Street. Salle 312. Alexon dila. VA 22314. Tampa, FL 33610 ruse Truss Type oty ply WP0060 T12304786 WP00ft0 A05 Nip 2 t Job Reference tional tdutlaaK hlrst5outce. t anpa. rant airy, htonaa l:rbbe i aqua Aug is zu i r Mlle-QUI FM.. Inc -u va ie vv —er ev i i rave i I DAxi2SyO5pnperCOHML 1 Og 1 zP836-XTJmW1U89au27ozCmdNl FNlcm4B7SDbSvz5q 1 QyRvOE 1 7.9.14 15-0 0 22.4-0 29 8-0 36.10 2 44.8.0 -8-0 7 i54 7.2.2 7-0 7.4-0 7.2.2 7.9.14 -0 Scale = 1:83.2 5.00 F172 Sx8= 2x4 II 5x8 = 3x8 = 2x4 II 3x8 MT20HS = 3x4 = US = 3x4 = 3x8 MT20HS = 24 11 US = 3x8 MT20HS = 7.914 15-0-0 22.4-0 29.8-0 36-10.2 44 8 0 7.9-9 7.4-0 1 7.2.2 I 7.9-14 Plate Offsets (XY)-- I2:0-4-2.0-1-81.15:0.5-12,0.2.81.17:0-5-12.0-2-81.f10:0-4-2,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.36 15 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) 0.75 14-15 718 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Horz(TL) 0.26 10 rVa rVa BCOL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 226 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except' 4-5,7-8: 20 SP No.1 SOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1707/0-8-0, 10=1707/0.8.0 Max Horz2=157(LC 10) Max Uplltl2=-702(LC 10). 10=-702(LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid telling directly applied or 2-2.0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3506/1343, 3-4=-2661/1099, 4-5=-2782/1121, 5-6=-2910/1247, 6-7=-2910/1247, 7-8=-2782/1121, 8.9=•2861/1100, 9-10=-3506/1345 BOT CHORD 2.19=-1272/3166, 18-19=-1272/3166, 17-18=-1272/3166, 16-17=-860/2576, 16-26=-880/2576, 15-26=-880/2576, 15-27=-621/2576. 14-27=-821/2576, 13-14=-1117/3166, 12-13=-1117/3166, 10.12=-1117/3166 WEBS 3.19=0/275, 3-17=-665/433, 5-17=-109/492, 5-15= 309/601, 6-15=-448/380, 7-15=-309/601, 7-14=-109/492, 9.14_ 665/435, 9-12=0/275 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=1 Sit, Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone, cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 702 lb uplift at joint 2 and 702 lb uplift at joint 10. 8) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. A WARNING • VNIfl design perimeters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE 111I1-7473 rev. /aGIMIS BEFORE USE Design valid for use only with MrlekO connectors. This design Is based only upon paramotets shown. and Is lot an IndMdal building component, not a truss system. B efoto use, the Irdldktg designet must vef fy the applicability of design parameters and pxopofy Incorporate this design Into the overall building doslgn. Bracing Indicated Is to prevent budding of kdlvkdual truss web and/ot chord rnernbois only. Additional lempotary and permanent backtg MiTek' B always tecl lied (at stability and to prevent collapse wllh possible pxetsonal Injury and property damage. Foi general guidance regarding the fabncallom storage, delivery, etectlon and bracklg of tresses and truss syslems, soeANSI/IPI I Quality CAtetlo. DS649 and SCSI Building Component 6904 Parks East Blvd Solely Information available from truss Plate Institute. 218 N. Lee Street. Salto 312. Alexandria. VA 22314. Tampa, FL 33610 Job rUSS Truss Type oty plyWP0080 T12304787 W P0080 A06 Hip 2 I Job Reference honal Buddets FitslSource. Tampa. Plain Cay. Fonda 33566 7.640 s Aug 16 2017 MiTek Industries. Inc Thu Oct 19 09:47:20 2017 Page I ID:4xi2SyO5pnperCOHML 1 Og 1 zP836-?tt9l3Vmw110OkyYPJKuXobFtYUW iBjbb8dgN2tyRVOO 0 6.1.3 t l•6.10 17.0-0 22.4.0 27-0-0 33-1 6 38$-13 44 8-0 8-0 6 1.3 S54i SS6 S 4-0 544 SS 6 SS 6 6 1.3 -0-0 5.00 F12 SKIS = 3x8 = Sx6 = zu 1° 18 " 17 — 16 3x8 3x4 — 3x8 MT20HS = 3x8 = LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip OOL 1.25 TC 0.51 TCOL 7.0 Lumber DOL 1.25 BC 0.96 BCLL 0.0 ' Rep Stress Incr YES W B 0.64 BCDL 10.0 Code FSC2014/rP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb(size) 2=1707/0-8.0, 12=1707/0.8.0 Max Horz 2=- 1 76(LC 11) Max Uplifl2=-698(LC 10), 12=-698(LC 11) 2x4 11 3x8 = 3x8 MT20HS = DEFL. in (loc) I/deft L/d Vert(LL) 0.33 17 >999 240 Venjl-) -0 77 14-16 >697 180 Horz(TL) 0.25 12 rVa Na Scale = 1:83.2 3x4 = 3x8 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 244 lb Fr = 040 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2.0 oc bracing. WEBS 1 Row atmidpt 7-18. 7.16 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3557/1416, 3.4=•3334/1296, 4-5=-3282/1306, 5.6=-2658/1047, 6.7=-2409/1017, 7-8=-2409/1017, 8.9= 2658/1047, 9-10=-3282/1309, 10.11=-3334/1297, 11-12=-3557/1418 BOT CHORD 2-20=-1378/3223, 19-20=-1104/2848, 18-19=-1104/2848, 18-27=-784/2548, 17-27=-784/2548. 17-28=-784/2548, 16-28— 784/2548, 15-16=-929/2848. 14.15=-929/2848, 12-14=-1204/3223 WEBS 3-20=-265/290, 5-20=-115/422, 5-18=-605/423, 6-18=-241/741, 7-18=-403/240, 7-16=-403/239, 8-16=-240/741, 9-16=-605/423, 9.14_ 116/422, 11.14_ 265/291 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=5.Opsf; h=151t; Cat. II; Exp C; Encl., GCpl=0.18: MW FRS (envelope) automatic zone and C-C Interlor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS 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 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10 Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 698lb uplift at joint 2 and 698lb uplift at joint 12. 8) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNWO . Vedy design panmefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1-7473 rev. 1401*015 BEFORE USE Design valid for use only vAth Mllek® connectors. tnls design is based only upon patomelers shown. and Is for an hndivldtal "ding component. not a truss syslenl. Before use. the I"cling designer must verity the cylrAlcablity, of design paamelen and Ixopedy Incorporate this design Into the overall Bracing Indicated is to Ixicklhtg of WhAduaa hus web and/or chard members only. Additional temporary and permanent txocIng MOWbrRclingdesign. provent Is always tw4tlred rot stability and to prevent collcM Win powitAe personal WIW and rxopedy darnage. Fa general guidance regarding Iho 6904 Parke East Blvd. fabricatlon, storage, delivery, eroctlon and bracing of huaes and trim systems. swANS1/IPI I Quality Cdteda, OSS49 and SCSI Bunging Component Taupe. FL 33610SafetyInformationavertablehorntrimPlateInstitute. 218 N. too Skeet. Suite 312. Alexandria. VA 22314. Job I fuss I fuss I ype Oty WP0080 T123047fi8 W P0090 A07 Hip 2 1 Job Reference(optional) Buddars FusiSource, Tampa. Plant Cey. Florida 33566 7.640 a Aug 16 2017 Wak Industries, Inc. Zhu Oct IV 08:47 29 2017 Page 1 ID:4xiZSyOSpnperCOHML 1 Og 1 zP836-TrOXwOVOhB8HM67bt2PmKooyGutMwC51MHaxSJyRvOC 6-9 3 12-10.10 19 0-0 258.0 31.9-6 37.10.13 448-0 458-0 6.0 3 6.1.6 6 1.6 68-0 6 18 6.1 6 6-9.3 -0-0 5x8 = 500 12 27 Sx6 = 20 19 1* 17 ca 16 l0 14 13 2x4 11 3x4 = 3x8 MT20HS = 3x4 = 3x8 = 3x8 MT2 3x8 OHS = 3x4 = Scale - 1.83.2 12 I< d 2x4 II 3x8 6-83 12-10.10 190-0 258-0 31.98 37-10-13 448.0 r 6-8 3 6.1 6 6.1.6 { 68.0 ".6 { 8.18 6.9.3 — - Plate Offsets (XY)-- 12:0-4-2,0-1-81,16:0.5-12,0-2-81,17:0.3.0,0-2.41,111:0-4-2,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.32 17 999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) 0.70 16-17 767 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.43 Horz(TL) 0.26 11 n/a rVa BCDL 10.0 Code FBC2014rrPI2007 Matrix-M) Weight: 244 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row atmicipt 5-17.6-16,8.16 REACTIONS. (lb/size) 2=1707/0.8-0, 11=1707/0.8-0 Max Horz2=196(LC 14) Max Uplilt2=-695(LC 10), 11=-695(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3542/1345, 3.4=•3057/1159, 4.5— 2998/1176, 5-6=-2476/963, 6-27=-2233/945, 7.27=•2233/945, 7-8_ 2477/964, 8-9=-2998/1178, 9-10=-3056/1160, 10-11=-3543/1349 BOT CHORD 2-20=-1323/3204, 19-20=-1323/3204, 18-19=-1033/2767, 17-18=-1033/2767, 17-28— 693/2232, 16.28=-693/2232, 15.16=-839/2767, 14-15=-839/2767, 13-14=-1131/3205, 11.13=-1131/3205 WEBS 3-19=-498/320, 5-19=-77/405, 5-17=-722/455, 6-17=-233/609, 7-16=-181/596, 8-16=-721/456, 8-14=-78/405, 10-14=-499/323 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=4.2psh BCDL=5.Opsf; h=151t; Cat. II; Exp C; Encl., GCp1=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed -, end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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.Opsl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members, vnlh BCDL = I O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 695 lb uplift at joint 2 and 695 lb uplift at joint 11. 8) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING • Vedry dedyn paruunetara and READ NOTES ON THIS AND INCLUDED M7rEK REFERANCE PACE M67473 rev. 160220f5 BEFORE USE Design va lld lot use only Win Meek® connectors. Ihis design 6 bosed only upon parameters shown. aril Is for an hWlNdual txMing component. not o truss system. Before we. the txRdrlg designer must verify the applicabi lty of design polar noters and Ixopetly Incogxxale this design into the ovetdl Wiling design. Bracing Indicaled is to rxaveni bucaing of OxMklual Russ wob arld/om chard memt)ets only. Addilloral lompotcny arW permanonf ixactrQ MiTek' Is always tegrdted for slah0tiy end to prevent collapse Win possmW personal tn(lay and property damage. For general guidance tegradrlg the fatxlcolbix storage, delivery, erection amd txocing or Irtmes and muss systems. seeANSI/IPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovdtotAe from truss Plato institute. 218 N Lee Street. Sulto 312. Alexandria. VA 22314. Tampa, FL 33610 Job use Truss Type ty ply r123o47ea W P0080 1:'O's Hip 2 1 1JWoPb0R`e0fefence(optional) Builders FeslSource, Tampa. Plant Coy, Florida 33666 7 640 s Aug 16 2017 MTek Industries, Inc Thu Oct 19 09:47:30 2017 rage 1 ID:4xt2SyO5pnperCOHMLIOff izP836-tQ vBkWOSVGB GhnRW9tOKBCIDsicWubxJUeIyRVOB 1- 0 7.53 14.2.10 21-0-0 23.8-0 30.5*6 37.2.13 44.8-0 4b-0 0- 7.5.3 8.9 6 6.9 6 2.8.0 6.9.6 8.9 6 7-5-3 -0 3x8 = LOADING ( psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 5x8 = 500j12 27 5x6 = 20 19 1iszo 17 16 ro to 14 13 2x4 II SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20141TP12007 REACTIONS. ( lb/Size) 2=1707/0.8.0, 11=1707/0-8-0 Max Horz 2=215(LC 14) Max Uplift2=-692(LC 10), 11=-692(LC 11) 3xa MT20HS = 30 = 3x8 = 3x4 = 2x4 II 30 = 3x8 MT20HS = Scale = 1:83.2 3x8 = CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TC 0.63 Vert(LL) 0.3317-19 >999 240 MT20 244/190 BC 092 Ven(fL) 0.73 17.19 >737 180 MT20HS 187/143 WB 0.61 Horz(TL) 0.26 11 n/a n/a Matrix- M) Weight: 253lb Ff=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc puffins. BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. WEBS 1Row atnildpt 5-17.6-16,8-16 FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3513/1318, 3.4=-2951/1106, 4-5= 2824/1120, 5.6=-2292/887, 6-27=-2053/874, 7.27_ 2053/874, 7.8=-2294/888, 8-9=-2823/1121, 9.10=-2950/1107, 10-11=-3514/1321 BOT CHORD 2.20— 1310/3172, 19-20=-1310/3172, 18-19=-978/2664, 18-28=-978/2664, 17-28=- 978/2664, 16.17=-596/2050, 16.29=-763/2663, 15-29=-763/2663, 14-15=- 763/2663, 13-14— 1 098/3173,11-13=-1098/3173 WEBS 3- 19=-576/365, 5.19=-85/466, 5-17=-824/510, 6-17=-284/617, 7-16=-242/620, 8-16_ 821/510, 8-14=-85/464, 10-14=-577/368, 10.13=0/250 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=S.Opsh h=1511t; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS ( envelope) automatic zone and C-C Interlor(1) zone; cantilever ieft and right exposed; end vertical left and right exposed:C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will lit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 692 lb uplift at joint 2 and 692 lb uplift at joint 11. 8)'Semi- rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify deeign paramofers and READ NOTES ON THIS AND INCLUDED ANTEK REFERANCE PAGE A07473 rev. 1602MIS BEFORE USE Design vdld for use only Win Mllek® connecfas. this design B based only upon parameters shown, and Is for an Indivkxial txdc lno component. not a truss system. Before use. the building designer musl verity the a;4AIcatx1lty of de*In paratneteis and rxoperly Wogxxate this design Into Ilse over., txdding design. Bracing Indicated B to buckling o1,ldNldual from web and/or chord members only. Additional lernMary and permanent baclrg M iTek' prevont Isalways reed for slab011y and to prevent collcpse with possll:ole personal Inf ry and properly damage. For general guicknce regacang the falxlcallm storage, dellvery. erection and bracfrlg of tames and Imtss systems seeANSI/IPI I Quality Criteria. OSS-89 and SCSI Building Component 6904 Parke East Blvd Safety IMormaxan aVUlable from Inns Wale Institute. 218 N. Lee Street. Stile 312. Aloxandda. VA22314. Tango. FL 33610 Job Truss Truss Type Oty ply WP00ll0 n 23o47eo W P0080 A09 Comrtron 7 t Job Reference o pbon al Builders FssiSource. Tanya. Plant Cay. Florida 33566 7 640 a Aug 15 2017 MI I ex Inaut111e3. Inc. Thu On la 00 47 31 2u1 7 rage t I D:4xiZSyO5pr1perCOHML 1 Og I zP836-PEYHL4Xe0pO?bOG_?SREODtKkIZEOI T t gb32AByRvOA t-0 7.10.9 15•t•a 22•4-0 29.6-f122 36.9.7 a4-e-0 H- 8 O 7.10.9 7.2.12 7-2-12 7.2-7-2.12 7.10.9 -0 Sx6 = S-oo 12 Scale = 1:80.1 Iq 0 19 7tl 17 nb Ztt 15 a7 14 14 12 _ 3x8 = 2x4 11 3x8 MT20HS = 3x4 = 3x8 = 3x4 = 3x8 MT20HS = 2x4 11 3x8 3x8 MT20HS = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.33 17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Ven(TL) -0.72 15-17 >744 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.76 Horz(TL) 0.26 10 n/a We BCDL 10.0 Code FBC2014/TP12007 Matnx-M) Weight: 233 lb FT = 0°b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-15 oc bracing. WEBS 20 SP No 3 WEBS 1 Row at mldpt 7-15, 5-15 REACTIONS. (Ib/size) 2=1707/0.8.0, 10=1707/0-8-0 Max Horz 2=-228(LC 11) Max Upli112=-689(LC 10), 10=-689(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3492/1298, 3.4— 2874/1061, 4.5=-2803/1082, 5.6=-2189/861, 6.7= 2189/861, 7-8=-2803/1083, 8-9=-2874/1062, 9.10=-3492/1300 BOT CHORD 2-19_ 1298/3150, 18-19=-1298/3150, 17-18=-1298/3150, 16-17=-940/2587, 16-26=-940/2587, 15.26= 940/2587, 15-27=-712/2587, 14-27=-712/2587, 13-14=-1073/3150, 12-13=-1073/3150, 10.12=-1073/3150 WEBS 6.15_ 419/1267, 7-15— 865/542, 7.14=-95/484, 9-14=-632/397, 9-12=0/275, 5-15=-865/542, 5-17=-94/484, 3-17= 632/395, 3.19=01275 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=4.2pst; BCDL=5.Opsf; h=15f1; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcui rent 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 BCOL = 1O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 689 lb uplift at joint 2 and 689 lb uplift at joint 10. 7) 'Semi -rigid pltchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. WARNING • Ved/y dedgn parameters and REAO NOTES ON THIS AND WCLUOEO MrfEK REFERANCE PAGE MQ7473 rev. 1693/2016 BEFORE USE Design valid for use only with Mllek® connectors. INs design 6 based only upon patameters Mown. and Is for an Individual buBding component. not a truss system. Before use. the building designer must vodfy the or)Oicoblilty of design pararpelets and property Incorporato this design Into tW overall blding design. Bracing Indicated is to buckling of Inalviducl Inca web and/or chord members only. Ad<nllo al temporary and permanent bracing M iTek' ptovenl It always reclukod for slublilly and to prevent collapse wllh possible petson l bylay and property damage. fa general guidance tegadng the 6904 Parke East Blvdfabricalbnstorage, delivery. erection and batting of trusses and truss systems, WOANSI/1PI I Quallty Criteria, OSS-89 and BCSI Building component Tempo, FL 33610SafetyInformationavailablefromteasRatebnsllMe. 218 N Leo Street. Sidle 312. Alexandfla, VA 22314. Job Truss Truss Type oty ply T123o4791 W POOaO A010 Rool Special 1 I iwpoosoJobReference(optional) ouuuea ruawu,w..aya, rw,„ v..r, rw.,.w ..ww - - - 10AxIZSyQ5pnperC6HML 1 Og 1 zP836-mwglq_0627u9aMplxEOwhNH 1 sdoaa7G3j9PItryRvOM 0 6.7.14 12 8-0 14.4 20.9.15 27-2.1 33.8.0 38.10-2 44.8-0 4 -8 4 6.7-14 6.0.2 1.8-0 6.5.15 6.4.3 6-6.15 5.2.2 5-9.14 Scale = 1:84.8 5.00 F12 4 6xe = 2x4 II 5x8 = Sx8 = 6x8 = zu 19 re 17 16 14 13 1.Sx8 STP= 4x6 = 5x8 = 5x8 = 2x4 It 5x8 = 20 11 1.5x8 STP = 4x6 = ex10 = 5x8 = 46 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.76 BC 0.31 WB 0.86 Matrix-M) DEFL. Vert(LL) Vert(rL) Horz(TL) In (loc) Well Ud 0.39 16-17 >999 240 0.73 16-17 >735 180 0.15 11 n/a rVa PLATES GRIP MT20 244/190 Weight: 283 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 5-7,7-9: 2x6 SP M 26 BOT CHORD Rigid telling directly applied or 7-11.5 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 8-14 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1707/0-8-0, 11=1707/0-8-0 Max Horz2=134(LC 10) Max Uplif12=-585(LC 7), 11=-791(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3798/1374, 3-4=-3708/1406, 4-5=-3894/1672, 5.6=-4154/1875, 6-7=-4151/1872, 7.8=-4151/1872,8.9=-3074/1481,9-10=-3348/1542,10-11=-3852/1750 BOT CHORD 2-20=-1161/3461, 19-20=-972/2876, 18-19=-1250/3548, 17.18=-1250/3548, 16-17=-1593/3972, 15.16=-1593/3972, 14-15=-1593/3972, 13-14=-1517/3526, 11.13=-1517/3526 WEBS 3.20=-325/332, 4.20=-3831703, 4-19=-1017/2245, 5-19=-1973/1017, 5-17=-457/849, 6-17— 433/343, 8-16=0/252, 8-14=-1101/515, 9-14=-359/1001, 10.14_ 536/344 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Intertor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip OOL=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 100lb uplift at joint(s) except (jt=lb) 2=585, 11=791. 7) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. wARNMG - Vedly dedyn peremeters and READ NOTES ON THIS AND WCLUDED MREK REFERANCE PAGE M67473 rev. 160312015 BEFORE USE Design valkl for use only with Mll"M connectors. this design Is based only upon Ixxamolets shown. and Is for an Individual b uldstg component. not a truss system. before use, the building designer must vedty the "Icabllly of design torarnelets and properly Incogoralo this design Into thxe overall boding design. Brdscing Indicaled Is to pevent budding of kxlkldual truss web and/or chord members onlril y. Additional temporary apermanent tx 1110 WOW If always redpdred lot stability and to prevent collapse wllh possible personal k#xy and poperly danage For general gu M nce tegard8ng the ktbrl= tom storage, delivery, election and bracing of trusses anal Irtm syslemt seeANSI/rPI I Qua91y Criteria, OSS-89 and BCSI Building Component 6904 Parke East Blvd. Snfety Information available xom Inm PlGle institute. 218 N. Lee Street. Suite 312. Alexaxlda. VA 22314. Tempo, FL 33610 Job Truss Type Oty, , wP00e0 T12304792 WP00e0 1,011 Root Special t t Job Reference (optional) Builders FirsiSource. Tarnpa. Plerd City. Florida 33566 7.640 it Aug 16 2017 MTek Industries, Inc. Thu Oct 19 09:47 20 20t7 Page 1 ID:4xttSyOSpriperOOHML 1 Og t zP836-E7072JPIp072njwsrflfTV WVSGtlWJ3XOINuyHKyRvOL t-0.0 S•9.14 t1.00 a-4.0 164-0, 22.9.5 29.2-tt 358-0 3o-t0.2 _ 44.9.0 4b8.0 i9.14 S2.2 3.4.0 2.0-0 ii5 SSS 6-55 4.2.2 4.0.14 1.04 Seale = 1.84.8 5x8 = Still = s.o0 12 A _ 5x12 = UIS = 5x8 = 12 1,?'- a 23 22 21 20 19 18 17 16 15 14 US = 20 11 3x8 I .Sx8 STP = 1.Sx8 STP = 3x6 = 3x6 = 3x6 = 2x4 If S9.14 11.0-0 1 14.4-0 4-017•&Q 250-0 30.4.0 3S&0 M.g.O 59.14 52.2 3.4.0 2.0-0 1-0 7.4-0I S4-0 94)•0 Plate Offsets (X Y)-- 14:0.5-12,0-2-81,I5:0-3-0,0-2-41.110:0-5-12,0.2-81.112:0.3-O.Edoel LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(L-) -0.11 14-29 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Ven(rL) -0.28 14-29 >842 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(rL) 0.03 12 rVa rVa BCDL 100 Code FBC2014lrP12007 Matrix-M) Weight: 238 lb Fr = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-15 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid celling directly applied or 6.0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. lb) - Max Horz2=118(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=-276(LC 10), 18=-336(LC 7), 17=-636(LC 11), 12=-333(LC 11) Max Grav All reactions 250 lb or less at joint(s) except 2=606(LC 21), 18=969(LC 1), 17=1246(LC 22), 12=671(LC 22) FORCES. (Ib) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-899/355, 3.4=-396/188, 6-7=-158/545, 7-8=-231/659, 8.9=-231/659, 9-10=-274/233, 10.11=-744/395, 11-12=-1037/585 BOT CHORD 2-23=-348l784, 22.23=•34WS4, 21.22= 49/319, 20-21=-283/193, 19-20=-283/193, 18-19=-286/192, 17-18=-473/275, 14-15=-186/655, 12.14=-454/923 WEBS 3-22=-522/333, 4-22=-93/336, 4-21= 496/226, 6.21=-196/636, 6-18=-783/383, 7-17=-451/357, 9.17=-1084/591, 9.15=-88/383, 10-15=-477/217, 10-14=-44/341, 11-14 304/295 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140Mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) automatic zone and C-C Intedor(1) zone; cantilever left and right exposed; and vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi 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 276 lb uplift at joint 2, 336 lb uplift at Joint 18 636 lb uplift at joint 17 and 333 lb uplift at joint 12. 8) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNWO • Verify design Paranstan and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MD-7472 rev. 1003201S BEFORE USE Design valld lot use onfy N4th Mllek* conneclors. 1hh design Is based only upon Ixxameters shown. and Is fa an IndlAdual bulding component, not S a trusssysler n Beloto use. the Iwllc lrlg deslgret must verity the oppllcatAlty of design parameters and Ixopetly Incoglotale this design Into the ovotall txidnng design. ®achg Indicated is to prevent budding of Individual truss web and/of chord members onfy. AUd illorlcl temporary and perrnanenl txocing MOW It oiways recphed lot skitAlty c d to ptevenl cdlcVw wllh possmle persondl"and ptopeny d omage rot general geld a ce tegardrng the 1c" lcallm storogo, delivery• ereC9on and tracing of trusses and muss systems. seeANSI/IPI I Quality Criteria, DSB-89 and SCSI eullding Component 6904 Parke East Blvd. Safety Information ovdilatAe born truss Nate tmlllule, 218 N. Leo Street, Suite 312. Alexanci to VA 22314. Tampa, FL 33610 Job I fuss Truss Type oty Ply wPooeo T12304793 wpoos0 A012 Roof Special Girder 1 1 Job Reference(optional) Builders FlrslSource, Terrpa. Plant City. Florida 33566 7.640 s Aug 16 2017 MTek Industries, Inc. Thu Oct 19 00:47:22 2017 Page t 10:4xiZSyO5pnperCOHML 1 Og 1 zP836-AWiS7O9L2FH0I4Fz4n7YK1nu3Z3r1yXI1hN3MDyRvW n a 4.9•t4 e•ao t2-e o 164 0 1a 441 232•0 28 0-0 32.10-0 37 &0 4a1a2 w-e o 4S 4.9-t4 4.2.2 380 390 2.0.0 4aa0 at0•o 4-tao 4-1ao 32.2 39.14 SK8 = 5.00[12 a dd 1.Sx8 STP= b 1 2 2K4 II 5x8 = 5xl2 = 3x6 = 3x8 = 36 9 37 3810 39 1140 41 Scale - 1:84.8 5x6 = 12 13 1.5x8 0STP = 14 19— y F 1 r6 29 28 27 26 25 23 24 22 21 42 43 20 1944 18 45 46 17 16 3x6 = 2x4 11 3x8 = 1.6x8 STP = 1 Sx8 STP = 3x6 = 2x4 11 3x8 = 20 11 3x6 = 3x6 = 2x4 II 6x8 = te•4-0 44i•14 4 a•14 7• 21•e-0 25-0M a111 2tlFT 4.14a3.21a.2290.0-0 or- 0 &1-0-03-4-0 2. 3 e 14 14)-0 Plate offsets ( Y Y)-- 14:0-5-12,0-2-81. )6:0-5.12.0-2-81, r12:03-0,G-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.09 17 >999 240 MT20 244/190 TCDL 7. 0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.18 17-18 >999 180 BCLL 0. 0 ' Rep Stress Incr NO WS 0.80 Horz(fL) 0.05 14 n/a n/a BCDL 10. 0 Code FBC2014/TP12007 Matrix-M) Weight: 242 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-9 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. lb) - Max Horz2=98(LC 8) Max Uplift All uplift 100lb or less at joint(s) except 2=-303(LC 27), 21=-1186(LC 9), 14=-541(LC 9). 24=-376(LC 24) Max Grav All reactions 250 lb or less at joint(s) except 2=659(LC 1). 21=2451(LC 20), 14=1024(LC 20), 24=535( LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1083/452, 3-4=-704/371, 4-5= 432/353, 5.6=-432/353, 7.8— 342/879, 8-36=- 707/1633, 36.37=-707/1633, 9.37_ 707/1633, 9-38=-310/285, 10-38=-310/285, 10-39=- 310/285, 11.39=-310/285, 11-40_ 1644/938, 40-4 1 =- 1644/938, 12-4 1 =- 1644/938, 12.13=- 17861976, 13-14=-1949/1027 BOT CHORD 2-29= 430/960, 28-29=-430/960, 27-28=-221/615, 24.25=-425/257, 23-24=-425/257, 22-23=-436/260, 21.22=-1125/570, 19.20=-617/1350, 19-44=-617/1350, 18-44=-617/1350, 18.45= 617/1350, 45.46=-617/1350, 17-46=-617/1350, 16-17=-868/1758, 14-16=-868/1758 WEBS 3-28=-392/ 262, 4.28=-74/280, 4.27=-269/155, 6-27=-284/690, 6-25=-638/287, 7-25=-267/670, 7-23= 336/302, 7-22=-649/324, 8-22=-206/562, 8-21=-982/550, 9.21=-2099/1099, 9-20=-399/1092, 11-20=-1355/701, 11-18=0/308, 11-17— 172/360, 12-17=-46/353 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=4.2pst; BCDL=5.Opsh h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 303 lb uplift at joint 2.1186 lb uplift at joint 21. 541 lb uplift at joint 14 and 376lb uplift at joint 24. 8) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. Continued on Dade 2 WARNWG - Vanity dsdgn parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE Ma7473 rev. I&V2,2016 BEFORE USE Design valid for use only w11h Mllek® connectors. this design is based orgy upon pcirometers shown. and Is for an In allvlducll buk]frlg component. not a truss system Before use. tho building designer must verify Iho applicability of design paaneters and property Incorpotate this design Into the overall building doslgn. Bracing Indicated Is to rxevonl buckling of Individual Iruss web and/or chord members only. Addllbnal temporary and permanent bracing MiTek' is always receded for stability arKI to prevent collapse with possible personal brl.ry and property drrnage. For general guidance regardxlg the fabticollim storage, delivery, erection and bracing of trusses and truss systems. seeANSIRPI I Quality Weida. DS9-89 and SCSI Building Component 6904 Parke East Blvd. Sarety IMormalon avdlable from teas Hate Institute. 218 N. pee Street. Sudto 312. Alexandra. VA 22314 Tarpa. FL 33610 o ruse truss type ry r,23a793 wPooso A012 Roof Special Girder 1 1wPoosoJobReference Halal Budders FitilSource, Tampa. Plant city. Fonda 33566 NOTES- 1.640 8 Aug 15 9011 MI I eK I110419Uree, InC 1 nu Vct I V VYA/:ZL Lai / rage L ID:4xtZSyO5pnperC0HML 1 Og 1 zP636-AVVtS?O?L2FH014Fz4n7YK?nu3Z3nyXjlhN3MDyRv0J 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 128 lb down and 123 lb up at 25.7.4, 127 lb down and 122 lb up at 27-7-4, 127 lb down and 122 lb up at 29.7.4, 127 lb down and 122 lb up at 31-7-4, 127 lb down and 122 lb up at 33-7-4, and 127 lb down and 122 lb up at 35-7-4, and 223 lb down and 213 lb up at 37-8-0 on top chord, and 66 lb down at 25-7-4, 65 lb down at 27-7-4. 65 lb down at 29-7-4. 65 lb down at 31-7.4, 65 lb down at 33-7-4, and 65 lb down at 35-7.4. and 266 lb down and 144 lb up at 37-8-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-6=-54, 6-7=-54, 7-12=-54, 12-15=-54, 30.33=-20 Concentrated Loads (lb) Vert: 12=-126(F) 17=-266(F) 19=-41(F) 36=-88(F) 37=-87(F) 38=-87(F) 39=-87(F) 40=-87(F) 41=-87(F) 42=-42(F) 43=-41(F) 44=-41(F) 45=-41(F) 46=-41(F) 0 WARNING - Verily design puameton and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE MR-7473 rev. MAXIM15 BEFORE USE Design valid for use only vAt h Mllek® connectors. Wits design Is based only upon parameters shown. and Is lot an kldlvkkxd building component, tel a truss system. Botote use. the building dosl0ner must verity the applicability of design parameters and properly Incorporate this design Into the overall trAdng design. Bracing Indicated is to ptevonf budding of Individual truss web and/or chord members only. Additional lempotary and petmonent bracing M!Tek' Is always tecsAted for stability and to prevent collapse with possible personal MN and properly dairrage. For gerheaA gukJahce tegatcing the NAxk:atbn storage, delivery, erection and bmcing of trusses and truss systems. seeANSI/rPI I Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke East Btvd Safety Information arvUlabllo morn buss Rate Institute. 218 N. Lee Street. SJIe 312. Alexanaku. VA 22314. Tampa. FL 33610 Job Truss Truss Type oty wpooeo Tt2304794 W P0080 A013 Hip Girder t t Job Reference Donal Builders FastSouice. Tanga. Plant City. Florida 33566 r b4v s Aug i b zvi i iwi r ex mausiries, inc. Thu ucr ry Oi.47 <s Nr r rage i 10:4xi2SyO5pnperCOHML 1 Og 1 zP836-er3GgLRd6LN6eBfRXnI1Vl5XY 12TvH W Oks_L7dutyRv01 1-00 3.9-t4 10.915 14.6.1 18.44 21.6-2 254-0 1-0-0 3-&14 3-2.2 3.9.15 38.3 3.9.15 3.2.2 ' 3.9.14 ' 5.0o 52 Sx8 - 20 11 3x8 = 4x6 = 4 23 5 24 6 25 7 Scale = 1:46.2 rP =, 9 Ia it) io 11 3x4 2x4 II 30 = 30 = 3x8 = 20 11 1.Sxe STP= 20 II 30 = 6x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCOL 10.0 SPACING- 2.0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.50 BC 0.59 W B 0.87 Matrix-M) OEFL. in (loc) Well Ud Vert(LL) 0.09 15 >999 240 Vert(TL) -0.15 13-15 >999 180 Horz(TL) 0.05 11 n/a rVa PLATES GRIP MT20 244/190 Weight: 128 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=-180/0-8-0, 2=1021/0.8.0, 11=2597/0-8.0 Max Horz 2=88(LC 8) Max Uplift9=-303(LC 19), 2=-507(LC 8), 11=-1192(LC 5) Max Grav9=204(LC 12), 2=1031(LC 19). 11=2597(LC 1) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1977/947, 3.4=-1792/893, 4-23=-1448f742, 5-23=-1448/742, 5.24=-1448f742, 6.24=-1448/742, 6-25=-434/1064, 7.25=-434/1064, 7-8=-473/1143, 8-9=-426/908 BOT CHORD 2-16=-883/1783,15.16=-883/1783,14-15=-773/1658,13-14=-773/1658,13.26=•237/564, 12-26=-237/564, 12-27=-237/564, 11-27=-237/564, 10-11=-824/415, 9.10=-824/415 WEBS 4-15=-144/509,4-13=-280/154,5-13=-394/342,6-13=-569/1152,6.12=0/275, 6.11=-2029/964,7-11=-763/454,8.11=-349/220 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=5.Opsf; h=1 Sit: Cat. II; Exp C; Encl.. GCpI=0.18; MW FRS (envelope) automatic zone; cantilever left and right exposed; end vertical left and 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 lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 303lb uplift at joint 9, 507 lb uplift at joint 2 and 1192 lb uplift at joint 11. 7)'Semi-rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 173 lb down and 214 lb up at 7-0-0. 87 Ib down and 122 Ib up at 9-0-12, 87 Ib down and 122 Ib up at 11-0-12, 87 Ib down and 110 Ib up at 12-8-0, 87 Ib down and 122 Ib up at 14.3-4, and 87 Ib down and 1221b up at 16-3-4, and 1731b down and 214 lb up at 18.4-0 on top chord, and 309 lb down and 142 Ib up at 7-0-0, 65 Ib down at 9.0-12. 65 lb down at 11-0-12. 65 lb down at 12-8-0. 65 lb down at 14-3-4, and 651b down at 16-3-4, and 309 Ib down and 1421b up at 18-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard commuea on Da e z WARNING - VedNy design peramsters end READ NOTES ON THIS AND INCLUDED MNTEK REFERANCE PAGE M0.7473 rev. 1041130015 BEFORE USE Design valld fa use only vAlh Mllek®conneclors. Itils design Is lased only upon paiameles shown, and Is for an IItUMMial building componont, not a truss system. Before use, the lxActrg designer must verity the appilcablIlly of design patamolers and properly incorporate this design into Itie overall building design. Bracing Indicated Is to bucalnng of trxJbktual truss web aid/or chord members only. Adubtlonal temporary and permanent txacing WOWprevent is always regAed for stability and to prevent collapse wllh Possible personalsonal Injury and property damage. For genetal guidance regarding Me 6904 Parke East Blvd. Idx1callm storage, dollvery, erection and bracing of trusses and Inrss systems, seeANSVFPI I Quality Cderb, OSS-89 and SCSI Bulkft Component Tanga. FL 33610SafetyInfomw6onavailablefronttrussPlateInstitute. 218 N Leo Street, Suite 312. Alexandraa, VA 22314. Job Truss Truss Type oty ply WP0080 T123o47w W P0080 A013 Hip Guder 1 1 Job Reference(optional) tsunaaw retwouroa, t arrpa, rani t,ny. aortae aaaoo 1 D:4xi2SyOSpnperCOHML 1 Og 1 zP836-ei3GgLRd6LN8eBfRXnIMSXY 12TM W Oks_L7duyRv01 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber fncrease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4-54, 4-7=-54, 7-9=-54, 17-20=-20 Concentrated Loads (lb) Vert: 4=-126(F) 7=-126(F) 14— 41(F) 15=-309(F) 13=-41(F) 5-87(F) 12=-41(F) 6=-87(F) 11=-309(F) 23=-87(F) 24-87(F) 25=-87(F) 26=-41(F) 27— 41(F) WARNING- Vedy desgn Paroamfero end READ NOTES ON THIS AND imcwDEO wrEK REFERANCE PAGE 11111-7473 rov. Irt41 MIS BEFORE USE Design valid for use only vAth lvtilok® connectors Ihh de*p is based only upon parameters shown. and Is for an IndlvIdual building component not a truss system Before use. the building designer must vodly the applicability of do9M p atameters and popxriy Incorporate this design Into the overall txddng design. (Racing Indicated is to txlokding of individual puss web and/or chord members only. Additional lempotary, and permanent IracIrQ MiTek' prevent It alwao reciUred lot stability and to prevent collapse with possible personal InP+y and properly doinage. rot general guidance regarding the fabrication. slotage, delivery, erection and traclrlg of Maros and muss systems. seeANSI/TPI I Quality Warta. OSS-69 and SCSI Building Component 6904 Parke East Blvd. Sataty Information avalkfiAe from truss Plate InsilMe. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tempe. FL 33610 Job I russ TrUSS Type oty ply r123a7es WPCA0080 C Jack-Open 10 1( optional) J`oPb0R0'e'0ference aueaers i-nibource. ianpa, ram coy. Honda 33566 1540 a AU9 16 ZU1 r Mr I eK IndUSHIGS, Inc. I nu tl01 iv UeNrl31 zui r rage n ID:4xi2Sy05pnperCOHML1091zP836-PEYHL4xe0p09bQG ?SREODIUbinGOCK1gb32AByRvOA 1-0-0 1-0.0 1-0-0 1.0.0 20 = 1-0-0 14n Scale= 1:6.6 Plate Offsets (Y Y)— 2:0.1-14,0.0-101 LOADING(psf) SPACING- 2.0.0 CSI. OEFL. In loc) I/dell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 5 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 5 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 Na rVa BCOL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 5 lb FT = 0% LUMBER - TOP CHORD 20 SP N0.2 SOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=10/Mechanical, 2=113/0.8.0, 4=4/Mechanical Max Horz 2=42(LC 10) Max Uplift3=-9(LC 10), 2— 74(LC 6) Max Grav3=10(LC 1), 2=113(LC 1), 4=12(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. 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=5.OpSf; h=15ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interior(t) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces $ MW FRS 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 nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will tit 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 9 lb uplift at joint 3 and 74 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss to WARNING - Vadl y ded9n parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M0.7479 rov. fay &WIS BEFORE USE. Design valid for use only with Mllek®conneclots. thisdosign is based only upon parameters shown, and Is for an IndlNdttal txRding component, not a truss system. Before use. the Iwlldlny designer must verity the arolcabllty of design pararnetots and rxopeny I ncorlorafe this design Into the overall buici ng design. Bracing Indicated is to rxevenl buckling of Individual Muss web and/or chord members orgy. Additional temporary and permanent txock>0 M iTek' Isalwaysreclukedforstabilityandtopreventcollafxwwithpossiblepenancek*ArV and property danage. For general guidance regarding the fabrication, storage, deRvory, erection and txocing of trusses and Inm systems. seeANSI/IPI I Quality Criteria, OSS-49 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovallabio from bias Rate Institute. 218 N. Lee Street, Stlte 312. Alexandrim VA 22314. Tampa, FL 33610 Job I rus5 fuss lype oty PlyWP0080 T12304706 WP0060 CJ3 Jack -Open 9 1 Job Relereme (optional) uuuaers rsslsource, 1 onpa, runm coy. rlaraa s:saoo r.a9V . N 9 ra .... mu.R mausms. inc. — .. v. —a i ... i N. . ID:4xn2SyO5pnperCOHML I Og 1 zP836-PEYHL4Xe0pO?bOG_?SREODtUbrnbOCK 1 gb32AByRvOA 1-0-0 3-0.0 1.0-0 3.0-0 20 = 34-0 3-0.0 Scale = 1:10.9 Plate Offsets (KY)-- 12:0-1-14.0.0-101 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Ven(LL) 0.00 7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) 0.01 4-7 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 rVa n/a BCDL 10.0 Code F8C2014/TP12007 Matrix-M) Weight: 11 lb FT = 0% LUMBER - TOP CHORD 2x4 SP N0.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=59/Mechanical, 2=184/0-8-0, 4=29/Mechanical Max Horz 2=86(LC 10) Max Uplil13=-56(LC 10), 2=-89(LC 10) Max Grav3=59(LC 1), 2=184(LC 1), 4=45(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3.0-0 oc puffins. 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=4.2pst; BCDL=5.Opsh h=151t; Cat. 11, Exp C; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS 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) Peter to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 3 and 89 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIF7473 rev. 1603,2015 BEFORE USE Design vdkl lot use only Win Mllek®conneclors. thisdesign isbased only upon parametersmown, and islot an Indhrldual txAding component, nol a truss system. Before use. llw Ixllalng designer must verity the oWicablity of design p cNamelers and properly Y,conpaate this design Into llw overall building design. Bracing Indicated Is to prevent buckling ng of IndWL dtruss web and/or Chad members only. Additional temporary and permanent bracing Mffek' Is always required lot st"ty and to prevenl collapse with pess"e personal IIWsy and property damage. For general guldance regarding 6e obdcatlon, storage, dellvory. erection and bracing of trusses and muss syslenns soeANSI/TPI I Quality Criteria. OSS-69 and 6CSI Building Component 6904 Parke East Blvd. Safety Information avcllabro Rom Ituss Nate Institute. 218 N Lee Street. Srllo 312, Alexandria. VA 22314. Tonga. FL 33610 Job Truss ruSs ype ty ply WP0080 T12301797 WP0080 CJ3A Jack -Open 1 1 Job Reference(optional) BuIlders RMISOuree. Tanya. Plant Gay. Fbnda 33565 r s4u s Aug 10 Zul r mi ex mausnes, me r nu wr r r vnv:rc zv r r Fog. , ID:4xfZSyO5pnperCOHMLIOglzPB36-tO6fZOYG 6WsDZrAYAyTyROf256T7faB3FobieyRv09 1-0-5 3-0.0 1-0.5 1.11.11 Scale - 1:10.9 3x8 it 1.5x8 STP= 1.0.5 1.0 5 3-0-0 1.11.11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Ven(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 8C 0.08 V@n(TL) -0.01 4-5 >999 180 BCLL 00 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 10 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=103/0-8-0, 3=70/Mechanical, 4=33/Mechanlcal Max Horz 5=42(LC 7) Max Uplift5=-38(LC 10), 3=-66(LC 10) Max Grav5=103(LC 1), 3=70(LC 1), 4=52(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=5.Opsf; h=15f1, Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opst on the bottom chord In 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 38 lb uplift at joint 5 and 66 lb uplift at joint 3. 7) 'Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. Q WARNING - Vedy design perarmters and READ NOTES ON THIS ANO INCLUOEO MITEK REFERANCE PA OE AB1.7473 rev. IaN W IS BEFORE USE Design valkl for use only vAlh Mttok® connectors. 1hh design S losod only upon parameters Yawn. and Is too an kttllMdual building component, not u lluss system. &tree use. the "dlnlg designee must verity the o"Alcabllty, or design parameters and properly Incorporate ttnt5 design Info the overall txBcf design. Bracing Indicated Is to buckling of lrndlviduat truss wob and/or chard members only. Additional temporary and permanent txaclrng WOWQprevent Is always reciuked for Yatlaty and to pieveni collapse with IossRle potsonai rtM+y and properly danage. Fa geretat guidance regadlng the 6904 Parke East Blvd. fatAcalkxL storage, delivery, erection and bracing of tenses and truss systems. seeANSI/IPI I Quality Criteria, OSS-89 and SCSI Building Component Tarnpa, FL 33610SafetyInformationavaic"o from truss Rate InstlMe. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job I Muss Truss Type oty ply wpooeo T12304798 wPOoeo CJS Jack -Open 9 t Job Reference (optional) rudders I-estsoutce, lertpe. Plant crty, rtonda asses r.o,v s Puy w — . m ea inausiaea. — u ya I0:4xr2SyO5pnperCOHMLIOgIzP836-tO6fzOYG 6Ws02rAYAyTyROd85607faB3FobieyRv09 1-0-0 5-0-0 r 100 5-0-0 Scale = 1:15.1 20 = 5-0-0 500 Plate Offsets () .Y)-- 2:0-1-14.0-0.101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.17 Ven(TL) -0 04 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 2 n/a We BCDL 10.0 Code FBC2014lrPI2007 Matrix-M) Weight: 17lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP -CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=100/Mechanical, 2=274/0-8-0, 4=45/Mechanical Max Horz 2=131(LC 10) Max Upllft3= 98(LC 10), 2=-125(LC 10) Max Grav3=100(LC 1), 2=274(LC 1), 4=75(LC 3) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 pb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf, h=15ft; Cat. 11; Exp C, Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS 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 98 lb uplift at joint 3 and 125 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING - Verify design peremetem and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO.7473 rev. IM3,2016 BEFORE USE. Design vdid for use only wpm Wlek® connectors. this design Is based only upon parameters shown. artd is for an Individual building component, nut a buss system. Before use. the building designer must verity the app lIcatAlty of design parameters and properly hcogolate this design Into the overall building design. Bracing Incllcated Is to buckling of IndNkluoi truss wob and/or chord members only. Addiltorel temporary and potmanent txocktg M iTek' prevent Is always tegtlted for stab9tty a cl to prevent collapse wllh possible persorel krpay and properly damage. For gertetal Otitlaee tegardktg the 6904 Parka East Blvd. falxlcalkrl, slorage. delivery, erection and txactn0 of Imrsses aind trips systems. soeANSI/IPI I Quality Cdterla, OSS-89 and BCSI Building Component Tempo. FL 33610SafetyIrdorrnatbnavefladohornbussNateInstlluto. 218 N. lee Street. Suite 312. Alexandria. VA 22314 Job Truss Truss Type oty T123047g9 WP0060 CJSA Jack -Open t jwP0080t Job Reference(optional) Builders FRttSoutce. Tampa. Plant Gry. Florida 33566 5 1.5x8 STP= 30 11 r.o4u s Aug 16 zut r m teR tnaustrtes. Inc t nu Vet 11f ven L33 ZV t / rage t ID:4xtZSy05pnperC0HML 1 Og 1 zP836-Ldg2mmZulOejrjOM6tUIVeyrtcVOys6pKHvY8E4yRvO8 3.0.5 5-0-0 3-0.5 1.11.11 5.00 Scale = 1:16.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.30 Vert(LL) -0.03 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.07 4-5 >826 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.04 3 We We BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 17lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No 3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/slze) 5=177/0.8.0, 3=122/Mechanical, 4=55/Mechanical Max Horz 5=66(LC 7) Max Upllit5=-74(LC 10). 3=-107(LC 10) Max Grav5=177(LC 1), 3=122(LC 1), 4=90(LC 3) FORCES. (lb) - Max. CompJMax. 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=S.Opsf; h=15ft; Cat. 11; Exp C, Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 74 lb uplift at joint 5 and 107 lb uplift at joint 3 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O WARNING. Vedly dedgn parameters and READ NOTES ON THIS AND INCLUDED NfrEK REFERANCE PAGE U0.7473 ray. IODMIS BEFORE USE. Design valid lot use only uAlh MtlekO corvactois. this design is lased only upon parameters shown, and Is for on kx9vldual building comporlonl, not a truss system Bolote use. Ife txdtd nrj designer must verify the applicablly of doslgn parameters arid properly Incorporate this design Into the overall txBding design. Bracing Indicated is to buckling of IndNklurl truss web and/or chord members only. Additional temporary and permanent txocUlg MiTek' prevent Is always requited fat StMdlty and to prevent collapse with possmle personal Irytay and properly dannage. For general guidance regrading the 6904 Parke East Blvd. faixicalkrL storage, delivery. election and bracing of Irtmes ondl in= systems, seeANSI/pPI I Quality Criteria, DSB-69 and SCSI Building Component Tampa, FL 33610SafetyInformationavalloblefromtrussRateU1sIlMe. 218 N. Lee Street. Suite 312. Alexondit VA 22314. o russ runs ype ty , ply r123o4eoo WP0080 EJ7 JatkOpen 23 I lJob"Rofioerence optional) tiumers rrcetsource, r ampa, rtant tarty. FWrraa 33566 r 64u s Aug 16 zul r Mrl ex rnausirres. inc. r nu VCI Iv vv-4 r:J3 zul r rage 1 ID:4xiZSyO5prperCOHML i Og I zP836-Ldg2mmZutOeirjOM6tUrVeyk5VOMs6pKHvY8E4yRvO8 1-0-0 7-" 1-0-0 7-0-0 30 = 7-0-0 7.A.A o N Seale - 1:20.6 Plate Offsets (X.Y)-- f2:0.0-10.Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.06 4-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(rL) 0.16 4-7 537 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a rVa BCDL 10.0 Code FBC2014/rP12007 Matrix-M) Weight: 23 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=141/Mechanical, 2=366/0-8-0, 4=61/Mechanical Max Horz2=170(LC 10) Max Uplift3=-123(LC 10), 2=-164(LC 10) Max Grav3=141(LC•1), 2=366(LC 1), 4=105(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-2 oc purlins. BOT. CHORD Rigid telling 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=5.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MW FRS 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 123 lb uplift at joint 3 and 164 lb uplift at joint 2. 6) "Semi -rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verity dedgn peranroters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AfIF7473 rov. 10AU IS BEFORE USE Design valid for use orgy vAlh Mltek® connectors M design 6 based only upon parameters shown. and Is for an in dlvldtal building component. not a truss system. Before use. the txNd ing designer musl verity, the appOcahAlry of doslgn Met noters and properly Incorporate this design Into the over,, txddng cosign. Bracing Indicated is to prevent bucIdIng of Individual truss wet) and/or eterd momtets orgy. Additional temporary and permanent lxatcing M!Tek' Is always rec."tddd or statAlty and to prevent collapse wllh possmle personal Ir1Kry axnd property damage. For genet, guidance regarding the fabrication. storage, delivery. erection and tracing of trusses and tntss systems. seoANSKPI I Quality Criteria, OSS-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information av,lable from Iruss Plate Irulllule. 218 N. Lee Street. Sulto 312 Alexandria. VA 22314. Tango, FL 33610 Job Truss Truss Type oty ply wP0080 Tt2304801 WP0080 EJ711 Jaek•Open 1 t Job Reference (optional) Builders 1`06150urCe. Tampa. plant Gly. Fiona 33b66 / V+V a Mug - LV r r MI I k mu..um.. i... Ti.. iv vu + aye i ID:4xiZSyOSprlperCOHML1OglzP836-gpEO 6ZXWkmaSl?Ygb?xlsVvmvjWbZ3UWZHmWyRvO7 7-0.0 7.0.0 Scale = 1.20.6 3x4 = 7.0-0 7.0.0 Plate Offsets ()f%Y)-- i1.0.0-10 Edllej LOADING (psf) SPACING- 2.0.0 CSI. OEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Ven(LL) -0.06 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 V@rt(TL) -0 16 3-6 >525 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2014/fP12007 Matrix-M) Weight: 22 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-6 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 1=310/0-8-0, 2=142/Mechanical, 3=62/Mechanical Max Horz 1=151(LC 10) Max Upliftl=-125(LC 10), 2=-124(LC 10) Max Grav1=31O(LC 1), 2=142(LC 1), 3=106(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl , GCpl=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsl on the bottom chord In all areas where a rectangle 3-6.0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 1 and 124 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. WARNINO - Verity design peremstmr and READ NOTES ON ThYS AND INCLUDED MITEK REFERANCE PAGE M&7473 rov. 1641 M15 BEFORE USE. DosIM valkt lot trse orgy with Mllek®connectois 1Ns design is based only upon I><ttamolers sown. and Is tot an trndlvk kKil IxtAdhng component. nor a truss system. Before use. the building designer must verify the g4AIcalAity of doslgn parameters and rxoperly htcortwralo Ink design Into the overall building design. Bracing Indicated is to prevent buckling of IndNlduat huts web and/or chord members only. Additional temporary and permanent txachV M iTek' Is always required tot stability and to prevent collarxe VAth poss8xa personal hnkay and rxorxary damage. Foi general guldcnce regarding to 6904 Parke East Blvd. tabricatlon, storage. delivery. erecllon and txactng of Inures and rttrss systems, seeANSI/IPI I Quality Criteria, OSB-89 and SCSI Building Component Tampa. FL 33610SalaryInformationavailablefromtrussPlateInstitute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314 Job fruss type oty , T12304802 wpooso H1 Roof Special Girder I 1( optional) JopoRoBoerence Buitdem FustSource, Tampa. Plant City, Florida =66 r.wu a Aug to 2O i r MiT111k and-1605, mc. yo IDAxi2SyO5pnperC0HML 1 Og 1 zP836•I?ooBSa9H 1 uR41 alEI W Aa3248J?OKppolD 1 FJzyRvO6 1-0-0 3.8.14 7.0.0 10.8.15 146.1 18.40 20.4-0 25.4-0 1-0-0 3 9.14 3 2.2 3.9 15 3 8.3 3 9.15 2 0-0 5-0-0 Sx8 = 20 II 3x8 = 4us = Scale = 1:47.0 5.0o 12 4 21 5 22 6 23 7 _ 3x6 = I 3x4 = 20 II LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014f rP12007 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 0 30 = 3x4 = 3x8 = 2x4 11 12 " 1.Sx8 STP= 30 = 6x8 = lu 1.Sx8 STP = 2x4 11 N CSI. DEFL. in loc) Well Ud PLATES GRIP TC 0.49 Vert(LL) 0.08 16 >999 240 MT20 244/190 BC 0.60 Vert(rL) -0.1514-16 999 180 W B 0.86 Horz(TL) 0.05 12 n/a rVa Matrix-M) Weight: 137 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-12 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6.0.0 oc bracing. REACTIONS. (lb/size) 10_ 175/0-8-0, 2=1029/0.8.0, 12=2568/0-8.0 Max Horz2=132(LC 7) Max Uplift I 0=-293(LC 19), 2=-492(LC 8), 12=-1223(LC 5) Max Grav 10=193(LC 6), 2=1038(LC 19), 12=2568(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1993/911, 3.4=-1809/863, 4-21=-1476/747, 5-21=-1476/747, 5-22=-1476l747, 6-22=-1476l747, 6-23=-462/1004, 7.23=462(1004, 7-8=495MO68, 8-9=-378(796, 9- 1 0=- 148/332 BOT CHORD 2.17=-859/1798, 16-17=-859/1798, 15-16=-804/1673, 14-15=-804/1673, 14-24=-307/603, 13-24=-307/603, 13.25=-307/603, 12-25_ 307/603, 11.12= 826/421 WEBS 4-16=-141/509, 4-14=-262/167, 5.14=-394/342, 6.14_ 532/1134, 6-13=0/279, 6.12= 2012/963,7-12=-708/443,8-12=-294/146,8-11=-134/438,9-11— 882/422 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VU11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft: Cal. II; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) automatic zone; cantilever left and right exposed; end vertical left and 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 293 lb uplift at joint 10, 492 lb uplift at joint 2 and 1223 lb uplift at joint 12. 7) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 173 lb down and 213 lb up at 7.0.0, 87 lb down and 122 lb up at 9-0-12, 87 lb down and 122 lb up at 11-0-12. 87 lb down and 122 lb up at 12-8-0, 87 lb down and 122 lb up at 14-3-4, and 87 lb down and 122 lb up at 16-3-4. and 173 lb down and 213 lb up at 18-4.0 on top chord, and 307 lb down and 137 Ib up at 7-0.0, 651b down al 9-0-12. 65 lb down at 11-0-12, 65 lb down at 12-8-0, 65 lb down at 14-3-4, and 65 Ib down at 16.3.4, and 307 Ib down and 137 Ib up at 18-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on Daoe 2 A wARNtNG - vodfy dodgn porametere and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M10-7473 rev. 140=19 BEFORE USE. Design valld la trso only with Mllek:18 CO wclon. Bus deslgn is based oNy upon parameters shown. and h fa an trldlvkkxg buldmg component, not wtatrusssystem. Betoro uso. llw building designee must vodly the applicatAlty of design lxxanotets and plroperly incorl>orato this design Into the overall building design. Bracing Indkated is to provonl txucamg of Ind vidual truss wet> and/or chord members only. Additional temporary and permanent txacing M iTek' Is ciways required for stabllty and to prevent collapse wish possible persont9 INiay and property dunage. For general guidance regarding the WUricallon. sloatgo. dolivery, election and tracing of misses and arm systems. seeANSI/IPI I Quality CrRedo. DS849 and SCSI Building Component 6904 Parke East Blvd. Safely Information ovaltalxe from truss Plate Institute, 216 N Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job puss ruse type ty , WP0080 T12304802 WPao90 Ht Root Special Girder 1 t Job Reference o Ional Isurlaers 1-asiJOurce. ranpa. runt Lorry. r•anca j 3aee r.W u e Aug 10 eV 1 / Mr r eR rnausuies. im. i nu vcr r e - • - ev 1 / rage L ID:4xi2SyQ5pnperCOHML1Og1zP8361?oo8Sa9H1uR41alEIWAa32413J?OKppd10,FJ; RV06 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-7=-54, 7-8-54, 8-9=-54, 10.18-20 Concentrated Loads (lb) Vert: 4-126(F) 7=-126(F) 15=-41(F) 16=-307(F) 14-41(F) 5=-87(F) 13-41(F) 6=-87(l) 12=-307(F) 21=-87(F) 22=-87(F) 23=-87(F) 24— 41(F) 25=-41(F) WARNING - Verily dedgn parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE M/F7473 rov. rd11S"M BEFORE USE. Design valld for use only with MI lelt®conneclois. This design Is based only upon parameters shown, and Is for an Indlvkhal bu11ding cotnlxrnenl, not a truss syslorn. Before use. the Ixllalng designer must verity the apolcat Blty of design paiarneteis and property Incogxxale this design Into the overall Ixdding design. Bracing Indicated is to prevent txscaing of Individual thus web and/of chord members only. Additional temporary and permanent txockV M iTek' Is always teclifted for stab0hy and to rxevenl collapse with posstAe personal Injury and property darnage. For general guidance regarding the kibilealkn, storage, delivery, erection anal btacing of misses and Inrss systems. sooANSIMI I Quality Criteria, OSB-89 and BCSI SuBdrng Component 6904 Parke East Blvd. Safety Information ovallobbe Ian truss Rate Institute. 218 N. Leo Street. Salle 312. Alexandria. VA 22314. Tampa. FL 33610 Job fuss truss type ty, T12304803 W P0080 I.-J7 Diagonal Hip Girder 5 1 Jwp0080JobReference(optional) auaaere ruswource, uempe, ream cry, rionaa .:Sabo r aw s Aug r o zu r r mrr es mwames, — r— v rY Ve • / — CV r' rage r ID:4x12SyO5pnWC0HML t Og 1 zP836-mCMAOobn2LOIiB9xrr01 P7HaHLIOy3P2mztrnprPyRv05 1-6-0 5.2.9 _ _ 9-10-1 1.5-0 5.2.9 4-7-8 cnq 2x4 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCOL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC20141TP12007 CSI. DEFL. in loc) I/dell Ud TC 0.33 Vert(LL) 0.03 6-7 999 240 BC 0.43 Vert(TL) 0.09 6-7 999 180 W B 0.29 Horz(TL) 0.01 5 n/a n/a Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 BOT CHORD WEBS 20 SP No.3 REACTIONS. (Ib/size) 4=115/Mechanical, 2=481/0.10-15, 5=295/Mechanical Max Horz 2=180(LC 4) Max Uplift4=-94(LC 4), 2=-267(LC 4), 5=-116(LC 8) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.11=-779/300, 11.12=-752/303, 3-12=-720/309 BOT CHORD 2.15=-399/721, 15-16=-399/721, 7.16=-399/721, 7.17=-399l721, 6-17=-399/721 WEBS 3-7=0/253, 3.6=-768/425 Scale = 1:21.1 PLATES GRIP MT20 244/190 Weight: 41 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc puffins. Rigid ceiling directly applied or 9-4-1 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fh Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right 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 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 4, 267 lb uplift at joint 2 and 116 lb uplift at joint 5. 6) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load($) 14 lb down and 14 lb up at 1.4-15, 14 lb down and 14 lb up at 1.4.15, 27 lb down and 54 lb up at 4-2-15, 27 lb down and 54 lb up at 4-2-15, and 44 lb down and 103 lb up at 7-0.14, and 44 lb down and 103lb up at 7.0.14 on top chord, and 8lb down and 1 lb up at 1-4-15, 8lb down and i lb up at 1-4.15, 9 lb down and 0lb up at 4-2.15, 9 lb down and 0 lb up at 4-2-15, and 24 lb down at 7-0.14, and 24 lb down at 7-0-14 on bottom chord The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4-54, 5-8=-20 Concentrated Loads (lb) Vert: 13-48(F=-24, B=-24) 15=3(F=1, 8=1) 16-12(F=-6, B=-6) 17=-34(F=-17, B=-17) WARNINO - Verlry deargn Paremetors and READ NOTES ON THIS AND INCLUDED AMK REFERANCE PAGE M&7477 rev. faaMWIS BEFORE USE Design valid lot use only with Mllek& conneclors. Btfs design Is based only upon parameters shown. anti is for an IndIvIdual building component. not a truss system Before use. the building designer must verify Il o oplxlcablilty of design patanetors and properly Incorperalo this design Into the overall lxdding design. Bracing Ind1cotod Is ro pevoni budding of Individual Inks web and/ot chord members only. AUNllonal lerng"ary and p3tmonent txoc(ng MOW 6 aAvoys required lot stability and to peveni collcirm with possible p arsor" rrRn' artd poperly damage. Fot gerwtal gukkince tegcrtcft the taxlcalbn, stotoge, dellvety, erectlon aril Wicthp of trusses and Inrss systems, soeANSI/IPI I Quality Criteria, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety udomlallon avalk"o from truss Rate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty, , Ply, T12304804 WP0060 V3 Valley t jwP00sotIJobReference (optional) Builders FestSource. Tampa. Plant Cay. Florida 33566 7.640 a Aug 16 2017 MiTek Industries, Inc. Thu Oct 19 09:47:36 2017 Page 1 ID:4xiZSyOSprperCOHML 1 Og 1 zP836-mCMAOobn2L0liB9xn01 P7HaLLjUi3TZmztmprPyRv05 32.8 32.8 Scale = 1:9 6 2x4 20 II LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 r1/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 10 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2.8 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 1=85/3.1.14, 3=85/3.1.14 Max Horz 1=57(LC 7) Max Upliftl= 36(LC 10), 3=-47(LC 10) 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=S.Opsf; h=15it; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3.6.0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 1 and 47 lb uplift at joint 3. 6) "Semi -rigid pltchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. IVARNWO - Verity design Parameters and READ NOTES ON THIS AND INCLUDED AMU REFERANCE PAGE Mp7473 rov. fOMMIS BEFORE USE. Design vdlkt fa use only with Mllek®conrectots. lhis design Is based only upon paaneleis shown, and Is for an Individual building component, not a bras system Before use. the b ullcirld designer roust verity Ina appllcablilry, of design pxranelefs and property Incorporate this design into the ovetail btAclrr j design. Bracing Irndlcoled Is to prevent b uckllrt0 of Individual buss web and/ot chord members only. Additional lempoary and permanonl biocing M iTek' Is always required for stability and to reveni collapse Win possible personal Way and pfopeny. damage. For general guidance regarding the fabilcallon, storage, dellvery. erection and bracing of trusses and Inrss systems, seeANSI/TPI I Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovallable from truss Plate institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss truss type oty Pfy WPOO80 T12304805 W150080 V5 Valley 1 t Job Reference (optional) Builders FksiSource. Tanga. Plant City, Florida 33566 7 640 s Aug 16 2017 MOek industries. me rnu dot 19 09:4 rrw 2017 rage i 10:4xizSyO5pnperCOHML 1 Og 1 zP836-mCMAOobn2L0UB9xn01 P7HalwjR53T2mztmprPyRvO5 54.8 5.2.8 2x4 11 2x4 % 2x4 II Scale - 1:14.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) n/a n/a 999 MT20 244/190 TCOL 7.0 Lumber OOL 1.25 BC 0.23 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 3 rVa n/a BCDL 10.0 Code FBC2014frPI2007 Matrix) Weight: 17lb FT = 0°b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=159/5-1-14, 3=159/5-1-14 Max Horz 1=105(LC 7) Max Uplift 1 =-67(LC 10). 3=-88(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 5-2-8 oc pudins, 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=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C interlor(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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 67 lb uplift at joint 1 and 88 lb uplift at joint 3. 6) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. WARNING. Vadly design perametere and READ NOTES ON THIS AND INCLUDED MIYEK REFERANCE PAGE MO.7472 rev. I&OW015 BEFORE USE DeslM valid for use only wlm Mllek® connectors. Inls design 6 baled only upon parameters sMwn, and is fa an Indlvldral lxilcling component. nor wtatrusssystem. Before use. the "ding designer must verity the ap48cc"Ity of design parameters and propedy incortwtote it* design Into the ovardl txAc Ing design. Wacing Indicated is to lxaldlrlg of indNklual truss web and/or chord members only. Additional temporary and permanent Maclrlg MiTek' provont 6 always required for starAlly and to prevent collapse with possbte personal tgtay and property damage. roe general gukknce regarding the 6904 Parke East Blvdtabilealkxl, storage. delivery. erection a ncl hrocing of trusses and miss systems seeANS1/rPl I Quality Criteria, DSB-69 and BCSI Building Component Tompa. FL 33610SafetyInformationavdladofromtrussRateInstitute. 218 N. Lee Street. Sidle 312. Alexandria. VA 22314. Symbols I Numbering System JA General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets ore indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-'Ad' 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. 4XIMIM1. The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. D,SB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 1 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 TOP CHORDS M JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. 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 ANSUTPI t section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MII MiTek' MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 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 on 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 stock materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber Shall not exceed 19% at time of fobricofion. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is a non-structural coruiderotion and is the responsibility of truss fabricator. General practice Is to comber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated ore 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 ore the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on 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 oil portions of this design (front, bock words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria DEARWG HEIGHT 5GHEDULE m m mn 44-8-0 L 22-0-0 22-8-0 1 IIIII Fro- 03 0111 i iB UNWAANN Irw 18-0-0 7-4-0 19-4-0 44-8-0 NOTES: L) REFER 100 91(RE(OAO.IEFDATION5 FOR HMAIN6 UfiTALLAiI0. AND TEMPORARY DRA6IN6 ) REFER TO ENGINEERED ORAWMS FOR PERMANENT BLVAN6 REQUIRED 2.) ALL TRI155E5 (WCLLOINS TRU55E5 LI DER VALLEY FRAMOYi) M8T DE COMPLETELY DECKED OR REFER TO DETAILVIOS FOR ALTERNATE DRAM REAAREMENT5 3.) ALL VALLEYS ARE TO DE UNVENTIONALLY FRAMED BY DLIO.DER. 4.) ALL 1RLV55E5 ARE DES16NED FOR 7 oc MAXIMLM 5PAGN6. LKE55 OTHERWISE NOTED 5) ALL WALL5 SHOWN ON PLACEMENT PLAN ARE (045IDERED TO DE LOAD BEARING LKESS OTHERWISE NOTED 6) SY12 IME5 "I DE INSTALLED WITH THE TOP DEIN6 W. 7.) ALL ROOF TRI11A HANSER5 TO DE SIMPSON H1U26 LPLE55 OTHERWISE NOTED. ALL FLOOR TRU55 HANGERS TO DE 51MP50N TH422 LKE55 OTHERWISE NOTED B.) DEAMMEADERA INTEL (1DR) TO DE FURNISHED BY OMER SHOP DRAWING APPROVAL THIS LAYOUT 15 THE 501E 50U2GE FOR FABRICATION OF TIMS AFDVODS ALL PREVIOUS AMEC1LM OR OTHER 111%I.AYOWS REVIEV AHD APPROFAL OF THIS LATOUI W5T BE RECEIVED BEFORE ANT IftWS ILL DE DOLT. VERIFY ALL @DITION510 DiM AU N51 pMN6E51HA1 TWL RE%U IN EXTRA OMR6E510 YOU t,4-w Mel Wu Builders FirstSource Orlando PHONE. 407.851-2100 FAX: 407.851.7111 Plant City PHONE. 813.759.5951 FAX 815-752-1532 LE Ashton Woods 1981 Ophelia T HLMMM%' nnsllr Lot xx tzrrz. e RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification Form Permit ## 1 7- 3 1 9 o Project Location Address n 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.floridabuildin4.ora. 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 Fiber Classic FL15000-R2 Sliding MI Windows & Doors 420 FL15332-R2 Sectional Wayne Dalton 5120/6100/9100 #0230 FL9174.3-R11 Roll U Automatic Other 2. Windows Single Hung Silverline Bldg Prod. Corp. Series 2900/4900 Single Hung FL19715-R2 Horizontal Slider Casement Double Hun Fixed Awning Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding Soffits Aluminum Coils Mastic Endurance FL12194-R3 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles CertainTeed CorpRoofing_CertainTeed Asphalt Shingles FL5444-R10 Underla ments InterWra , Inc Underla ments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coatin Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Lomanco Aluminum Roof Louver FL3792-R8 Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Cast -Crete USA Inc High Strength Concrete Lintels FL158-R8 Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 619/2017 Florida Building Code Online Business & Professional Regulation r rra BCIS Home I Log In I user Registration I Hot Topics I Submit Surcharge I Stats & Facts I Publications I F8C Staff I efts site Map I Links I Search Florida r " Product Approval IUSER: Public user Product Approval Menu > Product or Application search > Application List > Appfication LOatall OFFICECFTHEFL # Fu5000-R2 SECRETARY Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rlckw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan J. King, P.E. i Validation Checklist - Hardcopy Received Certificate of Independence FL1S000 R2 COI Certificate Of Indeoendence.odf Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA101/I.S.2/A440 2005 ASTM D 1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 202 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect https:NfloridabUlding.org/pr/pr app dd.aspx?param=wGEVXQwt0quS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8p/o2ruCfc2MRiSC82w%3da/o3d 1/3 6/912017 Florida Building Cade Online Sections from the Code Product Approval Method Method 1 Option D Date Submitted 05/29/2015 Date Validated 06/28/2015 Date Pending FBC Approval 07/05/201S Date Approved 08/19/201S FL # Model, Number or Name Descrilptlon 15000.1 a. "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sldellte(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 H INST 15000.1.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.1 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.1.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "1" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 1S000.2 b. 'Fiber -Classic" or "Smooth -Star" 68 "Non -Impact" Opaque Fiberglass Door with & without Sldellte(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Umits of Use Installation Instructions Approved for use in HVHZ: Yes FL1S000 R2 II INST 15000.2.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 1S000.2 for Design Pressure Ratings, any FL1S000 R2 AE EVAL 15000.2.odf additional use limitations, Installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.3 c. "Fiber -Classic' or 'Smooth -Star' 8'0'Non-Impact" Opaque Fiberglass Door with & without Sldelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 11 INST 15000.3.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 1S000.3 for Design Pressure Ratings, any FL15000 R2 AE EVAL 1S000.3.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of 1" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.4 I d. "Fiber -Classic' or "Smooth -Star" 18' 0 "Non -Impact" Opaque Fiberglass Door with & without Sldellte(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 II INST 15000.4.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant. No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other, See INST 15000.4 for Design Pressure Ratings, any FL15000 R2 AE EVAL 1S000.4.odf additional use limitations, installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.5 e. "Fiber -Classic' or "Smooth -Star" 8'0 "Non -Impact" Glazed Double Fiberglass Door - Outswing Inswing (XX Configurations) https://noridabUlding.org/pr/pr ppp od.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3d%3d 213 6/9=17 Florida Building Code Online Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 H INST ISOOO.S.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.5 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.5.odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "J" part number doors, which have been stained or painted within 6 months of Installation.) 15000.6 f. "Fiber -Classic" or 'Smooth -Star" 6'8 "Non -Impact" Center Hinged Glazed Fiberglass Double Door - Inswing (OX or XO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 11 INST 15000.6.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.6 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.6.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "J" part number doors, which have been stained or painted within 6 months of Installation.) flack wext Contact Us :: 2601 Blair Stone Road. Tallahassee Fl. 32399 Phone: SSO-487.1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Aoxssiblllty Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entry. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 8S0.487.1395. 'Pursuant to Section 45S.275(1), Florida Stables, effecthe October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter 45S, F.S., please dldc here . Product Approval Accepts: Ea Credit Card Safe https:/MoridabLdldirig.org/pr/pr_app dUaspx?param=wGEVXOwIDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82w°/a3d°k3d 3/3 gir T. ;• r• i2: 2 .j•.r rYf fIf m t.• • ij r -i•'• ia'• 1' <• r: EXTEMR farms a a INTERfOR 36MMAX 1 Z ' nZ ODOR 1 HORIZOMAL CROSS SWWN x ij s PAHB MTH 3 DOOR PANEL >:k'''•i: l Ctri. EXTERIOR INTER[OR Cd 3 44 , i't ag 9 3 IAIT:I! STILE 2 1DP ; e` S 0 _ ( F16ER CLASSGC) () y;d T•ri P Lyy'Z 4 L I IDOORPANEL Fiber Ciaeeio o ot e 24 72 ;e WAD FIRfCE SRLE BOTTOM RAIL4 ( F7ER CfA559C) 6) N. 4K 02 \ VERi1GU. CROSS SEC 10N 3 DOOR PANEL c m LFS ; IDRUM W4 R a FL-160043 a 1 -ow 3 ar 12 0 L 25- STEELI lC OB INTERCEPT SPACER 40 41MSEE NOTE 1 5!-1NSULATED GLASS W/ 1&WS°MAIL i PANG 1VpTH 7.12Y MAX T, I SIDEIITE PANEL Smooth Star 1/2- MIN. CLASS 7HV- 1/a. TEMPERED GLASS IM GLASS as hula;• Q a 1/2- MIN. CLASS THK. 1/se TEMPERED GLASS NR SPACE LASS F 1 Gl 33 34 '^ v LOW J 1f j G1 ~ t M Y'• ``L 20 41 SEE NOTE 1 e L_ 1*"l NOMONT/LL CROSS SECTION m 4 SIDF7IlE PAItEL r215I p Yi.: BTra, IA " 'r 'ate 42 t r--ses 2a:: 31 PLASTIC L!P LIJE iTL4ME1 PLASTI90CEO SNC LIPRlf1E FRAME EMRUDlD PVC w m l ' a + Il$ [ z 1 VEf Rn CR6S5 SECTION j 1 I__ljj' I 4 swan WWO. L tm;., 02 14 12 L1. SpW*V for Ram JM & IF41 Oft forma acrexa) II I is as fallow From the bottom up on sides:&5' sate N.LS MINI ( 7) mare spaced at 9.975' o c. !here are (2) taw or JK SIOt1RE TOP & ttO11OIJ RAIL sa' ees both top and bottom at 2.125' In from each aloe be LFS 42 OE1RE BLAIJK SIDE SRLE camar , PTNGER JO(MID PONODWS4 PIN& Sde0.43 f1— JOINTED PONDEROSA P4N& 50m0.43 FL-15000.3 4649 Js 77 a8'Mhi L( ga f6 7 7 R. Eqo X Liohoa 1. The ddeate Is dk*O set Into the Jamb with (72) tem'43 a 10 x 2' pfh. (rood screw. There are e• 13 4) at eaah vertW Jamb, from the top dawn at 16 Zl Jt) us-, .31. 46.3' & Sr Thera are (7) at the header at 4' from the ou4ide corners of the1414'MQL 8Aa (1YP.Jframe. 2) at the 4% 4' fmm the y doutsie comas l HORIIOMAL CROSS SECTION 1,7 48 WK DAB. (TYP) E 1SMPL C-sw 17 13 45 6 43 44 Gsyrt;•Ij {. 7 8 1'rya, 1 I ffiSIS 10 IA 36 ACTIVE FE SEE NOTE 1 35 G& 9 J. 2} aao 24 2 i KM s}9 10 J6 72 OM arr JK a 2 HOR¢OMJLL CROSS SECTION HORI?7oMAL CROSS SECifON g CFS aMeo. FL-160ow a7718 7— ar 12 If r Kt I WUWON a ll II a MASONRY SHOWN FOR 49 I I REFERENCE II a J I JOPENINGTQMULLION II J.F SHOWN FOR II REFERENCE fl U II 2X SUCKASTRAZALfl1 I I II a II II l SHOWN FOR 11 I I a REFERENCE j j d II 8 II v+ II 1 If DOUBLE BUCK Wal rrs_ ANCIiORING MASONRY OPENING C10NCREtEM{C1lOR NOTE'a' L ccrcrutmo avEll ft offheccMwn ybrcdAm* dromciQoc* ftMrL 2X BUCK edge dStVnoe.tommiorjdeltL 2-Connate andKrkcaftV l w cs 7MX. ON CEN1EIrnv the odpnted to mCMfamftMtL* gedWo—tomorAvjdNscddIandamantecildi s moyben cf to m Me %IAX ON C WWdhmtgan ae notexeeeded 3. Comte ansfiortahlc OWN my • TAPCON vc 1-1/4• r 4' q' ON 1/4' 1-1/4' 1' 4' r4. 1r 1 1 MASONRY 49 a OPENING TlrP. HEAD1 1 1 2X BUCK Ip j `ASTRACAL I SHOWN FOR I REFERENCE I 1 oI nZ S I I I I II SHOWNHFOR It a9 REFERENCE II TrP. HUD e: JAMBS I I 11 I I II II II II I I MULLION a II SHOWN FOR II REFERENCE II II Il II MASOHRI OPENING 2X BUCK 0 U cdC 8 oz m 02 4 12 is me N.T.S. i IL 5% JX a c oa LFS 3 uua •m FL-150000 0 k v• i S ipBEr 183er ?/161 I LI, 143r n 3Fz aarrom i4P H T t# ffi s Q Q+ 27 pZd V Typ' T1'P. e e ® 27 49933' d 47S 1.910' 0V p SEE NOTE 1 4 11 a NOTE 2 0 ASTRAG4 DETAIL 24 12 s tLr.S a4 m x n 1. THE ASTRAGAL BOLT HAS A 3' THROW AT THE TOP ooc a Lm aarso m, MID THE 807TOP& FL-15000.3 u am 1 v 12 V THERMAITRU THERMA TRU DOORS T 1 a IMauaTa OR.. Kanom ". am 43e17 FIBER CLASSIC / "SMOOTH STAR" 8'0 INSWING w/ & WOUT SIDELITES FIBERGLASS DOOR T10*IMPACr 1. V* aodUcf has been aweealad aat kh =pgft oawn'h the Sth 6Abn PM4 ffafda B Ito C.ode P10 ahuclumit Q*—eobbicWft Weigh Veb* Nv*=Z"d WM.. 2 Fmd x:l oxt to b&as %W aW spaoed astawn an doic zArKiwembedrtod fi base nwfedd d>d be bwtmd wat dmsfg orsAxm 8. Whwuedlrfma'kfvta.'tlhbpmdu tk edtobepmfeatedv4bcmtmp=tredaanr oorabig@wtoo wvmSection Q6ofttwW— I. Whmmd to seas mMe of fffe 9t V feqtfd Wsid home debris poiedbn ft product's fobepmitdedwfb(mhpod.mW.dcoye fgihatoomponv bSecBoniMi2ot the F ar— S fbr2cdud8aTfdr =rxb cOahcotd-iwofelsmfodbghdbetdsatnamihat4amifa2c bu¢masaeyaflm. d Sflac n1mfdlionctWdr4detomthedetoI o1fhbdmwkVmgLteUftrenon&wng by akz and eri&mara*temd ada&:L 7. If16 productdoes nofineettMwatefbfAt oHocf tagfRemef ltrms"FNFl1'.lnlvv+ifp ul¢sdwl De ftkbd afy tnnwolmb*ibte arm aattwWobfetocadiofe; pmtecfad by at oveftm at cmxpystxftWt owVlebehreeatheadQsaf=vNaoveftMtod [Flew flon45 degeft fourmAx asfrmAx I FL—IMM4 I i a EXTERIOR te 54 fro l El 2ai 36WMAXO' IKMMOR LdPAXWIUTM l LX HOMOKAL CROW SECTION DOOR PANEL 4= EXMIOR IMIOR IL SMOOTH STAR) MR) SrAR) sn;, DOOR PAN n., IA Smooth Slar Ur LM 57 12 TMKOON—) air, 2"N WMW-V. CROSS 0 M1t—% W) 2/ DOOR PANEL MOM mu R-15000. 4 w -Z- or-12 r 1 38 1 T1 a` 0 tit_ i> To I 16 i`r k p133113ryaa`a,`,`` Q e 1 17 II 17- eg de 1'r 39. ... . 20 J#,y ,. 30 42 ,-7. 316 SEE N01E 1`r 47 SEE NOTE 2 L 46 30EXTERIOR O INMUOR d . i . a i'•a. SEE y., C1 i yr3.?r ' 47{ a 46 46 SEE NOTE 2 IA 47 vEMcAT- CROSS SEL'l70N kV Shown w x sub —buck 28 40 iS OPAONAL SURFACE BOM ON ALINE PANEL w s. 18 73 SEE DES16N PRESSURE CHARD z" E 30 31 14 gg t•Y Ta r 11 ' r" .ft :. r;° "' 7 SEE K07E 1 6Wi a `. , . , y f 1. The eldeft Is direct set brio the Jamb with (14 Ram f43 a f6 x 2' wood Theo (4) as r •, ' c •: ' 17 p1h. screw. are at each vertical Jamb, from the top down at 13 5 31', 48S' 4 66'. Thera are (2) at the header at oat f 12 soya AM& 4' from the outside comm of the frmae. there are 2) f/3 a fs x 2-1/2' pth- rood screw at the em.ee JK s81, 4' from the outside eomea cm. at LPS doeoeam ^ FL-15000.4 u VElii1CAL CROSS SEC_RON / 2 l ERI7CIJ CR055 5>:CTION 2. OPMFAL SURFACE OOL7S ON AC77VE PMEL 5 5, SEE OES1t1N PRESSURE aOM 38 11 0.1-T KKof can a D(TrA SEE NOTE 1 as I. The sidepta fs dUeat set kdo the Jamb 6-......- jg 43 vlh (12) Rem /43 a ¢9 s 2' pfh. Wood e screw. There me (4) at cosh verticol 4 jamb, from the top down at 13S . 31'. 4a..1' k Be. Thera are W at are heads ACVW n1 m o at 4' from the cutelde corners of the h r wa s @lianathetaors (2) 113 a /8 ,r 2-}/2' pfh, wood screw at the e10. < from fho'i,M1.:lr * a- w:f •• Ic ti tF f jF. 1 r outside comers. r r i ice! on— OVMOR 36 41 29 35 DETAIL A 2S 1 gN 17 7a OPTIONAL SURFACE DOLTS ON ACTIVE PANEL c, 1-IMUK SEE OfSIO11 PRESSURE *W?T) BYR.(ITPj INTERr TS 3 HORIZONTAL CROSS SECT ON 6 I 22 alter llul. 35 cm 4 43 8 7 SEE NOTE 1 Ry10ENE I ACTIVE 10 G1 13 JNTERB 36 4 0 9 10 37 45 sae a2AZ4112 BNB cons N.T.S. sn ' IX 1aLFS HORIZONTALCROSSSWMN • rp HOR=WAL CROSS SEMON osw= ay a 6aFlr15Wa4aa 0 8. t l38 J MA90NRY 1 I I I M/u'•ONRY '. iG ll``` OPENING II & TYPJAMHBS II OPENING BLS rrrrrrrut ` do e I I 1 SHOWN FOR l l { SHOWN FOR Z 4 I REFERENCE1IIZXDUCK1REFERENCEtiyycr8aZX DUCK MULUON I SHOWtI FOR 1 SHOWN FOR { b7 II REFERENCE 1 REFERENCE 11 r 1 If o i ii i has II 1 II 1 and y- r'. DOUBLE DOOR WZ=Et ES ~ " %~'•r AQIBL DOOR cc BUCK ANCHORING . RUCK ANCHORING —{g w II II 38 ONRY OPENING II as II ro OPENINGTYP. HEAD JAMBS IIIIII II mx Ruck III2XeuCx II ,NCOµII CON(WEANC7iORNOR3 II SHOWN FOR II r. careeetamcrorWoaoonsotn> aeon,errmoybeocgtaroaromofnroY,»Iemnt 11 .. ENS I 2 Cedge ancefedrodiorbav6onsnofedas'NWCONCtN1Bt'murt6ea jletadio moirtfasQtMemtLedge dM = tommkr)obkadaJtndcaiaeleaIdt a II MULLION+`,iI!II a 3 nwybeCorteafe mldtprftmla ffta7NA)CONG3AFACoShxndanoiarofemesded SHOWN FOR Ij N II REFERENCE II o c II II mcm2412i RY II II ; r rim XT—& 9 I I I I ;.f , ; t y.•, n;; ,.. 1yarw• Q*Lan lFS a SINGLE DOOR W/ SIDELRES SNGLE ODORWou 11 ° BUCK ANCHORING 11- 110004 0 a 0 z' n_ i1K ' ' 4kRicE_ 111EItKAN•E.>; rtlr,• 7APCON° tea' t- vim r r CO NCO 1/ 41- t/ r P ISEEOETAUL 13- CONCRFIEANCHORNO$ Canaete ond4orb=I%= at the comas maybe acosfed to ma9d theAft edge cFsft,ce to modarjoht 2. GbnaWoomcfarb=ftmnatsdor MX.ONCENWm[utbaoc%atedto m Wah the mh edge dbkmm tomadvr)o@ add Lbnd cumle and= mwbe mquhd to amm the WAX bN C64Wdimerabn am not mmoded. 9 Cana** oldlartabre. r 4' s T-lrr I. Mobtah a n&tbum 47edge diriatKa, 1' end dMmm & r = vad7g of woodsaem to peventto jpftgo?wvod THES& (2) ANCHORS REO'D ONLY WHEN OP > 47 P9F FRAME 2X BUCK L t 11 r3 W BWK 1 J. L I} nv. HEM k Was a sum M._ SEE oErA1L s 1 nr. SA1 , w. VIEW I A' WNGLE DOOR 4WDIfs W/2X SUCK fEr 0 INSTALLATION 31 i. PLATES - READ 10 4T ®_I: is rn , fi> m : m a., DuAL FMMM; lPLATE THRESHOLD i: 10 O a' p e'o C. FL- 1500011 n om] 0 me OETAL W I' VIEW 'H ='9' I. t !.Y hk T s»= J w/sx euac IF, MASONRY Ita7IWAT1oN OPENING 19 W/IX SUCK FBTitL1JS110N A Q G N FRAME 2X BUCK SEE 14 Tt °' = SES DETAIL '4. r' lit I v . VIEW T --V, OONCREWANCNORNOTEfi T. CometoorcfiorlomlinrlrafRlecameamcybea fedtamol<flrEnU em9 edge dBtance to marts ft*ft 2 Concrete adtwrTocolbmnoted cs%"ONCBITF.R"mwtbaa*nWto mcftda9r the m6t od9e aVonco to nwftor)bM,, addflondomcmto crri a moybomqLftd to ctmRe tho 1NAX ONCROW dP wzm aro riot cwnodeQ 3. Cbrvedearchortabbw c=' 7_.' r?'7 c.. :fir`-+2 afwood. A' 4' War MASONRY) vu. awan nw. OPENING TYR Hm k 44M FRAb1E — 2X BUCK SEE m OE01lL TIP. SILL T4Aht Q: 4 o 49 0 30 W/ 2X BUCK 13 0 J1 INSTALLATION3, w/, x BUCK INSTALLATION 48 OETAIL ' 2' g ASTRAGAL do SURFACE BOLT STRIKE PLATES 0 HEAD a 31 J1 n O G 24 12 JO o 30 MW NT.S. DETAIL ' 1' am Nk JK SURFACE BOLT STRIKE PLATE oac m LFS THRESHOLD 1JOOD. 4 ora 10 arm 0 Lam,^...'. 1CSB' law m if 16b' 14WJr a i w v M'' 27 iYP. r 191P r a7 6 oas oas oosa I-- NOTE TFSEE Q]2e-4 + 24 D u0c OT/7< T2 N.T.S. t aea w .QC a 1. THE ASMGAL BOLT HAS A 3` THROW M THE TOP LFS 3, AND THE BOTTOM. Fi.—iS00D.4 11 12 p bfd ougm fj(ch).A000umearV^ rim 148MM 9f dU 04 f1 RQASS y = R Soo ¢ 'o E mop MOMUrm t i 3i g Gr o dOV Js 6 t ORS= e z ilOGY OO U A16 IDG C 10 /aCOMIM O O j xW moo sa w SIM tG m No somv dTHI 46 _cLrorACE 90L7 MFS. .Z' crt;cl I t TAS•—""' SIM. 14 6 i00I.0 Dfimm vftWft 3'. o$ ww LZW!Ovm Am != _ swim 9 1i qqq Nat2wswu7mtmmJPWAAWOSUWACEBOLTcmncpA7E / 12a' mmm I q FME a 9} 4 3 1pp0law r I Will. FINGER JOINTED PONDEROSA PN & Ste, O.0 • lamoeasl SnLK u mFM ___ uDm ® INSwm Dona emou sW EP R La mm mm saw spy, Wft .OSW MAX WALL, 9 t va, am os nM opCuff scow .ass UN. WALL a r L—{ sra II Ts r R 0 02 swn 19 SELF d n lstmlc a m r THRESHOW oac n. ALUAfMLIIMFM_1 _ 046' Wdl !_ d/LIIt_ 080' TNK WALL. VlMN TT_ 15 .9DTNM BOaOT aK a: 0.09- EXMUDED VVK WALL croiae i FL-10= 4 ar JZ ar jg R W R W Building Consultants, Inc. B Consulting and Engineering3ervlces for theBullding Industry C P.O. Box 230VablahFL93S95 ph=0813.659907 PlorWA Bond orPM& doml BnAfnrrrs Curllkntn of Auftdotlon No. 9815 Product Category Sub Category Manufacturer Product Name S%singing Therma••Tru Corporation 414bar ciesero" i "Smooth Star- f rtor Orterter Door 118Industrial Drive 810Inewrng wf and w/out 8 akes Doorspo Assemb8es Sdgerton, ON 43517 Fiberglass Door Phone 418 2e8-1740 Non-Im oW Soopat This Is a Product Evaluation report Issued by R W BuUcfing Consultants, Inc, and Lyndon F. Somld% P.B- (System ID # 1998) for Themta T u Cmporadon based on pule Chapter No. 0Q20-A Method 1 D of -the State of Radda Produot Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire flnandal interest In the company manufacturing or distributing the product or in any other entity Involved In the approval process of the product named herein. Urnifagons: 1. This product has been evaluated and is In oompilanoe with the 6th Edition (2014) Florida Building Code (FBC) structural requirements Including the Ugh Veloolty Hurricane Zonal (HVIAZ). 2 Product anchors shall be as listed and spaced as shown on detalls. Anchor embedment to base mstedal shall be beyond waft dressing orstucco. 3. When used In the 140-0 this product to required to be protected with an Impact redstart ooveringthat compiles with &action 1628 of the FBC. 4. When used In areas outside of the 0HVI-0 requiring wind borne debris protection this product Is required to be protected with an Impact resistant covering that compiles with Section 1609.12 of the FBC. 6. For 2x stud framing construction, anchoring of these units shall be the some as that shown for Pax buck masonry construction. 6. Site conditions that deviate from the details of drawing FL-16000.4 require further engineering analysis by a licensed engineer or registered architect. 7. Inswtng configurations do not meat •the water Infiltrallon requirements for the °HVI-0. Inswing units shall be installed only in non - habitable areas or at habitable loostlons protected by an overhang or canopy such that the angle between the edge of canopy or Overhang to sill Is teas than 46 degrees. 8. See drawing FLA6000.4 for size and design pressure 0mltations. Su Ring Documents. 1. as e or, Test Standard TEL 01480337-A,B,C ASTM DOM-W,ASTM 1)1929% A6TM D2843.99 TEL 014603364,13,C ASTM D63EI.03, ASTM D1929-96 AtdT' TA D2843-N 7T600001 ASTM G20-95 16427- 107362 ASTM E84.00a ATI 87608.01.108-18 ASTM 131929-96 ETC 01-741-10701.0 TAB 202.94 ETC 01 741-10703.0 TAB 202.04 ETC 01-741-10693.0 TAS 202-94 TEL 06-1031-3 TAB 202.94 TEL06- 1031-4 TAS20294 Testing LabopoW Signed by Testing Evaluation Lab.,Inc. Lyndon F. Schmidt, P.E. Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Ina, ETC Laboratories ETC Laboratories ETC Laboratories Testing Evaluation Lab.,lno. Testing Evaluation Lab.,lno DrawingPrepared by taL; f p aa No. FL150004RWBuildingConsultants, Inc. (CA #9813) Calculations Pre - oared by Anchoring RW Bu0ding Consultants, Ina. (CA#9813) ASTM E1300 Glass Load Lyndon F. Schmidt, P.E. Quality Assurance tit Certificate of Issuedby National and Tru InstituteoerGfyingthatThermefionCorporationIsmanufacturinongproduolee St ° :'E s: F : f within a quality assurance program that compiles with ISOAEC 17020 and A, `; 4f ,;. ;. • ,' f! i 8hest1 oftt. ,• ,,• Lon Hicks, VP Operations Wllaam E Rtdh, P.E. Joseph A. Reed, P.E. Wendell W, Haney, P.E. Wendell W, Haney, P.E. MwkD. Pasero, P.E. Wendell W, Haney, P.E. Wendell W. Haney, P.E. Signed 10. Sealed by Lyndon F. SohmIdt, P.E. F, Schmidt, P.E. Lyndon F. Schmdt, RE, FL PE No. 43409 2{?J2016 Florida Building Code Online Page 1 of 3 rW& Q td eas HoI wa IS i um stwisbvirm Hatropks Submit Surcharge State a Fads Publlation MC Shn' ace Ste Map Unim seaN meBus1nes BOlessi I Product Approval USM POIC Uter Regulation efaGlLtBaoraval M.w > areduR ar Aoaaatfaa Seardr Avalkatlaft List > Application Voted) FL* FL15332-R2 Appilanon Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/ Phone/Emall 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlingar® mlwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd. com Technical Representative Address/ Phone/Email Quality Assurance RepresentBtive Address/ Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Luis Roberto Lomas Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2015 Validated By Steven M. Urtrh, PE Validation Checklist - Hardoopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Year AAMA/ WDMA/CSA 101/I.S.2/A440 2005 6111 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 UYes ONo ON/A https:// www.floridabuilding.org/pr/pr_app_dfil.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Produot9 FLIS332 RZ CDC FLI5332-COMP.Ddf Method 1 Option D 04/30/201S 04/30/2015 OS/06/2015 Page 2 of 3 FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGO OXO 145-3/4"X80" NON - REINFORCED Limps of Use Installation Instructions Approved for use In HVHZs No f Approved for use outside HVHZI Yes Verifed By: Luis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 510807B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2. SERIES 420 ALUMINUM SGO SERIES 420 ALUMINUM SGD OX, XO, XX 96"XBO" NON - REINFORCED Limits of Use InstaUatlon Instructions Approved for use In HVH2: No FLL5332 R2 II 08-00498C.odf Approved for use outside HVHZs Yes Verified By: Luis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN A 19112 R2 AE 510805B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 1S332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96" Limits of Use Installation Instructions Approved for use In HVH2: No FLIS332 R2 11 08-02248A.9df Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 512968A adf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 960X96" Limits of Use Installation Instructions Approved for use In HVH2: No FL15332 R2 lI 08-02249A.odf Approved for use outside HVH2:: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant. No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Others REFER To APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 512969A.odf PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD REINFORCED Llmfts of Use Approved for use In HVHZs No Approved for use outside HVHZ: Yes Impact Resistants No Design Pressure: N/A Other. REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS 15332.6 I SERIES 420 REINFORCED ALUMINUM SGD Limits of use Approved for use In HVH2: No Approved for use outside HVH2: Yes Impact Resistants No Design Pressures N/A Other REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS 15332.7 SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143'X96' Installation Instructions FL15332 R2 II 08-02250A.udf Verified By: Luis Roberto Lomas 62S14 Created by Independent Third Party: Yes Evaluation Reports FL15332 R2 AE 512970A.0df Created by Independent Third Party: Yes SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX 96"X96' Installation Instructions FL15332 R2 u OR-00499C.Ddf Verlfled By: Luis Roberto Lomas 62514 Created by independent Third Party: Yes Evaluation Reports FLIS332_ Rg AE 5iQ806B.odf Created by Independent Third Party: Yes SERIES 420 REINFORCED ALUMINUM SGD OXO 146"X96" https://www.floridabuilding.org/pr/pr Vp_dtl.aspx?param=wGEVXQwtDgtH8572gvM... 8/31/2015 Florida Building Code Online Limits of Use Installation Instructions Approved for use In HVHZ. No Air,332 R2 Ir 08-00SO1C.odf Approved for use outside HVHZt Yes Verified By: Luis Roberto Lomas 62514 Impact Resistanti No Created by Independent Third Party: Yes Design Pressures N/A Lvaluatlon Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN E,SR2 AE 510808B.odf PRESSURE RATINGS Created by Independent Third Party: Yes Page 3 of 3 15332. 8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"40" NON - REINFORCED Limits of Use Installation instructions Approved for use in KVHZs No FLLS332 R2 n 08-00502C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS33Z R2 AE 5108090.odf PRESSURE RATINGS 1 Created by Independent Third Party: Yes 15332. 9 SERIES 430/440 REINFORCED SERIES 4301440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use InsWilation instructions Approved for use In HVHZ* No FL15332 R2 n 08-00503C.odf Approved for use outside HVHZ* Yes Verified By: Luis Roberto Lomas 62514 impact Resistant* No Created by Independent Third Party: Yes Design Pressures N/A Evaluatlon Reports Others REFER TO APPROVAL DOCUMENT FOR DESIGN FUS332 RZ AE S10810B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes rock Naas QWss= W a 19,1011orth Momoa Ski Tesahame Fl. 323N Prione, 950-487-1024 The State of Aords ban AAMW employer. Comnfobt 2007-2013 State of Flerlda.:: prta Cssmtemad a lri2WflffibLWZ0M= :: 8ift9A.9itamort under Honda sass, small addresses are public records. Y you do not want your o-mall address released M respona to a publip -record+ requas% do not and drdonie mail . Orb entity. rnmad, contact oa loon by phone or by traditional mall. If you Iwo any 4uaRbna, plena contact f150.457.INS. "PUMnint to Section 4SS. 27S(1), Fhafds Statutes afrocdn October 1 2012, Iltersm neartad under Chs"r 455, P.S. rmst provide this Daparttnmt wO an stall addrm If Ow have one. Trio emans pmvldar( may be usaci far oa t corranudanco with fM tearusaa. Hawavar times addanaa era public raabr0. a you do not wish m supply a prasanal address, pleas prwAda the Departrnent vdth an amA addrw which can be made avaWle to the public. To determine If you area scenes order Chapter 455, F.S., please NdchZL. ProductAppraal Accepter ti CrcrsitSA FIE https: l/www. floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwd)gtH8572gvdWI... 8/31/2015 TOTES: 1. THE PRODUCT SHOWN HERON 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 CALCULKnONS. 5. FRAM: MATERIAL: 70RUDED ALUMINUM 6063-T5, S. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THS PRODUCT IN WIND BORNE D®RIS REGIONS. S. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAMMUM ALLOWABLE SHIM STACK TO BE 1/4'. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO S EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO a OVERHANG LENGTH/OVERHANG HEIGHT 10, FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 010 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. =0R ANCHORING INTO MASONRY/CONCRETE USE 3/16' TAPCONS WITH SUFFICENT Lr-NGTH TO,ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL LOCATE ANCHORS AS S40WN IN ELEVATIONS AND WSTALLATION 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 COMPRESSNE STRENGTH OF 3.192 PSL C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TY?E I (OR GREATER). D. METAL STRUCTURE STEEL 18CA, 33KSI OR ALUMINUM 6063-T5 1/6' THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO, XX, XP, PX, XIP, PIX TABLE OF CONTENTS - - SHEET NO.1 DESCRIPTION 1 NOTES 2 - 3 ELEVATIONS 4 - 10 INSTALLATION DETAILS I REV I OEMKFMN I am I *PROVE 1 I A I ADDED FLANGE AND RN NSTALLATIDN 112/10/13 I R.:. SIGNED: 12116,2013 NIT WINDOWS AND DOORS LLC o1I111fEr1,q", 100E LCROSBY RD CARROLLTON, TX 75006 LLTOEM 1p SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" zir" o it_ NOTES• i.' 2':0R10P AATeNGamCvV. L. OB-02249 aLLLr F 10 90' MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED ANrRSPER LOCATION SEE FOR NUMBER OF LOCATIONS REQUIRED 6_ MAX 6" MAX I6" LAX AME IGHT L 6" MAX 6" MAX SERIES 420 SOD REINFORCED WITHOUT ADAPTER E71TERJOR VIEW OES(QNPRESSURE RATWQ 9APACTRAT918 1350PSF NONE vmH2- far Su SEE CHARTS 01 AND i2 FOR OTHER LINKS RATINGS DESIBNPR6RSURERATma NNPACTRATMI3 25. 0%28.6PSF NONE WITH 1-wSILL SEECHAAT 0AADI4FOR OTHER UNfTSRATINGS CXARr7f WRH2- 1& r$l L WHERE WATER MFIL7RATI DN RESISTANCEIS REOUDZED Q ITCG GYICCrY Ded9A pNumrmo 4:bart sfJ RED Imel ald Its wbbl zsa dam saAi 720a Ora tom 4aa IRW Per I Ne9 I Par I Alta Aia Neg a. S4 AilAi 49. 0 4ad bad 4UI4LWT 40A4?D 4b a 4•D 46D JtL{ 47d 40a 37.1 37.1 AiaaQA 1 4•d 4 0 0 CHARrI2 W wa. vS2'SLL WHERE WATER DWILTRAT RW RESISTANCELS AMREOUIRED, am NOTE 9 SHEET 1 pQlCb! E:' ai oo Nam 00Ka 7' waTA cT mKlx C'J© lL[.Slt^laEtd1win MEN K- am""Lzzw—lxc!m" tam aFS11RIP1ON 0. O! APPaOVFLADDED FLANGE AND FIN INSTALLATION 1 12/10/13 RL CHARTi6 WTM l- wSILL WHERE WA7M WFl Z7 RATIONAESf STANCE IS REQUIRED. bee •rnrr a crrcer DeBTOa Pfas me chad SO Rarte t\ umsl wd TatalRwmvA= Nebb1 sto 471aa ItoI me 1 4" AiI.Oa Pas I Ntg I Pos Ne9 1 of Nea RE Md b. 0 1 4Ta 1 79d 1 41.T YSa I % 48a 314 see zs. o su sw 2" Ora zw 3T.47J.0 7 ea 1 4a7 I 1 CNARTf4 WFIR 1. 12'SYL P44EREWA7ERWMTRAT70NRESISTANCEIS AfOTREOME0. 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L. 08 NTS aft10/30/13 2 OF 10 I lk FF HE 96• MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART J6 FOR NUMBER OF LOCATIONS REQUIRED 6' MAX --{ 6' MAX 8' MAX 6` AX GHT L 6' MAX SERIES 420 sG0 REINFORCED WITHOUT ADAPTER EKTERIORVIEW OESIOJYPREmRPRATWG wACTRATWG i3.0PSF HONE WIM2-14MISIL.L SEECHARTS CI AND 92SHEEf2 MR OT) 6M VAM RATH003 VEVGNPRE=RERATWG lMPAGTRATIAt3 26.01-28.6PSF HONE MTHT-1/1 su SEE CRAM 0ANO04PH Z FOR OTHER WIN RATWW IRV VERSVION wn mpwM m A I ADDED FIANCE AND PIN INSTALMON 12/10/13 R.L CHART 06 Aambn W—."W Ia0He0tnga4"d 9Mb FlnW &WTOta UaVAM 011 Fhm SLo s3o Q6YAWloo W i0.0 no o o" Hf.4 bob HI! J- 0 HfS Iamb Has mmD s" 4 0 5 8 6 6 6 6 08.0 1 0 5 6 6 6 8 6 aw 06,0 4 6 6 6 0 6 6 6 5 3/8- -1 2' 2 1AW SILL ALLW NUM606ST5.053THICK 5 3/8- 1 2- i 1/rS/ L AUfAFM N 6669-Te A%TNCK MI WlNooww.AcNRose00DRS LLC z CARROLLTON, TX 75006 51'R.'ro GENQ• 9sy SERIES 420 SGD REINFORCED WITHOUT ADAPTER•= 96, x 96, FIN ELEVATION AT OF. V.L. I oB-02249 M" NTS °ham 10/30/13 —3 OF 10 1/2- MIN. FMVGUff aLv oaolmmll a1E IITvwVkD EDGE DISTANCE A ADDED FIANCE AND FIN INSTAl1ATION 12/10/13 R.L. 1 3/8- MIN. WOOD FRAMING EMSTENT OR2XBUCKBY OTHERS 1/ 4- MAX 10 WOOD 0 0E SHIMSPACE 1 EMBEDMENT MAX SHIM - SPACE SCREW INTD410R 1/ 2- MIN. EDGDISTANCE f10 WOOD SCREW WOOD FRAMING OR 2X BUCK By OTHERS O(MRIOR ILJJ ILJJ INTERIOR VERTICAL CROSS SECTION WOOD FRAMIN4OR 9KBUCK HaTALLATVAF NOTEA I. INTERIOR AND DCTEWORFmNES BYOiN@7S, NOTSWINNFORCLARRY. 2 PEAIAIETERAND JOOVT SEALANT 8YOTNH:STOBE DEak*= W ACCORDANCE WIIT+I ASTM 9V f2 SILL TO BE SET IN A BED OF VIILKEM 116 CONSTRUCTION ADHESIVE OR EQUAL EE SHEET 3 OR SILL OPTIONS MIN. ENT 10 WOOD SCREW WOOD FRAMING JAMB WdSTALLATIONDETAIL OR 2X BUCK V0000FRANWOOR9X9VCKN6TALLA170N BY OTHERS MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96, FRAME INSTALLATION DETAILS oxArle o1m 1n 1 V.L 08-02249 Sc" NTS — 10/30/13 JOW4 OF 10 pp 1/4- MAX. METALSHIM SPACE BY STRUOTHECTURE S 110 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS I pESWp11DN — 01"V a I- A I ADDED FIANCE ANO FIN twALLAl10ri 11/10/13 IR.L 1 /4" MAX SHIM SPACE 10 SMS OR SELF DRILLING INTERIOR SCREW 7/8" MIN. EDGE DISTANCE :Fk=f!! QTERIOR LLLI Uj INTERIOR VERTICAL CROSS SECTION METAL STRUCTURMOVSTALLATION NOTLI T. INTERIOR AND EXTERIOR FINISHE% BY OTHERS, HOTSHOWNFORCLWN. 2. PERIME TERAMDJOINT SEALANT' BY0THE RS TO BE DESIGNED INACCOROANCEWTTHASTM 0112 L TO BE SET IN 3ED OF WL.KEM 116 10 SMS OR INSTRUCTION ADHESIVE EOWL SELF DRILLING SCREWS METAL STRUCTURE EXTERIOR SEE SHEET 3 BY OTHERS FOR SILL OPTIONS JAHB INSTALLATION DETAIL METAL BTRUCTUREINSTALLATlW M[ WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON. TX 75008 SERIES 420 SGD REINFORCED WITHOUT ADAPTER =*; 96" z 96" FRAME INSTALLATION DETAILS OR9rtt OM'G ! REV VA. 08-02249 A 1 NT5 IWE 10/30/13 lswS OF 10 2 ,/Y MIN. L EDGE DISTANCE I y e• 1 1/4" MIN. EMBEDMENT CONCRETE/ t MASONRY 1/4" MAX. OTHERS SHIM SPABYCE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16' TAPCON EWERIOR U-jj LL11 INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION AOHESNE OR EQUAL 3/16" TAPCON SEE SHEET 3 FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS f a 1 1/4- MIN. n. •. . a EMBEDMENT i r •• 2 1/2- MIN, EDGE DISTANCE VERTICAL CROSS SECTION CONCRE TES(4S0NRY lNSTALL4TYaN 1m,s ocsrJamal ale rr ovm ADDED RANGE AND FIN WSTALLATION 12/10/13 IR.L 1 1/4' MIN. EMBEDMENT 2 1/2- a SHIM SPACE IMERIOR MIN. EDGE Y DISTANCE 3/16- TAPCON CONCRETE/MASONRY BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL IX BUCK TO BE PROPERLY C0NCAFr91A"SONRYlNSTALLAT)ON SECURED SEE NOTE 3 SHEET 1 NOTES I. ll ISWRAND ECTERWI FINIS W BYOTNEji.A NOTSHOWM FOR CLARTIY. E PERM&-IlFANDJOPff SEALANT 9YOTHER9 TO BE 06596NEDWACCORDAWEWITHASTMOY12 MI WINDOWSlootww. AND DOORS LLC 511ft 10/' CARROLLTON, TX 75006 GENs,•'P o *= SERIES 420 SOD REINFORCED WITHOUT ADAPTER 96" z 96' ZFRAMEINSTALLATIONDETAILSATOFZ d;:OR1 Q: G ums tao. nev 08—49 A S ONA`{1rruasNTS1030136OF10 1/2" MIN. EDGE DISTANCE W000 FRAMING 1 3/8' MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/4' MAX SHIM SPACE 10 WOOD SCREWS T- 1 3/8' MIN. EDGE DISTANCE IHIM MA SHIM SPACE ma4 D pplgp arrt vvawt0 ADOW F ANM AND FIN INSUWNION 12/10/13 RL ifirreO//1C EXTER/0R U UJ INTERIOR ILA SILL TO BE SET MABEDOFWLKEM 116 CONSTRUCTION ADHESNE 10 WOOD OR EQUAL SCREWS 10 WOOD SCREW SEE SHEET 3 FOR SILL OPTIONS Ex7E1 WOOD FRAMING OR 2X BUCK JAFFIAM STALLAUGNDALLATBYOTHERS)kj WOOD FRAMING 14000 FRAMAKi OR YXB11CK1N3TAL4tflON OR 2X BUCK BY OTHERS 1 3/8' TAN. EMBEDMENT VERTICAL CROSS SECTION WGODFR A00R2X8UGKINSTALLATION NOTES., 1. f417 0RAND ExM5 i10R FA7SH S, 8Y OTTERS, NOT SHOKW FOR CLIRITV 2 PER METSW AAloJOOVTSEAL ArT 8YOTHERSTOW DEV61NED1NACCOROANCEWITNASIV E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96' x 96" FLANGE INSTALLATION DETAILS OPAW OIIG N7. A V. L 08-02249 SrAIX HTS — 10/30/13 —7 OF 10 JQw_ h`7RiL . MEML STRUCTURE BY OTHERS 10 SINS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/4' MAX. SHIM SPACE 110 SMS OR SELF ORILUNG SCREW INTERIOR SET IN VULKEIA ii6 ION ADHESIVE SEE SHEEP 3 FOR SILL OPTIONS VERTICAL CROSS SECTION MEML MRL CTURE INSM ATTON NOTES 1. INT MORAND EXTERUOFH RNSNES, BY OTNFRS, NOTSNOWN FOR MOM.. 2 PERUMETERANDJOUNT SEILANr0YOTHER9 TOSE OFSMED UNAGCORQ4N0£ N?Ji(A8T71f EYTYS MGM v atsadwaaI OAE I omtovw A ADDED FIANOE AND FIN NSTALIAMON 12/10/13 IPLL 1/ 4' MAX. SHDA SPACE T- 7/ 8" MIN. INTERIOR EDGE DISTANCE J--- n 110 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL METAL STRTUCTURETNSTALLATRW MI WINDOWS AND DOORS LLC u1H"'TIT R Lp 1001 W. CROSBY RD 5 CARROLLTON. TX 75006 v, v\GEN;. 4 0 SERIES420SGDREINFORCEDWITHOUTADAPTER96" x 96' FLANGE INSTALLATION DETAILS N;E OF ; CRAMA my m 08- 02249 RLV dNTS °m 10/50/13 ISMS OF 10 CONCRETE/ MASONRY BY OTHERS OPTIONAL 1X SUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET I 3/16" TAPCON — MASONRY/ - CONCRETE BY OTHERS 2 1/27 MIN. EDGE 0157ANCE i"! t' _' •_ 1 1/4" MIN. i . °a. EMBEDMENT 1/4- MAX. SHIM SPACE 3/18" TAPCON EXTERIOR Uj lLJ1 INTERIOR aEyalars oescRrna+ WE I AWW40 ADDED FIANCE AND FIN INSrALLAWN 12/10/13 1 RL 1 1/4" MIN. EMBEDMENT R 1/4- MAX. 2 1/2" •v SHIM SPADE INTERIOR MIN. `• EDGE . ' DISTANCE 3/16" TAPCON CDNCRETE/MASONRY ., BY OTHERS a EXTERCIR JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETS 49OWYWSTAUATAN TO BE PROPERLYjrSECURED SEE NOTE 3 SHEET 1 c . •' --f NOTES' 1 1/4" MIN. 1.BfRS4roRANDEVZR10RAWME.%BYOTINS9 EMBEDMENT NOT SHOWNFOR aARITY. Ia ''•y • : Q ,'' . ,• 2.PERLUET6iANDJOA?SE4LANiBYOTNE4STUBB 1 l r OWIGIVEDWACOORDANCEYYITNASTAlEP11P VERTICAL CROSS SECTION CONCRE r&M4SONRYW3TALIAT 1CW SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 3 FOR SILL OPTIONS 2 1/2" MIN. EDGE DISTANCE MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96' x 96' FLANGE INSTALLATION OETAILS aR11MN on N0. R V.L I 08-02249 Saari NTS I WE 10/30/13 19WO OF 110 I GEIVsy's WOOD FRAMING MAX BY OTHERS r SHHIMIM SPACE AFINTERIOR 1 1/4- MIN. EMBEDMENT v E is WOOD SCREW EXTERIOR 7/16- MIN EDGE DISTANCE is WOOD SCREW JAMB INSTALLATION DETAIL WDQD F?AMUNO OR 8X BUCA' OWALLA70N 1 1/4- MIN. 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EDGE DISTANCE yto sMs OR INTERIOR SELF GRILLING SCREW a O(MRIOR INTERIOR 10 sMs OR SELF oSCCRREEWS SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE 10 SW OR OR EQUAL METAL SELF DRILLING SCREW SEE SHEET 2 STRUCTURE BY OTHERS FOR SILL OPTIONS EXTERIOR METAL STRUCTUREByOTHERSJAMBMSTALLATION DETAIL NETAL STRASTIA4E (NSTALIATTUN VERTICAL CROSS SECTION NETAL STRUCTUREaSTALLATION MI WINDOWS AND DOORS L LC LGMBY1GOIW. CROSRO CARROLLTON, TX 75006 5 v . tGaIva p SERIES 4.30/440 XIX SGD a # NOTES: r. Wr9moRANusaiwion RNM4t% 8YOTHER.A 143" x 96" REINFORCED FRAME INSTALLATION DETAILS E OF /t NOTSIi0N1tFORCLAARI 2Pa; u4ETFRANDJOBViSEAL4rrrSYOTHERS70BE p' i sj oEsroN®nvAccoRD uwCFwrrNa4lNettr2 A. mnme o e No 08- 00503 C acne NTS WE -- 02/23/09 4 OF 9 2 1 /2- MIN. EDGE DISTANCE 1 1/4- MIN. i 4 EMBEDMENT 1 1 /4- MIN. ELBmMENT MASONRYBY OTHERS 2 1/2 OPTIONAL EDGE DISTANCE ; •• , IX BUCK TD BE 1/4- MAX. 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RJ9 CARROLLTON, TX 75006 v•GENs 6i SERIES43" XIX SGD RE x96REINFORCEDFRAMEINSTALLATION DETAILS cp UAOF143- oero No fwav 08-00503 C I,/IIIIAIi11,\ W-" NTSIOm02/23/09 IREU5 OF 9 1/2' MIN. R+sars REV IRON OM APPR1M lOOD EDGE DISTANCE A ADDED CHARIS 03/01/12 RL 0 REMED PER NEW TESIVIG 10/1s/13 ILL 1 3/8• MIN. C ADDED FLANCE 116TAL1AXONS 12/06/13 R.L FRAMING Fa1BF1jMENT' OR 2X BUCK BY OTHERS t 1 3/8' MIN. 1/4' MAX. Ile EMBEDMENT SHIM SPACE SHIM T- INTERIOR oSPACE 1/2` MIN. f10 WOOD SCREW EDGE DISTANCE o EXTERIOR INTERIOR a a 1a WOOD SCREW 10 WOOD SCREW SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OROR EQUAL woo0 FRAMING SEE SHEET 2 OR 2X BUCK By OTHERSA FOR SILL OPTIONS rave WSTAL .4T ON DETAIL WOOD FRAMING OR 2X BUCK WOOD FRWINQORZXSUCK IMTiLATTON BY OTHERS 1 3/8' NIN. EMBEDMENT VER77G4L CROSS SECTION WOW FRAMING OR 2X 6UCK11WAUATION MI WINDOWS AND DOORS LLC 1111111pT i 1001 W. CROSBY RD j`; R'• LC1Ql i' CARROLLTON. TX 75006 GENSE;9 SERIES 430/440 XTK SGD NOES` t. IME RIORMIOExTEi1GwF1HISxEBBVOTFFJI3 143' x 96' REINFORCED FLANGE INSTALLATION DETAILS e uN ATE OF 4i` NOT SHOWN FOR CLAFITTY. MTBYOTNERSTOBE mro 1a. Rcv 2.PERlAETERANDJOigTSE 06SIGNEVINA000ROANCEIVYTHASTME2tt2 wROWw OS— OV 3 C FAA. o NTs02/23/09 6 OF 9 METAL STRUCTURE BY OTHERS IO SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR w-fmcAL CROSS SE07701V AWrAL STRUCTURE INSTALLAPGW NOTE£ 1. INTERIOR AND VaERFOR FVVMMS BY OTHERS, NOT SHOM FORCFARRY. 2 PERFME7ERAND jotAfl'SEALINf BY OTHERS rOBE DEBIONED 1NACCORDANCE WRHAS ME2112 1/4' MAX. SHIM SPACE OR 7/8' MIN. LUNG EDGE DISTANCE J10 SMS OR SELF DRILLING SCREWSCREWS 0 BE SET IN OF VULI EM I IS RUCTION ADHESIVE IUAL METAL STRUCRIRE BY OTHERS SEE SHEET 2 FOR SILL OPTIONS 1/4" MAX rSHIM SPACE a d m RV OPS7mROa wre IvvRow£v A ADDED CWRTS 03/06/c2 P-L B REVISED PER NEW n3TM 10/I6/1J Ri- c ADDED FLANGE INSTALLMONS 12/06/13 RL JAMB INSTALLATION DETAIL NE7AL SMU07VAE INSTAUATION MI WINDOWS AND DOORS LLC N 11 I"O/i I41tootW. 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TRIM INTERIOR MASONRY/CONCRETE 9Y OTHERS HOOK STRIP 4MINDMENT Lm. 1X DUCK 9Y OTHERS, 1X BUCKTO 9E• PROPERLY SECURED 31' EXTERIOR J `PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRYMONORE7E INTERIOR TRIM 1 3/D' MIN. EMBED.r HOOK STRIP 10 WOOD SCREW EXTERIOR — 0 `PANEL INTERLOCK HOOK STRIP INSTALLA77ON 2K000KWOODFRANNO FV o A ADDED CKWM 03/06/12 RL 8 RL:MW PER NEW lebt G 10/13/13 JR.L C AWED FLANGE INSTA IATIONS 12/06/13 1 R.L METAL STRUCTURE BYOTHERS TF6M INTERIOR HOOK STRIP 10 SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOKSTRIP INSTALLATION METAL STRUCRJRE NOTES 1. IN1B4lORANAE7CTER10RFWSHES, 8YOWER3. NOT 8HOWN FOR OLARRY. 2 PERIMETERAND JOlN1'SEALANr9YO7hS3S TO BE DEMONEV INACCORDANW W MASTM U112 MI WINDOWS AND 'DOORS IlC 1001 W. CROSBY RO CARROLLTON, TX 75006 SERIES 430/440 XIX SGO 143' x 96' REINFORCED HOOK INSTALLATION OELMLS Qum OLIO 110. FJL 1 08-00503 m"E NTS I aA'g 02/23/09 m'ET9. 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Product Aoomval Menu > Product or Aoolleauon Search > Aoollcation List > Application Oetab FL # FL9174-R11 Application Type Revision Code Version 20 t4 Application Status Approved Comments set to re -apply per applicants request 4/28/15-rb Archived Product Manufacturer Wayne -Dalton, a division of Overhead Door Corporation Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850)474-9890 Mark_Garon@Overheaddoor.com Authorized Signature Greg Taylor gtaylor@Wayne-Dalton.com Technical Representative Greg Taylor Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850)474-9890 gtaylor@wayne-dalton.com Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional 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 John E. Scates the Evaluation Report Florida License PE-S1737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 06/27/2038 Validated By Kurt Dietrich PE Z Validation Checklist - Hardcopy Received Certificate of Independence FL2174 R11 COI Cert of Ind Scates 2011 s.odf Referenced Standard and Year (of Standard) Standard Year DASMA-108 2002 DASMA-115 2005 Equivalence of Product Standards Certified By Sections from the Code Ilttps:/Mrww.floridabuilding.org/pr/pr app o.aspx?param=wGEVXQwt0quAlJRMrxf6u7oinlOheH%2bRKJkizESVVxAzegKuY8GeGQ%3d%3d 1/6 10/27/2016 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 04/06/2015 04/28/2015 05/04/2015 06/23/2015 ummary of Products FL # Model, Number or Name Description 9174.1 5120 / 6100 / 9100 #0228 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +26.90/-30.80 Other: Installation Instructions FL9174 R11 It 0228 3189S8 P7.odf FL9174 R11 If Track Suoolement Chart P10.odf FL9174 Rll If WD]ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.2 15120 / 6100 / 9100 #0229 116' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174.3 i 5120 / 6100 / 9100 #0230 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +25.90/-28.80 Other: 9174.4 15120 / 6100 / 9100 # 0231 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 If 0229 318959 P8.odf FL9174 R11 If Track Supplement Chart P10.odf FL9174 RIL If WD]ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 I[ 0230 318960 P10.odf FL9174 RIL If Track Suoolement Chart P10.odf FL9174 Rll II WD]amb5uoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 Rll AE ASTM A 653.odf FL9174 Rl1 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Solid only - no glazing available. Installation Instructions FL9174 R11 lI 0231 318996 PS.odf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 11 WD]ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 RI1 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.5 5120 / 6100 / 9100 #0234 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Installation Instructions FL9174 R11 11 0234 319022 PS.odf FL9174 R11 If Track Supplement Chart P10.odf FL9174 RI1 If WD]ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 https:/twww.floridabuilding.org/pr/pr app o.aspx?pwam=wGEVXQwtDquNliRfWxf6u7oinlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 2/6 10/27/2016 Florida Building Code Online Design Pressure: +43.20/-49.60 Created by Independent Third Party: Yes Other: Evaluation Reports FL9174 RI AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 RIl AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.6 5120 / 6100 / 9100 #0235 16' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHz: No FL9174 R11 If 0235 319023 P6.odf Approved for use outside HVH2: Yes FL9174 R1I If 319040 PI Post.odf Impact Resistant: Yes FL9174 R11 If Track Suoolement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 R11 It WDJambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.7 5120 / 9100 #0232 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVH2: No FL9174 Rif 11 0232 318999 PS.odf Approved for use outside HVH2: Yes FL9174 R11 It Track Suoolement Chart P10.ad( Impact Resistant: No FL9174 Rl1 If WDJambSuoolementP16 s.odf Design Pressure: +12.40/-13.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 6S3.odf door. FL2174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.8 5120 / 9100 #0233 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHz: No FL9174 R11 It 0233 319000 P5.odf Approved for use outside HVHz: Yes FL9174 RI It Track Suoolement Chart PIO.odf Impact Resistant: No FL9174 R11 11 WDJambSuoolementP16 s.odf Design Pressure: +18.50/-20.70 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 6S3.odf door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.9 5120 / 9100 #0236 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVH2: No FL9174 R11 11 0236 319024 P6.odf Approved for use outside HVHz: Yes FL9174 RI1 11 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 11 Track Suoolement Chart P10.odf Design Pressure: +30.00/-33.50 FL9174 R11 11 WDJambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE S1737 Created by Independent Third Party: Yes Evaluation Reports FL2174 R11 AE ASTM A 653.odf FL9174 Rli AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.10 5120 / 9100 #0237 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVH2: No FL9174 R11 11 0237 31902S P6.odf Approved for use outside HVH2: Yes FL9174 R11 I1 319040 P1 Post. odf Impact Resistant: Yes FL9174 R11 If Track Supplement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 R11 11 WDJambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RI AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes htlpsJ/www.floridabuilding.orglpr/pr_app dll.aspx?param=wGEVXOwIOqufl1JR}Wxf6u7ajnl leH%2bRKJkizESNxAzegKuYBGeGQ%3d%3d 3/6 10/27/2016 Florida Building Code Online 19174.11 15120/5140/6100/9100/9400/9600 19' Max width. 10' Max height. Max section height 24". Glazing tf0600 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +26.90/-30.80 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 11 0600 319026 P4.odf FL9174 R11 I1 Track Suoolement Chart P10.0df FL9174 1111 II WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports EL9174 R11 AE ASTM A 653.odf FL9174 R11, AE Eval Reot 9100 r1 s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.12 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24" Glazing tf0601 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +41.00/-46.30 Other: Installation Instructions FL9174 RI If 0601 319027 P4.odf FL9174 1111 It Track Supplement Chart PIO.odf FL9174 R11 If WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.13 15120/5140/6100/9100/9400/9600 116' Max width. 10' Max height. Max section height 24". Glazing tt0602 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 Rll II 0602 319028 PS.odf FL9174 R11 lI Track Suoolement Chart P10.odf FL9174 R11 11 WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 1111 AE FLO9174 r9 Affirmation for FBC Sth 2014s.2df Created by Independent Third Party: Yes 19174.14 15120/5140/6100/9100/9400/9600 116' Max width. 10' Max height. Max section height 24'. Glazing ax0603 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +23.00/-25.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 If 0603 319029 PS.odf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 19174.15 15120/5140/6100/9100/9400/9600 116' Max width. 8' Max height. Max section height 24" Glazing tt0604 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: Installation Instructions FL9174 R11 If 0604 319030 P5.odf FL9174 R11 It 319040 P1 Post.odf FL9174 Ril It Track Supplement Chart P10.odf FL9174 RI1 It WDJambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.16 5120/S140/6100/9100/9400/9600 18' Max width. 10' Max height. Max section height 24". Glazing tf0605 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 If 060S 319031 P4.odf Approved for use outside HVHZ: Yes FL9174 R11 It Track Suoolement Chart PLO.odf Impact Resistant: No FL9174 Ril If WDJambSuoolementP16 s.odf hops://www.floridabuilding.orglpr/pr app dtl.aspx?param=wGEVXQwtDquflIJRfWxf6u7ojn10heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 4/6 10(27/2016 Florida Building Code Ordine Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 19174.17 15120/5140/6100/9100/9400/9600 118' Max width. 8' Max height. Max section height 24" Glazing 0606 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 It 0606 319032 P6.odf FL9174 R11 II 319040 P 1 Post. odf FL9174 R11 II Track Suoolement Chart PIO.odf FL9174 R11 II WDJambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R I I AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.18 15120/5140/6100/9100/9400/9600 118' Max width. 8' Max height. Max section height 24" Solid only - 0609 no glazing available. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: 9174.19 15140/6100/9400/9600 #0608 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.50/-20.70 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174.20 15140/9400/9600 #0607 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.90/-28.80 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 R 0609 319035 P5.odf FL9174 R 11 11319040 PI Post odf FL9174 R11 11 Track Suoolement Chart P10.odf FL9174 R11 It WDJambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 It 0608 3.0 P4. obi f FL9174 1111 II Track Suoolement Chart P10.odf FL9174 R11 It WDJambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R I I AE ASTM A 653,odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 RI1 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 It 0607 319033 PS.odf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 If WD]ambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.0df FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes Contact Us •: 2601 Blair Stone Road, Tallahassee Fl. 32399 Phone: SSO-487-1824 The state of Florida is an AA/EEO employer Coovnoht 2007.2013 State of Florida..: Privacy Statement :. Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mad to this entity Instead, contact the office by phone or by traditional mad. If you have any questions, please contact 850.487.1395. -Pursuant to Section 4S5.275(I), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine if you are a licensee under Chapter 455, F.S., please click hhe,g. Product Approval Accepts: https://www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDquFl1JRfWxf6u7oinlOheH%2bRKikizESWxAzegKuY8GeGQ%3d%3d 5/6 10127/2016 Florida Building Code Ordine W E, E Credit Card Safe Mtps://w m.floridatwiiding.orgtpr/pr_app dll.aspx?param=wGEVXQwIOqu(11JRNVxf6u7gnl0heH°2bRKJkizESWxAzegKuYBGeGO%3d o3d 6/6 A Division of Overhead Door Corporation Jamb Connection Supplement This document provides a series of connection schedules and basic detailing concepts for the connection of garage door jambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document. P/N 324620 Rev. P16 SCHEDULEI 5/16" DIAMETER LAG SCREWS MAXIMUM SPACING OF LAG SCREWS PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT NOTE 3 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 22 240 24 24 20 260 24 22 19 280 24 20 17 300 24 19 16 320 22 18 15 340 21 16 14 360 20 16 13 380 19 15 13 400 18 14 12 420 17 13 11 440 16 13 11 460 15 12 10 480 15 12 10 500 14 11 10 520 14 11 9 540 13 10 9 560 13 10 8 580 12 9 8 600 12 9 8 620 11 9 8 640 11 9 7 660 11 8 7 680 10 8 7 700 10 a 7 720 10 8 6 740 9 7 6 760 9 7 6 780 9 7 6 800 9 7 6 I No. 51737 S O STATE OF fll 1. BASED ON 5/16' DIAMETER LAG SCREWS WITH 1-1/2" O.D. WASHERS WITH A 1-9/32" THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6' FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16f1 LOAD PER JAMB = 30ps1 x 1610 = 240lb/11 4. CHART IS BASED ON 6'-6' MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. MINIMUM EDGE DISTANCE SHALL BE 1/2", MINIMUM FASTENER SPACING SHALL BE 1-1/2", AND ALL HOLES SHALL BE PRE -DRILLED TO PREVENT SPLITTING. 8. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD B18.2.1. Digitally signed by John E. Scates, P.E. Aooroved Date: 2015.02.20 09:56:33-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS MAXIMUM NAIL SPACING PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT Nore 100 24 24 19 120 24 20 16 140 21 17 14 160 18 15 12 180 16 13 10 200 15 12 9 220 13 11 8 240 12 10 8 260 11 9 7 280 10 8 7 300 10 8 6 320 9 7 6 340 8 7 n/a 360 8 6 n/a 380 7 6 n/a 400 7 6 n/a 420 7 n/a n/a 440 6 n/a n/a 460 6 n/a n/a 480 6 n/a n/a 500 6 n/a n/a 520 n/a n/a n/a 540 n/a n/a n/a 560 n/a n/a n/a 580 n/a n/a n/a 600 n/a n/a n/a 620 n/a n/a n/a 640 n/a n/a n/a 660 n/a n/a n/a 680 n/a n/a n/a 700 n/a n/a n/a 720 n/a n/a n/a 740 n/a n/a n/a 760 n/a n/a n/a 780 n/a n/a n/a 800 n/a n/a n/a F. SCO No. 51737 i * Bif • p Op STATE OF p.N•.!OR%QP pIs . IONi ;oo 1. BASED ON 16d COMMON WIRE NAILS (0.162"x3-1/2") OR 16d THREADED HARDENED -STEEL NAILS (0.148"x3-1/2") WITH A MINIMUM PENETRATION OF 2' INTO SIDE GRAIN OF MAIN MEMBER. 2. NAILS SHALL BE PROVIDED IN PAIRS AT A MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) PAIRS OF NAILS PER JAMB. NAILS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 2401b/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. Digitally signed by John E. Scates, P.E. Aooroved Date: 2015.02.20 09:56:58 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 Fl. PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE3 3/8"0 A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMAL WEIGHT CONCRETE MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN) LOAD PER JAMB LB/ NOTE3 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 24 520 16 20 24 540 15 19 23 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 11 14 17 720 11 14 17 740 11 14 16 760 11 13 16 780 10 13 16 800 10 13 15 S. q // F%. No. 51737 0 STATE OF ; A— III 1. BASED ON 3/8'0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2" O.D. WASHER WITH A MINIMUM EMBEDMENT DEPTH OF WAND A MINIMUM EDGE DISTANCE OF 3". 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:57:27-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE 4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/ "ore. 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE"oTE I 2000 PSI GROUT FILLED CMU"ore 2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 16 280 24 24 16 300 24 24 16 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 8 400 24 24 8 420 24 24 8 440 24 24 8 460 24 24 8 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 23 24 8 580 22 24 8 600 21 23 8 620 21 22 8 640 20 22 8 660 19 21 8 680 19 20 8 700 18 20 8 720 18 19 8 740 17 19 N/A 760 17 18 N/A 780 16 18 N/A 800 1 16 17 N/A No. 51737 i 0 STATE OF ;;` 1110 1. BASED ON 3/8'0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4- O.O. WASHER INTO NORMAL WEIGHT UNCRACKEO CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4' AND A MINIMUM EDGE DISTANCE OF 2-3/4-. 2. BASED ON 3/8'0 SIMPSON TITEN HD SCREW ANCHOR WITH A I.3/4' O.O. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2.3/4', A MINIMUM EDGE DISTANCE OF 4', AND A MINIMUM END DISTANCE OF 4'. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6' FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 161t LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 5. CHART IS BASED ON 6'-6' MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. S. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Aooroved Date: 2015.02.20 09:58:01 -06'00' John E. states, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULES 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT NOTE 4 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE NOTE 2000 PSI GROUT FILLED CMU"ore 2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 16 400 24 24 16 420 24 24 16 440 24 24 16 460 24 24 16 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 24 24 8 580 24 24 8 600 23 23 8 620 22 22 8 640 22 22 8 660 21 21 8 680 20 20 8 700 20 20 8 720 19 19 8 740 19 19 8 760 18 18 8 780 18 1 18 1 8 800 17 1 17 1 8 p`I;N No. 51737 O ; STATE OF 6 FSS ONi; 111 1. BASED ON 3/8'0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4' O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2' AND A MINIMUM EDGE DISTANCE OF 3'. 2. BASED ON 3/8'0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4' O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2' AND A MINIMUM EDGE DISTANCE OF 4'. ONLY ONE ANCHOR PER MASONRY UNIT CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6' FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 1611 LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 5. CHART IS BASED ON 6'-6' MINIMUM AND 24'-0' MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Aooroved Date: 2015.02.20 09:58:27 -06'00' John E. Scales, P.E. 3121 Fairgate Dr. Carrollton, TX 7SO07 FL PE 51737 TX PE 56308/1`2203 Revision P 16 wage e paltm 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 850) 474-9890 01+ 1 No. 51737 O STATE OF p0 •••flORMP Q' sa10NA; III11 Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:53-06'00' JOHN E. SCATES, PE 3121 FAIRCATE DR CARROLLTON, T. 75007 FL PE 51737 T. PE 56306/F2203 PROFESSIONAL ENOLKER'S SEAL PROWDEO ONLY FOR VERIFICATION OF "NOLOAD COHSIRUCTION DETAILS SEE DETAILS 1. 2. AND 3 REOUIRED FOR VERTICA 1 POST REINFORCING SYSTEMS 6. MAX FASTENERS PER SCHEDULES I TNRU 4 MINIMUM 2.4 STRUCTURAL GRADE LUMBER FOR DOOR HEIGHT MAXIMUM ATTACHMENT TO SPACING WOOD SUBSTRATE OR MINIMUM 2.6 FOR ATTACHEMEN7 TO CONCRETE AND GROUT FILLED CMu. TYP. 6'MAX J DOOR WIDTH MINIMUM 2.6 /3 HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4- 4• 2-3/4- 2) 3/8' SIMPSON MEN HD SCREW ANCHOR WITH A 1 1/4' WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4- AND A MINIMUM EDGE DISTANCE OF 2-3/4-. OETAII 1 MINIMUM 2500 PSI CONCRETE NOM MAXIMUM DESIGN LOAD CAPACITY OF 2085 LBS MINIMUM 2.6 #3 rL HEADER LOCK SOUTHERN PINE BRACKET LUMBER 4) 3/8' SIMPSON MEN HD SCREW ANCHOR WITH A 1-1/4- WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4- AND A MINIMUM EDGE DISTANCE OF 4' DCIe MINIMUM 2000 PSI CRGROUT fILLfO aHu NOIf. MAXIMUM DESIGN LOAD CAPACITY OF 2400 LBS 2.6 /3 rG HEADER LOCK H PINE ! BRACKET 2-1/2. J 4) 3/8- OIA LAG SCREWS WITH 1-1/4. O.D. WASHERS LAC SCREWS SHALL HAVE A MINIMUM PENETRATION OF 1-9/32- INTO THE MAIN SUPPORT MEMBER RuCTURE ot1elL_ wy MAXIMUM RESIGN LOAD DATE CAPACITY OF 2430 LBS. IORAWN 1 5 24 SHEET I OF 2 IrrrwrnI REVISIONS NAME DRAWING PART NO. REV. JAMB CONNECTION SUPPLEMENT 324620 IP16 walpc® Qalton 3395 ADDISON DRIVE PENSACOLA• FLORIDA 32514 850) 474-9890 Ss 111 No. 51737 STATE OF LORM%' O x1sS ONA; ? N` I1111 Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:59:26-06'00' JOHN E. SCATES, PE 3121 FAIRCAM OR CARROLLTON. 11 75OD7 h PE 51737 TA PE 56305/F2203 PROFESSIONAL ENOR4:ER'S SEAL PROMOED ONLT FOR vERInCAmm OF WNOLOAD CONSTRUCTION DETAILS MIN 2500 PSI CONCRETE UM MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN 23/4- OF SUPPORTING STRUCTURE SHALL MIN C BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE d 3/8' SIMPSON TITEN NO. 2-3/4- MIN EMBED. MIN 6' BETWEEN JAMB BRACKET LOCATION — JAMB BRAC(Ei 1/4-20A9/18- TRACK BOLT AND / 1/4-20 HEX NUT — TRACK MIN 2 4 SPF (C-0.42) OR BETTER WALL STUD UM MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE ----% EXTERIOR 5/16- LAC SCREW WITH 1-9/32- EMBED IN CENTE>OAF/ STUD (i I/4') FOR EACH JAMB BRACKET LOCATION JAMB BRACKET 1/4-20-9/16' TRACK BOLT AND t/4-20 HEX NU TRACK DIRECT WOOD MOUNTING DETAIL MAX 420 LS PER LAG FASTENER SHEET 2 OF 2 JAMB CONNECTION SUPPLEMENT REVISIONS I I DATE I NAME I DRAWING PART NO. REV. 324620 P16 The Genuine. The Original. ate° < O April 28, 2015 Subject: ASTM A653-00 To Whom It May Concern: Ov&rhoad Door Corporation 2501 S. State Hv y 121. Suite 200 lewnvillo. TX 75067 Phone 469 S49 7100 fax 4695497281 mnv.ovarheaddoorcom This letter is to state that ASTM A 653-00 as tested in FL 9174 meets or exceeds the requirements of ASTM A 653-06. Please feel free to contact me if you need any additional information. Sincerely, Dwayne J. Kornish P.E. FL PE 77945 I%IIIIIIIII11 P.•' CEN ••v No. Trw i4 STATE OF • / lOgIOP.•'•CON ANAL E Overhead DOOr-COrpOratlOfl ASubsdiaryalson" mow ingiCorpaatbn. Y H • orl0n ..Toncli John E. Scates, Professional Engineer June 10, 2011 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Evaluation Report for Residential Model 5140/9100/9600 family FL 09174-R7 To Whom It May Concern: 3121 Fairgate Dr. Carrollton TX 75007 972) 492-9500 At the request of Wayne -Dalton, a Division of Overhead Door Corporation, I have reviewed the drawings and tests listed below. These doors were tested at an accredited laboratory according to ANSI/DASMA 108-2002 and ANSI/DASMA 115-2005 test procedures. The pressures listed on the drawings are a direct result of these tests. I have concluded that the construction shown on these drawings comply with the structural requirements of the 2007 Florida Building Code. I certify that I meet the requirements of "independence" as detailed in Florida Statute 9N-3.005. Code References 2007 Florida Building Code Section 1609 Section 1609.1.2 Section 1714.5.3.1 Test Procedures Wind Loads ANSI/DASMA 115 - Windborne Debris testing ANSI/DASMA 108 - Static windload testing Testing was conducted in accordance with ANSI/DASMA 108-2002 and 108-2005. ANSI/DASMA 108-2002 is forward compatible with ANSI/DASMA 108-2005. All tests included holding the door at design pressure for a minimum of 10 seconds, and achieving a 150% overload test" or "proof") pressure for 10 seconds. In addition, some of the doors were also tested for windborne debris according to ANSI/DASMA 115-2005. Not all windborne testing included glazing with the door panels. These are itemized in Tables 1 and 2. C,W . Q q(o/t FL09174-R7 Test Reports ETC-06-976-17575.1, static per 108-02, dated 5/30/2006 ETC-06-976-18185.0, static per 108-02, dated 10/27/2006 ETC-06-976-19011.0, impact per 115-05, dated 4/25/2007 CTLA 1911W.static 108-02 and impact 115-05, dated 10/21/2008 CTLA 1911W-3 static 108-02 and impact 115-05, dated 2/10/2009 CTLA 2020W static 108-05 and impact 115-05, dated 3/9/2010 CTLA 2020W-1 static 108-05, dated 3/9/2010 OHD/TREQ ETR 06182-2 static 108-05, dated 5/26/2011 ETC = ETC Laboratories, 297 Buell Rod, Rochester, NY Testing was conducted by ETC at Wayne -Dalton Test Facility in Pensacola, Florida. CTLA = Certified Testing Laboratories, Architectural Division, 7252 Narcoossee Rd., Orlando, FL Testing was conducted by CTLA at Wayne -Dalton Test Facility in Pensacola, Florida. OHD/TREQ = Overhead Door's TREQ facility in Dallas, TX. This facility had a current accreditation per ANSI/IEC/ISO 17025 at the time of testing, listed with International Accreditation Service, Certificate No. TL-368. Installation Instructions The drawings provide installation instructions peculiar to windload reinforcement. In addition, Drawing 307494, Rev P10, provides supplemental track assembly details. Jamb attachment: Methods of securing the door to the mounting surface is detailed in the Jamb Connection Supplement, P/N 324620, Rev P9. This Evaluation Report does not address design of the wall/jambs themselves. These drawings only illustrate common means to attach the door to the jambs. Walls and Jambs should be designed (by others) to withstand the loads imposed by door onto the building. Additional information is available in DASMA Technical Data Sheet TDS-161 at www.dasma.com. A loM Drawings TABLE 1. Fl. 09174-117 Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 318958 0228 9 8.75 26.9/-30.8 Yes Yes Yes 17575 19011 Rev P7 318959 0229 16 8.75 15.3/-17.0 No Yes No 17575 Rev P8 318960 0230 16 8.75 25.9/-28.8 Yes Yes Yes 17575 & 19011 Rev P10 1911W3 & ETR6182-2 318996 0231 16 8.75 30.0/-33.5 Yes No No 1911W 1911W Rev P5 318999 0232 18 8.75 12.4/-13.8 No Yes No 17575 Rev P5 319000 0233 18 8.75 18.5/-20.7 No Yes No 17575 Rev P5 319022 0234 9 8.75 43.2/-49.6 Yes Yes Yes 17575, 19011 & Rev PS 18185 & 1911W3 1911W3 319023 0235 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 Rev P6 18185 319024 0236 18 8 30.0/-33.5 Yes Yes Yes 17575 & 19011 Rev P6 18185 379025 0237 18 8 39.2/-43.7 Yes Yes Yes 7575, 19011 & Rev P6 18185 & 1911W3 1911W3 4Z>kKtw 3 V Al'0/1 FL 09174-117 TABLE 2. Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 319026 0600 9 10 26.9/-30.8 No Yes No 17575 Rev P4 319027 0601 9 10 41.0/46.3 Yes Yes Yes 17575 & 2020W Rev P4 2020W 319028 0602 16 10 15.3/-17.0 No Yes No 17575 Rev P5 319029 0603 16 10 23.0/-25.0 No Yes No 17575 Rev PS 319030 0604 16 8 39.2/43.7 Yes Yes Yes 17575 & 19011 & Rev PS 2020W 2020W 319031 0605 18 10 15.3/-17.0 No Yes No 17575 Rev P4 319032 0606 18 8 30.0/-33.5 No Yes No 17575 & Rev P6 2020W-1 319033 0607 16 8.75 25.9/-28.8 No Yes No 17575 Rev P5 319034 0608 18 8.75 18.5/-20.7 No Yes No 17575 Rev P4 379035 0609 18 8 39.2/43.7 Yes No No 17575 19011 Rev P5 4 FL09174-R7 Model Descriptions Model 5120/9100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.1" for sections with a maximum height of 21" and a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 5140/9400 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a X" deep recessed facer panel that may use optional decorative trim. Model 9600 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior galvanized and painted 32 gage skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 6100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a flush facer design with %" MDF decorative overlay. 5 f0(ko f t1 FL 09174-117 Additional Limitations The drawings cited above are an explicit part of this evaluation report. The text of this report does not attempt to address all design details, but relies upon the illustrations and text of these drawings and instructions as well. Selected products within this Evaluation have been tested for Windborne Debris according to ANSI/DASMA 115. Tables 1 and 2 indicate the Windborne Debris doors by a "Yes" in the Impact Door" column. Doors with available impact glazing are also indicated in these Tables. These products are not intended for the Florida High Velocity Hurricane Zone (HVHZ). Sincerely, JoFin_E..S c'a'tes, P.E. Y Florida PE # 51737 6 John E. Scates, Professional Engineer February 3, 2015 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 3121 Fairgate Dr. Carrollton TX 75007 fax (972) 492-0077 1 office (972) 492-9500 Re: Statement of Affirmation to FBC 51" Edition (2014) FL 09174-119 To Whom It May Concern: To the best of my knowledge, the products listed in FL 09174-119 conform to the requirements of the 5`h Edition (2014) of the Florida Building Code. I, John E. Scates, P.E., certify that I meet the requirements of "independence" as it relates to Wayne -Dalton (A Division of Overhead Door Corporation). Specifically, 1) 1 do not have, nor intend to acquire or will acquire, a financial interest in any company manufacturing or distributing these products. 2) 1 (my business) is not owned, operated or controlled by any company manufacturing or distributing these products. 3) 1 do not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the reports are being issued. 4) 1 do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Digitally signed by John E. Scates, P.E. Date: 2015.02.03 13:32:17-06'00' John E. Scates, P.E. Florida PE # 51737 No. 51737 O STATE OF 4/ LORM -*ON NALV 1111111110 r 1. SNORT PANEL NON -IMPACT RESISTANT GLAZING OPTION - OW MINIMUM SSS GLAZING IN MOLDED FRAMES SMMO TOGETHER MATH A MINIMUM OF (6) /8.1• SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING GLAZING SMALL HAVE A MAXIMUM HEIGHT OF 13 75• AND A MAXIMUM LENGTH OF 16.75•. GLAZING 6 NOT IMPACT RESISTANT AND DOES NOT MEET THE REOREMENTS FOR WAND -BORNE DEBRIS REGIONS 2. LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090• MINIMUM SSG GLAZING IN MOLDED FRAMES GLUED WITH A 1 BEAD OF BOSTIK 1100 OR EQUIVALENT UNDER THE QU R FRAME AND SCREWED TOGETHER WITH A MINIMUM OF 10) /6.1* SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WATM OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING, GLAZING SHALL HAVE A MAXIMUM NOW OF 13.75• AND A MAXIMUM LENGTH OF 39•. GLAZING IS NOT IMPACT RESISTANT AND DOES N07 MEET THE REQUIREMENTS FOR WIND-BORNE OCSRtS REGIONS GLAZED SECTION REQUIRES 18 CA 4-STRUT SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) 1/A-1A 7/B• SELF DRILLING CIMPTITE SCREW TO ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SHEET 2. 3 IMPACT RESISTANT GLAZING OPTION - IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) GLAZING SMALL BE 1/6• MAKROLON-AR POLYCARBONATE OR EQUAL. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 15.21• AND A MAXIMUM LENGTH OF 50.08•. GLAZING IS IMPACT RESISTANT AND DOES MEET THE REQUIREMENTS FOR WINO -BORNE OEBRIS REGIONS. SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS ATTACHED TO U-BAR ON UPPER INTEGRAL RIB (SEE OCTAL G SHEET 2). 18 GA J-STRUT SCREWED 70 LOWER INTEGRAL RIB OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) 1/6-1A.7/8• SELF DRILLING CRWPTITE SCREW TO ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SHEET 2. 6. VINYL OR WOOD DOOR STOP NAILED A MAXIMUM OF 6. O.C. MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16• TO MEET NEGATIVE PRESSURES. S. KEY LOCK, SUOE LOCKS, OR OPERATOR REWREO 6. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PUCE POLYURETHANE FOAM INSULATION CHEMICALLY BONDED TO 30 CA MINIMUM FACER STEEL AND A POLYLAMINATE BACKER. ENO CAP TO HAVE A MINIMUM 11• DEPTH. 7. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPON981UTY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN GLAZING OPTIONS. ACCORDANCE W174 CURRENT BUILDING CODES FOR 704E LOADS LISTED ON THIS DRAWING. 8. DOOR JAMB TO BE MINIMUM 2.6 STRUCTURAL GRACE LUMBER. REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE. 9. LOUVER OPTION - .040• MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGVHER WITH A MINIMUM OF (6) /8.1• SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REQUIREMENTS FOR WINO -BORNE DEBRIS REGIONS. LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERLINE OF THE DOOR. JOHN E $CA TES PE 3121 FAIROAIE OR CARR"TON. TV 7500) FL PC 31737 TX PC 56J06/F2ZQJ PROFESSIONAL ENGNEER'S SEAL PROMOE6 ONLY FOR VERFICAnON OF WJIKOAD CbNSTRUCTM DETAILS 13 W MOR12 ANGLE t6 GA uW HORq TRACK LAC SCREWS YIN 3 AS • SHOWN) 16 GA YW VERTTRAGIC SCREW AT EACH JAYS BRACKET 1/6-20.9/16• TRACE BOLT AND 1/1-20 HEX NUT AT EACH JB JAMB ea•cKEr Loc•npN . 13 W STIFFEN JAYS BRACKETS SEE SCHELOULE FOR WAN7Y, LOCATION, AND TYPE KEY LOCH OR SLOE LOCK eoTN ENos (Nor . REWIRED WITH OPERATOR SEE NOTE 5). SLOE LOCK SHOWN FOR CLARITY SECTION saro ODOR SHOWN. SEE SHEET 2 FOR u-e•a Loc•nolNs d+ 000Rs WITH OTHER SECTION QUANTITIES AND SEE NOTES t, 2, AND 3 ON U65 SHEET FOR 4 SEE U-BAR NOTE ON SHEET 2 FOR U-BAR INSTALLATION 20 GA END CAP REVISIONS PA CHANGES TO GENERAL p FORMAT AND CHANGED L iU-BAR FASTENER TYPE AT ENO CAPS AND BOTTOM RETAINER CHANGED CENTER HINGE NTIFICATION METHOD 3M COLORED PAINT TO AMPEO NUMBER T 3/R/OB IS GA OPERATOR STILE FACTORY ADHERED TO CENTER OF TOP SO CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REOUIREO FOR NARROWER DOOR WVIOTHS, Ma8 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE TWAT LOUVERS ARE NOT IMPACT RESISTANT. CRT 6/6/07 P7 MODIFIED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACE DETAIL SHEET 2. I CRT 4/17/08 PS ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO 8'-9'. ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. CRT 7/22/08 P9 UPDATED TITLE BLOCK CRT 8/26/10 RIO ADDED LONG PANEL GLAZING OPTION NOTE (5) CENTER HINGES PER JOINT CRT 3/15/11 REWIRED ON DOOR WIDTHS GREATER THAN 12'-0•. (3) CENTER HINGES PER JOINT REWIRED ON DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0•. JAMBSCHEDULE EIGHT SEDOOR0OF CTIONS NO. OF JAMB BRACKETS EACH JAMB) TYPE LOCATION Of CtNTERUNE OF JAMB BRACKETS MEASURED FROM BOTTOM OF TRACK (ALL 04MENSIONS 3 2•) 7'-0• 6 JB . 13 (01). 25-1 JB , 36 JB , 45-1 6 (01). 63 JB 7'-0• 6 6 AT' JB , 10 JB . 21-3 A JB . 29-J 4JB , 42 JB , 63-1 A JB 8'- 0' 5 8 JB , 13' (01). 23 JB . 36• JB , 67-+ s' q , 56• JB , 67' q , 75• JB 8'- O 5 B JB , 10 JB , 21-3 a JB . Zo-3 B . A8 JB . 57-1 6 JB 88 JB 75-1 2 JB8 0MOHLIFTOOFPITCHENOTEBELOWNOTE, 40) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/6-204/16• TRACK BOLT AND NUT. a) FOLLOWING DIMENSION DENOTES QUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED ATTACH TO TRACK. ALL DOORS WITH HIGH LIFT. ROOF PITCH, AND/OR GREATER THAN 8' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS. SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR HEIGHTD UNIFORM LOAD EACH JAMB (PLF) WIDTH 16'- 0• ALL 207.2 -230.6 14'- o- ALL 18LJ -201,8 12'- 0• ALL 135.4-172.5 10'- 0• ALL 129.5 -16R.0 1111ay"® Balton STATIC PRESSURE RATINGS DESIGN ( PSF): +25.90/-28.80 APPROVED SIZES MAX WAOTH: 16'-0' SCALE: N.T.S. DATE SIZE A NAME TEST ( PSF): +3885/-43.20 MAX HEIGHT: 8'-9" DRAWN 3/8/06 GIRT IMPACT/ CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21• CHECKED 4/6/06 MRS MODELS 5120/6100/9100 SHEET 1 OF 2 ASION OF OVERHEAD DOOR COIL 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 650 474-9890 WINDLOAD SPECIFICATION OPTION CODE 0230 DRAWING PART NO. 318960 REV. P10 13 GA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 GA ADJUSTABLE FIXTURE ATTACHED TO WITH THE (8) PRE -PUNCHED TOP FIXTURE PRE -PUNCHED HOLES HOLES EACH ENO FACING UPWARD IN BOTTOM OF U-BAR AND ATTACH THRU END CAP AT ' WITH (2) 1/4-14x5/e' EACH ENO WITH S(2) 1//4-14.7/B / CRIMPTITE SCREWS ELF DRILLING CIIIYPiiIE SCREWS 1 FOR STANDARD TRACK AND (3) 1/4-14.7/W SELF DRILLING CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH 0 ARE USED TO ATTACHED THE TOP BRACKET AS SHOWN), DETAIL A LOW HEADROOM TRACK DETAIL A 13 CA ROLLER SLIDE ATTACHED TO PRE -PUNCHED HOLES IN TOP OF U-BAR PLACE U-BAR OVER INTEGRAL RIB WITH WITH (2) t/s-14.5/e' CRIMPTITE SCREWS THE (6) PRE -PUNCHED HOLES EACH ENO USE VIEWING HOLE IN SUOE TO ENSURE FACNG UPWARD AND ATTACH THRU ENO PROPER ALIGNMENT OF ROLLERS CAP AT EACH END WITH (2) 1/4-14.7/8' SELF DRILLING CRIMPTITE SCREWS 15 GA HINGE ATTACHED EXCEPTION, 1/4-uX5/6' / B THE BOTTOM SECTION SMALLONLYOP CRIMPWITH TIT OF BE ATTACHED THRU ENO CAP AT EACH WHICHAREFFAACCTTOORY2 END WITH (1) 1/4-14.7/6' SELF DRILLING ATTACHED) CRIMPTITE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U-8AR NOTE` DUE TO CLEARANCES REWIRED TO 2' NYLON STORYGARO INSTALL SCREWS AT THE ENDS OF THE ROLLER WITH D. U-SARS, ALL U-BARS SHALL BE 4-1/ 2' STEM INON SECTIONS PRIOR TO DETAIL INSTALLING ROLLER SUOES AND TOP FIXTURE ON THE U-SARS. SEE ATTACHMENT NOTES ON THIS SHEET. 18 GA HINLArrACHEDCHED PLACE U-BAR OVER WITH (6) 5/8' INTEGRAL RIB ANO ATTACH CRIYPTITE (2 OF WITH 2 1SCREWSNMICH CRIMP $CREWSRUARRYPRE - PUNCHED MOLES AT ATFACHEOI001 EACH INTERMEDIATE HINGE A ARE FIELDOFINTO LOCATION (1 THRV RANGE LEAi,OFOFU-8AR ANO BOTTOM tYHICN IS TALLED WNGE LEAF ANO 1 116RU THRU PREEDHOLEWEBOFU-BAR AND IN U- BAR DETAIL C INTEGRAL RIB OF SECTION) 12 CA BOTTOM BRACKET FACTORY ATTACHED WITH '0 3) 1/ 4-14.5/6' / PLACE UAR OVER INTEGRAL RIB WITH CRIMPTITE SCREWS NOTCH DOWN TO CLEAR BOTTOM BRACKET AND ATTACH THRV ENO CAP AT EACH ENO WITH (1) 1/4-14.7/6' SELF GRILLING CRIMPTITE SCREW AS FOR IMPACT RESISTANCE. SHOWN AND USE (1) 1/4-14.7/8' SELF BOTTOM BRACKET MUST BE DRILLING CRIMPTITE SCREW ACROSS THE SCREWED TO THE BOTTOM .• BOTTOM OF THE BOTTOM U-8AR AT U-BAR WITH EACH PRE -PUNCHED HOLE AT EVERY 2) 1/ 4-140/8' SELF DETAIL D HINGE LOCATION. USE (1) 1/4-20X5/e DRILLING CRIMPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS DETAIL THIS SHEET. J6.3/ 4' MIN STAINLESS SCREWS WITH STAINLESS BACKEO RUBBER WASHERS 3-1/ 2- MC. MAX 1/8' BEAD GE / LAC SSG400I lSG4000AC I l STRUCTURAL FACER JOHN E. SCARS PE NON-STRUCTURAL 3121 FAIRGAIE OR, DECORATIVE INNER CARROLLTON. Tx 75007 WINDOW TRIM- R PC 31737 Tx PC 36JOA2203 PROrESSIONAL CNONECR'S SEAL PROVIDED ONLY FCH VERIFICATION OF W. NDLOA6 CONSTRUCTION DETAILS. DETAIL E USED ONLY ON IMPACT GLAZED SECTION - 11 GA REINFORCEMENT BRACKET ATTACHED WITH ( 4) 1/ 4-140/e' 1 SELF DRILLING CRIYPTITE SCREWS (2 a THROUGH BOTH BRACKET AND U- SA^RC) QE 1) 1/4- 14.7/6' SELF DRILLING CRIMPTITE SCREW AT CENTER LINE Of DOOR THRU J-STRUT t OPERATOR BRACKET. NOTE` J-STRUT @ SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED y o 0 0 00" ATTACHBOTTOM BRACCET TO BOTTOM LU- BAR WITH (2) j 1/4-14. 7/8' SELF DRILLING CRIVPTITE SCREWS— IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH (6) 3". 18 GA, BO KSI U- SARS LOCATED OVER INTEGRAL RIBS AS SHOWN --- 4) SECTION DOORS WITH (5) 3% 18 GA, 60 KSI U- SARS LOCATED OVER INTEGRAL RIBS AS SHOWN — DETAIL F U- BAR ATTACHMENT NOTES 1. ALL U- BARS SMALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE- PUNCHEO HOLES WITH (2) 1/4-14 5/6' CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/4-14. 7/8' SELF DRAWING CR0IPTITE SCREWS AT EACH ENO CAP (EXCEPT BOTH U-BARS ON BOTTOM SECTION - SEE DETAIL B AND 0 THIS SHEET). (2) 1 4-14.5/8' CRIMPTITE SCREWS APPROXIMATELY MIDWAY BEhVEEN ENO OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-14.5/8' CRIMPTITE SCREW APPROXIMATELY 8' FROM EACH ENO. FOR DOOR WIDTHS GREATER THAN 12'-0', THERE SHALL BE A TOTAL OF (20) SCREWS ATTACHING EACH U-8AR EXCEPT BOTH U-SARS ON BOTTOM SECTION SMALL HAVE A TOTAL OF (18) SCREWS EACK FOR DOOR WIDTHS LESS THAN OR EQUAL TO IT-O', THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U-8AR EXCEPT BOTH U-SARS ON BOTTOM SECTION NON-STRUCTURAL DECORATIVE SMALL HAVE A TOTAL OF (14) SCREWS EACH. OUTER WINDOW TRIM 2, WITH THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES IN THE TOP OF EACH ENO USED FOR ATTACHMENT OF THE ROLLER 1/4' POLYCAR80NATE SLICES AND THE (6) PRE -PUNCHED HOLES IN THE BOTTOM OF EACH END USED FOR THE ATTACHMENT OF THE TOP FIXTURE AND UNLESS NOTED OTHERWISE ON THIS SPECIFICATION DRAWING, ALL PRE - PUNCHED HOLES IN ALL U-SARS SHALL BE ATTACKED TO THE DOOR WITH 1/4-14951W CRUIPTITE SCREWS. 3. 18 GA U-BARS SHALL BE STAMPED '46' APPROXIMATELY r FROM EACH ENO. wa® STATIC PRESSURE RATINGS APPROVED SIZES SC DESIGN (PSF): +25. 90/-28.80 IMAX WIDTH: 16'-0 oMonIMPACT/CYCLIC TEST ( PSF): +38 85/-43 20 IMAX HEIGHT: 8'-9" OR RATED (YES/NO): YES IMAX SECTION HEIGHT: 21' CH MODELS 5120/6100/ 9100 ASION OF OVERHEAD DOOR COR PEN3395 OLA..°FLORIDA 32514WINDLOAD SPECIFICATION OPTION CODE 0230 P4 CHANGES TO GENERAL FORMAT AND CHANGED U-8AR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER. CHANGED CENTER HINGE GAUGE AND ADDEO LOUVER OPTION CHANGED STRUT IOENTIFICAnON METHOD FROM COLORED PAINT TO STAMPED NUMBER. GRT 3/8/ 05 P5 ADDEO SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REOUIREO FOR NARROWER DOOR WIDTHS, MRB 5/10/ 06 P6 ADDEO IMPACT RESISTANCE TO DOOR ADDED MODEL 6100 u00FIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. CRT 6/ 6/ 07 P7 MODIFEO JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDEO LMR TRACK DETAIL SHEET 2. GRT 4/17/ 08 P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK.. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO 8'-9". ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. GRT 7/22/ 08 P9 UPDATED TITLE BLOCK GRT 6/26/ 10 PIC ADDEO LONG PANEL GLAZING OPTION GRT 3/15/ 11 I 1 3/ 8/06 1 GRT EO 4/6/ 06 1 MRB SHEET 2 OF 2 DRAWING PART NO I REV. 318960 IP10 14" MAX 12" MAX 12" MAX I 12" MAX 12" MAX 12" MAX CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. JOHN C SCATES, PC 3121 FMROAIC DR CARROLLTON. TX 75007 rL PE 51737 TX PC 56306/r2203 PROFESSIONAL ENONECR'S SEAL PROHOCD ONLT FOR VERIFICATION of WNDLOAD CONSTRUCTION DETAILS PLATE LOCATION HEDULE CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE TRACK 13 GA MIN CONTINUO( WALL ANG 11 GA MIN CLIP SEE SCHEDULE 13 GA MIN CONTINUOUS WALL ANGLE 2) 1/4" X 7/16 SEMI TUBULAR RIVITS 11 GA MIN CLIP SEE SCHEDULE- 9 13 GA MIN CONTINUOUS WALL ANGLE TYPICAL CLIP BOLTING DETAIL O TYPICAL CLIP RIVETING DETAIL ll 2 11 / TYPICAL CLIP WELDING DETAIL TRACK 3) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT 11 GA MIN CLIP SEE SCHEDULE 1) 1 /4"- 20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK DESIGN PRESSURE CHART DAXOOR WIDTH MAX PSF 9'-0" 46.0 PSF -52.0 PSF 18'-0" 46.0 PSF -52.0 PSF 16'-0" 46.0 PSF/-52.0 PSF wage Billion3395ADDISONDRIVE TRACK SUPPLEMENT CHART PEN( 50)A474 89032514 REVISIONS B 2 INCH JACK -CUPS -TEXAS ALL ANGLE 12 F007 DATED J 6/11/03 S UPDATED FORMAT CREASED ALLOWABLE IESSURES TO 46.00/-5200 PSF FOR L DOOR WIDTHS. 4ANCED 'TEXAS WALL 4CLE' TO 'CONTINUOUS ALL ANGLE". ADDED UBSTRATE MOUNTING TAIL. CHANGED TO TEN HD ANCHORS IT 4/2/07 1 CHANGED FORMAT DED MODELS 9800 VD 8024 WITH OVERLAY TRACK CUP HEDULE. 1T 8/21/07 UPDATED MODELS STED IN CHARTS DATED SPLICE & CLIP HEDULES P 9/06/07 T UPDATE MOUNTING TAJL DRAWINGS. TT 10/05/07 UPDATED CHARTS TO IMINAIE THE USE OF IC 08 CLIP (REPLACED TH /9 ACROSS THE DARD). P 10/24/07 UPDATED STEEL DUNTWG DETAIL IS 04/11/08 T EXPANDED 1-1/2- TO 3/8' DOOR THICKNESS ART UP TO 14' MICH. IT 12/11/OB 10 UPDATED TITLE 00K 17 6/2/10 GATE NAME DRAWN 8/21/07 CRT CHECKED 8/21/07 MRB SHEET 1 OF 2 DRAWING PART NO. REV. 307494 iplo- 2 3/4" t 1 " EDGE DIST E60XX MIN. 4 1/22 248 MIN 3/16" THICK STEEL FOR MOUNTING 5/16" x 1-5/8" WALL ANGLE LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 NO.2 TRACK CLI SPF (G=0.42) OR _ _ BETTER AT EACH 1/4-20x9/16" HOLE OR PAIR OF TRACK BOLT AND HOLE LOCATIONS 1/4-20 HEX NUT MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL 2 3/4" OPTIONAL: WALL ANGLE MAY BE MIN EDGE DIST ATTACHED TO SUPPORTING STEEL o. WITH MIN. (1) 1/4-200/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDINI 4.. . c a CONCRETE MOUNTING DETAIL J01N C SCATES, PC 3121 FARCATE DR. CARIIOLLION. TA 75007 FL PE 51737 TA PE 50300/1`2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WNDLOAD CONSTRUCTION DEIARS. 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4-2Ox9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP CLIP AND SPLICE PLATE SCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY 2-1 2 THICK DOOR HEIGHTECLIP #'S FROM BOTTOM TO TOP SLAICE 7'-0' 7, 9, 9, 9, 9, 11 16 8'-0' 7, 9, 9, 9, 9, 11, 11 16 9'-0' 7, 9, 9, 9, 9, 11, 11, 11 18 10' - 0" 7, 9, 9, 9, 9 , 11, 11, 11, 13 18 11'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13 20 12' - 0' 7, 9, 9, 9, 9. 11, 11, 11, 13, 13, 13 20 13'- 0' 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 14'-0" 7. 9. 9. 9, 9, 11, 11, 11, 13, 13, 13, 13 22 MODELS 5200 8000 8024 8100 8124 8500 2 THICK DOORHEIGH CLIP #'S FROM BOTTOM TO TOP SLATE # 7'-0' 5, 6, 6, 7, 7, 9 12 8'-0' 5, 6, 6, 7, 7, 9, 9 12 9'-0' 5, 6, 6, 7, 7, 9, 9, 9 14 10'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11 14 11'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11 16 12' - 0' 5, 6, 6. 7, 7. 9, 9, 9. 11, 11, 11 16 13'- 0' 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13 18 14'-ON 1 5. 6. 6. 7. 7, 9. 9. 9. 11. 11. 11. 13, 13 1 18 MODELS 6100 8300 8700 1-3 8 TO 1-5/8" THICK D OR CLIP #'S FROM BOTTOM TO TOP SPL EEPLA 7'-0' 4, 4, 4, 4, 5, 6 8 8'-0' 4, 4, 4, 4, 5, 6, 6 8 9'-0' 4, 4, 4, 4, 5, 6, 6, 7 8 10'-0' 4, 4, 4, 4, 5, 6, 6, 7, 7 8 11'-0' 4, 4, 4, 4, 5, 6, 6. 7, 7. 9 10 12'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9 10 13'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9 12 14'-ON 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9, 9 12 MODELS 9100 9400 9600 9700 9800 1 THICK DOOR CLIP #'S FROM BOTTOM TO TOP PLATE LIHEIGHC # 7'-0' 4, 4, 4, 4, 4, 4 6 8'-0' 4, 4, 4, 4, 4, 4, 4 6 9'-0' 4, 4, 4, 4, 4, 4, 4, 4 6 10'-0" 4, 4, 4, 4, 4, 4, 4, 4, 4 6 REVISIONS 2 INCH TACK -CUPS -TEXAS ALL ANGLE 12 FOOT PDATED 3 6/11/03 3 UPDATED FORMAT CREASED ALLOWABLE TESSURES TO 46.00/-52.00 PSF FOR u DOOR WIDTHS 1ANCED 'TEXAS WALL NGLE' TO 'CONTINUOUS ALL ANGLE'. ADDED 38STRATE MOUNTING EiAll. CHANGED TO TEN HD ANCHORS IT 4/2/07 4 CHANGED FORMAT. DDED MODELS 9800 ND 8024 VAT. OVERLAY 3 TRACK CLIP HEDULE. IT 8/21/07 S UPDATED MODELS STED IN CHARTS. POATED SPLICE @ CLIP HEOULES. P 9/06/07 S UPDATE MOUNTING TAIL DRAWINGS. 4T 10/05/07 7 UPDATED CHARTS TO IMINATE THE USE OF RE N8 CLIP (REPLACED iTH 09 ACROSS THE 04/11/08 EXPANDED 1-1/2' TO I/8' DOOR THICKNESS AT UP TO 14' HIGH. 12/11/08 6/2/10 Wayne® DATE NAME ua'ton DRAWN 1 8/21/07 1 CRT CHECKED 8/21/07 1 MRB SHEET 2 OF 2 3395 ADDISON DRIVE PEN ACO)A, FLORIDA32514 DRAWING PART NO. 307494 REV. P10TRACKSUPPLEMENTCHART