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497 Red Rose Ln 17-2364; NEW HOMECOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100006 DATE: September 05, 2017 l BUILDING APPLICATION #: 17-10000638 BUILDING PERMIT NUMBER: 17-10000638 UNIT ADDRESS: RED ROSE LN 497 21-19-30-510-0000-306 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR #350 MAITLAND FL 32751 LAND USE: SFR DETACHED TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 497 RED ROSE.LN / LOT 306 SFR DETACHED THORNBROOKE PH 4 FEE BENEFIT RATE UNIT CALL UNIT TOTAL DUETYPEDISTSCHEDRATEUNITSTYPE ROADS -ARTERIALS CO -WIDE ORD Single Family Housing ROADS -COLLECTORS N/A 705.00 1.000 dwl unit 705.00 Single CFamilyFIRERESUEHousingN/A 00 1. 000 dwl unit OA LIBRARY CO - WIDE ORD 00 Single Family SCHOOLS Housing CO 54. 00 1.000 dwl unit 54.00 Single Family PARKS WIDE ORD Housing N/ A 5,000. 00 1.000 dwl unit 5,000.00 LAW ENFORCE N/A 00 DRAINAGE N/ A 00 AMOUNT DUE 00 5, 759. 00 STATEMENT RECEIVED BY: 21 1 L&A, c eA k SIGNATURE : AN_yw(\" PLEASE PRINT NAME) DATE: J ` o) ZJf! / NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1- BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTYROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OFABUILDINGPERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT', OR OWNER, TO APPEALTHECALCULATIONOFANYOFTHEABOVEMENTIONEDIMPACTFEESMUSTBEEXERCISEDBYFILINGAWRITTENREQUESTWITHIN45CALENDARDAYSOFTHERECEIVINGSIGNATUREDATEABOVE, BUT NOT LATER THAN CERTIFICATE OFOCCUPANCYORnrrTTPAMrVTUFVVnT7VCMannnVirlnrCOPIESOF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THEPLANIMPLEMENTATIONOFFICE: 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 COUNTYBUILDINGPERMITNUMBERATTHE 'POP 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 THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST.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. j h COUNTY OF SEMINOLE IMPACT FEE STATEMENT IT STATEMENT NUMBER: 17100006 DATE: September 05, 2017 a 79 qBUILDINGAPPLICATION #: 17-10000638 v / / y BUILDING PERMIT NUMBER: 17-10000638 UNIT ADDRESS: RED ROSE LN 497 21-19-30-510-0000-306 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR #350 MAITLAND FL 32751 LAND USE: SFR DETACHED TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 497 RED ROSE LN / LOT 306 SFR DETACHED THORNBROOKE PH 4 FEE BENEFIT RATE TYPE UNIT CALC UNIT TOTAL DUE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing ROADS 705.00 1.000 dwl unit 705.00COLLECTORSN/A Single Family Housing 00 1.000 dwl unitFIRERESCUEN/A 00 LIBRARY CO -WIDE ORD 00 Single Family Housing SCHOOLS 54.00 1.000 dwl unit 54.00 CO -WIDE ORD Single Family Housing 5,000.00 1.000 dwl unit 5,000.00PARKSN/A LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: 'tam . layNr C-R, SIGNATURE: PLEASE PRINT NAME) A ToDATE: tti NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL 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. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE 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 iOP 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. 1 /YOF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No • ' Documented Construction Value: $ S 'Ig91S.Ob Job Address: qq7 peal .IC,BSG Ca i 4 Historic District: Yes No X Parcel ID: o 19-30- S-10 -0000- 3a le 0 Residential [) Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME THORN BROOK PHASE LOT NUMBER : 364, Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Property Owner Information 41 0)] =1 R k r, IT R =1 l Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 AStr eet: 151 SOUTHHALL LANE #200 Resident of property? City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Street: 151 SOUTHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 Phone: 407-257-6940 Fax: NO State License No.: CBC1257462 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: NIA Address: Mortgage Lender: N/A Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: Sth Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application N 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. Si atureofOwner/Agent Date TAYLOR MORRISO F FLORID9 INC Print Owner/Agent's Name h Signature of Notary -State off Date nature of Contractor/Agent Date JOHN ASA WRIG Print Contractor/Agent's N e Signature o tary-State of Florida Date D A CLARK ti, t k ~ 209108 D. A. CLARK t.4Y COMMISSION # FF 209108 9 h " 1.444,y r u it ji i Netary 59010 a EXPIRES: June 27, 2019 NNATFOF r p01 Bonded Thru Budget Notary Services Owner/Agent is _yEa Personally Known to Me or Contractor/Agent is YES Personally Known to Me or Produced ID NIA Type of ID Produced ID NIIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building ® Electrical ? Mechanical ® Plumbing ] Gas[] Roof Construction Type: V f5 Occupancy Use: 9-3 Flood Zone: -- Total Sq Ft of Bldg: 3 S14 f , Min. Occupancy Load: I $ # of Stories: 2- New Construction: Electric - # of Amps 1 5b Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No Y # of Heads APPROVALS: ZONING: 04N-1- .$ 22 TILITIES: ENGINEERING: 1 ATL 8A-Zb IRE: Ok to construct single family homeCOMMENTS: _ with setbacks and impervious area shown on plan. Zt Fire Alarm Permit: Yes No X WASTE WATER: BUILDING: SI% 1013, I'7 Revised: June 30, 2015 Permit Application t A'i ji z 1. '1 rJ U0 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No S% Documented Construction Value: $ &" Job Address: q q % R-eol ,6 s c U k-- Historic District: Yes No X Parcel ID: X-19-30- S10-0000- 3a to 0 Residential U Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use . Move Description of Work: NEW SINGLE FAMILY HOME - THORNEBROOK PHASE LOT NUMBER: 3a(., Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: 11-C10: 11 0 11 ' 11 Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 Resident of property? : City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: Street: 151 SOUTHHALL LANE # 200 City, State Zip: Name: Street: City, St, Zip: _ MAITLAND FL 32751 Bonding Company: N/A Address: Fax: 407-257-6940 Me State License No.: CBC1257462 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 work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Si atureofOwner/Agent Date TAYLOR MORRISO F FLORIDA INC Print Owner/Agent's Name /-, Signature of Notary -State of4l%dal- Date d=-11 nature of Contractor/Agent Date JOHN ASA WRIG Print Contractor/Agent's N e Signature o tary-State of Florida Date d e D, A: CLARK s,i; rt 209108 P09tom'' D. A. CLARK t:1Y COMIMISSION P FF 209108 6 54 aCti iitu lldti ¢1 N4iary SefYI443 EXPIRES: June 27, 2019 rl9J Bonded Thru Budget Notary Services Owner/Agent is YFO, Personally Known to Me or FOFF1 Contractor/Agent is YES Personally Known to Me or Produced ID N/A Type of ID Produced ID NIIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: " E"%/%WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Penn it Application 1111111111111111111111111111111111111111 [1111 Parcel ID Number: ;21-19-30-6 (0 -0000- 3 6f-0 Prepared By Kin Carter and Taylor Morrison Homes Return To: 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. State of Florida. County of Seminole. RANT rIALOY• SEHINOLE C:ORTY CLERK OF CIRCUIT COURT & COITTROL.L.ER BK 8965 Pq 1 51U (11-':psi CLERK'S T 20/707870/ RECORDED 08/03/2017 j)3.22.':L`j Pil RECORDING FEES $10.00 RECORDED BY tsmith The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. Description of property : LOT 36 % 4/ Legal Description : Thornbrooke Phase 7 , according to the plat thereof, as recorded in Plat Book ft Page'70-?(of the public records of Seminole County, Florida. Addresses : q q -7 '"`"al `-'U,5-e— Sanford FL General description of improvements : Single Family Home Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 4. Fee Simple Title Holder: N.A. 5. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 6. Surety : N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. 9. In addition to himself , Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed : /- % Signature of Owner's Agent Sworn to and subscribed before me this by John Asa Wright Notary Public DA Clark My commission expires: 6/27/19 Serial No. FF 209108 t -a'O 2117 Jo Asa Wright Fay or Morrison of Florida 1n . MSS tFF22p g Pus, M o * O 6o,dedjh Notes; 0 1: ly known to me. 4" City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: John Asa Wright Firm: Taylor Morrison of Florida, Inc. Address: 2600 Lake Lucien Drive City: Maitland State: Florida Zip Code: 32751 Phone: 407-257-6940 Fax: Email: daphne@permitspermitspermits.com Property Address: 497 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel Identification Number: 21-19-30-510-0000-3060 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: 0 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) OFFICIAL=- DNLY Flood Zone: X Base Flood Elevation: NSA Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 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 0 The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP#17-2364 Reviewed by: Michael Cash, CFM Date: August 9, 2017 Application for Right -of -Way Usepp9Y for Driveway, walkway & Landscape F -O i 0q Department of Planning & Development Services1877 300 North Park Avenue, Sanford, Florida 32771www.senfordfl.gov Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the a - Know attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the size and location of the existing right—of-way and use shall be provided or application could be delayed. B/Q`/Vj Call before you dig. 1. Project Location/Address: 1?-7kr-6 j-TQ - 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start Date C /L / cCoomplpletion Date Emergency Repairs 4. Brief Description of Work: E/1efk6 AlAY ,50C A/Rit SFA This application is submitted by: % / Q j D r dignatytJwrter1.2 //1J4(44 ffo M otOA iUPSSignature: Print Name: Address: /,/tVU/l7/7lgLL I Phone: 407-& !-6 Q4 0 Fax Maintenance Responsibilities/Indemnification 9 Date: - 2 —JJ The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improve- ment and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read and understand the above statement and by signing this application I agree to its terms. I hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: Date: (F12 r This permit shall be posted on the site during construction. Please call 407.688.5080, Ext. 5401.24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: September 2010 ROW Use Driveway.pdf 0 SCPA Parcel View: 21-19-30-510-0000-3060 http://parceidetail.scpafl.org/ParcelDetaillnfo.aspx?PID=2119305100... Property Record Card 0&. CFA Parcel: 21-19-30-510-0000-3060 pmaI % Owner: TAYLOR MORRISON OF FL INC SCROkIMCCOUNTY, RXXUA Property Address: 497 RED ROSE LN SANFORD, FL 32771 Parcel Information Value Summary 2017 Working 2016 Certified Values Values Valuation Method Cost/Market 1 Cost/Market Number of Buildings 0 0 Depreciated Bldg Value 0 Depreciated EXFT Value 0 Land Value (Market) 26,050 0 Land Value Ag 0 JusttMarket Value 26,050 0 Portability Adj 0 Save Our Homes Adj 0_ Amendment 1 Adj 12,784 0 P&G Adj 0 0 Assessed Value 13,266 0 Tax Amount without SOH: $0.00 2016 Tax Bill Amount $0.00 Tax Estimator Save Our Homes Savings: $0.00 Does NOT INCLUDE Non Ad Valorem Assessments Legal Description LOT 306 THORNBROOKE PHASE 4 Taxes Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 13,266 0 13,266 Schools 26,050 0 26,050 1 City Sanford -- 13,266 0 13,2661 SJWM(Saint Johns Water Management) 13,266 0 13,266 County Bonds 13,266 0 13,266 VaUlmpBookAmountQualifiedDescription1Date No Sales omparable Sales Landn ValueMethodUnitsPriceMethFrontageDepthFuIt. LOT 1 $26,050.00 $26,050 Building Information Permits Permit # Description Agency Amount 1 CO Date Permit Date 1 of 2 8/2/17, 3:25 PM LIMITED POWER OF ATTORNEY DATE: ' Z' EREBY NAME AND APPOINT: Daphne Clark, Gustav Botes, Jennifer White, KarenMcAdams, Alison Perrotti, Anthony Perrotti EACH AN AGENT OF: TAYLOR MORRISON TO BE MY LAWFUL ATTORNEY IN FACT TO ACT FOR ME AND APPLY TO THE BUILDING DEPARTMENT OF: 5& Q r-ogz C k'C\l FOR A BUILDING PERMIT FOR WORK TO BE PERFORMED AT LOT NUMBER : 30 (P SUBDIVISION: —MDC jJ IFSZOQ (. ADDRESS: R -e p( 96 5 LQ4l-2 PARCELID:2.L---lg -3o- 5.1.y._0000_ 36/o AND TO SIGN MY NAME AND DO ALL THINGS THAT ARE NECESSARY TO THIS APPOINTMENT. JOHN ASA WRIGHT NAME OF CONTRACTOR.) SIGNOURE OF CONTRACTOR. STATE CERT. # CBC 1257462 CONTRACTOR'S STATE REGISTRATION NUMBER.) The foregoing instrument was acknowledged before me this DATE: t' 2—/ , BY: JOHN ASA WRIGHT Who is personally known to me and did not take an oath. STATE OF FLORIDA COUNTY OF ORANGE. NAME: Kimberly Carter My Commission # FF2290 21 CARTF9% I\SSer 7, Xp9 '• r yp o 2Q1,9FN . FF 229021 : Q . dto4Ada ilq ° ,ryAubac;p ao` s REQUEST FOR TUG & PREPOWER AGREEMENT Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: 9- 2' 1 '? Project Name: :1116 iln Project Address: Building Permit #: Electrical Permit # q -7 a (;f RO,ei C c.- 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 thirdparty 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. S. 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 tags. 31. Print Name of Owner/TeMmt gnature of Owner/ t JURISDICTION EMPLOYEE NAME: JURISDICTION: c k Print Name of Gen. CoAnrtor k gnature of Gen. C or 13c./ 2 spy/.2 Gen. Contractor License # Print Name of El. Contractor Signature of El. Contractor F— C (o1DO C--AW El. Contractor License # CALLED INTO: 'o Progress Energy Florida Power and Light on '/ / Rev. 4/20107) REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # 1-1 - 2 3b -1 BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Prepour 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence Address: ELECTRICALaPERMIT Min Max Inspection Description 490 i 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final PLUMBING Min Max Ins ection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT :. -r Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot306ThorrlbrookeDarlingtonAGLN Street: /-/fl V-,d rose &-oi- Builder Name: Taylor M rrison Permit Office: a{t^,y 2 6 4City, State, Zip: FL , 84,y ra-oi Permit Number: eft I Owner: Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types(3137.2 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1375.90 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 240.33 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1481.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1481.00 ft2 6. Conditioned floor area above grade (ft2) 2881 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(391.9 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 327.88 ft2 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 282.8 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 64.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEER:16.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 21.8 HSPF:8.50 SHGC: b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 3.115 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallonsEF: 8. Floor Types (2881.0 sqft.) Insulation Area 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 1401.00 ft2 None c. other (see details) R= 13.00 ft2 15. Credits Pstat Total Proposed Modified Loads: 76.41 Glass/Floor Area: 0.136 F1PASSTotalBaselineLoads: 79.89 1 hereby certify that the plans and specifications covered by Review of the plans and 4-tUE STA4thiscalculationareincompliancewiththeFloridaEnergyspecificationscoveredbythis 0 Code. calculation indicates compliance with the Florida Energy Code. PREPARED BY: Before construction is completed DATE: 7/311.7 this building will be inspected for compliance with Section 553.908 a I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. Cep WIE 14 OWNER/AGENT: 4 BUILDING OFFICIAL: DATE: - DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. 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. 7/3/2017 11:43 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot306ThornbrookeDarlington Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2881 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: Taylor Morrison Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Family Type: Single-family FL , New/Existing: New (From Plans) Comment: CLIMATE V IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL ORLANDO INTL AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Block1 1467 13643.1 2 Block2 1414 12726 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1467 13643.1 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1414 12726 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor ---- ---- 13 ft2 19 0 0 1 2SIab-On-Grade Edge Insulatio 1st Floor 147.4 ft 0 1467 ft2 0.5 0 0.5 3 Floor Over Other Space 2nd Floor ---- ---- 1401 ft2 0 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck PitchV # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1655 ft2 370 ft2 Medium 0.85 N 0.85 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1480 ft2 N N 7/3/2017 11:43 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1st Floor 30 Blown 12 ft2 0.11 Wood 2 Under Attic (Vented) 2nd Floor 30 Blown 1469 ft2 0.11 Wood WALLS Ornt Adjacent T_o Wall_T_ype Space Cavity R-Value Width F- -In Height F_t-In Area Sheathing Framing Solar Below R=Value-Fraction-Absor Grade_/o- 1 N Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 5 6 9 4 51.3 ft2 0 0 0.6 0 3 E Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 4 E Exterior Concrete Block - Int Insul 1st Floor 4.1 54 6 9 4 508.7 ft2 0 0 0.6 0 5 S Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 6 S Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 ft2 0 0 0.6 0 7 W Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 8 W Exterior Concrete Block - Int Insul 1 st Floor 4.1 52 6 9 4 490.0 ft' 0 0 0.6 0 9 NW Exterior Concrete Block - Int Insul 1 st Floor 4.1 4 11 9 4 45.9 ft2 0 0 0.6 0 10 Garage Frame - Wood 1st Floor 13 25 9 9 4 240.3 ft2 0 0.23 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 Wood 1st Floor None 25 2 9 6 8 18.3 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 e 3 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 3 e 4 Vinyl Low-E Double Yes 0.34 0.31 38.9 ft2 1 ft 0 in 11 ft 6 in Drapes/blinds None 4 s 5 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 5 s 5 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 6 s 6 Vinyl Low-E Double Yes 0.34 0.31 58.3 ft2 1 ft 0 in 11 ft 6 in Drapes/blinds None 7 s 6 Vinyl Low-E Double Yes 0.58 0.32 64.0 ft2 11 ft 0 in 0 ft 0 in None None 8 w 7 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 9 w 7 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 10 w 8 Vinyl Low-E Double Yes 0.34 0.31 5.3 ft2 1 ft 0 in 11 ft 6 in Drapes/blinds None 11 w 8 Vinyl Low-E Double Yes 0.34 0.31 12.9 ft2 1 ft 0 in 11 ft 6 in Drapes/blinds None 12 w 8 Vinyl Low-E Double Yes 0.34 0.31 38.9 ft2 1 ft 0 in 11 ft 6 in Drapes/blinds None 13 nw 9 Vinyl Low-E Double Yes 0.34 0.31 22.7 ft2 9 ft 4 in 0 ft 4 in Drapes/blinds None 7/3/2017 11:43 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 ftZ 384 ftZ 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000291 2197.4 120.64 226.87 .2613 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump Split Split HSPF:8.4999 21.8 kBtu/hr 1 HSPF:8.4999 21.8 kBtu/hr 2 sys#1 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit Split Split SEER: 16 25.2 kBtu/hr cfm 0.75 1 SEER: 16 25.2 kBtu/hr cfm 0.75 2 sys#1 sys#2 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ftZ DUCTS V # Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT QN RLF HVAC # Heat Cool 1 2 Attic 6 293.4 ft Attic 6 282.8 ft Attic 2nd Floor 73.35 ft Default Leakage 2nd Floor (Default) (Default) 70.7 ftZ Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 7/3/2017 11:43 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling[ Jan HeatinIX Jan Feb HFeb Mar X Mar l A r I AprMa May Jun rlJun Jul Jul riAu Au rjxl Se [ Sep l Oct Oct Nov Nov Dec X Dec Ventin [ Jan Feb X Mar A r May Jun Jul Aug Se [ Oct X XNov 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 7/ 3/2017 11:43 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) ESTIMATED ENERGY PERFORMANCE INDEX* = 96 The lower the EnergyPerformance Index, the more efficient the home. FL, 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1375.90 ft2 1 c. Frame - Wood, Adjacent R=13.0 240.33 ft2 4 d. N/A R= ft2 No 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=30.0 1481.00 ft2 2881 b. N/A R= ft2 Area c. N/A R= ft2 327.88 ft2 11. Ducts R ft2 a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 282.8 64.00 ft2 12. Cooling systems kBtu/hr Efficiency ft2 a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEER:16.00 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Floor Over Other Space R=0.0 c. other (see details) R= ft2 13. Heating systems a. Electric Heat Pump 3.115 ft. b. Electric Heat Pump 0.312 Area 14. Hot water systems 1467.00 ft2 a. Electric 1401.00 ft2 b. Conservation features 13.00 ft2 None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: 9- 2_-0 Address of New Home: W City/FL Zip: - 3a? kBtu/hr Efficiency 21.8 HSPF:8.50 21.8 HSPF:8.50 Cap: 50 gallons EF: 0.95 Pstat SitE ST 41 eI&W 5 VQO; WF, 4 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. 7/3/2017 11:43 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 Manual S Compliance Report Job: Lot306ThornbrookeDarli... DEL -AIR, Date: 6/4/2014 Raiuta-AM coxmnotmts c'ihU 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Fr9jecj Information For: Taylor Morrison Pooling EquipmqnL Design Conditions Outdoor design DB: 92.5°F Sensible gain: 17704 Btuh Entering coil DB: 76.0°F Outdoor design WB: 76.3°F Latent gain: 2899 Btuh Entering coil WB: 62.91F Indoor design DB: 75.0°F Total gain: 20603 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 19357 Btuh 109% of load Latent capacity: 3231 Btuh 111% of load Total capacity: 22588 Btuh 110% of load SHR: 86% Heating Eq • Design Conditions Outdoor design DB: 41.7°F Heat loss: 18949 Btuh Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASH Entering coil DB: 69.3°F Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22395 Btuh 118% of load Capacity balance: 38 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.0 kW 89% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. C wri htsoft` 2017-Jul-0312:43:00 1, 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 lingtonAGLN\Lot306ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House faces: N DEL / Manual S Compliance Report Job: Lot306ThornbrookeDarli... AIR Date: 6/4/2014 HEATING- AIR COH13MOHMO ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Rrojecj InforMatigng, For: Taylor Morrison Cooling Equipment. ear.. a : Design Conditions Outdoor design DB: 92.50F Sensible gain: 16100 Btuh Entering coil DB: 78.0°F Outdoor design WB: 76.3°F Latent gain: 2943 Btuh Entering coil WB: 63.9'F Indoor design DB: 75.0°F Total gain: 19043 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 17327 Btuh 108% of load Latent capacity: 3450 Btuh 117% of load Total capacity: 20777 Btuh 109% of load SHR: 83% Heating Equipment.. Design Conditions Outdoor design DB: 41.7°F Heat loss: 13624 Btuh Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Entering coil DB: 69.0°F Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230*++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 165% of load Capacity balance: 30 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 3.5 kW 86% of load Temp. rise: 13 OF Meets are all requirements of ACCA Manual S. C wri htsoft* 2017-Jul-0312:43:00 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 2 4C4:1A...lingtonAGLN\Lot306ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House faces: N DEL -AIR Component Constructions Job: Lot306ThornbrookeDarli... P Date: 6/4/2014 w=o amcoxm omte Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM rpr• information For: Taylor Morrison iQl "ign Conditions. Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (IF) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (IF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (IF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area Ll-value Insul R Htg HTM Loss CIg HTM Gain W Btu h/ft'-°F ft'-°F/Btuh Btuh/W Btu Btuh/ft' Btu Walls 12C- Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud 13A- 2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int fnsh Partitions 12C- Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4 wood frm, 16" o.c. stud Windows 2A- 2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/ 8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang ( 5 ft window ht, 1 ft sep.); 6.67 ft head ht 2A- 2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/ 8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang ( 6.3 ft window ht, 11.5 ft sep.); 6.67 ft head ht 2A- 2ovd: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 11 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 2A- 2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/ 8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang ( 3 ft window ht, 1 ft sep.); 6.67 ft head ht n 240 0.091 13.0 2.58 618 2.34 562 e 461 0.091 13.0 2.58 1186 2.34 1079 s 200 0.091 13.0 2.58 515 2.34 469 w 470 0.091 13.0 2.58 1209 2.34 1100 all 1370 0.091 13.0 2.58 3528 2.34 3210 n 51 0.201 0 5.69 292 4.35 223 e 470 0.201 0 5.69 2671 4.35 2044 s 158 0.201 0 5.69 897 4.35 686 w 433 0.201 0 5.69 2462 4.35 1883 nw 24 0.201 0 5.69 134 4.35 102 all 1135 0.201 0 5.69 6455 4.35 4938 222 0.091 13.0 2.58 572 1.44 320 n 30 0.340 0 9.62 289 10.6 317 e 30 0.340 0 9.62 289 30.4 911 s 30 0.340 0 9.62 289 10.8 323 s 40 0.340 0 9.62 385 10.8 431 w 15 0.340 0 9.62 144 30.4 455 all 145 0.340 0 9.62 1395 16.8 2438 e 39 0.340 0 9.62 374 30.4 1180 s 58 0.340 0 9.62 561 12.2 708 w 39 0.340 0 9.62 374 30.4 1180 all 136 0.340 0 9.62 1308 22.6 3067 s 64 0.580 0 16.4 1050 16.8 1078 w 6 0.340 0 9.62 58 30.4 182 wri htsoft2017-Jul- 0312:43:00 9 Right - Suite® Universal 2017 17.0.16 RSU24011 Page 1 lingtonAGLN\Lot306ThornbrookeDarlingtonAGLN. rup Calc = MJ8 House faces: N 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 5 0.340 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.5 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 13 0,340 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (4.2 ft window ht, 11.5 ft sep.); 6.67 ft head ht 10C-v: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, nw 23 0.340 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 9.33 ft overhang (8 ft window ht, 0.33 ft sep.); 6.67 ft head ht Doors 0 9.62 51 30.4 160 0 9.62 125 30.4 393 0 9.62 218 16.0 363 11 DO: Door, wd sc type n 18 0.390 0 Ceilings 1613-30ad:Attic ceiling, asphalt shingles roof mat, r-30 cell ins, 1/2" 1482 0.032 30.0 gypsum board int fnsh Floors 20P-19t: Flr floor, frm flr, 12" thkns, r-19 cav ins, gar ovr 13 0.050 19.0 22A-tpl: Bg floor, light dry soil, on grade depth 147 0.989 0 9C* wrightSOft` Right -Suite® Universal 2017 17.0.16 RSU24011 P. lingtonAGLN\Lot306ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House faces: N 11.0 202 12.0 220 0.91 1342 1.74 2572 1.41 18 0.71 9 28.0 4126 0 0 2017-Jul-03 12:43:00 Page 2 DEL --AIR Component Constructions Job: Lot306ThornbrookeDarli... Date: 6/4/2014 HEA1tt10-AMCOHnrtMM ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Pro'je6t Inlormation For: Taylor Morrison Design Cqnditions Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 28°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft Btu h/ft'-°F ft-F/Btuh Btuh/ft' Btu BtuhW Btu Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 51 0.201 0 5.69 292 4.35 223 board int fnsh e 470 0.201 0 5.69 2671 4.35 2044 s 158 0.201 0 5.69 897 4.35 686 w 433 0.201 0 5.69 2462 4.35 1883 nw 24 0.201 0 5.69 134 4.35 102 all 1135 0.201 0 5.69 6455 4.35 4938 Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft s overhang (6.3 ft window ht, 11.5 ft sep.); 6.67 ft head ht w all 2A-2ovd: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" s gap, 1/8" thk; NFRC rated (SHGC=0.32); 11 It overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.5 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (4.2 ft window ht, 11.5 ft sep.); 6.67 ft head ht 10C-v: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, nw 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 9.33 ft overhang (8 ft window ht, 0.33 ft sep.); 6.67 ft head ht Doors 222 0.091 13.0 2.58 572 1.44 320 39 0.340 0 9.62 374 30.4 1180 58 0.340 0 9.62 561 12.2 708 39 0.340 0 9.62 374 30.4 1180 136 0.340 0 9.62 1308 22.6 3067 64 0.580 0 16.4 1050 16.8 1078 5 0.340 0 9.62 51 30.4 160 13 0.340 0 9.62 125 30.4 393 23 0.340 0 9.62 218 16.0 363 11 DO: Door, wd sc type n 18 0.390 0 11.0 202 12.0 220 C wri htsoft` 2017-Jul-03 12: age 39Right -Suite® Universal 2017 17.0.16 RSU24011 Page 3 C+A...lingtonAGLN\Lot306ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House faces: N Ceilings 16B-30ad:Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" gypsum board int fnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth wrightSOft Right -Suite® Universal 2017 17.0.16 RSU240114C..lingtonAGLN\Lot306ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House faces: 12 0.032 30.0 147 0.989 0 0.91 11 1.74 21 28.0 4126 0 C 2017-J u I-03 12:43:00 Page 4 DEL -AIR Com onent Constructions Job: Lot306ThornbrookeDarli... fDate: 6/4/2014 NiATRtB• Qu1COtl111T10Tmt8 ahu L By: FJF DEL - AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft BtuhV-°F ft-°F/Btuh BtuhM Btu BtuhW Btuh Walls 12C- Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 240 0.091 13.0 2.58 618 2.34 562 fnsh, 2"x4" wood frm, 16" o.c. stud e 461 0.091 13.0 2.58 1186 2.34 1079 s 200 0.091 13.0 2.58 515 2.34 469 w 470 0.091 13.0 2.58 1209 2.34 1100 all 1370 0.091 13.0 2.58 3528 2.34 3210 Partitions none) Windows 2A- 2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 30 0.340 0 9.62 289 10.6 317 1/ 8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft e 30 0.340 0 9.62 289 30.4 911 overhang ( 5 ft window ht, 1 ft sep.); 6.67 ft head ht s 30 0.340 0 9.62 289 10.8 323 s 40 0.340 0 9.62 385 10.8 431 w 15 0.340 0 9.62 144 30.4 455 all 145 0.340 0 9.62 1395 16.8 2438 2A- 2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 6 0.340 0 9.62 58 30.4 182 1/ 8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang ( 3 ft window ht, 1 ft sep.); 6.67 ft head ht Doors none) Ceilings 16B- 30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1469 0.032 30.0 0.91 1331 1.74 2551 gypsum board int fnsh Floors 20P- 19t: Fir floor, frm fir, 12" thkns, r-19 cav ins, gar ovr 13 0.050 19.0 1.41 18 0.71 9 wri htsoft` 2017- Jul-0312:43:00 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 5 lingtonAGLN\ Lot306ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House faces: N Project Summary Job: W306ThornbrookeDarli... DEL -AIR AipGAmcoW mimi8G 1 7 Entire House Date: 6/4/2014 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 2/1/16 JA LS 3/22/16 JA LS 4/4/16 JA LS 6/10/16 JA Design• LS 6/1`/'17 A Orlando Intl AP, FL, USLS7/31 gaajAer: Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 26157 Btuh Structure 24555 Btuh Ducts 6415 Btuh Ducts 9250 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 32573 Btuh Use manufacturer's data y Rate/swing multipplier Equipment load 1.00 Infiltration senslble 33804 Btuh Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 Structure 4164 Btuh Ducts 1677 Btuh Central vent (0 cfm) 0 Btuh Heatin Coolingg Area (ft2) 2889 2881 Equipment latent load 5841 Btuh Volume (ft3) 26929 26929 Air changes/hour 0.41 0.21 Equipment total load 39646 Btuh Equiv. AVF (cfm) 184 94 Req. total capacity at 0.70 SHR 4.0 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a AHRI ref n/a Coil n/a AH R I ref n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. i4Ctz- Page + wrightsoft• Right -Suite® Universal 2017 17.0.16 RSU24011 2017-Jul-03 12:43 ge 1 lingtonAGLN\Lot306ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House faces: N o ect Summary Job: Lot306ThornbrookeDarliPr ... DEL -AIR, ahu 1 Byte: FJF 014 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Pr For: Taylor Morrison Notes: RVSD 2/1/16 JA LS 3/22/16 JA LS 4/4/16 JA LS 6/10/16 JA tCliesign Informatiom. LS 6/14/17 JA LS 7/3YY9aJAer: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Structure 16830 Btuh Ducts 2118 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 18949 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heatingg Coolingg Area (ft2) 1467 1467 Volume (ft3) 13706 13706 Air changes/hour 0.38 0.20 Equiv. AVF (cfm) 87 45 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AH R I ref 10258598 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 38 OF Backup: 8.5 HSPF 21800 Btuh @ 470F 24 OF 840 cfm 0.044 cfm/Btuh 0.30 in H2O Input = 5 kW, Output = 16909 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 15216 Btuh Ducts 2489 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 17704 Btuh Latent Cooling Equipment Load Sizing Structure 2608 Btuh Ducts 291 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 2899 Btuh Equipment total load 20603 Btuh Req. total capacity at 0.75 SHR 2.0 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBA27UHE-024-230'++TDR AH R I ref 10258598 Efficiency 13.5 EER, 16 SEER Sensible cooling 18900 Btuh Latent cooling 6300 Btuh Total cooling 25200 Btuh Actual air flow 840 cfm Air flow factor 0.047 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.86 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. l IItSOft` 2017-Jul-0312:43:00 Wr 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 2 ACCA...lingtonAGLN\Lot306ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House faces: N DC p Project SummaryJob: Lot306ThornbrookeDar1i... EL -AIR Date: 6/4/2014 HEAwo AmCONOmuKifl. ahug By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 2/1/16 JA LS 3/22/16 JA LS 4/4/16 JA LS 6/10/16 JA Zesign hiformation" LS 6/117 A LS 7/311 a er: Orlando Intl AR FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 9327 Btuh Ducts 4297 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 13624 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heatin Cooling Area (ft2) 1411 1414 Volume (ft3) 13223 13223 Air changes/hour 0.44 0.22 Equiv. AVF (cfm) 97 49 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AH R I ref 10258598 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 30 OF 8.5 HSPF 21800 Btuh @ 470F 24 OF 840 cfm 0.062 cfm/Btuh 0.30 in H2O Backup: Input = 3 kW, Output = 11784 Btuh, 100 AFUE Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 9339 Btuh Ducts 6761 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 16100 Btuh Latent Cooling Equipment Load Sizing Structure 1556 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh pone) Equipment latent load 2943 Btuh Equipment total load 19043 Btuh Req. total capacity at 0.75 SHR 1.8 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBA27UHE-024-230'++TDR AHRI ref 10258598 Efficiency 13.5 EER, 16 SEER Sensible cooling 18900 Btuh Latent cooling 6300 Btuh Total cooling 25200 Btuh Actual air flow 840 cfm Air flow factor 0.052 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.85 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wr'19 htsoft` 2017-Jul-0312:43:00 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 3 lingtonAGLN\Lot306ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House faces: N DEL --AIR irtmme • M Right-M Worksheet Entire House DEL -AIR HEATING & AIR CPNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot306ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name Entire House ahu 1 2 Exposed wall 316.4 it 147.4 it 3 Room height 9.2 it 9.3 it 4 Room dimensions 5 Room area 2938.3 ft2 1469.0 it2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-0F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V/ 12C-0sw ' 0.091 n-' 2.58 2.34 270 240 616 562 0 0 0 0 G 2A-2ov - _ 0.340 n 9.62 10.58 30 0 289 317 0 0, 0 0 W 13A-2ocs 0.201 n 5.69 4.35 51 51 292 223 51 51 292 223 12C-Osw 0.091' a 2.58 2.34 491 461 1186 1070 0 0 0 0 1 1 G 2A-2ov 0.340 a 9.62 30.36 30 0 289 911 0 0 0 0 Vt1 13A-2ocs 0.201 a 5.69 4.35 508 470 2671 2044 508 470 2671 2044 G 2A-2ov 0.340 a 9.62 30.36 39 0 374 1180 39 0 374 1180 W 12C-Osw 0.091 s 2.58 2.34 270 200 515 469 0 0 0 0 2A-2ov 0.340 s 9.62 10.77 30 53 289 323 0 0 0 0 2B-2fv .._ w_ _ 0.340 s_ 9.62 A 0:77 40 70. 385 431; 0 0 0 0 13A-20cs 0.201 s 5.69 4.35 280 158 897 686 280 158 897 686 2A-20v 0.340 s 9.62 12.15 58 0 561 708 58 0 561 708 2A-2ovd 0.580 s 16.41 16.85 64 128 1050 1078 64 128 1050 1078 j 12C-Osw 0.091 w 2.58 2.34 491 470 1209 1100 0 0 0 0 j- 2A-2ov 0.340 w 9.62 30.36 6 0 58 182 0 0 0 0 G 2A-2ov_,._ 0.340 w 9.62 30.36 15,__ 0 144 455 0 0 0 0 13A-2ocs 0.201 w 5.69 4.35 490 433 2462 1883 490 433 2462 1883 T---G 2A-2ov 0.340 w 9.62 30.36 5 0 51 160 5 0 51 160 2A-2ov 0.340 w 9.62 30.36 13 0 125 393 13 0 125 393 2A-2ov 0.340 w 9.62 30.36 39 0 374 1180_ 39 0 374 1180 W 13A-26cs 0.201 nw 5.69 4.35 46 24 134 102 46 24 134 102 ILa 1OC-v 0.340 nw 9.62 16.02 23 0 218 363 23 0 218 363 P 12C-Osw 0.091 2.58 1.44 240 222 572 320 240 222 572 320 11DO 0.390 n 11.04 11.99 18 18 202 220 18 18 202 220 C 1613-30ad 0.032 0.91 1.74 1482 1482 1342 2572 12 12 11 21 F 20P-19t 0.050 1.41 0.71 13 13 18 9 0 0 0 0 F,, 22A-tpl 0.989 27.99 0.00 1469 147 4126 0. 1469 147 4126 0 6 c) AED excursion 01 0 Envelope loss/gain 20448 18952 14119 10562 12 a) Infiltration 5709 1808 2711 859 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 6 1380 Appliances/other 2415 2415 Subtotal (lines 6 to 13) 26157 24555 16830 15216 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 26157 24555 16830 15216 15 Duct loads 25% 380/6 6415 9250 13% 16% 2118 2489 Total room load 32573 33804 18949 17704 Air required (cfm) 1680 1680 840 1 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4G A wrightsoft" Right -Suite® Universal 2017 17.0.16 RSU24011 2017-Jul-03 1Page0 lingtonAGLN\Lot306ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House faces: N DEL -AIR Right-JO Worksheet ffffMG.=CMMffMM Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot306ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name ahu 2 2 Exposed wall 169.0 it 3 Room height 9.0 it 4 Room dimensions 5 Room area 1469.3 ft2 Ty Construction U-value Or HTM Area (it2) Load Area Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V+l 12C-Osw_ 0.091 n 2.58 2.34 270 240 818 562 G 2A-2ov 0.340 n 9.62 10.58 30 0 289 31.7 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 W 12C-Osw 0.091 a 2.58 2.34 491 461 1186 1079 11 2A-2ov _ _ 0.340 e. 9.62, 30.36 30 0 289 911 W 13A-20cs 0.201 a 5.69 4.35 0 0 0 0 6 2A-2ov 0.340 9.62 30.36 0 0 0 0 0.091 e s 2.58 2.34 270 200 515 469 2A-2ov 0.340 s 9.62 10.77 30 53 289 323Ll12C- Osw 213-2fv 0.340 s 9.62._ 10.77 40 70 385 431 IV-- G 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 G 2A-2ovd 0.580 s 16.41 16.85 0 0 0 0 12C-Osw 0.091 w 2.58 2.34 491 470 1209 1100 2A-2ov 0.340 w 9.62 30.36 6 0 58 182 2A-2ov _ 0.340 w ._ 9.62 30.36 15_ 0 144 455 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 VL__(13A-20cs 0.201 nw 5.69 4.35 0 0 0 0 10C-v . _ _ _ 0.340 nw_ 9.62 16.02 0 0 0 0 P 12C-Osw 0.091 2.58 1.44 0 0 0 0 11DO 0.390 n 11.04 11.99 0 0 0 0 C 1613-30ad 0.032 0.91 1.74 1469 1469 1331 2551 F 20P-19t 0.050 1.41 0.71 13 13 18 9 F 22A-tpl 0.989 27.99 0.00 0 0 0 0 6 c) AED excursion 0 Envelope loss/gain 6330 8390 12 a) Infiltration 2998 949 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 1 9327 9339 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 9327 9339 15 Duct loads 46% 72% 4297 6761 Total room load 13624 16100 Air required (cfm) 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrigF7t50ft" 2017-Jul-03 1 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 2 lingtonAGLN\Lot306ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House faces: N DEL-AIR Right-J® Worksheet a-=cmmffmmahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot306ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name ahu 1 mstr rm 2 Exposed wall 147.4 it 42.0 it 3 Room height 9.3 it 9.3 ft heat/cool 4 Room dimensions 17.0 x 15.5 it 5 Room area 1469.0 tt2 263.5 ftz Ty Construction U-value Or HTM Area (ft2) Load Area (tt2) Load number 13tuh/ft2_0F) Btuh/ftz) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat TC001 Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V)J 12C-Osw 0.091 6 0.06 6.66 0 0 0 0 0- 6 6 0 G 2A-2ov _- 0.340 n 0.00 0.00 0 0 0 0 0 0. 0 0 W 13A-2ocs 0.201 n 5.69 4.35 51 51 292 223 0 0 0 0 y/ 12C-0sw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 11 LG, 2A-2ov _ 0.340 e 0.00 0.00 0 0 0 0 0 0 0- 0 13A-20cs 0.201 a 5.69 4.35 508 470 2671 2044 89 89 504 386 2A-2ov _ 0.340 e 962... 30.36 39 0 374 1180 0 0 0 0 12C-Osw 0.091 s 0.00 0.00 6 0 0 0 0 0 0 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 28-21v - 0.340 s :, 0.00 0.00 0, 0 0 0 0 0. 0 0 Vh13A-2ocs 0.201 s 5.69 4.35 280 158 897 686 145 86 491 376 2A-2ov 0.340 s 9.62 12.15 58 0 561 708 58 0 561 708 2A-2ovd 0.580 s 16.41 16.85 64 128 1050 1078 0 0 0 0 Vf/ 12C-0sw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 I-GG 2A-2ov _ _ 0.340 w , 0.00. 0.00 0 0 0 0 0 0.., 0 0, 13A-2ocs 0.201 w 5.69 4.35 490 433 2462 1883 159 159 902 690 2A-2ov 0.340 w 9.62 30.36 5 0 51 160 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 13 0 125 393 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 39 0 374 1180 0 0 0 0 13A-2ocs 0.201 nw 5.69 4.35 46 24 134 102 0 0 0 0 10C-v 0.340 nw. 9.62 16.02 23 0 218 363 0 0 0 0 P 12C-Osw 0.091 2.58 1.44 240 222 572 320 0 0 0 0 11DO 0.390 n 11.04 11.99 18 18 202 220 0 0 0 0 C 166-30ad _ . 0.032 0.91- 1.74, 12 12 11 21 0 0 0 0 F 20P-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F_ 22A-tpl 0.989 27.99 0.00 1469 147 4126 0 264 42 1176 0. 6 c) AED excursion 0 190 Envelope loss/gain 14119 10562 3634 1970 12 a) Infiltration 2711 859 772 245 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 ' 6 1380 1 230 Appliances/other 2415 600 Subtotal (lines 6 to 13) 16830 15216 4406 3045 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 16830 15216 4406 3045 15 Duct loads 13 % 16% 2118 2489 10 % 10 % 441 304 Total room load 18949 17704 1 4847 3349 Air required (cfm) 840 840 215 159 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C= wrilghtsoft" Right -Suite® Universal 2017 17.0.16 RSU24011 2017-Jul-03 1 :43:00 3 lingtonAGLN\Lot306ThornbrookeDarlinglonAGLN.rup Calc = MJ8 House faces: N 9 DEL --AIR Right-JO Worksheet M COMMM ahu 1 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277111 PPhhNDloCONDITIONING 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot306ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name mstr bth mstr wic 2 Exposed wall 12.0 it 0 it 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 Room dimensions 12.0 x 8.0 it 6.5 x 7.5 it 5 Room area 96.0 f12 48.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (it2) Load number Btuh/ft2-'F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V+/ L- 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 n 0.00 0.00 0, 0 0 0 0 0_ 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 12C-Osw` 0.091 a 0.00 0.00 0 0 0 0 0 0 0' 0 11 L_G 2A-2ov- _ 0.340 e 0.00 0.00 0 0 0 0 0 0_ 0 0 13A-2ocs 0.201 e 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov _ 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 12C-0sw 0.091 s 0.00 0.00 0 0 0 0 0 6 0 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2B-2fv 0.340 s 0.00, 0.00 0 0 0 0- 0 0 0 0 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 16.41 16.85 0 0 0 0 0 0 0 0 V)1 12C-Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov-_- 0.340 w 0.00, 0.00 0 0 0 0 0. 0 0- 0 13A-2ocs 0.201 w 5.69 4.35 112 112 637 487 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 W 13A-2ocs^ 0.201 nw 5.69 4.35 0 0 0 0 0 0 0 0 0 10C-v- 0.340 nw 9.62 16.02 0 0 0 0 0 0 0 0 PI - L-U 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 166-30ad, 0.032 0.91 1.74 0 0 0 0 0 0.. 0 0 F 20P-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 96 12 336 0 49 0 0 0 6 c) AED excursion 62 1 Envelope loss/gain 973 425 0 1 12 a) Infiltration 221 70 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 5 Subtotal (lines 6 to 13) 1193 495 0 4 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1193 495 0 4 15 Duct loads 100% 100% 119 50 100/0 10% 0 0 Total room load 1313 545 0 5 Air required (cfm) 58 26 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft" 2017-Jul-03 12:43:00 Right -Suite@ Universal 2017 17.0.16 RSU24011 Page 4 lingtonAGLN\Lot306ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House faces: N DEL-AIR Right-JO Worksheet HE"= -AM ahu 1 DEL -AIR HEATING & AIR CPNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot306ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name mstr we den 2 Exposed wall 0 it 10.5 it 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 5 Room dimensions Room area 5.5 x 3.5 it 19.3 ft2 10.5 x 11.5 it 120.8 ft2 Ty Construction U-value Or HTM Area (f12) Load Area (it2) Load number Btuh/ft2-'F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 UfJ ._ 12C-Osw v 0.091 n 0.00 0.00 0 0 0_ 0 0- 0_ 0 0 L-C 2A-2ov _ _ 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 W 12C-0sw 0.091 a 0.00 0.00 0 0 0 0 6 0 0 0 11 I _ ,G. 2A-2ov 0.340... e 0.OQ 0.00 0 0 0 0. 0, 0 0 0 U 13A-20cs 0.201 e, 5.69 4.35 0 0 0 0 0 0 0 0 t-G. 2A-2ov 0.340 a 9.62 30.36 0_ 0_ 0 0_ 0 0 0 0 12C-Osw 0.091 s' 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2B-2fv 0.340 s. 0.00 0.00 0 0 0 0 0, 0 0 0 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 16.41 16.85 0 0 0 0 0 0 0 0 W 12C-Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov _, .. 0.340 w . O.OQ 0.00 0 0 0 0 0 0 0 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 98 59 336 257 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 39 0 374 1180 W 13A-2ocs 0.201 nw 5.69 4.35 0 0 0 0 0 0 0 0 t OC-v _ _ 0.340 nw 9.62, 16.02 0 0 0 0 0 0 0 0. PIL-D 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16121-30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 2OP-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F_ 22A-tpl _ 0.989 27.99 0.00 19 0 0 6 121 11 294 0 6 c) AED excursion 1 452 Envelope loss/gain 0 1 1004 1889 12 a) Infiltration 0 0 193 61 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 0 Subtotal (lines 6 to 13) 0 4 1197 1950 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 4 1197 1950 15 Duct loads 1 10% 10%1 0 0 10% 10% 1201 195 Total room load 0 5 1317 2145 Air required (cfm) 0 0 58 102 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. i4C= wrightsoft" 2017-Jul-0312:43:00 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 5 lingtonAGLN\Lot306ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House faces: N DEL --AIR NUB • M COMMM M8 Right-M Worksheet ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot306ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name util pwdr 2 Exposed wall 6.5 It 12.0 It 3 Room height 9.3 ft heat/cool 9.3 ft heat/cool 4 Room dimensions 6.5 x 6.5 It 6.5 x 6.5 ft 5 Room area 42.3 ft2 42.3 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 T 12C-Osw 0.091 n 0.0b 0.00 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 n 0.00 O.OQ 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 51 51 292 223 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 11 G 2A-2ov __.... _ 0.340 e 0.00. 0.00--,.- 0 0 0 0 w0 0 0 0 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 WB--2fv 0.940, s 0.00, 0.00 0 0 0 0 0 0 0 m 0 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 16.41 16.85 0 0 0 0 0 0 0 0 12C-Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov._._ 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 13A-2ocs 0.201 w 5.69 4.35 61 48 271 208 61 55 315 241 1-=G 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 5 0 51 160 2A-2ov 0.340 w 9.62 30.36 13 0 125 393 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 VI1 13A-2ocs 0.201 nw 5.69 4.35 0 0 0 0 0 0 0 0 t OC-v- _ 0.340 nw_, 9.62 16.02 0 0 0 0 0 0-- 0 0 P 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 0 0 0 0 0 0_ 0 0 F 20P-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F- 22A-tpl 0.989 27.99, 0.00 42 7 182 0 42 12 336 0 6 c) AED excursion 691 7 Envelope loss/gain 578 669 993 631 12 a) Infiltration 120 38 221 70 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 600 0 Subtotal (lines 6 to 13) 697 1307 1214 701 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 697 1307 1214 701 15 Duct loads 100/0 100/0 70 131 10 % 10 % 121 70 Total room load 767 1438 1336 771 Air required (cfm) 34 68 59 37 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4C4 wrightsoft" 2017-Jul-0312:43:00 A Right-Suite®Universal 2017 17.0.16 RSU24011 Page 6 lingtonAGLN\Lot306ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House faces: N DEL-AIR Right-JO Worksheet NXMM-=CONNIrimm ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot306ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name family rm dining rm 2 Exposed wall 35.0 ft 10.0 ft 3 Room height 9.3 ft heat/cool 9.3 ft heat/cool 4 Room dimensions 20.5 x 14.5 ft 1.0 x 210.0 It 5 Room area 297.3 ft2 210.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2--F) BtuhHt2) or perimeter (ft) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 U J .. 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0 O 0, 0 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0_ 0_ 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 VL/ 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 1 1 2A-2ov, .- .-. 0.340 e. 0.00 0.00,_ 0, 0 0 0 0 0. 0 0 13A-2ocs 0.201 a 5.69 4.35 191 191 1088 832 93 54 310 237 2A-2ov _ 0.340 a 9.62 30.36 0 0 0 0 39 0 374 1180 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 T---G 2B-2fv _ 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 13A-2ocs 0.201 s 5.69 4.35, 135 71 405 310 0 0 0 0 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 16.41 16.85 64 64 1050 1078 0 0 0 0 12C-Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0T 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov__. 0.340 w 0.00; 0.00 0 0 0 0 0 0. 0 0, 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0_ 0 0 0 0 W 13A-2ocs 0.201 nw, 5.69 4.35 0 0 0 0 0 0 0 0 G, 1 OC-v . _. __ 0.340 nw 9.62 16.02 0 0 0 0 0-, 0 0 0 PIL-D 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 166-30ad 0.032 0.91 1.74 0 0 0 0 0 0, 0 0 F 20P-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 297 35 980 0 210 10 280, 0 6 c) AED excursion 371 218 Envelope loss/gain 3524 1850 963 1634 12 a) Infiltration 644 204 184 58 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 4 920 1 230 Appliances/other 0 0 Subtotal (lines 6 to 13) 4167 2974 1147 1922 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 4167 2974 1147 1922 15 Duct loads 10% 10% 417 297 10% 10 % 115 192 Total room load 4584 3271 1262 2115 Air required (cfm) 203 155 56 100 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4 A-- Wrightsoft" 2017-Jul-0312:43:00 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 7 lingtonAGLN\Lot306ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House faces: N DEL --AIR NU=r • atn CCKMT olglps Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot306ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name pantry kitchen 2 Exposed wall 0 ft 19.4 ft 3 Room height 9.3 It heat/cool 9.3 1t heat/cool 4 5 Room dimensions Room area 6.0 x 3.5 ft 21.0 ft2 1.0 x 308.0 It 308.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft? °F) Btuh/ftz) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vt1 -_ 12C-0sw .... .. 0.091- n 0.00 0.00 0 0 0 6 0, 0 0 0. C 2A-2ov .- 0.340 n 0.00 0.00 0 0 0 0 0 0 0 Q W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 W 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 11 G 2A-2ov_ _- . 0.340 e ._ 0.OQ 0.00 0 0 0.. 0 0. 0 0 0 13A-2ocs 0.201 e 5.69 4.35 0 0 0 0 135 135 770 589 2A-2ov 12C-Osw 0.340 0.091 a s 9.62 0.00 30.36 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 GG 213-2fv _ 0.340 s. 0.00 0.00 0 0 0 0 0 0 0 0. 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A-20v 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 16.41 16.85 0 0 0 0 0 0 0 0 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 T 12C-Osw 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov-,_ ._ . 0.340 w _ 0.00 0.00 0 0 0 0 0 0 0 0 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 V/ 13A-2ocs 0.201 nw 5.69 4.35 0 0 0 0 46 24 134 102 1 OC-v, .._ .. 0.340 nw 9.62. 16.02 0 0 0- 10 23 0 218 363. PIL-D 12C-Osw 0.091 2.58 1.44 0 0 0 0 240 222 572 320 11 DO 0.390 11.04 11.99 0 0 0 0 18 18 202 220 C 166-30ad 0.032 n 0.91 1.74 0 0 0 0 12 12 11 21 F 20P-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F_ ' 22A-tpl 0.989 27.99,_ 0.00 21 0 0 Q 308 19 543 0 6 c) AED excursion 1 121 Envelope loss/gain 0 1 2450 1494 12 a) Infiltration 0 0 358 113 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 1200 Subtotal (lines 6 to 13) 1 0 4 2808 2808 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 4 2808 2808 15 Duct loads 10% 10% 0 0 26% 44% 716 1248 Total room load 0 5 3524 4055 Air required (cfm) 01 0 156 192 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A Wrlgf1t50ft" 2017-Jul-03 1 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 8 lingtonAGLN\Lot306ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House faces: N DEL --AIR. ammo • W cormr MM Right-JO Worksheet ahu 2 DEL -AIR HEATING & AIR CPNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot306ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name ahu 2 rm 2 2 Exposed wall 169.0 ft 39.5 ft 3 Room height 9.0 ft 9.0 ft heat/cool 4 Room dimensions 14.5 x 15.5 ft 5 Room area 1469.3 fl2 224.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (it2) Load number Btuh/tt? °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V' 12GOsw 0.091 n 2.66 2.34 270 240 618 562 0 0 0 0I_ G 2A-2ov _,__, 0.340 n 9.62 10.58 30 0 289 317 0 0 0 0 W 13A-20cs _ 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 y/ 12C-Osw 0.091 a 2.58 2.34 491 461 1186 1079 86 86 220 200 11 t _ G 2A-2ov -_ 0.340 a 9.62 30.36 30 0 289 911 0 0 0 0 Vt/ 13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 L_G 2A 2ov 0.340 e 0.00. 0.00 0 0 0 0 0_ 0 0 0 j 12C-Osw 0.091 s 2.58 2.34 270 200 515 469 140 110' 282 257 G 2A 2ov 0.340 s 9.62' 10.77 30 53 289 323 30 26 289 323 2B-2fv _ , _ . 0.340 s 9.62 1- 10.77 40 70 385 431 0 0 0 0. 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-20v 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 0.00 0.00 0 0 0 0 0 0 0 0 0.091 w 2.58 2.34 491 470 1209 1100 131 131 336 306T12C-Osw 2A-2ov 0.340 w 9.62 30.36 6 0 58 182 0 0 0 0 2A-2ov..,_.._ ..._ 0.340 w . 9.62. 30.36 15 Q 144.._ 455 0 Q 0 0 UUU JJJ 13A-2ocs 0.201 w 0.00 0.00 0 0 6 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 nw 0.00 0.00 0 0 0 0 0 0 0 0 I- G 10C-v 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 0 P 12C-Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C _ ._ _ 161330ad, w _. ... 0.032 0.91. 1.74 1469 1469 133E 2551 225 225 204 390 F 20P-19t 0.050 1.41 0.71 13 13 18 9 0 0 0 0 F 22A-tpl _ 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 0 95 Envelope loss/gain 6330 8390 1330 1381 12 a) Infiltration 2998 949 701 222 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 9327 9339 2031 1603 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 9327 9339 2031 1603 15 Duct loads 46% 72% 4297 6761 460% 72% 936 1160 Total room load 13624 16100 2967 2763 Air required (cim) 840 840 183 144 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wright50ft" Right -Suite® Universal 2017 17.0.16 RSU24011 2017-Jul-03 12:43:00 qC" j Page 9 lingtonAGLN\ Lot306ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House faces: N DEL -AIR ewe- M cormrnoxmo Right-M Worksheet ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot306ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name bth 2 bth 3 2 Exposed wall 9.0 It 11.5 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 9.0 x 6.0 ft 11.5 x 6.0 ft 5 Room area 54.0 ft2 69.0 ft' Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ftz °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat TCool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw ' 0.091 h w 2.58 2 34 0 6 0 0 0 6_ 0 O G 2A2ov___.'_ 0.340_ n......__9.62,.._ 1058. 0.., 0 0. 0 0._._ 0,... 0,._ 0 W 13A-2ocs 0.201 0 091 n e : 0.00 2i58 0.00 2.34 0 6 0 0 0 0 0 0 0 6 0 0 0 0 0 0 11 2A 2oy_,_.. ... 0:340, e_:_..__ 9,.62: 30,36. 0 0. 0 0, 0 0: 0 0. 13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-20v 12C-0sw- W, 0.340 0.091 a s' 0.00 2 58 0.00 2.34 0 0 0 0 0 0 0 0 0 0 0 0: 0 0 0 0 G 2A 2ov 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 G. 2B 2(u_.__ _ , .®a _ .. 13A-2ocs 0:340 0.201 s_ s 9 6$ 0.00 10.77 0.00 0 0 v 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 V J G 2A-2ovd 12C Osw 2A 2ov 0.580 0.091 0.340 s w w 0.00 2.58 9.62 0.00 2.84 30.36 0 81 6 0 75 0 0 193 58 0 176 182 0 104 0 0 104 0 0 267 0 0 243 0 13A-2ocs 0.340.,.,w_:. 0.201 w 9.62;,__30.36-,._ 0.00 0.00 0_._____0__..._,...0___,._.a.0 0 0 0 0 W.a_0.._... 0 0.-_ 0 0.__._,_..0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 2A-2ov 0.340 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A 2ocs 0.201 nw 0.00 0.00 0 0 0 0 0 0 0 0 10C.v... __ __. _... 0.340 nw ; 0.00 0.00 0 0 0 0 0 0 0, 0 P 12C-Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C e. 166 30ad` m 0.032 w : 0,91, 1'74 54 54 49 94 69 69 62. 120 F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F_ . ` . 22A tpl' _ .. 0.989 0.00 0:00 0 0 LL ._ 0 m> ._ _ 0 0 0 0 0: 6 c) AED excursion 61 32 Envelope loss/gain 300 513 329 330 12 a) Infiltration 160 51 204 65 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 459 563 533 394 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 1 0 0 14 Subtotal 459 563 533 394 15 Duct loads 46% 72% 212 408 46% 72% 246 286 Total room load 671 971 779 680 Air required (cfm) 41 511 148 35 Calculations armroved by ACCA to meet all requirements of Manual J 8th Ed Wr®gI7t50Ft" 2017-Jul-0312:43:00 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 10 lingtonAGLN\Lot306ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House laces: N DEL -AIR Right-JO Worksheet ahu 2 DEL -AIR HEATING & AIR CPNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot306ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name rm 4 rm 3 wic 2 3 Exposed wall Room height 28.0 ft 9.0 ft heat/cool 7.0 ft 9.0 ft heat/cool 4 5 Room dimensions Room area 14.0 x 14.0 ft 196.0 ft2 9.5 x 5.0 It 47.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2 °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat TC001 Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 1 1 Val G, W h ..G 12C Osw 2A toy _. - , _ .... a _.._.m. 13A-2ocs 12C Osw`... 2A 2ov,._ _ 6. 91 0.340, 0.201 0 091 0.340 n " n , n e _ e,,, 2 58l a 9 62 0.00 2 58 9 62; 2 34' 10 58 0.00 2.34 30.36 126 n _.._. _ ,15 0 0 0 111 w_..0 0 p Q 286 144 0 0 0 260 159 0 0 0 45 n0 0 6 0 45 a.... _ Q:. 0 0 0 116 0 0 0 a__, .__. 0. 0 0 T_G. 13A-2ocs 2A 2ov 12C Osw ..„ 0.201 0 340 0.091 e e s 0.00 0.00 2.58i 0.00 0.00 2 34 0 0 0 0 0 0' 0 0 0 0 0 O 0 t - 0 rr p' 0 0 0 0 0 0 0 0 0 G 2A 2ov 0.340 s s..a_ 9.62 9.62: 10.77 10.77:._v 0 M.:O 0 v_.0_r 0 0._ 0 0 0 0,._._,_.. 0 0 0 0. 0 0 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 2A-2ovd 0.340 0.580 s s 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C-Osw`._ ... _ 2A 2ov 0.091 0340 w w 2.58 9.62 2.34 30.36 126 0 111 0 286 0 260 0 18 0 18 0 46,. 0 42 0 2A_2og_._ _ _. 13A-2ocs 2A-2ov 0.340 0.201 0.340 W w w 9.62..__- 0.00 0.00 30.36 0.00 0.00 15 0 0 0 0 0 t44 0 0 455 0 0 0: 0 0 0 0 0 0...__ 0 0 8' 0 0 j 2A-2ov 2A 2ov 13A 2ocs ,. 0.340 0.340 0.201 w w nw'' 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 01 0 0 0 0 0 M. -- 0 0 0 0 0 0 0 0 0 0 G P 0C_v _,_._. a._. .. 12C-Osw 0.340 0.091 nw, 0.00.__1110.00__ 0.00 0.00 0 0 w.-.-__ 0 0 0 0 0 0.,___.,___0'-..__ 0 0 0: 0 0 0 C-.._w. 11 DO - 16B 30ad-_'.._ _. - ..., 0.390 0.032 n, 0.00 0.91 0.00 1.74: 0 M 196 0 196 0 1.77 0 w 340 0_ 48, 0 48: 0 0 82 F 20P-19t 0.050 1.41 0.71 0 0 0 0 11 11 43 16 8 22A tpl _ _ -.. 0.989 000, 0.00 0 0 0 0 0 0 0 0. 6 c) AED excursion 81 21 Envelope loss/gain 1038 1556 221 217 12 a) Infiltration 497 157 124 39 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1535 1713 345 256 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1535 1713 345 256 15 Duct loads 46 % 72% 707 1240 46 % 72% 159 186 Total room load 2242 2954 504 442 Air required (cfm) 138 154 31 23 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wright50ft- Right-Suiteg Universal 2017 17.0.16 RSU24011 2017-Jul-03 1P2 933:00 lingtonAGLN\Lot306ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House faces: N nm Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot306ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name rm 3 loft 2 Exposed wall 24.0 ft 11.5 ft 3 Room height 9.0 ft heat/cool 9.0 it heat/cool 4 5 Room dimensions Room area 13.0 x 11.0 It 143.0 ft2 11.5 x 11.0 It 126.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ftz °F) Btuh/it2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat7 Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 0.091 2.58. 2 34.,_.. 99 8-4 216..._ 197 m0. 0 6 0, M_, 2A.2ov: ,_ _ ,._ _...._ 0.340 wu n; 9.62, 1058 15 0....._.159 0 0 0. 0: W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 W 12C-Om b V - 0.091 a 2.58' µ2.34 117 117 Y 301 274 04 74 180 Y 172' 11 G„2A2ov__.._ 0.340. 0 0.__ 0 3Q_ 0 289 911 13A- 2ocs 2A- 2ov 12C Osw 0. 201 0. 340 0. 091' a a su 0. 00 0. 00 2. 58 0. 00 0. 00 2. 34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 W 0 0 0 0 2A 2ov 2B 2fy. - .._ _ _ ., 0. 340 0. 340 s s ,- 9. 62 uw, . 9.62 10. 77 10. 7„7, 0 0 0 0 0 0 0 0 0 m..__ _. 0 0 0 0 0 : 0 13A- 2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ovd 0.580 s 0.00 0.00 0 0 0 0 0 0 0 0 v 12C Osw "_.. 0.091 w.. 2.58 F 2,34 0 0, 0 0 0 0 0 0 l-- G 2A 2ov - 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 I 2A2ov__.....__.__._. 0340 w,,.._ 9,62_.__3036._,._.__.ega__w 0_._.._.._.._.,0._.__..®_0i_.,__..,_..0.. 0 0, 0. 13A- 2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 LAC2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 13A 2ocs . _ 0.201 nw ` 0.00 0.00 0 0 0 0 0 0 0 0 G 1 OC,v.. _.-. - _ ... 0.340 nw 0.00; 0.00 0 0 0 0 0 0 0 00. P 12C-Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 L- D 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C ... _ 16B-30ad. 0.032 0,91; 1.74 143 143 130 248 v...._. , 127 127 115 220 F 20P-19t 0.050 1.41 0.71 1 1 2 1 0 0 0 0 F. 22A tpl .. 0.989. 0:00 0.00 0 0 0 6 0 0 0 6 c) AED excursion 77 223 Envelope loss/gain 793 802 593 1525 12 a) Infiltration 426 135 204 65 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 1219 937 796 1590 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1219 937 796 1590 15 Duct loads 46% 720% 561 678 469/6 720/6 367 1151 Total room load 1780 1615 1163 2741 Air required (cfm) 110 84 72 143 Calculations aooroved by ACCA to meet all reouirements of Manual J 8th Ed 4G= wrightsof[` 2017-Jul-0312:43:00 Right - Suite® Universal 2017 17.0.16 RSU24011 Page 12 lingtonAGLN\ Lot306ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House faces: N DEL --AIR Right-JO Worksheet r¢arnrs'=CWMnXN= ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW,DEL-AIR.COM Job: Lot306ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area bonus rm 35.0 It 9.0 It heat/cool 20.5 x 14.5 It 297.3 ft2 stairs 3.5 it 9.0 It heat/cool 1.0 x 311.3 It 311.3 ft2 Ty Construction number U-value Btuh/ft2-°F) Or HTM Btuh/ft2) Area (ft2) or perimeter (ft) Load Btuh) Area (ft2) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 G; W V) L-C V G 12C Osw 2A 2ov_ _. .. 13A-2ocs 12C-0sw _ A,2ov___.__ .__ . _. 13A-2ocs 2A-2ov _ _ 12C Osw 0 091 0:340 0.201 0.091 0.340 0.201 0.340 0 091 n' n.. ; n a e._ a e, 6 2 581 9 62, 0.00 2.58 9 62:.__30 0.00 0.00 2.58 2.34 10.58 0.00 2.34 36. 0.00 v 0.00 2:34 0 0 0 185 0 0 w 0 131 0 0 0 j 85 0 0 r___ 0 91 0 0 0 475 R 0 0 233 0 0 0 432 0 0 212 0 w0 0 0 0 0 0 O 0 w. 0 0 0 0 0 0 0 0...0: 0 0, 0: 0 0 0.... 0 0: 0, 0 0 0 2A-2ov 28-2fv _,__,. , _. _ 13A-2ocs 2A-2ov 2A-2ovd 0.340 0,340 0.201 0.340 0.580 s s,_, s s s 9.62, 9.62 0.00 0.00 0.00 10 77 j0.77 0.00 0.00 0.00 0 40 0 0 0 0 35 0 0 0 0 385 0 0 0 0 431 0 0 0 0 v...._ 0 0 0 0 0 0 0 0 0 0 Q. 0 0 0 0 o 0 0 0 12C-0sw 2A-2ov 2A-20v 13A-2ocs 2A-2ov 0'091 0.340 0:340- 0.201 0.340 vJ w W_ w w 2:58 9.62 9t62._e 0.00 0.00 2.34' 30.36 30.36 0.00 0.00 6' 0 v_.__0 0 0 M ' 0 0 0 0 0 0 0 u_._ Q 0 0 0 0' 0 0 0 32 0 0._.. 0 0 32 0 0 0 0 81 0 0.__-... 0 0 74 0 0 0 C PI - L-D C _ ._ . F 2A-2ov 2A 2ov 13A 2ocs. 10C v _,,,_. _._. __ 12C-Osw 11 DO _ 16B-30ad _. _,...., .m .... 20P-19t 0.340 0.340 0.201 0.340 0.091 0.390 0.032 0.050 w w nw nw_'.__... n 0.00 0.00 0.00 0.00 0.00 0.00 0.91; 1.41 0.00 0.00 0.00 0.00 0.00 0.00 1; 74 0.71 0 0 6 0 0 0 297 0 0 0 0 0 0 0 u 297 0 0 0 0 0 0 0 269, 0 0 0 0 A. 0 0 516 0 0 0 0 e.0. 0 0 311 0 0 0 0 0..... 0 0 311 0 0 0 0. 0.... 0 0 282 0 0 0 0 0 0 0 540 0 F _. .22A-tpl 0.989. 0.00 0:00 0 0 0 0 r. 0 0 0 0, 6 c) AED excursion 91 48 Envelope loss/gain 1362 1500 363 566 12 a) Infiltration 621 197 62 20 b) Room ventilation 0 01 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1983 1697 425 586 Less external load 0 0 0 0 14 Less transfer Redistribution Subtotal 0 0 1983 0 0 1697 0 0 425 0 0 586 151 Duct loads 46 % 720% 914 1229 46 % 721% 196 424 Total room load Air required (cfm) 2897 179 2926 153 621 38153 1010 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed wright50ft" 2017-Jul-03 12:43:00 AC A Right -Suite® Universal 2017 17.0.16 RSU24011 Page 13 lingtonAGLN\Lot306ThornbrookeDarlingionAGLN.rup Calc = MJ8 House faces: N For: Taylor Morrison External static pressure Pressurelosses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.148 in/100ft 840 cfm 162 ft Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.148 in/ 100ft 840 cfm g Sup ply BranchDetail Table ,Onvr Name Design Btuh) Htg cfm) Cig cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk den c 2145 58 102 0.164 6.0 Ox 0 VIFx 36.2 110.0 st3 dining rm c 2115 56 100 0.196 6.0 Ox 0 VIFx 27.1 95.0 st1 family rm h 4584 203 155 0.183 8.0 Ox0 VIFx 36.2 95.0 sti kitchen c 4055 156 192 0.212 8.0 Ox0 VIFx 18.0 95.0 sti mstr bth h 1313 58 26 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 mstr rm h 4847 215 159 0.148 9.0 Ox 0 VIFx 52.0 110.0 st3 mstr we C 5 0 0 0.163 4.0 Ox 0 VIFx 37.5 110.0 st3 mstr wic c 5 0 0 0.159 4.0 Ox 0 VI Fx 41.1 110.0 st3 pantry c 5 0 0 0.209 4.0 Ox0 VIFx 19.6 95.0 st1 pwdr h 1336 59 37 0.199 5.0 Ox 0 VIFx 25.5 95.0 st1 util c 1438 34 68 0.199 5.0 Ox 0 VIFx 25.5 95.0 sti eSupurkDetailTb Trunk Htg Cig Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st3 Peak AVF 331 287 0.148 422 12.0 0 x 0 VinlFlx st1 st1 Peak AVF 840 840 0.148 602 16.0 0 x 0 VinlFlx wri htsoft¢ 2017-Jul-0312:43:02 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 ACCA_.IingtonAGLN\Lot306ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House faces: N Return 'Branch -Detail Table01 T a. Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb3 Ox 0 840 840 0 0 0 0 Ox 0 VIFx wri htsoft° 2017-Jul-0312:43:02 At 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 2 407-K ...IingtonAGLN\Lot306ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House faces: N DEL -AIR Duct System Summary Job: Lot3067rhornbrookeDarli... HERMG - AM Cotmtnamlo Date: 6/4/2014 ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Proiect For: Taylor Morrison External static pressure Pressurelosses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heati n g 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.202 in/100ft 840 cfm 119 ft Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.202 in/1 00ft 840 cfm Supply Branch Detail Table; Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bonus rm h 1448 89 76 0.274 6.0 Ox 0 VIFx 17.5 70.0 bonus rm-A h 1448 89 76 0.286 6.0 Ox 0 VIFx 14.0 70.0 bth 2 c 971 41 51 0.318 4.0 Ox 0 VIFx 5.5 70.0 bth 3 h 779 48 35 0.311 4.0 Ox 0 VIFx 7.1 70.0 loft c 2741 72 143 0.203 6.0 Ox 0 VIFx 33.0 85.0 st2 rm 2 h 2967 183 144 0.270 8.0 Ox 0 VIFx 18.8 70.0 rm3 h 1780 110 84 0.206 6.0 Ox0 VIFx 31.5 85.0 st2 rm 3 wic h 504 31 23 0.202 4.0 Ox 0 VIFx 33.7 85.0 st2 rm 4 c 2954 138 154 0.281 6.0 Ox 0 VIFx 15.5 70.0 stairs c 1010 38 53 0.306 6.0 Ox 0 VIFx 8.6 70.0 Supply Trunk Detail Table Name Trunk Type Htg cfm) Clg cfm) Design FIR Veloc fpm) Diam in) H x W in) Duct Material Trunk st2 Peak AVF 213 250 0.202 567 9.0 0 x 0 VinlFlx Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb2 Ox 0 840 840 0 0 0 0 Ox 0 VIFx C wri htsoft` 2017-Jul-0312:43:02 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 3 JOCK A ... IingtonAGLN\ Lot 306ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House faces: N FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot306ThornbrookeDarlingtonAGLN Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Owner: Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 7/3/2017 11:43 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, e-ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than "default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge@ - USRCSB v5.1 7/3/2017 11:43:09 AM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot306ThornbrookeDarlingtonAGLN Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2881 sq.ft. Cond. Volume: 26369 cu ft. Envelope Leakage Test Results Regression Data: C: n: Single or Multi Point Test Data HOUSE PRESSURE IIn Leakage Characteristics CFM(50): FLOW: ELA: Eq LA: ACH: ACH(50): S LA: 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; 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. SIGNATURE: PRINTED NAME: DATE 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. BUILDING OFFICIAL: DATE: 7/3/2017 11:43 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.2.2 Sealing (Mandatory)kll ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 7/3/2017 11:43 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41°C) or below 55°F (13°C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3'/z inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 600C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 7/3/2017 11:43 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Corn Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40oF. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 7/3/2017 11:43 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 J" loath duct to wall cap 3' bath duct to wall cap42X42A/C SLAB 2.0TON W/5KW e240v 1PM Nufan tone696RNB w/fan BY BLDR MIN 16x1D pden petFormby bldr O Nut ne 696RNB 2' FROM WALL s tole a/e•=ro• y ew nn an cx n btlD V\C btlD V\C 3w ;i u.. wane wATc. 2. yw warrrrl c a O 22 Oz6aa wwu 12' xr ICI rII y 22 PiY R I P. rf I at Iwcd rpTe m ronwc R r. S• 12x12 MASTER CIRTF g l60 ra v IDD mn 6' 18x rng G r~ iaiiaat 4. 5 IOz d 1 2' r.r • 5 I I 61 10 rn 12• FOYER a 5 x84 1 8.4 Iw Bx 55r n,' ac. —wasw 16. 36 rng 8 TA ra.mrire w m B4 wnxar2 y LIE66tan I s f16x16 rag oM I I w+uro I tP[wLL2d w — I I 155 j j 10 6 1wc 14x8 ] DD 6• IB'x12' em A II 1 I Hr IANN I B• JJJ 111 a -4 ail aaI trl1 , a_ d a' - a• xr. xr. FAMILY ROOM := DIN 4'- 1 a• rui ao. rc' i D-a NG Mica. I K 4" I r n'c TMIL1x I 14, 11 gIwcd I I d\ mn um I I III r I I Irfror 51 Iae o cut y Trnnsfrr ducts/grilles sized In 1'ww nvr Building¢ with Fl M160 Balanced w' c Building - N1602.4 Balanced to ..It c vent to ..It cop u+. Return Alr• exceptions oler 1teBIcle ,rest mustproldeB ,restricted 1 Inch Inch undercut on doors to habdtnble ttt ria5s Pr.2 Must hove a minlmum cleoronce of 4 Inches around the air handler per the n e nergy co e. uct hos an r=6 Insulation value. Q V O V o V V i 6 S rn6l ow.=.iuosax m Q Q Q a O N I `D C= \ Q CLJ — C7 n. w wewnsw Hartm LJ z Y 00 0 o LD D — o Pa ED— M Z 0i FUTCHING LE679O J J Q/ Fa J ,D Li AI ppRR 146T5F. kbdR l1 14149F. z RAGE cn 4556F. Q' AN41 1399F. W J Z TRl' lISF. Z W 3- OTAL 35469F. J Q F m F Q J O Q CE In EL J(n0m V l U 0 O Q O Q1 t'n l'll n -S L v d- 0i O 3' bath duct s to roof cap w/fan Transfer ducts/grilles sized Inentiat 2.0 TON W/5KW 2240V 1PH Nutone 696RNB c BulldingeFlorida CodeMthM16D2.4 ePadlanced 18x 10 pplen Return At', exceptions 1-3. Builder pintforn by0 must provide unrestricted 1 Inch w bltlr doors to hoblioble Q Q Q undercut on Scale i1/8'=l'0' w.r• Olt, 3 Z 14x8 Iwcd BATH 4' I 145 ' 2 O Bum to r e•n BEDROOM 2 a'-O, M. . ww CO CD P- u• Mt an - 6.1055 lwcd 41x16ragBB r 12x12i ra$ 55 6' ]Ox70 rag------ - - - - - - - - - - - - - - - - - I IDx6 1— I M lD 4 12x12 r 10' ,at II ea f B eom16• I I6' ' II ratriurd9' 12x1 4• 04 m provide a/c duct chase I i6 10. 67?d IOx6 sd 6 a 6 ' rI2 rn g e5 v-ro'., c-! tl ntU•K.,``I r"{'Iy' C7d BOM15ROOM1Ln c s 0 Y-0' Mi a.G nG. I g I Z 7 1I H I IWZ Y w.rr. ED Z Z3- Zo R' ZCDQQoz Rating oNm w > Z C:1 Z o w 3 J Q F CO F- Q J 0 Q O_ Must have a minimum clearance of 4 Inches around the air handler per the State Energy code. Ali duct has an r=6 Insulatlon value. m 0- J in 0 0 TAYLOR MORRISON HOMES fi4 THORNBROOKE S.F. fo Y, HOUSE TYPE: DARLINGTON u LOT 306 1ST FLOOR 1 W " 4 AAV a°wnsTetlr eraoulzn aFLOOR t too MASTER BATH KITCHEN 7ERMINATlP1Q TD THE I5T FI.00A Y ee W/M 13 v POWDER BATH v r N a D G Z O Qi , T _ 0 v TAYLOR MORRISON HOMES THORNBROOKE S.F. HOUSE TYPE: DARLINGTON . LOT 306 2ND FLOOR Lr,V BATH 2 3" WASTE LINE pRtlM ZNV R0011 TERMINATING TO TN E 15'C FLOOR d DESCRIPTION AS FURNISHED: Lot 306, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. RECORD COPY LOT 289 I I N 00010' 44" W 40. 00' -- L' I I LOT 306 19. 80, 19.80, 3. 0'x3.0 5. 14 AC --- E 5.14' 5. 00' 15.7' 5.00' CPATOD W u Np PROPOSED RESIDENCE ^ O O MODEL: DARLINGTON-A O 2 CAR GARAGE LEFT O O) ^ C\2 LOT 307 CC) 0j 00 LOT 305 e 5. 0' 5. 00' 0 ENTRY 8P /-I o 8, 7' 7ONIi N OOAT IM 8 ?_ n 5. 00' 21.3' ®k to construct single family home 16' DRIVE with setbacks and impervious area shown on plan. 25. 20' 25.20' 10' UTIL. ESMT 9 289. 58' O 5' CONC. WALK (PC) 3' FLARES CURB ON LOT AREA CALCULATIONS: LOT = 4,800 SQ.FT. B. B.) SD 0001 Q' L(" Li' LIVING = 1,467 SQ.FT. GARAGE = 455 40.00' ENTRY = 71 SOFT. LANAI = 139 S017'. RED R 0 SE LANE BREEZEWAY - N/A SQ. rr. DRIVEWAY = 403 SOFT. 50' R/ W) TRACT I A/C PAD = 18 SOT". WALKWAY = 70 SQ.FT. UTILITY & ACCESS R/W IMPERVIOUS= 54.6 z 2,623 SQ.FT'. 011 p'_' SOD = 2.77 SQ.FT.— 0 LOT AREA CACULATIONS:R/W = 440 SQ.FT. PROPOSED FINISHED SPOT GRADE ELEVATION APRON = 110 SOFT. PER DRAINAGE PLANS BUILDING SETBACKS: *PLOT PLAN ONLY* SIDEWALK = 200 SQ.FT. f\— = PROPOSED DRAINAGE FLOW FRONT = 25' (NOT A SURVEY SOD = 130 _ SO.17 LOT GRADING TYPE A REAR = 15' ARFA]—_- PROPOSED F.F. PER PLANS = 23.9' SIDE = 5.0' PROPOSED INFORMATION SHOWN AREA = 5,240 SQT T SIDE CORNER = 10' BASED ON SUPPLIED PLAN DRIVEWAY _ 513 SQ.FT. AND OR INSTRUCTIONS PER SIDEWALK = 270 SO -IT PROPOSEU GRADE PERCONSTRUCTIONPLAN / + CLI NT NOT OFIELDVERIFIED SOD = 2 307 CR USE'NAfE _M? - IS''COTT & A S'SO C. , INC. - .LAYVDSUh' lT`rOR, 5' LEGEND LEGEND - P PLAT PAL POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658— 1436 F IP, FIELD IRON PIPEIRON ROD7YP. P. R.C. P.C.C. TYPICALPOINTOFREVERSE CURVATUREPOINTOF COMPOUND CURVATURE NOTES: 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANOAROS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF C CONCRETE MONUMENT RA. RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER SJ-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472,027, FLORIDA STATUES SET [.R. SE ZZ• IR. •/NLH4596 NR. MOM -RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL USED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID. REC. R RECWERED V. P. VITNESSPOINT J. THIS SURVEY WAS PREPARED FliOM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESIR/CTIONS P.O.B. POINT OF BEGINNING CALL CALCULATED OR EISFMENTS THAT AFFECT THIS PROPERTY. - P.O.C. POINT OF COMMENCEMENT PAR PERMANENT REFERENCE MONUMENT 4. NO UNDERGROUND IMG PROVEMENTS HAVE BEEN LOTED UNLESSOTHERWISESHOWN. f NP/W& CENTERLINE FF. FINISHED FLOOR ELEVATION 5, THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. NAIL L ISK-W OF- OF DID. OKBUILDINGSETBACKLINE BENCHMARK6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. ESM ESMT. EASEMENT EASEMENT B, B, BASE BEARING 7, BEARINGS ARE BASED ASSUMED LNTUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) BRAIN. DRAINAGE 6. ELEVATIONS IF SHOWN ARE BASED ON NIDONAL GEPOETIC LIATUAD OF 1929. UNLESS OTHERWISE NOTED. CLFC, CLF VO.FC. UTILITY aCHAINLINKFENCE VOOD FENCE 9. CERTIFICATE OF AUTHORIZATION No. 4596. C/D P.C. CONCRETE BLOCK POINTOFCURVATURE SCALE i" a 20- DRAWN BY: • F.T. nfsc. P01NT OF TANGENCY DESCRIPTIONCERTIFIED BY: 0 PD 9R No. R= RADIUSL ARCLENGTH PLOT PLAN 07- 03-17 2653-17 D DELTA C CHORD C. H. CHORD BEARING NORT14 THIS BUILDING/PROPERTY DOES. NOT LIE WITHIN . ........................ ........ THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM" TOM GRUSE EVER, R.L.S. {I 4714 ZONE X" MAP ( 12117C 0055 F. JAMES W. SCOTT, R.L,S 1 4801 RECORD COPY LEC'E'LlG'L2l E't(TLCES,Jna. 2153 Premier Row Orlando, FL 32809 407-812-1822 Fax 407-812-7171 LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP NEC CODE #D2 ©) BUILDER TAYLOR MORRISON HOUSE PLAN DARLINGTON 2585 SQFT GENERAL LIGHTING X 3 VA PER SQ FT 2 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA 1 LAUNDRY CIRCUIT AT 1 RANGE AT NAME PLATE RATING OR COOKTOP AND OVEN 1 WATER HEATER 1 DISHWASHER 1 CLOTHES DRYER 1 DISPOSAL (1/3 HP) FIRST 10 KVA OF GENERAL LOAD AT 100% 1LD/A/0 SANFORD O'' pHRll 17 - 23 64 7755 VA 3000 VA 1500 VA 12000 VA 4500 VA 1200 VA 5000 VA 246 VA VA VA SUBTOTAL OF GENERAL LOAD 35201 VA 10000 VA REMAINDER OF GENERAL LOAD AT 40% 25201 VA x . 4 10080 VA TOTAL NET GENERAL LOAD 20080 VA 2 TON HEAT PUMP #1 16.5 AMP X 240 VA = 3960 VA 2 TON HEAT PUMP #2 16.5 AMP X 240 VA = 3960 VA 5 KW ELECTRIC HEAT AT 65% 3250 VA 5 KW ELECTRIC HEAT AT 65% 3250 VA NET GENERAL LOAD 20080 VA NET TOTAL HEAT 14420 VA TOTAL LOAD 34500 VA CALCULATED LOAD FOR SERVICE 34500 VA 1240 V= 143.75 AMP ISO AMP SERVICE 913ENTIT, Site Information: Customer Info: Taylor Morrison Lot/Block: 306 Address: City: Sanford Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Project Name: TB0306 Model: Thornbrooke Subdivision: Thornbrooke State: Florida MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 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: 139 mph Roof Load: 45.0 psf Floor Load: 55.0 psf This package includes 61 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. Seal# Truss Name Date No. Seal# Truss Name Date 1 T11596643 C01 7/14/17 18 T11596660 F15 7/14/17 12 T11596644 1 CO2 1 7/14/17 L9 T11596661 F16 1 7/14/17 13 1 T11596645 1 CO3 1 7/14/17 120 1 T11596662 1 F17 1 7/14/17 14 I T11596646 1 F01 1 7/14/17 121 1 T115966631 HR01 1 7/14/17 15 I T11596647 I F02 1 7/14/17 122 1 T11596664 1 H R02 1 7/14/17 1 16 1 T11596648 1 F03 17/14/ 17 123 1 T11596665 1 HR03 1 7/14/17 1 17 1 T11596649 F04 __ 1 7/14/17 24 T11596666 HR06 7/1401 1 18 I T11596650 I F05 1 7/14/17 125 I T11596667 1 J01 1 7/14/17 j 19 I T11596651 I F06 1 7/14/17 126 I T11596668 I J02 17/14/17 110 I T11596652 I F07 1 7/14/17 127 I T11596669 1 J03 1 7/14/17 11 I T11596653 I F08 1 7/14/17 128 I T11596670 I J04 1 7/14/17 L12 IT11596654IF09 7/14/17 J 29 T11596671 J05 7/14/17 j 113 I T11596655 I F10 J 7/14/17 130 I T11596672 I J06 1 7/14/17 1 114 I T11596656 I F11 1 7/14/17 131 T11596673 J J07 1 7/14/17 115 1 T11596657 1 F12 1 7/14/17 132 I T11596674 I J08 7/14/17 116 1 T11596658 1 F13 1 7/14/17 133 I T11596675 I J09 1 7/14/17 117 I T11596659 I F14 1 7/14/17 134 T11596676 1 J10 1 7/14/17 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: Lee, Julius My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek' s customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. itrt rurrrrr S G ENS N 34869 STATE OF : 4 i Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 14,2017 Lee, Julius 1 of 2 RE: TB0306 - Site Information: Customer Info: Taylor Morrison Project Name: TB0306 Model: Thornbrooke Lot/Block: 306 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. Seal# Truss Name Date 135 I T11596677 I J 11 1 7/14/17 136 T11596678 J J 12 7/14/17 137 I T11596679 I J 13 7/14/17 138 I T11596680 I J 14 1 7/14/17 1 139 I T11596681 I J 15 1 7/14/17 1 140 I T11596682 I J22 1 7/14/17 41 IT11596683IJ23 1 7/14/17 1 142 1 T11596684 1 R01 1 7/14/17 143 1 T11596685 1 R02 1 7/14/17 144 1 T11596686 1 R03 1 7/14/17 145 1 T11596687 R04 1 7/14/17 1 146 1 T11596688 R05 1 7/14/17 147 1 T11596689 1 R07 1 7/14/17 148 1 T115966901 R08 1 7/14/17 149 1 T11596691 1 R09 1 7/14/17 150 1 T11596692 1 R10 1 7/14/17 151 1 T11596693 1 R 11 1 7/14/17 152 J T11596694 1 R12 1 7/14/17 53 I T11596695 R13 7/ 14/17 154 1 T11596696 1 R 14 1 7/14/17 155 1 T11596697 1 R15 1 7/14/17 J 156 1 T11596698 1 R20 1 7/ 14/17 157 T11596699 R21 1 7/14/17 L58 _ T11596700 RF01 j 7/14/17_] 59 T11596701 RF02 17/14/17 160 1 T11596702 1 V01 1 7/14/17 161 1 T11596703 1 V02 1 7/14/17 2of2 Job Truss Truss Type Ply T11596643 TBO306 Cot Oty GABLE 1 1 755324001 Job Reference (optional) buuaers rrrsibource, ampa, ream uny, rionaa sa000 0-H8 r.—. nPr I a— iv rvui c u w,ia, ii. ..1 ..,,..,., ..,, .,yo, ID:ZI7yacff3rgf5yObDEG6Buz0Uf6-QzLTFBdx gau bEdufVktGgK;q'YlQvpXCKGcyyDDj 0 1-8 Scale = 1:25.5 1 2 3 4 5 63x4 = 7 8 9 10 11 12 13 26 25 24 23 22 21 20 19 18 17 16 15 3x4 = 30 0 W 1-4-05-4-0 6$-0 5-0-8 9-4-0 10-8-0 12-0-0 13-4-0 14$-0 15-0-8 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-8 1.3-8 1-4-0 1-4-0 1.4-0 1-4.0 0-10, Plate Offsets (X Y)-- j6 0-1-8 Edqe) j20:0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horc(TL) -0.00 17 n/a rVa BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 79lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 15-6-8. lb) - Max Grav All reactions 250 lb or less at joint(s) 26, 14, 25, 24, 23, 22, 21, 20, 19, 18, 17, 16, 15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10ID312015 BEFORE USE. Design valid for use only with Mllek(D connectors. This design is rased only upon parameters shown, and is for an Individual bulidtrtg component, not -- - - a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for slatAlty and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available frorn Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qiy Pry T11596644 TBO306 CO2 Floor Truss 1 1 553"io. Job Reference (optional) ounaers rnswuu n, iaurye, riaiu i y, OF1-,8 18 17 I___ __. I D:Zl7yacff3rgf5yObDEG6Buz0Uf6-QzLT FBdxfPuGNbEduf VktGgKsvq W IQwpXC3CGcyyDDj Scale = 1:17.0 1 2 3 4 5 6 7 16 15 14 13 12 11 10 9 0 T LOADING (psi] SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) rVa n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 9 rVa rVa BCDL 5.0 Code FBC2014lrP12007 (Matrix) Weight: 45lb FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 9-0-7. lb) - Max Gray All reactions 250 lb or less at joint(s) 16, 9, 15, 14, 13, 12, 11, 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekS connectors. his design Is based only upon parameters shown, and Is for an individual building component, not gn a truss system. Before ruse, the building designer muss verify the applicability of design p:arcanelers and properly incorporate this design into the over building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available trom Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ry Ply T11596645 TBO306 CO3 GABLE i i Job Reference (optional) nunoers rirsraource, Tampa, ram any, r.... aa000 oN8 I_„- ... __. .. __.. __.. . 0UfID:Zl7yacff3rgf5yObDEG66uz6-u9vsTXea. i06?kppRMOzQUNVbJ9nUt9zmsomp2yyDDi Scale = 1:23.4 1-4-0 2-8-0 4-0-0 1 5-4-0 1 6-8-0 8-0-0 9-4-0 10-8-0 12-0-0 13-4-0 14-2-12 1.4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1.4-0 0-10-12 Plate Offsets (X Y)-- (5:0-1-8 Edgej (19 0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 15 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 72 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc pudins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 14-2-12. lb) - Max Grav All reactions 250 lb or less at joint(s) 24, 13, 23, 22, 21, 20, 19, 18, 17, 16, 15, 14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek(D conneclors. This design Is based only upon parameters shown, and Is for an Individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent trickling of Individual truss web and/or chord members only. Additional temporary and Permanent brac AingIVIITek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Fabrication. storage, delivery, erection and bracing of trusses and fnrss systems, seeANSi/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. SUlie 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Ply T11596646 TB0306 F01 Floor Truss Qty1 1 755324003 Job Reference (optional) tsunaers rirsiaource, Tampa, ram a y, n ,n .- 0-1-8 N 1 2-6-0 1-3-0 - Ji 16 15 238 I D:Zl7yacff3rgf5yObD EG6BuzOUf6-u9vsTXeaQiO6?kppRMOzQU N MHJ_FUnRzmsomp2yyD Di 2-6-0 0,1 8 cal = 1:26.9 1.5x3 II 1.5x3 II 1.5x3 = 1.5x3 = 1.5x3 = 1.5x3 11 1.5x3 I I 1.5x3 = 1 2 3 4 5 6 7 8 15-6-8 18 9 17 Plate Offsets (X Y)-- 11:0-1-8 Edgej (12:0-1-8 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.15 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(TL) -0.20 12-13 >925 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 82 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=834/0-7-4, 9=834/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1530/0, 3-4=-2021/0, 4-5=-2021/0, 5-6=-2021/0, 6-7=-1530/0 BOT CHORD 13-14=0/1191, 12-13=0/1839, 11-12=0/2021, 10-11=0/1839, 9-10=0/1191 WEBS 2-14=-1390/0, 7-9= 1390/0, 7-10=0/539, 6-10=-490/0, 6-11=0/502, 5-11=-293/0, 2-13=0/539, 3-13=-490/0, 3-12=0/502, 4-12=-293/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0"015 BEFORE USE. _ Design valid for use only with MITekS connectors. This design Is based only upon parameters shown, and Is for an Individual !wilding component, not " a Irrrss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the over building design. Bracing indicated Is to prevent Nickiing of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k" Is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and buss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type —Qffy Ply T11596647 TB0306 F02 Floor Truss I1 1 755324004 Job Reference (optional) DullutllS Ala U y, riUiiva- 0-1-8 H 1 2-6-0 _ 1 1-3-0 1.5x3 11 t.Sx3 = 1.5x3 = 1 2 16 15 I D:Zl7yacff3rgf5yObDEG6BuzOUf6-M LTEgffCBOBzcuOO?4YCzhwYVjLFDEm6? W YJLUyyD Dh 1-11-12 1.5x3 11 1.5x3 11 3 4 5 2-6-0 0 8 calg = 1:26.3 1.5x3 II 1.5x3 = 6 7 8 3x6 = 17 15-2-12 Plate Offsets (X Y)-- 11:0-1-8 Edge) (12:0-1-8 Edqe] LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0,13 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.17 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 82lb FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=814/0-3-8, 14=820/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1497/0, 3-4=-1960/0, 4-5=-1960/0, 5-6=-1960/0, 6-7=-1513/0 BOT CHORD 13-14=0/1168, 12-13=0/1795, 11-12=0/1960, 10-11=0/1806, 9-10=0/1189 WEBS 2-14— 1363/0, 7-9=-1374/0, 7-10=0/515, 6-10=-464/0, 6-11=-14/453, 5-11=-261/0, 2-13=0/523, 3-13=-474/0, 3-12=-3/464, 4-12=-266/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Bearing at joint(s) 9 considers parallel. to grain value using ANSi/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. _ Design valid for use only with MITekG connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters arxi properly incorporate this design into the overall building design. Bracing indicated is to prevent truckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPi l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, /Vexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T11596648 TBO306 F03 Floor Truss 1 1 755324005 Job Reference (optional) nn,- u.T,. i, .... — .,n---9 7 Pones Pwiueia nimovui e, ianiNv, a„...r•,............... 0-1-8 H 1 1-3-0 16 115 1.5x3 II 1.5x3 = 1.5x3 = 4x6 = 1 9 I D:Zl7yacff3rgf5yobD EG6Buz0Uf6-MLTEgtfCB08zcu00?4YCzhwSVjLI DBj6? W YJL UyyD Dh 2-6-0 1 1 1-11-12 i 2-6-0 _ i 3x6 = 1.5x3 11 1.5x3 I I 3x4 = 3 4 5 6 0, }1{6 Sca'IA = 1:26.3 1.5x3 II 4x6 = 1.5x3 = 7 8 z%z__i c n 4—° 13 12 11 10 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = 3x6 = 17 m Plate Offsets (X Y) 11:0 1 8 Edgej 1120-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.25 10-11 >723 360 MT20 244/190 TCDL 10.0 lumber DOL 1.00 BC 0.67 Vert(TL) -0.35 10-11 >507 240 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 82lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins, except BOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=1201/0-3-8, 14=956/0-7-4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1323/0, 3-4=-2626/0, 4-5=-2626/0, 5-6=-2626/0, 6-7=-1811/0 BOT CHORD 13-14=0/772, 12-13=0/1870, 11-12=0/2626, 10-11=0/2535, 9-10=0/1033 WEBS 7-9=-1549/0, 2-14=-1191/0, 7-10=0/1237, 2-13=0/875, 6-10=-1149/0, 3-13=-868/0, 4-12=-336/0, 3-12=0/1020, 6-11=-205/525 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 523 lb down at 11-3-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 9-14=-10, 1-8= 100 Concentrated Loads (lb) Vert: 6=-523(F) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MI rek01 connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designef must verify the applicability of design parameters and properly incorporate this design into the overall bailding design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for siabilily and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Sulte 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply T11596649 TBO306 F04 Floor Truss 1 1 755324006 Job Reference o tional buiwers I1rslDOurce, Tampa, r.a„i any, no, wa u0000 0-1-8 H 1.5x3 II 1.5x3 = 1.5x3 = 3x4 = 1 2 1 D:Z17yacff3rgf5yObD EG6Buz0Uf6-qYt cuDggyKGgE2zCZn3R VvSj R6ijyjbF EAHttwyyD Dg 1-8-4 i 1-3-0 1.5x3 11 1.5x3 3x4 = 3 4 5 3x6 I 6 7 0-4-0o Scala = 1:19.9 e 0 aQ 6, 11 10 9 8 aYe = 3x4 = 3x4 = 1.5x3 11 3x4 = 11-0-12 b-4-0' Plate Offsets (X Y) j10:0 1 8 Edgel (11:0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.12 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.62 Vert(TL)-0.2611-12 501 240 BCLL 0.0 Rep Stress Incr YES W B 0.29 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 61 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=595/0-3-8, 12=595/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1031/0, 3-4=-1031/0, 4-5=-1031/0, 5-6=-408/0, 6-7=-416/0 BOT CHORD 11-12=0/784, 10-11=0/1031, 9-10=0l784 WEBS 2-12= 915/0, 2-11=0/369, 7-9=0/615, 5-9= 598/0, 5-10=0/487, 4-10=-273/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE. s_ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and Is for an individual Wilding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall hi ilding design. Bracing Indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and pen nanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply T11596650 T60306 F05 Floor Truss 1 1 7,55324007 Job Reference (optional) 0-1-B i 260 1.5x3 II 1.5x3 = 1.5x3 = 1 2 M 3x4 = 2 I D:Zl7yacff3rgf5yObD EG6Buz0Uf6-qY 1 cu DggyKGq E2zCZn3RVvSh76iuyj uFEAHttwyyD Dg 1-10-12 1-3-0 0I11 8 Scale'= 1:19.6 1.5x3 II 1.5x3 11 1.5x3 3x4 = 1.5x3 = 3 4 5 6 i I i I a' ao 5 s $ 3xa = Zvd = 3x4 — 3x6 = 13 Plate Offsets (X Y) 8:0-1-8 Edgej 19:0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.15 9-10 >917 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(TL) -0.28 9-10 >468 240 BCLL 0.0 Rep Stress Incr YES W B 0.27 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight:61 lb FT=20%F, 11%E LUMBER - TOP CHORD 2x4 SP N0.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 7=603/0-3-8, 10=610/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1079/0, 3-4=-1079/0, 4-5=-1079/0 BOT CHORD 9-10=0/80818-9=0/1079, 7-8=0/827 WEBS 2-10=-943/0, 2-9=0/404, 5-7=-954/0, 5-8=0/499, 4-8= 295/0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 5) 1) Unbalanced floor live loads have been considered for this design. 2) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mib7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek(D connectors. This design Is based only upon parameters shown, and Is for an Individual building component, notIBM atrusssystem. Before rrse, the building designer must verify the applicability of design parameters and properly incorporate this design into The overall building design. Bracing Indicated is to prevent Welding of individual truss web and/or chord members only. Addillonal temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 01y Pty T11596651 T60306 F06 Floor Truss 1 1 755324008 Job Reference o floral Dunaers rvsaourca, uiripa, riciii -y. r.v..— -'- -' _- - -- - - - I D:ZI7yacff3rgf5y0bD EG6Buz0Uf6-Ikb_5ZgSjdOhsCY07Uag26?pbW Och6D PSq 1 QONyyD Df o-1-8 H iT2-6-0 2-6-0 _ 1 11 8 i1-3-0 2-6-0 2-6-0 1-9-8 2-6-0 2-6-0 0-;1{-8 Sc' le = 1:52.0 1. 5x3 II 1.5x3 1. 5x3 = 1. 5x3 = 1. 5x3 = 1.5x3 11 1.5x3 II 1.5x3 11 46 = 3x6 FP= 1.5x3 11 1.5x3 11 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 3115 28 27 26 25 24 23 22 21 20 19 18 17 16 3x6 = 3x6 FP= 4x6 = 30 0 29 T Plate Offsets (X Y) 18:0-1-8 Edgej 119 0-1-8 Edge) 124:0-1-8 Edge) 125:0-1-8 Edge) LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.19 25-26 >699 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.37 25-26 >361 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.06 16 n/a r1/a BCDL 5.0 Code FBC20141FP12007 Matrix) Weight: 154 lb FT = 20 % F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1- 8: 2x4 SP No. 1(flat) end verticals. BOT CHORD 2x4 SP No.2(flat) *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 16- 22: 2x4 SP No. 1(flat) 6-0-0 oc bracing: 24-25,23-24. WEBS 2x4 SP No.3(flat) REACTIONS. ( lb/size) 16=945/0-7-4, 23=1802/0-4-0, 26=498/0-7-4 Max Grav16=963(LC 7), 23=1802(LC 1), 26=588(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-992/165, 3-4=-992/165, 4-5=-992/165, 5-6=0/1022, 6-7=0/1022, 7-8=-1498/0, 8- 9=-1498/0, 9-10=-2306/0, 10-11 =-2715/0,11-12=-2715/0, 12-13=-2715/0, 13- 14=-1855/0 BOT CHORD 25-26=01774, 24-25=-165/992, 23-24=-443/685, 22-23=0/956, 21-22=0/956, 20- 21=0/2007, 19-20=0/2589, 18-19=0/2715, 17-18=0/2273, 16-17=0/1401 WEBS 6-23=-299/0, 2-26=-903/0, 2-25=-206/255, 5-23=-1099/0, 5-24=0/734, 4-24=-444/0, 14- 16=-1635/0, 14-17=0/721, 13-17=-664/0, 13-18=0/628, 7-23=-1830/0, 7-21=0/911, 9- 21=-863/0, 9-20=0/522, 10-20= 508/0, 10-19=-66/485, 11-19=-251/0 NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITeke connectors. This design is based only upon parameters shown, and Is for an Individual building component, net a truss system. Before use, the building designer must verify the al.Vlicatrlity of design parameters and properly incorporate this design into the overall truss members only. Additional temporary and permanent bracing Welk' buildingdesign. Bracing indicated is to prevent buckling of individual web and/or chord Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI f Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 SafetyInformationavailablefrornTrussPlateInstitute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Oty Ply T71596652 TB0306 F07 Floor Truss 1 1 755324009 Job Reference 0 tional ounuers rnsiouuiue, ,auryo, r,a,, ., ,y, r,.,.ua - - - - - - I D:ZI7yacff3rgf5y0bD EG66uz0Uf6-m wSMJvh4UxW YTM7bgC5vaKY? IwKLQaTYhU mzypyyD De 0-1-8 Hi 2-6-0 i 2-6 ° - 1 'i, 1i3-- 2- li 26-0 i 2 2i6-0 - 2-6-0 H a tale = 1:52.0 1.5x3 II 1.5x3 = 1.5x3 = jjj 1 28 27 26 1.5x3 II 1.5x3 II 1.5x3 II 36 FP = 1.5x3 II 1.5x3 II 2 3 4 5 6 7 89 10 11 12 13 14 1.5x3 1.5x3 = 1.5x3 = 3115 25 24 23 2221 20 19 18 17 16 3x6 FP= 3x6 = 16- 30 0ao 29 Plate Oftsets (X Y)-- 18:0-1-8 Edge], (19 0-1-8 Edgel 124:0-1-8 Edgel l2b:u-T-a Lagel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) 0.25 17-18 >784 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) 0.38 17-18 >523 240 BCLL 0.0 Rep Stress Incr YES W B 0.46 Horz(TL) 0.05 16 n/a n/a BCDL 5.0 Code FBC20141TP12007 Matrix) Weight: 154lb FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.t (flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, except BOT CHORD 2x4 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 22-23,20-22. REACTIONS. (lb/size) 16=826/0-7-4, 22=1796/0-4-0, 26=623/0-7-4 Max Grav 1 6=856(LC 7), 22=1796(LC 1), 26=680(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1359/0, 3-4=-1359/0, 4-5=-1359/0, 5-6=-1006/28, 6-7=0/1040, 7-8=0/1040, 8-9=-1297/0, 9-1 0=-1 297/0, 10-11_ 2105/0, 11-12=-2105/0, 12-13=-2105/0, 13-14=-1606/0 BOT CHORD 25-26=0/928, 24-25=0/1359, 23-24=0/1262, 22-23=-154/728, 21-22=-87/876, 20-21=-87/876, 19-20=0/1727, 18-19=0/2105, 17-18=0/1930, 16-17=0/1228 WEBS 7-22= 262/0, 2-26=-1083/0, 2-25=0/504, 6-22=-1343/0, 6-23=0/555, 5-23=-539/0, 5-24=0/424, 14-16=-1433/0, 14-17=0/601, 13-17=-515/0, 13-18=-39/276, 8-22=-1606/0, 8-20=0/717, 10-20=-743/0, 10-19=0l755, 11-19=-409/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. _ Design valid for use only with MITekJ connectors. This design is based only upon parameters shown. and Is for an individual building component, not o truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to Ixevent buckling of individual h'uss web and/or chord members only. Additional lei ixxary and permanent bracing MiTek` is always required for slability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of trusses and ITUSS systems, seeANSI/TPII Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply T11596653 TBO306 F08 Floor Truss 1 1 755324010 Job Reference (option at DUIIUCIS III SIJVUI aiuNa, rraur a.r.y, r vrr o ..wvv 0-1-8 IH 2-- 2-3-11 —I 1.5x3 11 1.5x3 = 1.5x3 = t 1 26 l25 24 1.5x3 II 1.5x3 II 2 3 4 I D:Zl7yacff3rgf5yObD EG6Buz0Uf6-E6il W F iiF Fe P5 W in Evc87X49fKgh91 Niw8 W XU FyyD Dd r-3_p -3-p _i 1 5 1-3-0 1-3-0 0-a1-8 Scale = 1 :52.0 4x6 1.5x3 II 3x6 FP= 1.5x3 II 1.5x3 I 5 6 7 8 9 10 11 12 13 1.5x3 1.5x3 = 1.5x3 = 2914 23 22 21 20 19 18 17 16 15 3x6 FP = 4x6 = 3x6 = 28 0 27 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) 0.20 23-24 >761 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TQ 0.36 23-24 >418 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.06 15 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 151 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 21-22. REACTIONS. (lb/size) 15=853/0-7-4, 21=1791/0-5-11, 24=602/0-7-4 Max Grav 15=893(LC 7), 21=1791(LC 1), 24=651(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1231/0, 3-4=-1231/0, 4-5=-1231/0, 5-6=0/1048, 6-7=0/1048, 7-8=-1491/0, 8-9=-1491/0, 9-10=-2351/0, 10-11= 2351/0, 11-12=-2351/0, 12-13=-1687/0 BOT CHORD 23-24=0/876, 22-23=0/1231, 21-22=-245/646, 20-21 =0/1 039, 19-20=0/1039, 18-19=0/1912, 17-18=0/2351, 16-17=0/2049, 15-16=0/1287 WEBS 6-21=-281/0, 2-24— 1022/0, 2-23=-38/414, 5-21 =-1 233/0, 5-22=0/836, 4-22=-351/0, 13-15=-1501/0, 7-21=-168110, 7-19=0/797, 9-19=-768/0, 13-16=0/637, 12-16=-575/0, 12- 17=-30/428, 9-18=0l718, 10-18=-276/0 NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND iNCLUDED MrrEK REFERANCE PAGE 11111-7473 rev. 10703/2015 BEFORE USE. _ Design valid for use only with MITek® connectors. This design is based only upon pa shown, and is for an Individual twlldfrxa component, not a trms system. Before use, The building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing fndicated Is to prevent Cxlckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal iniury and property damage. For general guidance regarding The fabrication, storage, delivery, erection and bracing of incases and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Qty Ply T11596654 T60306 F09 FTuss-Ty pe ru 1 1 kJ,_=bR','f'f,,nc, optional) awiaers nrs u-, a ,P., nao any, 0-1-8 yi 260 260 1-6-11 1-3-0 i 2-60 2 60 1.5x3 1.5x3 = t.Sx3 = r 1 2 28 27 26 1.5x3 11 1.5x3 11 3 4 5 25 24 I D:Zl7yacff3rgf5yObD EG6BuZ0Uf6-E6i1 W Fii FFeP5 W inEvc87X49sKei90 Piw8 W X U FyyD Dd 1.5x3 II 4x6 = 3x6 FP= 6 7 8 9 23 22 21 20 3x6 - 3x6 FP= 4x6 = 2-2-5_ r 2-6-0 1.5x3 I 1.5x3 II 10 11 12 13 19 18 r- 10-10-7 19-0-1 Plate Offsets (X Y)-- 118:0-1-8 Edgej f19 0-1-8 Edgej 124 0-1-8 Edge) 25:0-1-8 Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) 0.22 17-18 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) 0.33 25-26 384 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.07 16 n/a n/a BCDL 5.0 Code FBC2014fTP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 16=948/0-7-4, 23=1864/0-5-11, 26=434/0-7-4 Max Grav 16=961(LC 7), 23=1864(LC 1), 26=548(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-859/305, 3-4=-859/305, 4-5= 859/305, 5-6=0/1198, 6-7=0/1198, 7-8=-1307/0, 8-9=-1307/0, 9-10=-2187/0, 10-11=-2698/0, 11-12=-2698/0, 12-13=-2698/0, 13-14=-1851 /0 BOT CHORD 25-26=-57/710, 24-25=-305/859, 23-24=-612/563, 22-23=0/728, 21-22=0/728, 20-21=0/1854, 19-20=0/2509, 18-19=0/2698, 17-18=0/2267, 16-17=0/1398 WEBS 6-23=-299/0, 2-26=-828/66, 2-25= 290/174, 5-23=-1162/0, 5-24=0/765, 4-24= 456/0, 14-16=-1632/0, 7-23=-1897/0, 14-17=0/720, 13-17=-660/0, 13-18=0/621, 7-21=0/956, 9-21=-908/0, 9-20=0/562, 10-20=-552/n, 10-19=0/561, 11-19=-316/0 2-6-0 9-11-8 tale = 1:52.0 1.5x3 1.5x3 = 1.50 = 14 3115 30 0 29 17 16 PLATES GRIP MT20 244,1190 Weight: 154 lb FT = 20%F, 11 % E Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MI1.7473 rev. 10/03201S BEFORE USE. Design valid for use only with MiTeM connectors. this design is based only ulx>n parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the al:43licability of design parameters and properly incorporate this design into the overall pqq i building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing M iTek' is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systerns, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Pry T71596655 T60306 F10 Floor Truss 1 i 755324012 Job Reference o tional aunae s rns a ai ai rya, r a i -y, 0-1-8 2-6-0 1-3-0i 2-0-i11i2-6-0 ii 2-6-0 Hr ir - 1.5x3 II 1.5x3 = 1.50 = 1.5x3 II j 1 2 3 4 cf 29 l 28 1.5x3 II 4x6 = 5 6 I D: Zl7yacff3rgf5yObD EG6B uzOUf6-jJG7jbj KOYm GjfHzod7Ng IdJ? kt u uShr8 nF40iyyDDc 2-6- 0 1-8-5 3x6 FP= 1.5x3 It 1.5x3 It 7 8 9 10 11 12 2-6- 0 0-1-8 kale = 1: 52.0 1.5x3 1.5x3 = 4x6 = 1. 5x3 = 13 14 3215 31 0 00 3027 26 25 24 23 22 21 20 19 18 17 16 1.5x3 3x8 = 3x6 FP- 4x6 = 3x6 = 4x6 = 8- 1 8-1 0- 29- 10- 8 21-0- 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 40. 0 Plate Grip DOL 1.00 TC 0.92 Vert(LL.) 0.27 20-21 926 360 TCDL 10. 0 Lumber DOL 1.00 BC 0.80 Vert(TL) 0.43 20-21 588 240 BCLL 0. 0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.09 16 n/a rl/a BCDL 5. 0 Code FBC2014ITP12007 Matrix) PLATES GRIP MT20 244/ 190 Weight: 155 lb FT = 20%F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except 1-8: 2x4 SP No. 1(flat) end verticals. BOT CHORD 2x4 SP No.2(flat) *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 16-22: 2x4 SP No. 1(flat) 6-0-0 oc bracing: 26-27,25-26,24-25. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/ size) 16=1079/0-7-4, 24=1847/0-5-11, 27=319/0-7-4 Max Uplift27=- 38(LC 4) Max Grav16= 1092(LC 7), 24=1847(LC 1), 27=447(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-543/369, 3-4=-543/369, 4-5=0/1059, 5-6=0/1059, 6-7= 1715/0, 7-8=-2751/0, 8-9=- 2751/0, 9-10=-3500/0, 10-11- 3500/0, 11-12- 3500/0, 12-13=-3019/0, 13-14=- 2171 /0 BOT CHORD 26-27=-138/533, 25-26=-369/543, 24-25= 369/543, 23-24=0/1072, 22-23=0/2328, 21-22= 0/2328, 20-21=0/3145, 19-20=0/3500, 18-19=0/3331, 17-18=0/2697, 16-17=0/1614 WEBS 2- 27=-623/161, 4-24=-1160/0, 2-26=-356/15, 14-16=-1883/0, 6-24=-2114/0, 6-23= 0/1060, 7-23=-1015/0, 7-21=0/702, 9-21= 660/0, 14-17=0/886, 13-17=-835/0, 13-18= 0/511, 12-18=-496/0, 12-19=-132/554, 11-19=-280/17, 9-20=0/688 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 27. 4) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) "This. manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not - __ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incogporaie this design Into the overall aw building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Floor Truss QlPryT11596656F111755324013nceotional 11 no 17 7 De 1 bunaers "rsiaource, i ampa, Haul guy, 0-1-8 Hi 2-60 3x4 = 3x4 = 2 3 4 I D:Zl7yacff3rgf5yObD EG6B uzOUf6-BVgVxxkzmsu7Kpr9MKecCyAZg7 PGd_P? N R?eZ8yyD Db 2 , 1 J 1-17-0 04N8 Scale = 1:50.7 3x4 = 3x4 = 3x6 FP= 3x4 = 3x4 = 5 6 7 8 9 10 11 12 13 14 3115 3010 26 25 24 23 22 21 20 19 18 17 1b 3x4 = 3x6 = 3x4 =- 3x6 FP= 3x6 = 3x4 = 3x4 = 3x4 = 3x4 = 6-10-7 17-4-12 za-t u-:s 6-10-7 10-6-4 12-5-12 Plate Offsets (X Y) [2 0 1 8 Edgej [3:0 1 8 Edge) 117.0 1 8 Edge) [18:0-1-8 Edge) 121 0-1-8 Edgel 122:0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.14 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(TL) -0.27 16-17 >556 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.03 16 n/a Na BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 152 lb FT = 20%F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-7-4 except Qt=length) 23=0-5-11, 19=0-5-11. lb) - Max Grav All reactions 250 lb or less at joint(s) except 16=652(LC 13), 23=992(LC 15), 19=1324(LC 11), 26=345(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-364/12, 3-4=0/334, 4-5=0/334, 5-6=-871/0, 6-7=-871/0, 7-8=-871/0, 8-9=0/521, 9-10=0/521, 10-11=0/521, 11-12= 1249/0, 12-13= 1249/0, 13-14= 1249/0 BOT CHORD 25-26=-12/364, 24-25=-12/364, 23-24=-12/364, 22-23=0/637, 21-22=0/871, 20-21= 26/674, 19-20=-26/674, 18-19=0/764, 17-18=011249, 16-17=0/879 WEBS 4-23=-281/0, 10-19= 282/0, 2-26=-422/14, 3-23=-623/0, 5-23=-827/0, 8-19=-870/0, 8-21=0/405, 5-22=0/348, 7-21= 258/0, 11-19=-1116/0, 11-18=0/668, 12-18=-288/0, 14-16=-1026/0, 14-17=0/432 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1I1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekT) connectors. This design Is based only upon pararnelers shown, and Is for an Individual building component, not a Irons system. Before use, the building designer roust verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k• is always required for stablltly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabi ication. storage. delivery, erection and bracing of trusses and truss systems- seeANSi/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply T11596657 T60306 F12 Floor Truss i i 755324014 Job Reference o tional Builders FirsiSource, Tampa, Plant City, Florida 33566 1 1.5x3 1! 7.6405 Apr 192016 MiTek a iuu.ulra,lii.r uu vvo... vir yci ID:Zl7yacff3rgf5y0bDEG6Buz0Uf6-BVgVxxl¢msu7Kpr6MKecC; We7UtdOi;NR?eZ8yyDDb 2 3x4 = 3 1.5x3 11 Scale = 1:10.0 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) I/dell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) 0.00 5 "" 360 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(TL) 0.05 4-5 >929 240 BCLL 0.0 Rep Stress Incr NO W B 0.17 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014fTP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 5=523/Mechanical, 4=665/0-4-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-258/0 BOT CHORD 4-5=0/563 WEBS 2-5=-684/0, 2-4=-684/0 PLATES GRIP MT20 244/190 Weight:21 lb FT=20%F, 11%E Structural wood sheathing directly applied or 3-10-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (5) 1) Refer to girder(s) for truss to truss connections. 2) Girder carries tie-in span(s): 11-4-0 from 0-9-0 to 3-10-8 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 4-5=-10, 1-6=-100, 3-6=-353 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek© connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design Ixlrameiers and piopeiiy Incorporate this design into the overall only. Additional temporary and permanent bracing MiTek' building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members Is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, ser-ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T11596658 T60306 F13 Floor Truss 1 1 715324015 Job Reference (optional) auiiueis rnarauui a ,Pa, rio i Y, ri iiva oo oo 1 1.5x3 II 5 ID:Zl7yactf3rgf5yObD EG6BuzOUf6-f hOtBGkbXAO_yzQMv2ArlAihnXrgMS48c5kB5ayyD Da 2 3x4 = 6 3 1.5x3 11 Scale = 1:10.0 3x4 = 3x4 = 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) 0.00 5 -, 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TL) -0.05 4-5 >962 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 22lb FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=648/Mechanical, 5=863/0-7-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-342/0 BOT CHORD 4-5=01753 WEBS 2-4=-904/0, 2-5=-904/0 NOTES- (5) 1) Refer to girder(s) for truss to truss connections. 2) Girder carries tie-in span(s): 14-10-0 from 0-0-0 to 3-2-0 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 4-5=-10, 1-6=-449, 3-6=-100 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. s Design valid for use only with MlTekg connectors. Ibis design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, file building designer must verity the ar,fAicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional lernporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11 S96659 TB0306 F14 Floor Truss 1 1 755324016 Job Reference (optional) burners "rsrwurce, i ampa, ram -y, --. -- 0-1-8 yi 260 130 1.5x3 11 1.5x3 = 1.5x3 = 18 17 2 ID:ZI7yacff3rgf5y0Z' 0Buz0Uf6-fhOt0lkb XO_yzQMv2ArIAinTXIhMP28c5kB5ayyDDa 1-5-4 4- cale = 1:26.2 1 .5x3 1.5x3 11 4 5 6 4x6 7 8 9 4X6 — t.Sx3 11 14-6-12 Plate Offsets (X Y)-- f9:0-3-0 Edgej (13:0-1-8 Edge) j14:0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0A0 Vert(LL) 0.09 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.58 Verl(TL) 0.12 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code FBC2014lTP12007 Matrix) Weight: 81 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=787/0-3-8, 16=787/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1416/0, 3-4=-1812/0, 4-5=-1812/0, 5-6=-1812/0, 6-7=-1409/0, 7-8=-589/0, 8-9=-596/0 BOT CHORD 15-16=0/1112, 14-15=0/1687, 13-14=0/1812, 12-13=0/1688, 11-12=0/1110 WEBS 2-16=-1298/0, 9-11=0/888, 7-11=-827/0, 7-12=0/476, 6-12=-442/0, 2-15=0/482, 3-15=-431/0, 3-14=-41/383, 6-13=-43/386 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks v;ith fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. e Design valid for use only with MilekO connectors. This design is based only upon paramelers shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate flits design into the overall buckling individual truss and/ or chord members only. Additional ieml:vorary and penranent bracing MiTek" hi fiding design. Bracingindicatedistopreventofwebisalwaysrequiredfor stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erectionandbracingoftrussesandtrusssystems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available fromTrussPlateInstitute. 218 N. Lee Street, Suite 312 Alexandria VA 22314. Job Truss Truss Type QtY Ply T11596660 T6.06 F15 Floor Truss 1 i 755324017 Job Reference o tional can ,. G I.,I ToL Inrielrine Inr c.i .rid la naa74F; m7 Pane 1 nunoers nrsraumce, imirya, raw_,,, , -. 0-1-8 Fi 1 250 1 30 I D:Zl7yacff3rgf5y0bDEG6BuzOUf6-7uyFMcIDIT8ra7?YTIh4 HN Fu3x 1 _5nyH riU kdOyyD DZ 2-6-0 1-9-4 2-6-0 0-1{ 8 Sc ie = 1:32.6 1.5x3 II 1.5x3 = 3x8 = 1.5x3 11 1.5x3 = 4x6 = 3x6 FP = 1.5x3 11 1.5x3 11 3x4 = 4x6 = 5x6 = 1.5x3 = 1 9 3 4 5 6 7 8 9 10 20 19 3x6 = 4x6 = 3x6 = 3x4 =. 3x8 MT20HS FP = Sx6 = 4x6 = 3x4 = 18-9-4 21 0 T Plate Offsets (X Y) 111:Edge 0 1 81 115:0-1-8 Edge] 1 60-1-8 Edgel LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Verl(LL) 0.34 14-15 656 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(TL) 0.51 14-15 432 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO W B 0.76 Horz(TL) 0.07 11 n/a Na BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 100Ib FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 31(flat) `Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1- 3: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP M 31(flat) *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 11- 13: 2x4 SP No.1(flat) WEBS 2x4 SP No.3(flat) REACTIONS. ( lb/size) 18=1151/0-7-4, 11=1521/0-4-0 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2301/0, 3-4=-2301/0, 4-5=-3769/0, 5-6=-3769/0, 6-7=-3769/0, 7-8=-3620/0, 8- 9=-2325/0 BOT CHORD 17-18=0/1709, 16-17=0/2884, 15-16=0/3769, 14-15=0/3851, 13-14=0/3329, 12-13=0/3329, 11- 12=0/1314 WEBS 2-18=-1994/0, 2-17=0/940, 4-17=-926/0, 4-16=0/1202, 5-16=-397/0, 9-11-1971/0, 9- 12=0/1606, 8-12=-1594/0, 8-14=0/463, 7-14=-366/0, 7-15=-445/477 NOTES- ( 8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0,131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 648 lb down at 14-9-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 11-18=-10, 1-10=-100 Concentrated Loads (Ib) Vert: 8=-648(F) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MI1-7473 rev. 10/0"015 BEFORE USE. Design valid for use only with MITek® connectors. This desirat gnisbasedonlyuponparametersshown, and Is for an individual building component, not a tnrss syslem. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into 111e overall building design. Bracing indicated is to Iwevent buckling of individual truss web and/or chord members only. Additional temporary and permanent t:xacing MiTe ke Is always required for stability and to Iwevent collapse with possible personal injury and property damage. For general guidance regarding the fabricallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type city Ply T115966611 TBO306 F16 Floor Truss 1 1 755324018 Job Refere(ofiwl.Ij 0-1-8 H 260 1.50 I1 1.5x3 = 1.5x3 = 3x4 = 1.5x3 11 1 2 3 I D:Zl7yacff3rgf5yObD EG6BuzOUf6-7uyFMcl D IT8ra77YTlh4H N FwHx8S5v2Hrl U kdOyyD DZ 1-3-0 its Scale = 1:18.2 1.5x3 3x4 = 1.5x3 II 4 5 6 3x4 = 9 $ 3x4 = 14 3x4 = Plate Offsets (X Y) 8:0 1 8 Edgej (9 0-1-8 Edge) LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.08 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.42 Verf(TL) -0.11 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 55 Ib FT = 20 % F, 11 % E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(fiat) REACTIONS. (lb/size) 10=568/0-7-4, 7=568/0-3-15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-922/013-4=-922/0, 4-5=-922/0 BOT CHORD 9-10=0/736, 8-9=0/922, 7-8=0/736 WEBS 2-10=-859/0, 5-7= 859/0, 5-8=0/410, 4-8=-252/0, 2-9=0/410, 3-9=-252/0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 5) 1) Unbalanced floor live loads have been considered for this design. 2) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at t heir outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. t 0A13/2015 BEFORE USE, e Design valid for use only with MiTek0 connectors. this design is based only upon pararrreters shown, and is for on Individual building corponent, not a truss sysfern. Before use, the building designer must verify file applicability of design rxirarneleis and properly incorporate his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSUTPit Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11596662 TBO306 F17 FLOOR TRUSS 10 1 Refere hceoal DU11-1 .lily., i ..." "' , . -..... .......... 0-1-8 H i 2S0 16 15 I D:Zl7yacff3rgf5yobD EG6Bui0Uf6-b4 W dZymr3nHiC H aki SCJgbo6v LRLgK9R3PD 19TyyD DY 1712 1.5x3 1.5x3 11 3 4 5 2-6-0 O-8 tale = 1:25.7 1 .5x3 1.5x3 = 6 7 8 6-6-0 3x6 = 17 0ro Plate Offsets (X Y) 11:0 7 8 Edgej [120-1-8 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.10 10-11 >999 360 MT20 244/190 TCDL 10,0 Lumber DOL 1.00 BC 0.63 Vert(TL) -0.15 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.38 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 81lb FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 14=802/0-7-4, 9=796/0-3-8 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1452/0, 3-4=-1878/0, 4-5=-1878/0, 5-6=-1878/0, 6-7=-1468/0 BOT CHORD 13-14=0/1137, 12-13=0/1736, 11-12=0/1878, 10-11=0/1746, 9-10=0/1158 WEBS 2-14=-1327/0, 7-9=-1338/0, 7-10=0/492, 6-10=-441/0, 2-13=0/500, 3-13=-451/0, 3-12= 26/417, 6-11=-37/407 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, an edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekR connectors. This design is based only upon parameters shown, and is for an Individual building component, not - - a buss system. Before use, the building designer must verify The al.Vilcabtiity of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI] Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T71596663 TB 3306 HR01 Diagonal Hip Girder 1 1 755324019 Job Reference o tional 7 640 A 19 2016 MiTek Industries Inc Fri Jul 14 08:37:47 2017 Page 1BuildersFirstSource, Tampa, Plant City, Florida 33566 s pr I D:Zl7yacff3rgf5yObD EG6Buz0Uf6-b4W dZymr3nH iCH akt SCJgbo4xLOVgN FR3PD 19TyyD DY 7- 1-5 9-9-5 1- 5-D 7-1-5 2 8 0 Scale = 1:21.0 2x4 II 3x6 - 6xrs = LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deli Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.15 5-8 771 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Verl(TL) 0.49 5-8 238 180 BCLL 0.0 Rep Stress Incr NO W B 0.19 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( lb/size) 2=491/0-10-15, 5=667/Mechanical Max Horz2=137(LC 4) Max Uplift2=-148(LC 4), 5= 204(LC 8) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-750/212 BOT CHORD 2-5=-293/702 WEBS 3-5=-766/361 Structural wood sheathing directly applied or 5-1-1 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever 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 148 lb uplift at joint 2 and 204 Ito uplift at joint 5. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70 Trapezoidal Loads (plf) Vert: 2=0(F=35, B=35)-to-4=-171(F=-51, B=-51), 6=0(F=10, B=1 0)-to-5=-49(F=-1 4, B=-14) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. is based shown, and is for an individual building component, not DesignvalidforuseonlywithMilekOconnectors. This design only upon parameters a to rss system. Before use, the building designer must verify the applicability of design 1xrraneters and Properly Incorporate this design into the overall AdditionaltemporaryandbracingWOW buildingdesign. Bracing indicated is to prevent to rckling of individual In web and/or chord members only. permanent to with personal injury and property, damage. For general guidance regarding the isalwaysrequiredforstabilityandpreventcollapsepossibAefabrication, storage, delivery, erection and bracing of trusses and truss systems, see.ANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa. 6904 Parke East EastBlvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Qty Ply T11596664 T60306 HR02 FTrus.s.T—ype al Hip Girder 1 1 755324020 Job Reference (optional) nu - ea 9n17 Pa r Builders FirstSource, Tampa, Plant City, Florida 33566 1-5-0 1-s-o I D:Zl7yacff3rgf5y0bD EG66uz0 Uf6-3G30ninTg5PZpR9xbAjYMoKFZlpeZsNal3zrivyyD DX 6-11-6 6-11-6 Scale = 1:17.9 3x4 11 3x4 = 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.06 2-4 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(TL) 0.16 2-4 488 180 BCLL 0.0 " Rep Stress Incr NO W B 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=329/Mechanical, 2=301/0-11-5 Max Horz2=115(LC 4) Max Uplift4= 109(LC 8), 2=-111(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 2441190 Weight: 27 lb FT = 20 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever 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 109 lb uplift at joint 4 and 111 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-70 Trapezoidal Loads (pit) Vert: 5=0(F=35, B=35)-to-3=-122(F=-26, B=-26), 2=-2(F=9, B=9)-to-4=-35(F=-7, B=-7) WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/0"015 BEFORE USE. Design valid for use only with MiTek6 connectors. This design Is based only upon paramelels shown, and is for an individual building component, not - a truss system. Before use, the building designer must veity the applicability of design fxrrarnelers and Properly Incorporate This design into tine overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional tel and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPI i Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty PIY rllssssss T60306 HR03 Diagonal Hip Girder 1 1 755324021 Job Reference (optional) Builders FirsiSource, Tampa, Plant tarty, Florida 33566 /.64v s rv' " Zv' a Tg5PZpR9xbAjYMoKFgljDZp?al3zrivteyyD DXID:Zl7yacff3rgf5yObDEG6BuzOUf6-3'G30nIn 1- 5-0 6-2-11 9-9-5 1- 5-0 i 6- 2-11 3-6-10 2x4 II 3x6 Scale = 1:23.1 9- 9-5 9- 9-5 LOADING( psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deli Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.17 5-8 >697 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.51 5-8 >226 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix-M) Weight: 43lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc puffins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 2=482/0-5-5, 5=676/Mechanical Max Horz2=207(LC 4) Max Uplift2=-116(LC 4), 5= 242(LC 8) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-625/135 BOT CHORD 2-5=-275/562 WEBS 3-5=-614/327 NOTES- ( 8) 1) Wind: ASCE 7-10; VUlt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever 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 116 lb uplift at joint 2 and 242 lb uplift at joint 5. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2= 70 Trapezoidal Loads (plf) Vert: 2=0(F=35, B=35)-to-4=-1 71 (F=-51, B= 51), 6=0(F=10, B=1 0)-to-5=-49(F=-1 4, B=-14) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ER Design valid for use only with Woke connectors. This design Is based only upon parameters shown, and is for an individual twllding component, not " a truss system. Before use, the building designer must verify the applicatAlify of design parameters and properly incorpoiale this design into the overall building design. Bracing indicated is to prevent txickling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k• Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding The fabrication. storage, delivery, erectlon and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qry PlY T71596666 TB0306 HR06 Diagonal Hip Girder 7 1 755324022 Job Reference (optional) Builders Firssource, Tampa, Plant City, Florida 33566 /.640 s npr i a cu i o nu i — mu—lfi— n— ri oa, . aga I D:Zl7yacff3rgf5yObD EG6BuzO Uf6-XTdO_en5bOX PRak78tEnvOtQa83Sl GFkXj iOELyyD D W 1 -5-0 6-2-11 9-9-5 1-5-o 6-2-11 3-6-10 2x4 11 3x6 = Scale = 1:23.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.17 5-8 697 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) 0.51 5-8 226 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight:431b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No-3 BOT CHORD REACTIONS. (lb/size) 2=482/0-10-15, 5=676/Mechanical Max Horz2=207(LC 4) Max Uplift2=-116(LC 4), 5=-242(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-625/135 BOT CHORD 2-5=-275/562 WEBS 3-5=-614/327 Structural wood sheathing directly applied or 5-2-7 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever 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 116 lb uplift at joint 2 and 242 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2= 70 Trapezoidal Loads (pit) Vert: 2=0(F=35, B=35)-to-4=-171(F=-51, B=-51), 6=0(F=10, B=10)-to-5=-49(F=-14, B=-14) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design inte the overall building design. Bracing indicated Is to prevent txuckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T 11596667 T60306 J01 JACK -OPEN TRUSS 1 1 755324023 Job Referenc otional Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 S npr 19 cu 1 o 1A i eR nuusti—, I D:Zl7yacff3rgf5yObD EG6BuzO Uf6-XTd0_en5b0XPRak78tEnv0tY08G P IJdkXjiO ELyyD D W 1-0-0 1-5-15 Scale = 1:7.0 2x4 = 1-5-15 1-5-15 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 0.09 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(TL) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight: 6lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-5-15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=21/Mechanical, 2=167/0-8-0, 4=14/Mechanical Max Horz 2=40(LC 8) Max Uplift3= 17(LC 12), 2=-92(LC 8) Max Grav3=21(LC 1), 2=167(LC 1), 4=28(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever 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 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 17 lb uplift at joint 3 and 92 Ito uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MI1ekV connectors. This design is based only upon parameters shown, and is for an Individual Lxjilding component, not a truss system. Before use, the building designer must verity the applicability of design paraineters and properly Incorporate this design into the overall pp building design. Bracing indicated Is to prevent buckling of individual puss web and/or chord members only. Additional temporary and permanent bracing M iTek" is always required for stability and to prevent collapse with possible personal injury and proletly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of misses and truss systems, seeANSI/TPI I Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Btvd. Safety information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply T11596668 T60306 J02 Jack -Open Truss 7 1 755324024 Job Reference (optional) Builders FirstSource, Tampa, Plant GAy, Florida 33566 ID:Zl7yacff3rgf5yObDEG6BuzOUf6-XTdO_en5bOXPRak78tEnvOtXf8FdlJdkXjiOELyyDDW 1.0-0 2-10-15 1-0-0 2-10-15 Scale = 1:9.4 2x4 = 2-10-15 2-10-15 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(TL) 0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 11 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=63/Mechanical, 2=231/0-8-0, 4=25/Mechanical Max Horz 2=59(LC 8) Max Uplift3=-40(LC 12), 2=-111(LC 8) Max Grav3=63(LC 1), 2=231(LC 1), 4=50(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-10-3 zone; cantilever 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 40 lb uplift at joint 3 and 111 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design r,arameters and properly incorporate this deslqn into the overall b uilding design. Bracing Indicated is to prevent Iwckling of individual truss web and/or chord rnembeis only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal Injury and property dainage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information avallatale from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 711596669 TB0306 J03 Jack -Open Truss i 1 755324025 Job Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 i.o4v - V' V w' ml1 eK " uu5 ' r "u' :"" `" " 'a " I D:Zl7yacff3rgf5yobDEG6BuzOUf6-?fBm C_oj MifG3kJJiblOS D Pe5YY31 mttlNSym oyyD D V 1-0-0 4-10-15 1-0-0 4-10-15 Scale = 1:12.7 2x4 = 4-10-15 4-10-15 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.02 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.06 2-4 >869 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014fFP12007 Matrix) Weight: 17lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=144/Mechanical, 2=310/0-8-0, 4=45/Mechanical Max Horz 2=87(LC 8) Max Uplift3=-82(LC 12), 2=-121(LC 8) Max Grav3=144(LC 1), 2=31 O(LC 1), 4=90(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-10-3 zone; cantilever 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 82 lb Uplift at joint 3 and 121 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MI1-7473 rev. 1a103/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual ICUSs web and/or chord memt:x:rs only. Addilional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse will) possible personal injury and property damage. fur general guidance regarding the fabrication, storage, delivery, erection and bracing of misses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11596670 TBO306 J04 Jack -Open Truss 1 1 755324026 Job Reference (optional) 7 P 1 Builders FirslSource, Tampa, Plant City, Florida 33566 1-0-0 1 7-0-0 3x4 = 7.640 s Apr 19 2016 MiTek Industries, Inc. Fn Jul 14 08.37.50 201 age I D:ZI7yacff3rgf5yObD EG6BuzOUf6-?fBmC_ojMifG3kJJiblOSD PZkYT n 1 m ttlN Sym oyyD DV LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.09 2-4 837 240 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(TL) 0.27 2-4 295 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=205/Mechanical, 2=400/0-8-0, 4=83/Mechanical Max Horz 2=116(LC 8) Max Uplift3=- 1 04(LC 12), 2= 137(LC 8) Max Grav3=205(LC 1), 2=400(LC 1), 4=127(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale: 3/4'=1' PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone; cantilever 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 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 104 lb uplift at joint 3 and 137 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED MFTEK REFERANCE PAGE M71-7473 rev. f0/03/2015 BEFORE USE. Iffil Design valid for use only with MITekV connectors. [his design is based only upon parameters shown. and is for an individual building component, not a Fuss system. Before use- the building designer must verity the applicability of design parameters and properly incorporate this design into the overall 6 building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord mernbers only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and ixoperty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Fuss systems. seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type PlyIQty T11596671 TB0306 Jos Jack -Open Truss 1 1 755324027 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Hpr 19 2016 rvu R uu r e, . I D:Zl7yacff3rgf5yObD EG6BuzOUf6-U r18PKpeM70n7guuW GI G F_Ryu UyvCm C70_ 1 BV I EyyD DU 1-0-0 0-10-15__ 1-0-0 0-10-15 Scale = 1:6.9 1 2x4 = 0-10-15 0-10-15 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 7 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(TL) 0.00 7 n/r 90 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 5 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=4/Mechanical, 4=146/0-6-15 Max Horz 3=35(LC 12) Max Uplift4=-59(LC 12) Max Grav3=17(LC 16), 4=146(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever 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 59 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 101032015 BEFORE USE. _ Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and Is for an Incilvidual building component, not a truss system. Before use, the building designer must verify the appllcalAlty of design parameters and property incorporate this design into the overall qbuildingdesign. Bracing indicated Is to prevent Ixic..kling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and 10 prevent collapse with possible personal Intury and property damage. For general guidance regarding The fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI ] Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11596672 T80306 J06 Jack -Open Truss 1 1 755324028 Job Reference o tional MT 1. d 1 F' J 114 08:37:51 2017 Pa e t Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 i e n ustnes. nc. n u g I D:Zl7yacff3rgf5yObD EG6BuzOUf6-UrIBPKpM7On7gu u W G I G F_Rys Fyw5m C70_ 1 BV I EyyD DU 1-0-0 2-1 U-1 t, 1-0-0 1 2-10-15 4 6 2x4 = Scale: 1'=l' 0-4-0 p-q-p 2-10-15 2-6-t5 LOADING (psq SPACING- 2-0-0 S DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Veri(TL) -0.01 2-4 >999 180 BCLL O.O ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 11lb FT=20ib LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=63/Mechanical, 2=231/0-8-0, 4=25/Mechanical Max Horz2=76(LC 12) Max Uplift3=-49(LC 12), 2=-54(LC 12) Max Grav3=63(LC 1), 2=231(LC 1), 4=50(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-10-3 zone; cantilever 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 49 lb uplift at joint 3 and 54 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0-WOO S BEFORE USE. Design valid for use only with MiTek69 connectors. This design Is based only upon parameters shown, and is for an individual building component, not - - a truss system. Before use, The building designer must verify the applicability of design parameters and properly incorporate Mis design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply TB0306 J07 Jack -Open Truss 1 Tl59667375-324029 Innllferenceo Builders FirstSource, Tampa, Plant Cily, Florida 33566 yam • I D:Zl7yacff3rgf5yObD EG6BuzOUf6-y2J W cgq_uJv_12Tig0oU XeVz4MDLVfNADhx3rgyyDDT 1-0-0 5-0-0 Scale = 1:17.3 2x4 = 0-4-0 0-4-0 5-0-0 4-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.07 2-4 >820 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 18lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=148/Mechanical, 2=314/0-8-0, 4=46/Mechanical Max Harz 2=119(LC 12) Max Uplift3=-99(LC 12), 2=-63(LC 12) Max Grav3=148(LC 1), 2=314(LC 1), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; VUlt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone; cantilever 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 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 99 Ib uplift at joint 3 and 63 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. s Design valid for use only with MITek(-9) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. The building designer must verify the applicability of design parameters and properly incorporate this design into file overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, storage, dellveiy, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-39 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plale Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Pty T11596674 T60306 J08 Jack -Open Truss 1 1 755324030 Job Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 mil ek uindustries, Inc. ,ri jul t)Z Zvi 7 age I D:Zl7yacff3rgf5yObDEG6BuzOUf6-y2J W cgq_uJv_ 12T igOoU XeV3YMH I VfNADhx3rgyyDDT 1-0-0 0-10-15 1-0-0 0-10-15 Scale = 1 :6.9 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 2 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 2 999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 n/a rda BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-13/Mechanical, 2=154/0-4-0, 4=9/Mechanical Max Horz2=35(LC 12) Max Uplift3=-13(LC 1), 2=-49(LC 12) Max Grav3=15(LC 8), 2=154(LC 1), 4=17(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 0-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 3 and 49 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with 1v111el<6 connectors. This design Is based only upon parameters shown, and is for an individual txllldfng component, not a tnrSS system. Before use, the building designer must verify the applical-Ality of design parameters and properly incorporate this design Into the overall building design. &acing Indicated Is to prevent txickling of individual truss web and/or chord mernbets only. Additional temporary and permanent bracing MiTek• is always required for statNtity and to prevent collapse with poWtAe personal injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and taus systems, se.eANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11596675 TBO306 Jog Jack -Open Truss 1 1 755324031 Job Reference (optional) Builders FirslSource. Tampa, Plant City, Florida 33566 2x4 = 6405 Ap, i 920i 6 Mii l tlR r r ru. ff out r Y vo.or..sc tutu rage I D:Z17yacff3rgf5yObD EG6BuzOUf6-y2J W cgq_uJv_12TigOoUXe V38MG9VfNADhx3rgyyD DT 2-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.00 2-4 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.01 2-4 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=76/Mechanical, 2=220/0-4-0, 4=27/Mechanical Max Horz2=76(LC 12) Max Uplift3=-53(LC 12), 2=-51(LC 12) Max Grav3=76(LC 1), 2=220(LC 1), 4=54(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale: i'=1' PLATES GRIP MT20 244/190 Weight: 11 Ito FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-10-3 zone; cantilever 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 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 53 lb uplift at joint 3 and 51 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 10/0"015 BEFORE USE. Design valid for use only with MITek@) connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not a tnrss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall / bullding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tat rication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T11596676 TB0306 J10 Jack -Open Truss 1 1 755324032 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 pi 19 ID:ZI7yacff3rgf5yObDEG6BuzOUf6-QEtvgOrcfd1 rwC1 uNjJj3s17bIZQE6dJSLgcN6yyDDS 1-0-0 4-1 Scale = 1:17.1 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.07 2-4 >780 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a rVa BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=154/Mechanical, 2=303/0-4-0, 4=47/Mechanical Max Horz2=117(LC 12) Max Uplift3=-100(LC 12), 2=-60(LC 12) Max Grav3=154(LC 1), 2=303(LC 1), 4=94(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-10-3 zone; cantilever 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint 3 and 60 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. IOM312015 BEFORE USE. Design valid for use only with MITekQ connectors. This design is based only upon parameters shown, and Is for an individual building component, nab a huss system. Before use, the building designer musl verify file applicabllity of design 1xifameters and pior edy Incorporate 11 ils design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse will) possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSO-89 and SCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type T80306 J11 Jack -Open Truss Tti-tyT11596677 755324033 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Fn Jul 14 08 67:53 2017 Page i ID:Zl7yacff3rgf5yObDEG6BuzOUf6-QEtvgOrcfd1 rwC 1 uNjJj3sl391VpE6dJSLgcN6yyDDS 1-0-0 17-0-0 Scale = 1:22.2 3x6 = 700 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.12 2-4 >660 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.31 2-4 >266 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014fFP12007 Matrix) Weight: 24lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=210/Mechanical, 2=393/0-4-0, 4=87/Mechanical Max Horz2=161(LC 12) Max Uplift3= 124(LC 12), 2=-72(LC 12) MaxGrav3=210(LC 1), 2=393(LC 1), 4=131(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone; cantilever 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 124 lb uplift at joint 3 and 72 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10Po3/2015 BEFORE USE. F—I_ Design valid for use only with MiTekc9 connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall a am building design. Bracing indicated Is to prevent buckling of individual IMSS web and/or chord members only. Additional temporary and permanent bracing MiTe k` Is always required for siabillty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Intormallon available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty PlY T11596678 TBO306 J12 Jack -Open Truss 1 1 755324034 Job Reference o tional I.... C.i I.11A nn 17 Sd') 7 Pa i Builders FirstSource, Tampa, Plant Urty, Florida 33566 7-0-0 ID:Z17yacff3rgf5yobDEG6BuzOUf6-uORH LrEQx9iXMc4xRgyc3aBRgoLzZ?Tg?QgvZyyDDR Scale = 1:22.4 3x6 = 2x4 11 7-0-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSf. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.15 1-3 >519 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(TL) 0.41 1-3 >189 180 BCLL 0.0 Rep Stress Incr NO W B 0.06 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 33 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1281/0-8-0, 3=1134/Mechanical Max Horz 1=140(LC 8) Max Upliftl=-220(LC 8), 3=-266(LC 8) Max Gravl=1345(LC 15), 3=1191(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-11-7 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope), cantilever 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 220 lb uplift at joint 1 and 266 lb uplift at joint 3. 6) Girder carries tie-in span(s): 15-8-0 from 0-4-0 to 6-4-0 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 1-4=-325(F=-305), 3-4=-20 WARNING . Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev. 10103/201S BEFOREUSE - Design valid for use only with Mi1ek connectors. This design is based only urron parameters shown, and is for an individual building component, not - a Mrs system. Before use. the building designer must verify the applicability of design pafarneters and property incogxxato this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord mpermanent embers only. Additional temporary andranentbracingMiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information availaLde from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply T11596679 T60306 J13 Jack -Open Truss 1 1 755324035 Job Reference (optional) Builders FirslSource, Tampa, Plant city, Florida 33566 ,— -1.. - I- — , .. „_... _.,._.._ . __ .. . I D:Zl7yacff3rgf5yObD EG66uzOUf6-uQRH 1 LrEQx9iX Mc4x Rgyc3aN 09m mzSzTg?Q9vZyyD D R 4-1-7 2-10-9 Scale = 1:22.4 3x4 = — I, 3x6 = Plate Offsets (X Y) 4-1-7 5:0 4-4 0-1-81 2-10-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.05 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.51 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 40lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-6 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=878/0-4-0, 4=1360/Mechanical Max Horz 1=140(LC 8) Max Upliftl=-190(LC 8), 4=-384(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1488/305 BOT CHORD 1-6=-363/1269, 6-7=-363/1269, 5-7=-363/1269, 5-8=-363/1269, 4-8=-363/1269 WEBS 2-5=-290/1326, 2-4= 1575/451 NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever 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 190 lb uplift at joint 1 and 384 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 lb down and 28 Ib up at 1-0-0, and 191 lb down and 49 lb up at 3-0-0, and 1334 lb down and 342 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=70, 1-4=-20 Concentrated Loads (lb) Vert: 6=-111(F) 7=-191(F) 8=-1334(F) WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. v Design valid for use only with Mf fekJ connectors. this design is based only upon parameters shown, and is for an individual building component, not a tnrss system. Before use, the building designer must verify the applicability of design parameters and properly incogwrate this design Into the overallAdditionaltemryxaryandpermanentbracing MiTek" building design. Bracing Indicated Is to prevent lxwckling of individual truss web and/or chord members only. Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fobdcallon, storage, dellvery, erection and bracing of trusses and truss systems. seeANSUTPI I Quality Criteria, DSB-89 and 8CSI Building Component Tampa, FL 33610 Safety Information available item Truss plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T11596680 TB0306 J14 Jack -Open Truss 1 1 755324036 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 2x4 = 2-10-15 2-10-15 2-10-15 7.640 s Apr 19 20,6 iAT— iuusu tea, mi nau o.o,. ago I D:Zl7yacff3rgf5yObD EG6Buz0Uf6-uQRH 1 LrEQx9iXMc4xR;c3aOi9y W zZsTg? Q9vZyyD D R Scale: 1'=l' 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 0.18 Vert(LL) 0.00 1-3 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Verl(TL) 0.01 1-3 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 9 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=125/Mechanical, 2=98/Mechanical, 3=28/Mechanical Max Horz 1=61(LC 12) Max Upliftl =-1 6(LC 12), 2=-62(LC 12) Max Gravl=125(LC 1), 2=98(LC 1), 3=56(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever 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 fora 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 16 lb uplift at joint 1 and 62 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with MI1ek8 connectors. this design is based only upon parameters shown, and Is for an individual building component, not - - - a firm system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, dolivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Sireel. Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Ply T11596681 755324037T60306J15Jack -Open Truss 1 1 Job Reference o tional Pa 1 Builders FITSiSource, Tampa, Plant City, Florida 33566 2x4 = 4-10-15 s APT is auto "oa aw aa o, I D:Zl7yacff3rgf5yObD EG6BuzOU f6-Md?f FhssBEHZ9V BHV 6LB9 H7TOZFh i06cvf9j R?yyD DQ Scale = 1:17.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.03 1-3 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.08 1-3 >730 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 16 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=215/Mechanical, 2=168/Mechanical, 3=48/Mechanical Max Horz 1=102(LC 12) Max Upliftl= 29(LC 12), 2= 105(LC 12) Max Gravl=215(LC 1), 2=168(LC 1), 3=96(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-12 to 3-0-12, Interior(1) 3-0-12 to 4-10-3 zone; cantilever 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 29 lb uplift at joint 1 and 105 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MITe.kT) connectors. This design is based only upon parameters shown, and Is for an individual building component, not - C1 a intss system. Before use, the buildirtg designer must verify the applicability of design parameters and properly incorporate this design into the overall tt building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI I Quality Criteria, DSB-89 and BCSi Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type QtY PlY T71596682 T80306 J22 Jack -Open Truss 1 1 755324038 Job Referen ebona l Pa e l Builders FirslSource. Tampa, Plant Cry, Florida 33566 7.640 s Apris cv o nn cn u uau w,c. r u, ., ..y., ID:Zl7yacff3rgf5yObDEG6Buz0Uf6-Md?fFhssBEHZi VBHVBLB9H7UeZGDi06cvf9jlI DQ 1-0-0 4-10-1 Scale = 1:17.1 2x4 = 4-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deal Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.02 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.06 2-4 >869 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/iP12007 Matrix) Weight: 17lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=144/Mechanical, 2=310/0-8-0, 4=45/Mechanical Max Harz 2=117(LC 12) Max Uplift3= 97(LC 12), 2=-63(LC 12) Max Grav3=144(LC 1), 2=310(LC 1), 4=90(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; VUlt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-10-3 zone; cantilever 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 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 97lb uplift at joint 3 and 63 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MilekO connectors. This design is based only upon parameters shown, and is for an individual building component, not = a In rss system. Before use, the building designer must verify the applicability of design parameters and properly incogwfate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord memb ets only. Additional temporary and permanent bracing WOW Is always required for slaUlity and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11596683 T60306 J23 Jack -Open Truss i 1 755324039 Job Reference (optional) I ' 14 083756 2017 Pa e t Builders FirsiSource, Tampa, Plant City, Florida 33866 1.0.0 7-0-0 t-0-0 7-0-0 3x6 = 7.640 s Apr 19 2016 MiT ek industries, nc. riJ u19 I D:Zl7yacff3rgf5yObD EG6B uz0Uf6-qpY 1 S 1 tUyY PQnfm T3rsQhUfbDz W 2 RT Mm8JvG_RyyD DP Scale = 1:22.2 r 7-0-0 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.11 2-4 708 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Veri(TL) 0.27 2-4 290 180 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 24lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. ( lb/size) 3=204/Mechanical, 2=400/0-8-0, 4=84/Mechanical Max Horz 2=161(LC 12) Max Uplift3=-123(LC 12), 2=-74(LC 12) Max Grav3=204(LC 1), 2=400(LC 1), 4=128(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 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone; cantilever 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 123 lb uplift at joint 3 and 74 lb uplift at joint 2. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 101031201E BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a In rss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate flits design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pen narient bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, se.eANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallatAe from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type OF,Ply T11596664 TBO306 R01 Half Hip Truss 1 1 755324040 Job Reference (optional) P J 114 08:37:56 2017 Pa e 1 Builders FirslSource, Tampa, Plant City, Florida 33566 o-0 7-0-0 1-0-0 7-0-0 7.640 s Apr 19 2016 Mire n ustnes, nc. n u g I D:Zl7yacff3rgf5yObD EG6Buz0Uf6-qpY 1 S 1 tUyY PQnfmT3rsQhUfYTzQT RI im 8JvG_RyyDD P 10-5-8 14-2-8 3-5-8 3-9-0 Scale = 1:26.3 5x6 = 2x4 = 3x6 = 3 4 5 3x6 = JXC — LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 TCDL 15.0 Lumber DOL 1.25 BC 0.95 BCLL 0.0 Rep Stress Incr NO W B 0.75 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.1 'Except` 3-5: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1220/0-8-0, 6=1465/Mechanical Max Horz2=117(LC 4) Max Uplift2=-356(LC 4), 6=-404(LC 4) Max Grav2=1220(LC 1), 6=1490(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2777/602, 3-4=-2514/607, 5-6=-253/124 BOT CHORD 2-7=-605/2544, 6-7=-532/1735 WEBS 3-7=0/518, 4-7=-109/932, 4-6=-1992/645 14-2-8 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) 0.08 2-7 >999 240 MT20 2441190 Vert(TL) -0.37 6-7 >440 180 Horz(TL) 0.06 6 n/a rt/a Weight: 63 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-4-13 oc bracing. NOTES- (11) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. It; Exp C; Encl., GCpi=0-18; MW FRS (envelope); cantilever left and right exposed; 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.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 356 lb uplift at joint 2 and 404 lb uplift at joint 6. 7) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 735 lb down and 135 lb up at 7-0-0 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). 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 70, 3-5=- 1 55(F=-85), 2-7=-20, 6-7=-44(F=-24) Concentrated Loads (lb) Vert: 7=-578(F) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MI1-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with Milek8 connectors. This design is based only upon parameters shown, and Is for an Individual Lxtilding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent lAickling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent coitapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T71596685 TBO306 R02 Half Hip Truss 1 i 755324041 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7-2-7 1 0-0 7-2-7 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jul 14 08:37:57 2017 Page 1 I D:ZI7yacff3rgf5yObD EG6Buz0 Uf6-1?6PgNu6j sXHOpLfcZNf EiCnQNsgArbvMzeq W uyyD DO 9-0-o 14-2-8 1-9-9 5-2-8 3x4 = Scale = 1:26.1 3x4 = 10 11 5 3x4 = 2X4 11 3Xb — 7-2-7 9-0-0 14-2-8 7-2-7 1-9-9 5-2-8 Plate Otfsets (X,Y)-- j2:0-2-0,Edge1(4:0-2-0 0-2-131 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ven(LL) -0.06 6-7 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.19 2-7 >865 180 BCLL 0.0 Rep Stress Incr YES W B 0.32 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 62 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-8-9 oc bracing. WEBS 1 Row at micipt 3-6 REACTIONS. (lb/size) 2=716/0-8-0, 6=613/Mechanical Max Horz2=145(LC 8) Max Uplift2=-219(LC 8), 6=-169(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=-1169/456, 8-9=-1099/460, 3-9=-1025/470 BOT CHORD 2-7=-557/1036, 6-7=-557/1036 WEBS 3-7=0/319, 3-6= 1043/560 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Eterior(2) -1-0-0 to 2-0-0, Interlor(1) 2-0-0 to 9-0-0, Eter:or(2) 9-0-0 to 13-2-15 zone; cantilever left and right exposed ;C-C for members and forces & 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.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 219 lb uplift at joint 2 and 169 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/0"015 BEFORE USE. Design valid for use only with MITekC, connectors. This design is based only upon parameters shown, and is for an individual building component, not a fluss system. Before use, the building designer must verify ilne applicability of design parameters and properly incogorato this design into tine overall building design. Bracing indicated is to prevent Ixtckling of individual truss web and/or chord members only. Additional temporary and permanent brac6ng MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11596686 TBO306 R03 Special Truss 1 1 042 Job Reference (optional) Job feu lu! 14 nR:37:58 2017 Pane 1 Builders FirstSource, Tampa, Plant City, Florida 33bb6 v ,.„ •• _ uu __ .. __._..__ _- . _ _ ID:Zl7yacff3rgf5yobDEG66uz0Uf6-m6 ju1T9f8ozwsAGuumvlwum8fvAl2bdON2KyyDDN r, ,, .a 6 o_, 4 1n_n_n 16-4-0 20-8-0 21-0-0 25-0-0 30-0-0 31-0-Q 1-0-0 6-9-14 3-10-2 5-8-0 4-4-0 0-4-0 4-0-0 5-0-0 1-0-0l Scale = 1:54.4 4x6 = 3x6 = 73 _ II — 3x4 = 3x8 = 4x6 3x8 = 3x8 11 10-8-0 16-4-0 21-0-0 25-0-0 29-8-0 3Q-Q-0 10-8-0 5-8-0 48-0 4-0-0 4-8-0 0410 Plate Offsets (X Y) TO 3-0 0-2-01 LOADING (psf) SPACING- 2-0-0 TC O0. EF-O. dell L/d 2-13 PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.66 2-13 >377 180 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 154 lb FT = 20 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc puffins. BOT CHORD 2x4 SP No.1 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 8-12: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=905/0-8-0, 11=2992/0-8-0, 8=50610-8-0 Max Horz 2=-97(LC 6) Max Uplift2=-198(LC 8), 11=-763(LC 9), 8= 165(LC 9) Max Grav2=905(LC 1), 11=3131(LC 15), 8=555(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1197/251, 3-4=-863/185, 4-5=-874/177, 5-6=-153/793, 6-14=-153/793, 7-14= 154l792, 7-8=-829/226 BOT CHORD 2-13=-214/995, 12-13=-68/605, 11-12=-68/606, 11-15=-131/635, 10-15=-131/635, 8-10=-140/685 WEBS 4-13=-522481, 7-10=-148/855, 6-11=-401/206, 7-11=-1510/426, 3-13=-405/232. 5- 11 =-1 580/377 NOTES- ( 11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever 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 198 lb uplift at joint 2, 763 lb uplift at joint 11 and 165 lb uplift at joint 8. 7) Girder carries hip end with 5-0-0 right side setback, 22-0-0 left side setback, and 5-0-0 end setback. 8) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 347 lb down and 78 lb up at 25-0-0, and 1526 lb down and 345 lb up at 22-0-0 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). 11) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03,2015 BEFORE USE. s Design valid for use only with Mi lekO connectors. This design Is based only urnn parameters shown• and is for an Individual Iwiltling camran- ennot a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type aty Ply T11596686 TS0306 R03 Special Truss 1 1 755324042 Job Reference (optional) builders Nrs1bource. I amps, Han! Uny, Honda ,r-bbb np, , a cv , v e „w—,,e „" , u.... I D:Zl7yacff3rgf5yObD E G6Buz0 Uf6-mBgotjulT9f80zwsAGuumvlwum8fvAi2bdON2KyyDD N LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 5-14=-70, 7-14=-1 11 (F=-41), 7-9=-70, 2-15=-20, 10-15=-32(F=-12), 8-10=-20 Concentrated Loads (lb) Vert: 10=-263(F) 15=-1155(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITeka connectors. This design is based only upon parameters shown, and Is for an individual building component, not a Truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent kxrckling of individual truss web and/or chord members only. Addllion<71 temporary and pefma)ent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Nexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T11596687T1755324043TBO306R04CommonTruss1 Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 I.b4U s Apr I9 zUI o Mi i eK inousines, — — — 14 Uo.—DI "I I "yd I D:ZI7yacff3rgf5yObD EG6Buz0Uf6-m Bgotj uIT9f80zwsAGuumvlyXm8rvJ F2bdON 2KyyD DN 1-0-0 6-9-13 10-8-0 14&-3 21-4-0 6-9-13 3-10-3 3-10-3 6-9-13 Scale = 1:38.3 4x6 = l0 a 3x4 G 3x4 6x8 = 4-0 Plate Offsets (X Y)-- 2:0-2-10 0-1-81 (6 0-2-10 0-1-81 7 0-4-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.19 2-7 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) 0.57 6-7 433 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.05 6 rt/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) I Weight: 911b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=927/0-8-0, 2=1026/0-8-0 Max Horz 2=99(LC 11) Max Uplift6=-188(LC 13), 2=-222(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-1495/546, 3-8=-1403/569, 3-9=-1138/459, 4-9=-1108/472, 4-10=-1109/493, 5-10=-1139/479, 5-11=-1401/587, 6-11=-1479/574 BOT CHORD 2-7=-410/1238, 6-7=-405/1246 WEBS 4-7= 292/776, 5-7= 412/302, 3-7= 402/296 Structural wood sheathing directly applied or 3-5-10 oc puffins. Rigid ceiling directly applied or 9-5-5 oc bracing. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0 zone; cantilever 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) 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 188 lb uplift at joint 6 and 222 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTek8 connectors. this design Is based only upon parameters shown, and is for an Individual building component, not a hLrss system. Before Lise, the building designer must verify the applicability of design parameters and prolx:rly Incorporate this design Into the overall truss members only. Additional temporary and permanent bracing WOWbuildingdesign. Bracing indicated is to prevent buckling of individual web and/or chord is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of inlSSe,S cord truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailatalefromTrussPlaleInstitute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T11596688 TB0306 R05 Common Truss 1 1 755324044 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 I.64V s Apr iv 2016 rni i ek muusmes, me Fri dw i 4 usar;oa 20i r rage r I D:Zl7yacff3rgf5yObD EG6Buz0Uf6-FOEA43vN ET n?e7V 2k_Q7J7H 76AU Be mZCgH 7wbmyyD DM 1- 0-0 6-9-13 10-8-0 14-6-3 21-4-0 22-4-0 1- 0-0 6-9-13 3-10-3 3-10-3 6-9-13 1-0-0 Scale = 1:38.3 4x6 = 3 3x4 O 3x4 6x8 = 21- 4-0 TT 0 Plate Offsets (X Y)-- 12 0-2-10 0-1-81 [6:0-2-10 0-1-81 8:0-4-0 0-3-41 LOADING ( psf) SPACING- 2-0-0 CSL DEFL. in loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.19 6-8 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) 0.55 2-8 447 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 93 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1023/0-8-0, 6=1023/0-8-0 Max Horz2=-97(LC 10) Max Uplift2=-222(LC 12), 6=-222(LC 13) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1487/529, 3-9=-1395/551, 3-10= 1130/455, 4-10= 1100/468, 4-11=-1100/468, 5- 11=-1130/455, 5-12= 1395/551, 6-12=-1487/529 BOT CHORD 2-8=-357/1232, 6-8=-376/1232 WEBS 4-8=-264/766, 5-8= 402/297, 3-8=-402/297 Structural wood sheathing directly applied or 3-9-12 oc purlins. Rigid ceiling directly applied or 9-11-14 oc bracing. NOTES- ( 7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0 zone; cantilever 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) 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 222 Ito uplift at joint 2 and 222 lb uplift at joint 6. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek© connectors. This design is based only upon parameters shown, and Is for an individual building component, not a IRM system. Before use, the building designer must verity the (11AAicabilily of design Ixirameters and properly Incorrxxote this design into 11 ie overall building design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` preventis always required for stability and to prevent collapse with possible personal Injury and property daYuatge. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component FL SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Sire et, Suite 312, Alexandria. VA 22314. Tampa, 33610 Truss Type Qty Ply T11596689Flob0306R07T1,11TS,uss 1 1 755324045 Job Reference (optional) Builders FirstSource. Tampa, Plant City, Florida 33566 1-0-0 3 7-0-0 7-0-0 640 s Apr i9 2016 MIT.k Irid-16—, I.,. Fri Jut 14 08:37:592017 age I I D:Zl7yacff3rgf5yobDEG6BuzOU f6-FOEA43vN ETn7e7V2k_Q7J7H9JATTemaCgH7wbmyyD D M 8-8-0 15-8-0 16-80 1-8-0 7-0-0 1-0-0 5x6 = 5x6 = 3x6 = 3x6 11 3x6 11 3x6 = Scale = 1:29.5 7-0-0 8-8-0 15-8-0 7-0-0 1-8-0 7-0-0 Plate Offsets (X Y)-- 13 0-3-0 0-2-01 (4'0-3-0 0-2-01 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(ILL) 0.12 2-8 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) 0.28 2-8 650 180 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.07 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 62 lb FT = 20 % LUMBER - TOP CHORD 2x4 SP M 31 'Except` 3-4: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1444/0-4-0, 5=1444/0-4-0 Max Horz2=-66(LC 6) Max Uplift2=-369(LC 8), 5= 369(LC 9) Max Grav2=1531(LC 15), 5=1531(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2730/614, 3-4=-2286/572, 4-5= 2730/614 BOT CHORD 2-8=-475/2363, 7-8=-471/2327, 5-7=-477/2365 WEBS 3-8=-156/918, 4-7=-156/918 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-7 oc puriins. BOT CHORD Rigid ceiling directly applied or 8-2-13 oc bracing. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever 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 369 lb uplift at joint 2 and 369 lb uplift at joint 5. 7) Girder carries hip end with 7-0-0 end setback. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 763 lb down and 172 lb up at 8-8-0, and 763 lb down and 172 lb up at 7-0-0 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). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 3-4=-155(F=-85), 4-6= 70, 2-8=-20, 7-8=-44(F=-24), 5-7=-20 Conti WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MilekR connectors. Ihis design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design l anarneteis and properly incorporate ihk design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible l:,-rsonal injury and property damage. For general guidance regarding the fabricallon, storage, delivery, erection and bracing of trusses and truss systems, seeANS17711 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply T11596669 TBO306 R07 Hip Truss 1 1 755324045 Job Reference (optional) Hmltlers Fnstsource, Tampa, viam cny, Fionaa as5bb LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 8=-578(F) 7=-578(F) I D:Zl7yacff3rgf5yObD EG6Buz0Uf 6-FOEA43vN ETn?e7V2k_Q7J7H 9JATTemaCgH7wbmyyD DM WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTekJ connectors. This design is based only upon parameters shown, and is for an individual building component, not a in uss system. Before use, I1le building designer must verify the al:,plicability of design parameters and properly incorlxxate ihh design into file overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injray and property damage. For general guidance regarding the fabricatlon, storage, delivery. erection and bracing of trusses and truss systems, seeANSI/TPH Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available born Truss Plate Institute- 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply T11696690 TB0306 ROB Common Truss 1 1 755324046 Job Reference (optional) Builders FirslSource, Tampa; Plant City, Florida 33566 1 -1-0-0 1 10 0 3 7.640 s Apr 19 2016 M7ek Industries, Inc. Fri Jul 14 08:38:00 2017 Page 1 I D:Zl7yacff3rgf5yObDEG6BuzOUf6-jaoY IPw?? nvsFH4EIhxMsKgCmar? N F4L3xtU7CyyD DL 15-8-0 7-10-0 Scale = 1:28.7 4x6 = 3x6 = 2x4 li v — LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.11 4-5 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(TL) 0.31 4-5 602 180 BCLL 0.0 Rep Stress Incr YES W B 0.15 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 'Except` 3-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=692/Mechanical, 2=779/0-4-0 Max Horz2=76(LC 16) Max Uplift4=-141(LC 13), 2=-171(LC 12) 15-8-0 PLATES GRIP MT20 244/190 Weight: 57 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-1009/358, 6-7=-887/366, 3-7=-860/380, 3-8=-854/398, 8-9=-885/382, 4-9=-1005/380 BOT CHORD 2-5=-220/789, 4-5=-220/789 WEBS 3-5=0/385 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-10-0, Exterior(2) 7-10-0 to 10-10-0 zone; cantilever 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) 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 141 lb uplift at joint 4 and 171 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. 7lDesignvalidforuseonlywithMilek© connectors. Ibis design is based only upon parameters shown. and is for an Individual building component, not C-t a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall puss members only. Additional temporaryand permanent bracing Welk' buildingdesign. &acing Indicated Is to prevent buckling of individual web and/or chord is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI ] Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T71596691 T80306 R09 Hip Truss 1 1 755324047 Job Reference (optional) Builders FirstSource. Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jul 14 08.38.01 2017 Page 1 I D:Zl7yacff3rgf5yObD EG6BuzOUf6-Bm MwV Ixdm41 jtQf RrPSbOYNSv_Ed6YSV Hbc 1 ffyyDDK 1 0 Oi 7-0-0 11-11-3 18-0-13 23-0-0 30-0-0 r31-0-0 1-0-0 7-0-0 4-11-3 6-1-10 4-11-3 7-0-0 Sx6 = 3x6 = 3x6 = 5x6 = 4 13 5 6 Scale = 1:53.5 5x8 = 12 ' 5x8 = 6x8 = 6x12 MT20HS = 6x8 = 7x10 = 30-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.22 9-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Verl(TL) -0.70 9-10 >502 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO W B 0.78 Horz(TL) 0.15 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 173lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 Except* TOP CHORD Structural wood sheathing directly applied or 2-4-14 oc puffins. 3-6: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 4-12, 5-9 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2298/0-4-0, 7=2870/0-8-0 Max Horz 2=66(LC 7) Max Uplift2=-407(LC 5), 7=-482(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4406/805, 3-4— 3772/745, 4-13=-6795/1228, 5-13= 6795/1228, 5-6=-4839/850, 6-7=-5649/927 BOT CHORD 2-12= 691/3837, 11-12_ 1093/5892, 10-11=-1093/5892, 10-14=-1157/6504, 9-14=-1157/6504,7-9=-747/4923 WEBS 3-12=-242/1569, 6-9= 266/2041, 4-12=-2641/573, 4-10=-151/1390, 5-10= 13/484, 5-9=-2090/555 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever 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 fora 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 407 lb uplift at joint 2 and 482 lb uplift at joint 7. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 lb down and 132 ib up at 23-0-0, and 1102 lb down and 283 lb up at 15-8-0 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). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 onunuea on EaUe z WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ill REFERANCE PAGE MII-7473 rev. 10103/20IS BEFORE USE. Design valid for use only with MiTek& connectors. This design Is based only upon parameters shown, and is for an individual Wilding component. not a truss system. Before Use, the building designer must verify the al:4nlicability of design Ixirameters and propero lyincogratethis design into the overall Individual truss members only. Additional temporary and permanent bracing MiTek" buildingdesign. Bracing indicated Is to prevent buckling of web and/or chord is always required for stability and to prevent collapse with possible personal injury and pxopedy damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, dellvery, erection and bracing of trusses and miss systems, sec-ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T11596691 TB0306 R09 Hip Truss 1 1 755324047 Job Reference (optional) e — 00 I v,,..e 9 b Udders Fir$1L50nrCe, Iampa. rlanl Vny, rionaa—oo I D:Zl7yacff3rgf5yobD EG6Buz0Uf6-Bm MwVlxdm4l jtQfRrPSbOYNSv_Ed6YSV Hbc 1 ffyyD DK LOAD CASE($) Standard Uniform Loads (pit) Vert: 1-3— 70, 3-13=-70, 6-13=-143(F=-73), 6-8=-70, 2-14=-20, 9-14=-45(F=-25), 7-9=-20 Concentrated Loads (Ib) Vert: 9=-513(F) 14=-1102(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03I2015 BEFORE USE. Design valid for use only with Milek8 connectors. This design is based only upon parameters shown, and is for an Individual txillding component, not a inrss system. Before use, the building designer mast verify the applicability of design parameters and properly Incorporate this design into The overall building design. Bracing Indicated is to prevent trickling of individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of misses and truss systems, seeANSIM1I Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type Qty Ply T1159669270b6R10HipTruss117553240411 Job Reference (optional) Builders FirstSource, Tampa, Plant City. Florida 33566 7.640 s Apr 19 20i 6 Mi 1 ek Industries, Inc. Ffi jul iv .o8:01 2017 rage I D:Zl7yacff3rgf5yObD EG6Buz0Uf6-Bm MwV Ixdm41 jtQf RrPSbOYN Rb_BN6dcV Hbc 1 ffyyDD K i1-0-OI 6-6-5 9-0-0 15-0-0 21-0-0 23-5-10 30-0-0 131-0-0, 1-00 6-6-6 2-5-10 6-0-0 6-0-0 2-5-10 6-6-6 11-0-0 4x6 = 15 3x4 = 46 = 5 16 6 Scale = 1:53.5 12 lu 3x6 = 3x6 _ 4x6 = 3x8 = 3x8 = 9-0-0 21-0-0 30-0-0 9-0-0 12-0-0 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in loc) I/deli Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.32 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0,91 Veri(TL) -0,88 10-12 >404 180 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 142 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purlins. BOT CHORD 2x4 SP No.t BOT CHORD Rigid ceiling directly applied or 6-11-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1417/0-4-0, 8=1417/0-4-0 Max Horz 2=-83(LC 10) Max Uplift2= 255(LC 12), 8= 255(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-2416/961, 13-14=-2322/966, 3-14=-2268/978, 3-4=-2146/924, 4-15=-1884/854, 5-15= 1883/854, 5-16=-1883/854, 6-16=-1884/85416-7=-2146/924, 7-17=-2268/978, 17- 18=-2322/966, 8-18=-2416/961 BOT CHORD 2-12= 755/2061, 11-12=-767/2194, 10-11=-767/2194, 8-10= 762/2061 WEBS 3-12=-315/295, 4-12= 268/719, 5-12=-479/282, 5-10= 479/282, 6-10=-268/719, 7- 10=-315/295 NOTES- ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 25-2-15, interior(1) 25-2-15 to 31- 0-0 zone; cantilever 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.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 255 lb uplift at joint 2 and 255 lb uplift at joint 8. 7) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. s Design valid for use only with MITekR connectors. this design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer musl verify the applicability of design ixsa peters and properly incorparate this design into the overall q building design. Bracing indicated is to prevent buckling of Individual huss web and/or chord members only. Additional temporary and permIYIanent bracing iTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and IruSS systems, se:eANSI/TPI t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply T11596693 TBO306 R11 Hip Truss 1 49' Jb erence o ti nai Builders FirsiSoume, Tampa, Plant City, Florida 33566 / b4o s Apr lu eut b mi i eK industries, rn, — — w daao.dc —1 i rage I D:Zl7yacff3rgf5yObD EG6Buz0Uf6-fzwlj4yFX09ZVaEd P6zgxlvZ? O W Hr8ce W FMaB5yyD DJ 1-D-Oi 7-6-0 + 11-0-0 19-0-0 22-6-0 30-0-0 z31 =0J0 1-0-0 7-6-0 3-6-0 8-0-0 3-0-0 7-6-0 1-0-0 1 0 6x8 i 2x4 // 2x4 \\ 5 16 6 6x8 Scale = 1:53.5 3x6 = 3%4 = 4x6 = 3x4 = 3x6 = 0 C? 0 10-0-0 11-0-q 19-0-0 4U-0-y su-u-v 10-0-0 1-00 8-0-0 1-0-0 10-0-0 Plate Offsets (X Y)-- 4:0-2-11 Edge] 17:0-2-11 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.93 Vert(LL) -0A6 11-13 >775 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Verl(TL)-0.9811-13 362 180 BCLL 0.0 Rep Stress Incr YES WB 021 Horz(TL) 0.10 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 136 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 "Except' TOP CHORD Structural wood sheathing directly applied. 4-7: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 7-2-7 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-4-0, 9=1417/0-4-0 Max Horz 2=98(LC 11) Max Uplift2=-271(LC 12), 9=-271(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14= 2307/906, 14-15=-2187/913, 3-15=-2099/927, 3-4=-2046/904, 4-5= 1821/864, 5-16=-1550/780, 6-16=-1550/780, 6-7= 1821/866, 7-8=-2046/907, 8-17=-2099/929, 17-18=-2187/916, 9-18=-2307/908 BOT CHORD 2-13=-694/1943, 13-19=-465/1550, 12-19=-465/1550, 12-20=-465/1550, 11-20=-465/1550, 9-11= 704/1943 WEBS 8-11=-249/267, 3-13=-249/267, 5-13=- 156/567, 6-11--155/567 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-10-7, Exterior(2) 10-10-7 to 23-4-8, Interior(1) 23-4-8 to 31-0-0 zone; cantilever 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 271 lb uplift at joint 2 and 271 lb uplift at joint 9. 7) "Semi -rigid pitchbreaks with fixed heels" Memberend fixity model was used in the analysis and design of this truss. 8) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular' building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1"3/2015 BEFORE USE. Design valid for use only with MITek3> connectors. this design is based only upon parameters shown, and is for an individual txiitding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incoi orate this design into the overall g building design. Racing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and perman ent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply T11596694 T60306 R12 Hip Truss i 1 50TJ.bR.ference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 .oV yi 19 2016 - 1 — m —1 - ,FC. F agG ID:Zl7yacff3rgf5y0bDEG6BuzOUf6-79ThwQytliIQ6kop; gU3TzSmZnrdaalolv58kXyyDDI i1-0-0 7-6-0 13-0-0 1 17-0-0 22-6-0 30-0-0 _ ,31-0-0 1-0-0 7-6-0 5-6-0 4-0-0 5-6-0 7-6-0 1-0-0 it O Scale = 1:53.5 4x6 = 3.6 // 3x6 \\ 4x6 = 4 5 6 7 3x6 = 3x6 = 3x4 = 4x6 = 3x4 = 10-0-0 13-0-0 17-0-0 20-0-0 30-0-0 10-0-0 3-0-0 4-0-0 3-0-0 10-0-0 Plate Offsets KY) - 15:0-4-11 0-0-12) (6:0-2-5 0-1-4) LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.40 11-13 >884 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL)-0.7311-13 >490 180 BCLL 0.0 * Rep Stress Incr YES WB 0.28 Horz(TL) 0.10 9 n/a n/a BCDL 10.0 Code FBC2014ITPI2007 Matrix) Weight: 136 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 "Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 4-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-6 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-4-0, 9=1417/0-4-0 Max Horz 2=-1 16(LC 10) Max Uplift2=-288(LC 12), 9=-288(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14= 2353/904, 3-14= 2249/925, 3-15=-2065/879, 4-15= 1908/898, 4-5= 1730/858, 5-6= 1379/735, 6-7=-1730/858, 7-16= 1908/898, 8-16=-2065/879, 8-17=-2249/925, 9-17=-2353/904 BOT CHORD 2-13=-700/1998, 13-18=-375/1379, 12-18=-375/1379, 12-19=-375/1379, 11-19=-375/1379, 9-11=-709/1998 WEBS 8-11=-443/353, 3-13=-443/353, 5-13=-237/748, 6-11=-237it48 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to 17-0-0, Interior(1) 21-2-15 to 31-0-0 zone; cantilever 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.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 = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint 2 and 288 lb uplift at joint 9. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekR connectors. This design Is based only upon lxtrameters shown, and is for an individual building component, not - - a truss system. Before use, the building designer must verify the ahhlicatAlly of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to Prevent t.xickling of Individual truss web and/or chord members only. Additional temirorary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and Ixopeliy damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T11596695 TB0306 R13 Common Truss 1 Job 755324051 Reference (optional) o1 Builders FirslSource, Tampa, Plant City, Florida 33566 1-0-0 7-6-0 15-0-0 1-0-0, 7-6-0 7-6-0 4x6 = 6.00 Fl2 I D:Zl7yacff3rgf5yobD EG6Buz0Uf6-bL136mz W 3?QH kuN?XX? 10A?vGBBoJ? zx_ZrhG_yyD DH 22-6-0 30-0-0 7-6-0 7-6-0 Scale = 1:52.6 q0 3x6 = 3x6 = 3X4 = 4x6 = 3x4 = 10-0-0 20-0-0 30-0-0 I 10-0-0 10-0-0 10-0-0 Plate Offsets (X Y) 3:0-4-0 0-3-41 [5 0-4-0 0-3-41 LOADING (psf) SPACING- 2-0-0 GSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.39 8-10 >901 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.67 8-10 >535 180 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.10 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 137lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 7-9-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-4-0, 6=1417/0-4-0 Max Horz2=-133(LC 10) Max Uplift2=-300(LC 12), 6= 300(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11= 2382/818, 3-11=-2285/839, 3-12=-2083/809, 4-12=-1940/822, 4-13=-1940/822, 5-13=-2083/80915-14=-2285/839, 6-14=-2382/818 BOT CHORD 2-10=-608/2030, 10-15=-276/1322, 9-15=-276/1322, 9-16=-276/1322, 8-16=-276/1322, 6- 8=-628/2030 WEBS 4-8=-257/821, 5-8=-519/373, 4-10=-257/821, 3-10=-519/373 NOTES- ( 7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 15-0-0, Exterior(2) 15-0-0 to 18-0-0 zone; cantilever 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 300 lb uplift at joint 2 and 300 lb uplift at joint 6. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MilekO connectors. This design is based only upon parameters shown, and is for an individual Y.xrildingcomponent, not a muss system. Before use, the building designer must verify the applicability of design parameaers and propedy incorl:oraTe this design info the overcall building design. Bracing indicated is to prevent buckling of individual truss web and/or cl"iord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of susses and truss systems, seeANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314.. Tampa, FL 33610 Job Truss Type Qty Ply T11596696 TBO306 F Special Truss i 1 755324052 Job Reference o tional 0 Pa e 1 Builders FirstSource, Tampa, Plant City, Florida 33566 r.ov a np, a 201 o Ivii 1 ek e . I D:Zl7yacff3rgf5yObD EG6B uzOUf6-bL 138mz W 3?QH kuN?XX? 10A?yXB8DJtcx_ZrhG_yyD DH rt-O-Oi 7-0-0 13-10-0 20-8-0 21-10-Q 25-3-5 30-0-0 31-0-Q r1-0-0 7-0-0 6-10-0 6-10-0 ' 1-2-0 3-5-5 4-8-11 1-0-0 Scale = 1:54.4 5x6 = 3x4 = 4x6 II 6x8 — 6 Sx8 = 13 12 lv 3x8 5x8 — 7x10 = 6X8 - 6x8 = 7-0-0 13-10-0 20-8-0 21-1U-y 7-0-0 6-10-0 6-10-0 1-2-0 8-2-0 Plate Offsets (X Y) 12:0-1-11 Edge] 13 0-3-0 0-2-7] 5:0-4-0 0-2-8] (8 0-2-10 0-1-81 12:0-3-8 0-4-121(13:0-3-0 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.24 10-12 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.71 10-12 >502 180 BCLL 0.0 * Rep Stress Incr NO W B 0.94 Horz(TL) 0.17 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 180 Ito FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP NO.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-4-14 oc purlins. 1-3: 2x4 SP M 31, 3-5: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 7-7-7 oc bracing. BOT CHORD 2x6 SP M 26 *Except* WEBS 1 Row at midpt 4-13 8-11: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except' 6-10,4-13,5-12: 2x4 SP No.2 REACTIONS. (lb/size) 2=2906/0-4-0, 8=2325/0-4-0 Max Horz 2=76(LC 7) Max Uplift2=-61 O(LC 8), 8=-425(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5824/1136, 3-14=-5028/1060, 4-14— 5030/1060, 4-5=-7268/1557, 5-6=-4163/878, 6-7=-4255/877, 7-8=-4512/907 BOT CHORD 2-13=-981/5108, 13-15=-146777264, 12-15=-1467/7264, 11-12=-937/4819, 10-11=-937/ 4819, 8-10=-758/3953 WEBS 3-13=- 249/1896, 6-10=-713/3442, 5-10=-3304/779, 4-13=-2487/645, 4-12=-5/433, 5-12= 594/ 2827 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever 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 610 lb uplift at joint 2 and 425 lb uplift at joint 8. 7) " Semi -rigid pitchbreaks with fixed 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) 513 Ib down and 132 Ib up at 7-0-0, and 1326 lb down and 340 lb up at 13-8-0 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). 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard Continued on pace 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a trrrss systern. Before use, the building designer must verify the alAAicability of design pxlramelers and properly Incoporale this design into tire overall Bracing indicated is to Ixlckling of individual Imss web and/or chord members only. Additional temporary and permanent bracing MiTek' building design. preventisalwaysrequired for stability and to prevent collapse with passible Pei sonal inlury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of Musses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T11596696 TBO306 R74 Special Truss 1 1 755324052 Job Reference (optional) Builders FIr51$OOTce. Tampa, F9ant cny, Florida 33566 ID:Zl7yacff3rgt5yObDEG6Buz0Uf6-bL138mzQHkuN W3?XX?IOA?yX68DJtcx_ZrhG_yyDDH LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-14=-143(F=-73), 5-14=-70, 5-6= 70, 6-9=-70, 2-13=-20, 13-15=-45(F=-25), 8-15=-20 Concentrated Loads (Ib) Vert: 13=-513(F) 12= 1326(F) WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MITek0 connectors. This design is based only upon parameters shown, and is for an Individual building component, not a fruss system. Before ruse, the building designer must verify file allhlicability of design lxurameters and property incogarale this design into the overall i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional tem{wrary and permanent bracing MiTek* Is always readied for stability and 10 prevent collapse wllh possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T71596697 TBO306 R15 Hip Truss 1 1 755324053 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s npr i9 2016 Mi. ez G, l.— F6 iu — vo—vo 2v„ K age , I D:Zl7yacff3rgf5yObDEG6Buz0Uf6-3YbR L6_BgJY8M2yC4EXXZOXg ibU E2Ux4C DaFoQyy DDG 7-0-0 9-4-0 16-4-0 1.0.0 7-0_0 P-4-0 7-0-0 5x6 — 5x6 — Scale = 1:29.0 3x6 — 3x6 II 4xn 3x6 II uzo — Plate Offsets (X Y)-- 3:0-4-0 0-2-8) f4:0-4-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.15 5-6 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(TL) 0.35 5-6 547 180 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 63 lb FT = 20 % LUMBER - TOP CHORD 2x4 SP M 31 -Except- 3-4: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=1426/Mechanical, 2=1523/0-4-0 Max Horz2=69(LC 12) Max Uplift5=-356(LC 9), 2=-389(LC 8) Max Grav 5=1 525(LC 16), 2=1606(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2897/658, 3-4=-2434/612, 4-5=-2885/652 BOT CHORD 2-8=-519/2502, 7-8=-515/2465, 6-7=-515/2465, 5-6=-521/2503 WEBS 3-8=-150/940, 4-6=-145/926 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-3 oc puffins. BOT CHORD Rigid ceiling directly applied or 7-10-9 oc bracing. NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. fl; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 lb uplift at joint 5 and 389 lb uplift at joint 2. 8) Girder carries hip end with 7-0-0 end setback. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 763 lb down and 172 lb up at 9-4-0, and 763 lb down and 172 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 3-4=-155(F=-85), 4-5= 70, 2-8=-20, 6-8=-44(F=-24), 5-6=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Deslgn valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an Individual building component. not a fRIS.S system. Before use, the building designer must verify the applicability of design rxrrameteis and properly Incorporate this design into the overall Additional temporary and permanent bracing MiTek' building design. Bracing indicated Is to prevent t:xickling of individual truss web and/or chord members only. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcaflon, storage, delivery, erecflon and bracing of trusses and truss systems, sooANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T11596697 TBO306 R15 Hip Truss 1 1 755324053 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-578(F) 6=-578(F) 646smpr iecviomiTek i r-.i i4vo.00v: .you I D:Zl7yacff3rgf5yObDEG6Buz0Uf6-3YbR L6_BgJY8M2yC4 EXXZOX9 ibU E2Ux4C DaFoQyyD DG WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE Mll-7473 rev. IOIV312016 BEFORE USE. Design valid for use only wllh Mllekm) connectors. This design is based only upon parameters shown, and is for an Individual tYiltding component, not a IRM system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent tarickling of Individual truss web and/or chord members only. Additional temporary and pennanenf bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property darnage. for general guidance regardhny the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI t Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty T71596698 T60306 R20 Hip Truss 1'-TrP,yJob 054 Reference o tional Builders FirsiSource. Tampa, Plant city, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jul 14 08:38:06 2017 Page 1 I D:Zl7yacff3rgf5yObD EG6B uz0Uf6-Xk9pYS?mbdg? zCXOey2m 5b4Gd?tunyBE RsKoKsyyDDF 1-0-0 6-9-13 9-0-0 10-8-0 12-4-0 14-6-3 21-4-0 22-4-0 1-0-0 6-9-13 2-2-3 2-2-3 6-9-13 1-0-0 3x6 = 2x4 I I 3x6 = Scale = 1:39.0 Im0 3x4 i OX4 — 5X8 = 9-0-0 10-8-0 12-4-0 21-4-0 9-0-0 1-8-0 1-8-0 9-0-0 Plate Offsets (X Y)-- 12 0-2-10 0-1-81 14:0-3-8 0-2-4) 16:0-3-8 0-2-4j 18:0-2-10 0-1-81 ITu:u-4-u u-s-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Verl(LL) 0.21 8-10 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) 0.62 8-10 398 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1023/0-8-0, 8=1023/0-8-0 Max Horz 2=-83(LC 10) Max Uplift2=-21 1 (LC 12), 8= 211(LC 13) PLATES GRIP MT20 244/190 Weight: 91 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-2-3 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1468/605, 11-12=-1370/616, 3-12=-1323/628, 3-4=-1157/532, 4-5=-999/494, 5-6=-999/494, 6-7=-1156/532, 7-13=-1323/628, 13-14=-1370/616, 8-14= 1468/605 BOT CHORD 2-10= 436/1209, 8-10=-442/1209 WEBS 7-10=-296/289, 3-10=-296/289, 5-10= 221/617 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 12-4-0, Interior(1) 16-6-15 to 22-4-0 zone; cantilever 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.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 211 lb uplift at joint 2 and 211 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. am W Design valid for use only with MlTek6 connectors. This design is based only upon paramelers shown, and Is for an Individual building component, not - a Iruss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual torus web and/or chord mernbers only. Additional temporary and permanent bracing MiTek' Is always required for stablIlty and to prevent collapse with posslhle personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of misses and miss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type Qty Ply T11596699 TB03 06 R21 Hip Truss 1 1 755,324055 Job Reference o tional a I.AiTel. I.,rli et.inc Ins P,i.lifl id 0R'1Ft 0ri 2017 Pagel Builders FirstSource, Tampa, Plant Urly.-lorloa ssbgg B • -r• •- --' - ""' -- - _ _ I D:ZI7yacff3rgf5y0bDEG6Buz0Uf6-Xk9pYS?mbdg?zCXOey2m5b4Kc?sdnupERsKoKsyyD D F 1 0 0 7_0.0 10-8-0 14-4-0 21-4-0 22-4-0 1.0.0 7_0_0 3-8-0 3-8-0 7-0-0 1-0-0 3x6 = 7-0-0 5x6 = 6x8 = 3x4 = 4 7-4-0 5x6 = 3x8 MT20HS = 6x8 = Plate Offsets (X,Y)-- 12:0-2-12,0-1-81,13:0-4-0,0-2 81 f5:0-4-0 0-2-81 f6:0-2-12 0-1-81 f8'0-3-8 0-3-01 f10:0-3-8 0-3-01 21-4-0 Scale = 1:39.0 3x6 = I 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0-10 2-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.46 8-10 >536 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.12 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 94 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 `Except` TOP CHORD Structural wood sheathing directly applied or 3-0-15 oc purlins. 3-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-13 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1994/0-8-0, 6=1994/0-8-0 Max Horz2=-66(LC 6) Max Uplift2=-51 1 (LC 8), 6=-511(LC 9) Max Grav2=2050(LC 15), 6=2050(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3810/887, 3-4=-3216/816, 4-5=-3216/816, 5-6=-3810/887 BOT CHORD 2-10=-761/3344, 9-10=-904/3584, 8-9=-904/3584, 6-8=-708/3304 WEBS 3-10=-242/1338, 4-10=-508/296, 4-8=-508/295, 5-8= 242/1338 NOTES- (12) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever 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 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 511 lb uplift at joint 2 and 511 lb uplift at joint 6. 8) Girder carries hip end with 7-0-0 end setback. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 763 Ito down and 172 lb up at 14-4-0, and 763 lb down and 172 Ito up at 7-0-0 on bottom chord. The design selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 3-5=-153(F=-83), 5-7= 70, 2-10=-20, 8-10=-44(F=-24), 6-8=-20 on A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/M2015 BEFORE USE. Design valid for use only with MITekS connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use. the building designer mull verify the applicability of design parameters and properly i ncolporate this design info the overall preventbuildingdesign. Bracing Indicated is to event buckling of individual truss Web and/or chord members only. Additional temporary and permanent bracing Is always readied for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss syslerns, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. E. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply T11596699 TB0306 R21 Hip Truss 1 1 75S 24055 Job Reference (optional) Builders Firstsource. I amps, viant cny, rionaa 3lsDoo LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 10=-578(F) 8=-578(F) I D:Zl7yacff3rgf5yobDEG6Buz0Uf6-Xk9pYS? m bdg?zCXOey2m5b4Kc?sdnupERSKoKsyyD DF WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. e Design valid for use only win M1100) connectors. This design is based only upon parameters shown, and Is for an Individual Wilding component, not a irtss system. Before use, the building designer must verify the applicability of design parameteis and properly Incogwrate this design into if antoverallii building design. Bracing indicated is to prevent welling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' h always required for stabilityand to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T11596700 T60306 RF01 Flat Truss 1 e Job3Refe6rence2 optional)° P 1 Builders FirslSource, Tampa. Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Jul 14 08.38.07 20/7 age I D:Zl7yacff3rgf5yobD EG6BuzOUf6-owj Bmo?OMwosbL6aCfZ?epdYC PGLW M V Ng W 3LtJyyD D E 2-1-12 4-1-12 6-1-12 8-8-4 11-2-11 13-2-11 15-9-3 18-5-7 2-1-12 2-0-0 2-0-0 2-6-8 2-6-8 2-0-0 2-6-8 3x4 = 3x6 = 6 Scale = 1:31.5 3x4 = 19 8 20 9 10 3x4 = 3x4 = 3x4 = 3x4 = 18 17 16 15 14 3x44 1-12 6-1-12 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC20141TPI2007 1 1-2-11 13-2-11 118-4-101-7 5-0-15 1 13 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TC 0.39 Vert(LL) 0.05 12 >999 240 MT20 2441190 BC 0.61 Vert(TL) 0.16 12 >939 180 WB 0.42 Horz(TL) 0.04 11 n/a n/a Matrix) Weight: 164lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-14 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 6-3-6 except Qt=length) 11=0-4-2. lb) - Max Uplift All uplift 100 lb or less at joint(s) except 11=-138(LC 4) Max Grav All reactions 250 lb or less at joints) 18 except 11=1535(LC 1), 17=1000(LC 1), 16=383(LC 1), 14=2850(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-4567/151, 7-19= 4567/151, 8-19=-4567/151, 8-20=-4567/151, 9-20= 4567/151 BOT CHORD 13-14=0/2919, 12-13=-151/4567, 11-12= 233/2619 WEBS 2-17=-856/0, 3-16=-472/0, 4-14=1014/0, 8-12=-1028/62, 7-13=-838/45, 6-13=-173/1874, 6-14=-3443/0, 9-12=0/2215, 9-11=-2906/261 NOTES- (13) 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at joint 11. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 845 lb down and 217 lb up at 13-7-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard Continued on pacie 2 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with Milek® connectors. This design Is based only upon parameters shown, and Is for an individual Ywllding component, notIvaafnrsssyslern. Before trse, the building designer must verify the applicability of design parameters and properly incorpointe this design into the overall . building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iViiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage:, delivery, erection and bracing of IrllSS05 and IRISS systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T71696700 TBO306 RFO1 Flat Truss 1 2 75532405Jb 6 nce (optional) Builders FirstSource. pampa, vlanl fitly. Honda 3;Z" LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-19=-340(F=-96), 19-20=-166(F=-96), 10-20=-70, 11-18=-20 Concentrated Loads (lb) Vert: 20=-845 r.oYv s r p i a cv P v 1 D: Z17yacff3rgf5yObD EG6BuzOUf6-Owj Bm o?OMwosbL6aCfZ?epdYC PGL W MV Ng W 3LtJyyD D E WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MITek D connectors. This design Is based only upon parameters shown, and is for an individual bttllding component, not a truss syslern. Before use, the building designer must verify the applicability of design parameters and properly Incoiporole this design into the overall / i building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stablllty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricallon, storage, delivery, erection and bracing of musses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type 0ty Ply T71596701 TBO306 RF02 Hall Hip Truss 1 1 755324057 Job Reference o tional inc Fri ul I e na na nn 9nra 7PIBuilders FITMSOUrce. Tampa, Plant City, Florida 33566 1—vs ^v' " ' '""' 0^ ^' I D: Zl7yacff3rgf5yObD EG6BuzOUf6-U7Haz8007Ewj DV hnm N4EAOgtyoal FkMX uApvPlyyDDD 1-0- 0 7-0-0 10-4-0 13-8-0 15-10-7 18-2-10 20-8-9 1-0- 0 7-0-0 3-4-0 3-4-0 2-2-7 2-4-3 2-5-15 6.12 MT20HS i 5x8 = 2x4 II Scale = 1: 38.1 oxs — 3x4 = --- — 3x6 = 2x4 II 3xS — 3x4 = 2x4 11 3x4 = IN 13- 8- 0 2-2- 7 18-2- 10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.06 13-14 >999 240 MT20 244/190 TCDL 15. 0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.21 13-14 >757 180 MT20HS 187/143 BCLL OD * Rep Stress Incr NO W B 0.77 Horz(TL) -0.03 17 n/a ri/a BCDL 10. 0 Code FBC2014ITP12007 Matrix) Weight: 117 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 4-0-14 oc puffins, except 4-6: 2x6 SP No.2, 7-10: 2x4 SP No.2 end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.2 3-7-5 REACTIONS. (lb/ size) 11=1511/0-4-15, 2=-526/0-8-0, 17=2745/0-11-5 Max Horz2= 272(LC 8) Max Uplift2=- 744(LC 20), 17=-29(LC 5) Max Grav11= 1562(LC 15), 17=2745(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=0/1975, 3-4=0/2018, 4-5=0/1793, 7-14=0/467, 7-11274/32, 18-19=-1259/30, 8-19=- 1254/37, 8-20=-1771/0, 9-20=-1771/0, 9-21 =-1771/0,10-21=-1771/0, 10-11 =- 1 567/0 BOT CHORD 2-17=-1743/0, 16-17=-592/0, 15-16--29/1112, 14-15--29Y 112, 13-14-0/1771, 12-13= 0/1771 WEBS 4- 17=1302/103, 5-17=-1775/0, 5-16=0/686, 5-7=0/734, 7-16=-1805/0, 8-14=-644/0, 9-12= 839/0, 10-12=0/2011 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS ( envelope); cantilever 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 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 bV 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 744 lb uplift at joint 2 and 29 lb uplift at joint 17. 8) " Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device( s) is the responsibility of others. 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE( S) Standard WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MiTEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. IR _ Design valid for use only with Mliek connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss sySlen 1. Before use, the building designer must verify the applicablliIV of design parameters and properly Incogxxa le this design into iI overall A bolding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" Is always required for stability and to prevent collapse with possible personal injury and Ixoperly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems- See-ANSi/TPI i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply T11596701 T60306 RF02 Hall Hip Truss i 1 755314057 Job Reference o tional Builders FirstSource, Tampa, Flan Uity, Flonea 33566 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25. Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-6= 70, 7-10=-166, 2-11=-20 Concentrated Loads (lb) Vert: 10=-347 18=-200 19=-134 20=-193 21=-266 I D: Zl7yacff3rgf5yObD EG6Buz0Uf6-U 7Haz8007Ewj DV hnm N4 EA09fyoal FkMXuApv PlyyDD D WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with Milek® connectors. [his design is based only upon parameters shown, and Is for an Individual Wilding component, not - a Truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate This design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iViiTek` IS always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and buss systems, se.eANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job T11596702 B0306 7,- Ulss Valley Truss 71Py 1 755324058 Job Reference (optional) 08 2017 P 1 Builders FirstSource, Tampa, Plant City, Florida 33566 0Q 0 2x4 i 2-0-0 2-" 2-0-0 7.640 s Apr 19 2016 MiTek Industries. Inc. Fri JUI 14 OB. . age I D:Zl7yacf f3rgf5yObDEG6Buz0Uf6-U7Haz8o07EwjDV hnmN4 EA09ogokAFvKXuApvPlyyD DD Scale = 1:7.9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) de" Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.01 3 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) 0.01 3 999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=61/1-10-8, 2=61/Mechanical Max Horz 1=28(LC 12) Max Upliftl=-9(LC 12), 2=-23(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; VUlt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever 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 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 9 lb uplift at joint 1 and 23 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. viaDesignvalidforuseonlywithMllekOconnectors. This design Is based only upon parameters shown, and is for an indl Adual tbuilding component, not a truss syslem. Before use, the buildlrx7 designer must verity, the applicability of design rxiranneters and properly incogxxate this desan into the overall building design. Bracing Indicated Is to prevent buckling of individual taus web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tuns systems, see-ANSI/TPI1 Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available trout Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Type Qty Ply T11596703 TBO306 V02 TValleyTruss 1 1 755324059 Job Reference o tional Builders FirslSource, Tampa. Plant fitly, Flontla 33566 ID:ZI7yacff3rgf5y0bDEG66uz0Uf6-yJryBUleuY2agfGzJ4bTjEiz4C3A_KGg7gYSxByyDDC 2-11-1 i-0-15 Scale = 1:13.0 2x4 i 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 3 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.00 2 n/r 90 BCLL 0.0 Rep Stress Incr YES W B 0.08 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=80/3-11-8, 5=223/3-11-8 Max Horz 1=66(LC 12) Max Uplift5=-80(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-173/283 NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 4-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS 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 80 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mliek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a inrss system. Before use, the building designer must verity the appiicabilily of design parameters and properly Incorporate this design Into the overall pp _ building design. Bracing indicated is to prevent Ixuckting of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of misses and truss systems, sec-ANSI/TPI) Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Symbols 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, 0-71d' For 4 x 2 orientation, locate plates 0-'/ib' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in Mifek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 TOP CHORDS 0 Of O d O R 0 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek(D All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 General Safety (Votes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI, 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1, 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10, Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. I I , Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20, Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. RECORD COPY J\LDING S F o to FPAR 17.26. Hanger List H1 HTU26 H2 THA422 NOTE5: 1.) REFER TO HIB 91 (RECOMMENDATION', FOR HANDLING INSTALLATION AND TEMPORARY BRACING,) REFER TO ENGINEERED DRAWIN65 FOR PERMANENT BRACING REQUIRED. 2.) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) M05T BE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE BRACING REQUIREMENTS. 3.) ALL VALLEY, ARE TO BE CONVENTIONALLY FRAMED BY BUILDER. 4.) ALL TRU55E5 ARE DESIGNED FOR 2' o.c. MAXIMUM 5PACIN6, UNLE55 OTHERWISE NOTED. 5.) ALL WALL5 5HOWN ON PLACEMENT PLAN ARE CONSIDERED TO BE LOAD BEARING, UNLE55 OTHERWISE NOTED. 6.) 5Y42 TRU55E5 MU5T BE IN5TALLED WITH THE TOP BEING UP, 7.) ALL ROOF TRU55 HANGERS TO BE 51MP50N HTU26 UNLE55 OTHERWISE NOTED. ALL FLOOR TRU55 HANGERS TO BE 51MP5ON THA422 UNLE55 OTHERWISE NOTED. 8.) BEAM/HEADER/LINTEL (FOR) TO BE FURNI5HED DY BUILDER. 5HOP DRAWING APPROVAL THIS LAYOUT 15 THE SOLE 50URCE FOR FABRICATION OF TRU55E5 AND V0105 ALL PREVIOU5 ARCHITECTURAL OR OTHER TRU55 LAYOUT5. REVIEW AND APPROVAL OF THI5 LAYOUT MUST BE RECEIVED BEFORE ANY TRU55E5 WILL BE DUILT. VERIFY ALL CANDITION5 TO IN5URE A6AIN5T CHAN6E5 THAT WILL RESULT IN EXTRA CHARGE5 TO YOU. Uja'ted ft]" y Dou M BuildersrstSoce Orlando PHONE: 407-051-2100 FAX: 407-651-7111 Plant Gity PHONE: 813-759-5951 FAX: 613-752-1532 BUILDER: Taylor Morrison Homes Darlington A Bonus Room LE64 APH155: 9EY 151 ON: Lot roc ALE: NITC, RECORD COPY D City of Sanford Building and Fire Prevention Product Approval Specification Form 64, Permit # Project Location Address: 497 Red Rose Lane, Lot 306 As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) I. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-R3 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL15332.06 Sectional Amarr Garage Doors Sectional Ext. Door (Garage SF) FL5302.10-R6 Roll U Automatic Other 2.Windows Single Hung MI Windows Single Hung window FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows Frame Fixed Glass FL 18644.04 Awning Pass Through Projected Mullions MI Windows Mullions FL 18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3.Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-R4 Underla ments InterWrap, Inc. Underlayments 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 / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Weather Vent Roof Vent Miami Dade Approved Other June 2014 t Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5.Shutters Accordion Bahama Colonial Roll up Equipment Other 6.Skylights Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products HVAC Tie Down BMP International HVAC Tie Down FL14239-R3 Applicant's Signature Applicant's Name Please Print) June 2014 OF. L # i R 3 R dLL B'c4i.S`CT E^Ti1•E MD R:YJE O-WV6 &4LL C0l-Ly WT'a RS0 MR .5TN ECAM OVA). TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS 70' 1 Il' 1 31' 53' N WINDOW CALL OUTS 12 SH 1,2 32 SH 22 SI 32 SIN26' 3"' 1354 10 33 54 23 54 33 54 1 A3 51' 14 5a 10 34 5H 2454 34 SH 15 54 10 35 5H 25 U 3561.4 , 63' j 16 54 I0 36 5.1 26 61.' 1 36 5H 1W GL. vERTY r,ASa eY OF'V"5 FOR ALL WND015, w WRDOD VIES MV INSTALLATION ; 0 VARY PER MAVYXT6;ER AND SPECGCATIOiB Z REFER TO FLOOR P AN5 FOR STYLE OF WNDO11 WED ( WLE QX-54, CASErENT- GSiT. OR R)(ED GLA55-FG) A7F. PofE I IE .) uA'JC PTO E.Fii )N EQT T1{N 0.0GR P./K FcA4'PS HATCHING LEGEND I-- z DAVIS BEWS DFdIGN GlDV! ti a m IHOU FAX VANVGV60EN'SCAM O ui O m Z Ul) o 0 o OMJ 0 Q J UU.PAFLOOR 14615F. r' cRFLCCR I<145F. TOTAL LIVING 25615F, GARAGE 4555F. nne LANAI 1395F. win; rLOOR xur NOTES ENTRY ' II5F. - TOTAL 50. FT- 35465F. - MAIN FLOOR PLAN NOTES Al] GARAGELEFT J\ 1 7—ALL.-VWCY ESCAPE AID FESCE vn.0 suV1 coR. uTx 450 r}4racR srw EoasT aau s s s s s s s TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS k WINDOW CALL OUTS 20' 8110 Fy. 708 Ff.. 3e5 Fy, 4019 F.G. w 74' V0Fy. MDFG. 3020 fG. 4020 FG. 30 Z 36' 41" S 630 5H 7030 5H 30305.4 4030 SH V4 SO 1040 SH 3240 SH 4040 $H 9 69' Z 3 0 5:4 2M 514 X 0 514 4n0 SH R' 5- 2O60 54 1 306054 4260 SI GO. VERTT Mr;K OFENNGS FOR ALL WNXJJ5, GI'm SIZES AND WALL ATIO4 My VARY PER OZ 11,40ACTUSER AND SPECKATIONS. RE;t-R TO R.00R KA\5 FOR STYLE OF UXDGW USED (SIN53-E IAW,54. CASE' <N'f- CS ,i, OR FIXED 4S5- Ff ) RPos i roR w 4 RE pR FIAV D1c Sa5 CLEAR O=F\Y-'- VM-ITS Nn. IGU:55.D rO 11EG19 CE AVM ItE.iarumaSo4RA7ORmeEeoesADMisx"ECLEAR E 49- BE1GV. SLO.EBEPART ffM0:24 C!EVGO4EuFN---lWLE BQa ROM!( 6 71 TI ES daO.E rLO LOCATED. TW-3P CMOFr1EW1 H WGf rfEWON p LO fEFr. 0FSV,5 LEBELIILAS56amosAWsnrrMMMZ W>ALLOF45Wf6 <ATE UM 24WESUEff sn+asatisA r ro ema i4 nr s a r f! Rl$p M107t a4 fBGR - BrM FJip1 f,`•f 16G] OCRE F CYCO PEr%UDcYCES AV Y!AD'.,l G:4tlB l',%`.WENIB 6 ASIx F 7PY PFR FBCR - SiH EU•rKn fi01 MM2 C o- 0 '.1,$ 4 n• j A nASl L L BALL'. 00 u 4 3p M 1I3uarrc x,wE iar gas r BLED p6- 76-I) AEnYa DDMN O E arwerr Fwsr Kaa n4 aim eu.szs. uoo t'n. vs-feoo swx r vnvmcwscan UPPER FLOOR PLAN NOTES GARAGE LEFT V / i 0w 0 0 z m0 z cn 1--j ce C 2 0 1.0 ne 0 0 M J0 `Q J 1 2585 n rt£ U rEF Glp}P Pif.4 xJIES 54££r 2B1 Florida Building Code Online 9-clml 150cp-.. Page 1 of 3 DW XAPA S{1[` c` t BCIS Home Log In User Registration Product Approval Hot Topic Submit Surcharge ! Stats S Facts 1 QI J:71 USER: Public User Regulation t LKC> ;AgpftcsrSlon Detatl t FL. # FL15225-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived 1 l Publications FBC Staff I SM Site Map I Links I Search Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgcc)nsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute Validated By Ryan ). King, P.E. V, Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard YM 101/I.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZlQ... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A other: See INST 15225.5-68 (6'8 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 15225-68M (68 Door Products Direct to Masonry) for installation instructions. Note - Glazing Sfiail"Comply with ASTM E1300 04. (This product approval requires the use of "J" part number doors and sidelites, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate FI IS225 R3 C CAC 15= 5 NAMI carts ndf Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions Created by Independent Third Party: Yes Evaluation Reports FL15225 R3 AE EVAL i5225.5-68.Ddf. F1 1522c R3AE'E1fAL ISZ25 5-$O:odf MA5225' it3 AE FvAi 15225-58M:odf Created by Independent Third Party: Yes 15225. 6 f. "Premium Series", "Construction 6/8 and 8/0 Opaque and Glazed Steel Door with T ransoms. Series" and "Benchmark by With and without Sidelites. Inswing and Outswing 17herma-Tru" with Transoms Limits of Use Certification Agency Certificate Approved for use in HVHZ: No M 1 S» Al C CAC 15224 613AMi tierts.Ddf: Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions other: See INST 15225.6-68 (6'8 Door Products) and +["S A3, tl tN5T 1 ?5: ".odf 15225. 6-80 (8'0 Door Products) for installation instructions. to S»S ,Rg: II INSf 15225:6 80:Ddf. Note - Glazing Shall comply with ASTM E1300-04) Ver'ifled By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports f]. t5»c Rx dF EC/AI .ir},$.6-68.Ddf Ft t S 7 ' AF E1fAt 15225 6-80 odf. Created by Independent Third Party: Yes Back Contact"`" 3M:,lual """ Tatliir'i'FE 32299 Pliifna:1487'182ri, The State of Florida is an AA/EEO employer. COdvriohc:^w'1'•2013.Slatr dFM_rk[a, Privacy S'atement :: AccessibilityStatement :: 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 electronicmalltothisentity. Instead, contact the office by phone or by traditlonal mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section455.275(1), Florida Statutes, effexive October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if theyhaveone. 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 add ss wcan be a clickmadehereavailable to the public. To determine If you are a licensee under Chapter Product Approval Accepts: 0.549R Credi'44FE https:// www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 Q... 7/20/2015 NOTICE_ OF. PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005329-114 10/15/2003 108 Matzfeld Road Certification Date: Butler, IN 46721 Expiration Date: 12/31/2021xp Revision Date: 02/24/2015 Product: FiberCIassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/and w/o Sidelites Specification: ASTME330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certificationthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing withinlabelrepresentsproductconformitytotheapplicablespecificationand Itmi rtifl ti . NAMI 'sCertification Program is-acieredited b'. The American National Standards institute Ai+1Sf:: NAMI's Certified Product.Listitt at: Inswing Glazed Design Missile Test Report Number Configuration or or Maximum Size Pressure Pos/Nez Impact Rated Comments Outswing Opaque OpagUe 3'0" x 618" 67/-67 No ETC-01-741-10703.0/L-2097/TTF-253F i/St Single Opaque 6'8" 6?/-67 No ETC-01-741-10703.0/L-2097/TTF-254F X O/S Sin le Opaque E610"6'8" 40/-40 No ETC-Ol-741-10703.0/L-2097/-CTF-253F i/SXX Standard Aluminum Astragal Double Opaque 6'0" x 6'8'' 40/-40 No ETC-01-741-10703.0/L-2097/TTF-254F O/SXX Standard Aluminum Astragal Double I/S... Opaque . 6'0"x 6'8" 471-47 No ETC-Oi-741-10703.0/L-2097/TTF-253F XX Coastal Aluminum Astragal Double O/S Opaque 690" x 6'8" 47/-47 No ETC-01-741-10703.0/L-2097=F-254F XX Coastal Aluminum Astragal . _. Double Opaque Door 594" x 698" 40/-40 No ETC-O 1-741-10593.01L-2097/TTF-253 F OXO/OX/XO I/S Sin le w/Sidelites .. O/S Glazed Sidelites Opaque Door 5'4" x 6'8" 40/40 No ETC-01-741-10593.0/L-2097/TTF-254F OXO/OX/XO single w/Sidelites ... Glazed Sidelites 8'4' 6'8" 40/-40 No ETC-01-741-]0593.0/L-2097/TTF=253F OXXO l/S Opaque Door x Standard: Aluminum Astra al Double w/Sidelites... Glazed Sidelites 814" 6'8" 40/-40 No, 254FETC - StandardOXXOO/S Opaque Door x A uminum As a Double w/Sidelites Glazed Sidelites 8'4" 6'8" 47/47 No ETC-01-741-10593.0/L-2097/TTF-253F OXXO I/S Opaque Door x Coastal+Aluminum:Astra al. .. Double.w/Sidelites.. O/S Glazed Sidelites Opaque Door 8'4" x 6'8" 47/-47 No ETC-01-741-10593.0lL-2097/TTF=254F OXXO Coastal Aluminum Astragal Double.w/Sidelites Glazed Sidelites Management Institute, Inc./4794 George Washington Mamo.rla y/Hayes VA 23072 National Accreditation Tel: (804) 684-5124/Fax: (804) 684-512244NAMIAUTHORIZEDSIGNATURE. NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005331-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certificationlabelrepresentsproductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing withina.-......., 1. e,.—difp.f iw `rha Amarimn National Standards Institute (ANSI1 NAMN Certified. Product Listn a Designg Missile Test Report Numberp Configuration Inswing or Glazed or Maximum Pressure Impact Comments Outswin O a ue Size 3'0" x 61811 Pos/Ne 67/-67 Rated No ETC-01-741-10702.O/L-2096/TTF252F X I/S Opaque Single Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10702.0/L-2096=1`25IF X O/S Single I/S Opaque 6'0" x 6'8" 40/-40 No ETC-S dardXX Aluminum Astragal Double ...... O/S Opaque 6 0 x b 8 40/-40 No ETC-01-741-10702.0/L-2096/TTF251F XX Standard Aluminum Astragal. Double us Opaque 6'0" x 698" 55/-55 No ETC-01-741-11008.0/L-2151/TTF252F XX Coastal Aluminum Astra al . Double Opaque 65011x 6'8" 55/-55 No ETC-01-141-11008.0/L-21 SIMF251 F XX O/S Coastal Aluminum Astragal :. Double Opaque Door 5'4" x 6'8" 40/40 No ETC =01-741-11008A/L-2151/TTF25ZF OXO/ OX/XO US Sin le w/Sidelites .... O/ S Glazed Sidelites Opaque Door 59 419 x 69 8 40/-40 No ETC-01-741-11008.0/L-2151=F251 F OXO/ OX/XO Single w/Sidelites Glazed Sidelites Opaque Door 8'4" x 6'8" 40/-40 No ETC-01-741-11008.0%L-2151ITTF252F OXXO I/S Double w/Sidelites .: Glazed.. Sidelites Opaque Door 8'4" x 6V' 40/40 No Standard Aluminum Astragal ETC- 0 andard Alumnum 15IM 251 F Astrag OXXOO/S Double w/Sidelites US Glazed Sidelites Opaque Door 8'4" x 6'8" 55/-55 No ETC-01-741-11008.0/L-2151/i"TF252F OXXO Double w/Sidelites .: Glazed. Sidelites No Coastal Aluminum Astragal i F ETC-01-astal OXXOO/S Opaque Door 8'4" x 6'8" 551-55 st al.... Astragal.... CoastalAluminumAstraalAluminumDouble w/Sidelites Glazed Sidelites. Management Institute, lnc./4794 George Washington Memoria ylElayesr VA 23072 NntinnalAccreditationTel: ( 804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: MASONRY) MASONRY TYP. HEAD OPENING OPENING JAMBS 2X 2X BUCK 4" 4 . 4' 4* 1111MULLION 11 MULLION SHOWN FOR REFERENCE MASONRY.. 4 OPENING Typ, SHOWN FOR II REFERENCE H EADII HEAD it JAMBS JAMBS 2X BUCK -/ MULLION of C SHOWN FOR 6 0 11 REFERENCE S 13WQl<-AKhORlB-Q BUCK ANCHORING MASONRY OPENING 1. min. S.G. 20.55. 2X BUCK No at the comers MY be adjusted to maintain the min. e4owd1i 1660 to AW010flofints. udlusled fCaj)hrw*vhchor 166aflons noted as WAX. ON CENMr Must b, .0 mantptnttwMin may bo. reqUired to ensue the ilAx'60 dwrw W-wd- ro =.d. 3. Concrete anchor fable: fog 6 ; 10tWIT,iDq MinRItW&AN". rfm 114, TA' CON EL 114* 4' ULUTURA 1YP. HEAD JAMBS ASTRAGAL SHOWN FOR REFERENCE If II am DOURf 4 SHOWNMULLION FOR A MULLION TYP. REFERENCE I SHOWN FOR REFERENCE HEADJAMBS 2X-) x ^ BUCK ti A579AGAL S= FOR A* 'i MCI IMC MASONRY 66 RUCK ANC BUCK &LQl:JQR OPENING JN.. Q aryt JK gy.- LFSr NINO NO. 15225. 5-68 ET 2or. IN 2 n 2 N A. J PAIRS 30. T p ai 7 3' 6 4 SEE NOT -E 3 \-SESHEET E DETAIL 3 BUCK INSTALLATION T T SEE DE TAIL lIv. r W/ 2x BUCK. WIIX BUCK 2AXLLANONINSTALLATION Yp HEAD HfAA 4 c-s! d iR ASTRAGAL- MULLIONJ JAMBS N SIit3WN FO jmssSHOWNFORSHOWNFOR REFERENCE t REFERENCE. ONLYREFERENCE ONLY 47N SEE DETAIL *"" --i SEE_,/ DETAIL cs 5 Ks I -' n k rj n5 IEI DOUBLE DOOR WISIDEL T- VIEW DOUBLE DOOR VIEW "A -- -"A SHOWN W1 OPnONX CORRU04TE0 FAS"M. UM 130 (M. AIX SIDEUTE 70 DOOR JAMB CONNECRONS) W/2X BUCK Z I _ INSTALATION W/ lX BUCK INSTALLATION I W12X BUCK Item DESCRIPTION Material A 10 x 2=7 PFH WOOD SC W STEEL. 10 X 1 -;%4- PFH WOOD rC- STEEL io x 1* 'PFH WOOD SCREW STEEL t 0 x 314'- LG. PFH WOOR c STEEL 2 10 x- G. D STEEL 3 8 x = . . .1. PFH WCREW STEEL CONCRETE SCREW i xH- ELCO OR ITW C STEEL 4, x 1-3 fTW P H ON BETE SCREW J4 x... J 3 4-17W PFH GONGHLIT CREW w :CONCRETE SCRLSTEEL. STEEL STEELSTEEL 13 MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C-90 CONCRETE 16 go 27 30 f — 1 4 X 2--1 4 P IHEADER JAMB SUGAR PINE, S JU.4- THK. PRESSURE TREATEDGSIr rELI 751 I 1112" X J 5NDFA 0 WOOD 0DSTEEL 5 ELLINSTALLATION, 3. 0 W/ lx BUCK, INSTALLATION DETAIL, -' 3." ATTACH ASTPAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. c. t DETAIL ` 4" OR M, By' JK cm. vy., ut DMWMG NOyrc FL- 15225. 5- 68 SHEET or 0 INTERIOR var t CRL9 s ON INTERIOR. Hook Itt6x411g Cd7f1 igU(GtKfn EXTERIOR z vERnc;a CROS x b„ Ou rg,canflon INTERIOR INTERIOR EXTERIOR y:d ElPv` EXTERIOR .INTERIOR m m 2 Q: m VVf&: TCA CR055 SECTION w, 2 z, 12 : . p4onfigm on 5we N.T.S. o uwo JK im eve. 0lAVMK1. M0.1 q FL— ! 5225.5—b8 it 4 4' -A, MULLION SHOWN FOR > i.9 MASONRY MASONRY 10010 - , tis, MASONRY. R OPENING TYP. HEAD OPENING REF8RIENCE OPENING lyp I —. .111.1 TYPIJAMBS HEAD JAMBS z d to j CZ C IVBUCK ;Kc6 c; 1 MULLION 2X BLICK—/ SHOWN FOR 11 vi 6 REFERENCE 2X BUCK go ci LI SINGLE WZSIDELITES SINGLE DOM$IN BUCK ANCHORING BUCK ANGHQRIKG BUCK.- qCHQRLUQ 4 4* 4 n 4. p 7 It: MULLION JI MULLION MASONRY. SHOWN OPENING TYP.. HEAD li FOR TYR, 11 REFERENCE I SHOWN FOR-44 REFERENCE JAMBS 11 ASTRAGAL HEAD SHOWN FOR JAMBS REFERENCE li II 2X BUCK 1, min. S.G. 2 0.55, ASTRAGAL 2X," SHOWN FOR CONCRElEANCH R anchor1. Concrete —_Q . I, the comers May be adj llXoadjustedto maintain the min. BUCK REFERENCE U edge allstance tomortar joints. 2. Concrete anchor locations -MAX ON CENTW must be adjusted locations notedastox mcMtc*, the min. edge disforice to M0rt0rJ0(nls, OddflOnOl concrete anch ors C) May be required to emtgo the ON CENTER" dimension ore not exceeded. ribl Ili 6Concreteanchor tae: a CS ANO* AN04011 141K CIZAAA 19AWMACW" 1/ 4' r r TAPC11w ONULTRACODOUBLE DOOR MASONRY N DOUBLEW/SIDEUTES BUCK ANCHORING OPENING MFlu" WME A FL- 1. 5225.57 80 SHEET M) ti! .. wine tits m16 jt A Qz A Wzw.JO I K E! C. rye, ' cn s• :n v' .. 4 mz 3 ' t. « tit }i W/2% BUCK I W//2% BUCK X^ r { a x Elr` DETAIL "3", If+ `A, INSTALLATION SEE DETAIL L INSTAUATION A a ;EE} `.__ c z SEE NOTE 3 :I j 9 W/iX BUCK "3" i w/1X Bur,K . n 7G jjEA1L - - ; [r g Hg m LL g Il SHFE7 3 I J' INSTALLATION iNSiALtAIM. n j NA i, 4 I MULLION Ec JAMBS # TYP. HEAD & O o JAMBS a SHOWN FOR ;ra. REFERENCE ASTRAGA ; A$T(tAdAl- I SHOWN FOR SHOWN FOR REFERENCE I. REFERENCE # z z = s ONLY I: :E i +. ONLY p I tozo Q w I - a" I. SEEv DETAIL. I. a 1S 18 I "4" .1. _ . o lit I L I A° =r E. DOUBLE DOOR yIFW "L`"_"C" f1ou0 F DOOR W/ tD ITS VIEW «F.._«F-«F» "wN w/ OPTIONAL cORRucaED FASTENERS. ITEM fW M?• ALL SIOEUTE TO DOOR JAMB CONNECTIONS) . Q' N Item# DESCRIPTION Material STEEL . A 10 x.2-1 .2 PFH WOO SCREW S7EE1: g 10X T-. WOOD SCR C 6 t I.D X i PFH W OD C TO x 3 4 LG. PFH WDOD SCREW Hin a to r0.me STEEL STEEL 4 CONCR1d' 2-3 4 PFH ELCO OR ITW ETE SCREW STEEL 5 1 4".z t-3 4 ITW PFH .CON CRETE SCREW 1.4" x 3-3 4..I7W..PFH CONCRETE SCREW TEEL i X. 3 FH .SCREW .. P11 . ill .... 1TW FH CONCRETE SCREWEE STEEL 1 T.4'x 3-1.4.'ITW PFH CONCRETE SLR MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI CONCRETE 13 301 OR HOLLOW.©LOCK CONFORMING TO..ASTM C90 try-1.4 X. 4 PFH ITW CONCRETE SCREW L WOOD, H DER JAMB PINE. SG.>=.0.47 0 D 21. 3.4 THK, PRESSURE TREATED SIDELITE PAD STEEL. 30 1 .2" X 1" X 25 GA. CORRUGATED FASTENER Di mDETAIL"4" F A. o DETAIL ATTACH ASTRAGAL. THROW BOLT STRIKE PLATE TO FRAME1ASSHOWN. CATS 21 21 12 z u scuE: 3A JK.... m t CHK. BY: LFS ORAMINO NO, DETAIL 1" n f'L- 15225.5-80 m ro INTERIOR Gai+tljproilor.': INTERIOR EXTERIOR.. 7. a a"v duoISn' iY l7 dU sHi h ,ean3fpW cifan EXTERIOR INTERIOR VERTICAL CitO E O : . ou sv g configvint n It den f t i lZ INTERIOR EXTERIOR. 11 t x u : v i y o 3' HCA Cosa sr cnaN 6 rz K EXTERIOR INTERIOR SINE v i w O j N a 2 V Oa w N.T.S. d BY: JK m' BY. LFS ; a Wrc no::: h 15225. 5-80 n N t : fiC2RliONtAt Cff S$ $C 2 ` . p g conflpurcrtion 49Jid ,rtib INTERIOR k " j: Z. EXTERIOR 0RgO A5911c°n wla n 3 HC1RfiOMAL OS3 SGCTfON 2 switlg contrgu(olio+x4r91leT.1 b- D4, HWlA. C SS SECTION w%ummonn. INTERIOR EXTERIOR 5 . HC?RCLO i'[AL GROSS SE K.'7fON.. i :OvlsvAnp:Configtiratfon 64116' jamb fit. MG. a* JK Am rw LFS L—a15225 aEr ? nnn n a I bA116' HEAD u iYP: HEAO MULLION: SHOWN FOR REFERENCE G, 64ti6"JAMB O tYR. ®JAMBS N . 4$/16"JAMB u. tb.. 3 " VIEW "C%"C" SINGLE DOOR W/SIDEWES SEE DETAIL SEE DETAIL "a" 11 ,rl 91ICHEAD N i TYP. HEFADADPA t F 19/I6'H w oCr — MULLION SHOWN FOR i REFERENCE at 16-9/16"JAMB TYP. ® JAMBS 4Al16" JAMB r— SEE B'r a'3' VIEW "E"--"E" VIEW "D"-"D" SINGLE DOOR W/SIDELY VIEW "B -"e". CGNCREIEANGHFJ1PNt70C3 i ane W 1aC'aMM at the comers may be adjusted to maintain the min. edge iJilltdnD r'to jriartatjoints. 2. Caiftrels on 006coticns noted as "MAX. ON CENTER" must be adjusted to 5 maintain the min. edge distance to mortorJo(nh, additional concrete anchors e maybe required to ensure the AMX. ON CEPtTEK' dimension are not exceeded. e 3. Concrete anchor table: .. ¢. a C ANCHOR AATGNOA A4Uf b 1AiO iRY TQAOfAGEtiI iYPI: St1Q, FMBE YfRENT .: 4' s @ TA CON: ELCA UL cow 1TW • 3jT6•SHOWN ASSHOWN T ON.- SIDELITE NOTFS: I. fie sfdelite is direct set into the jamb with (12) #8 x 2' pfh. wood screws. There are (4) of eachverticaljamb, from the top down at 13.5 , 31 ", 48.5' & 66". There are (2) at the header at 4" y from the outside comers of the frame. There are (2) at the $111, 4" from the outside comers. V S m tlltl.l „ o. t p a o=a W'M a mC lgorni ,H" moral501 o SEE o DETAIL "1 F T.S. FL-15225-68MI. R W R W Building Consultants, Inc. Consulting and Engineering Services for the Building IndustryB C P.O. Box 230 Valrico, FL 33595 Phone, 813.659.9197 Florida Board of Professional Engineers Cenificale of Authorization No. 9813 Scope: Product Evaluation yBuilding Inc, Schmidt,(System vo nmTru Corporation, based on Rule Chapter No. 61 G20-3, Method 1A of the State of FloridaFloridaProduct Approval, Dept. of Business 8 Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing ordistributingtheproductorinanyotherentityinvolvedintheapprovalprocessoftheproductnamedherein. Limitations: 1. This product anchoring has been developed in compliance with the 5th Edition (2014) Florida Building Code (F8C) structural requirements excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installations instructions of ANSI AFBPA NDS 2012. All other fastener types to be installed following fastener manufacturers installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no instance shall they be less than shown in drawing FL-15225.5-68• lies with the requirements of the FBC. 5. Where shims are used, they must be a "rigid / stiff" material that comp 6. Positive and negative design pressure requirements for use with drawing FL-15225:5 68 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FL-15225.5 68 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: Olt No. ETC- 0144140702.0 ETC- 01-741-11008.0 TEL 01460147 2. Drawing No. No. FLA 5225.5-68 3. Calculations Anchoring Teat Standard ASTM E330.02 / TAS 202-94 ASTM E330-02 / TAS 202-94 ASTM E330-02 / E1886-02 / E1996-02 Prepared by RW Building Consultants, Inc. (CA #9813) Prepared by RW Building Consultants, I nc...(CA #9813) Sheet 1 of 1 is Ano_ 6aboratory ETC Laboratories ETC Laboratories Testing Evaluation Lab. Staned by Wendell W. Haney, P.E. Joseph L. Dolden, P.E. Lyndon F. Schmidt, P.E. S_ tatt 9h Sealed by Lyndon F. Schmidt, P.E. 9101* rt'8; Sealed tiy. Lyndon F. Schmidt, P.E. ttlttIt, t i ` • . r Lyndon F. Schmidt, P.E. FL PE No. 43409 2/6/2015 ProuQpr ccij11i:;JJF . [ Product Approval USER: Public User Prex)Aoofttbh Swth;> Ag&aft W > A"notldn pewl FL # FL15332-R2 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Exterior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 1 1 Evaluation Report - Hardcopy Received Luis Roberto Lomas PE-62514 National Accreditation and Management Institute 12/31/2015 Steven M. Urich, PE C l Validation Checklist - Hardcopy Received Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2005 W1I 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 OYes ONo ON/A https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWl... 7/20/2015 L Florida Building Code Online Page 2 of 3 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Suinniiarv'of Products Method 1 Option D 04/30/2015 04/30/2015 05/06/2015 FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15331 11241 08-"0b500C.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 EvaluatioL1n Reports . Other: REFER TO APPROVAL DOCUMENT FOR DESIGN F5331 R2 ''AE 510807B.bdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332. 2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Approved for use in HVHZ: No Installation Instructions FI 15332 R2 JJ Q8-0t8C.Odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports, Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510805%pill PRESSURE RATINGS Created by Independent Third Party: Yes 15332. 3 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OXO 145- 3/4"x96" Limits of Use Installation Instructions ;. Approved for use in HVHZ: No FL15332 R2 II 08-02248A.ndf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 5129i5i3A:odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332. 4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX EINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332, R2 11-Q$=02249A;pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports. ,. Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Ft IS312 R2 AE 513969A.ndf PRESSURE RATINGS Crew. ted by Independent Third Party: Yes 15332. 5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation. Instructions Approved for use in HVHZ: No FL15332 R2 11: 0-02250A: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 -Re ports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN f1.i5332 R2 AE 512970A:odf PRESSURE RATINGS I Created by Independent Third Party: Yes 15332. 6 SERIES 420 REINFORCED ALUMINUM. SGD Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS 15332. 7 SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX 96" x96" Installation Instructions F115332 , R2 11 04 904 9C.odf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports,,, AE S10$0Wadt Created by Independent Third Party: Yes SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 7/20/2015 `/ Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: No F:x, 'R2 ti '08-00541C.bdf. 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 FLA 3_2 R2 AE 5108Q88.Irdf PRESSURE_RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NOW REINFORCED Limits of Use Installation Instructions.. Approved for use in HVHZ: No FL.1S332. R2 11 Q8-QQ 02C.Ddf: Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332. R2 j, jt)8098.ndf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLT533Z R2 11 08-00503C.adf 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 533aL R2 -AI:. 5108108,odf PRESSURE RATINGS Created by Independent Third Party: Yes Back Q Contact Us :: ;940 North Nomoe SILMM_ TaBahaiee FL 32399:PFwi+e: 850 g87-1824 The State of Florida Is an AA/EEO employer. ate Of florida.;:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee, However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: eClec CreditSArFE https://www.floridabuilding.org/carlpr_app_dtl. aspx?param=wGEVXQwtDgtH8572gvdWI... 7/20/2015 NOTES: 1; THE PRODUCT SHOWN HEREIN IS DESIGNED AND ,MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE: 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE —FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR "ENGINEER OF RECORD, 3, 1 X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1 X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELEGTTON OF COATING, OR MEMBRANE IS THE RESPONS'6'LIT OF T14E ARCHITECT OR ENGINEER OF RECORD, 4. ALLOWABLE STRESS INCREASE OF113 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND' LOAD .DURATION FACTOR Cd=1,6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: IEXTRUI:;ED ALUMINUM 6063--T5. 6. UNITS MUST BE GLAZED PER ASfM E1300-C4 WITH SAFETY GLASS. 1. APPROVED IMPACT PROTECTIVE SYSTEM I Z2E,G UI tl u FOR THIS PRODUCT: IN 'WIND BORNE DEBRIS REGIONS. B. StIiMAS REUUST EL AiEACH Hv rAC9:AilUiv'ANtHJ 2' WITL-I' LOAD REARING `SHIM. -SHIM WHERE` SPACE OF 1,/16" OR I GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES !NSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREAFE"R KHAN 1.0 DO NOT : REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS Wiiil. SUFFICIENT LENGTH TO-ACi,IIEVE A 1 3/8'' -MINIMUM EMBEDMENT INTO SUBSTRATE. C :ATE ANCHORS . AS SHOWN IN ELEVATIONS AND INSTALLATION OEfA LS. 11. FOR ANCHORING INTO -MASONRY/CONCRETE USE 3/16 TAPCONS' WITH SUF CIENT. LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE- LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND -INSTALLATION DETAILS. 12, FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT, 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER' S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW. A. WOOD MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE — MINiMU.M COMPRESSIVE STRENGTH OF 3.1: 92 PSI C,. MASONRY —'STRENGTH COiJFORMANC'c. 1"0-ASTM C--90, GRADE N, TYPE 1 (OR GREATF_Rj. 0—: METAL STRUCTURE: STEEL. 16GA; 3'3KSI OR ALUMINUM 6063—T5 I/8" THICK MINIMUM 15: APPROVED CONFIGURATIONS: OX, XO, XX, XP, PX, XlP, PIX TABLE OF CONTENTS, SHEET NO DESCRIPTION 1 .. NOTES ... 2 3 ELEVATIONS 10 INSTALLATION DETAILS F. A. SCALE NTS REV i:ES^.R:P'ON WE . APPROVED A ADG'ED CZAR?S :`03/05/'2 R.L; 6 REVISED PER .NEW TESTING - 10/29/13 :R.L:- C A00ED FLANGE AND FIN iNSIALLAPON12/06/13 R.L. M. WIND. OV loon SERIES 420 REINFORCED' SGO 96" x 96'1 NOTES 1 OF 1 SIGNED: c i 6 MAX i MAX FRAME VVI T H ANCHORS TO BEE EQUALLY SPACED 2), ANCHORS PER LOCATION. SEE CHART I,15 0R NJMBER O, LOCATIONS:. REQU!REO _. F" MAX 7 SERIES 420 REINFORCED SGD EXTERIOR VIEW DESIGNPRESSURE. RATING I IMPACT RATING 140. OPSF NONE WITH2- 1/32':SILL SEE CHARTS #1 AND #2 FOR OTHER UNITS RATINGS DESIGN - PRESSURE RATING - IMPACT RATINGI . 25: 01-28.6PSF NONE WITH 1-:112"SILL SEE' C14ARTS #3'AND #4.FOR OTHER UNITS RATINGS DA. E APPROVED k ADDED C.rfARTS 03/05/12 R:l'. . B REVISED PER NEVI ES111NG 10/29/13 R:L, C ADDED FLAY3'LAND N N' ALLAT0,4 12/06/13 R.L, CHART# 1 CHART#3: WITH2- 1/32' SILL WIIH.1-112" SILLL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED: WHERE WATER wFIt ?RATION RESISTANCE IS REOUIREO. SIFF NOTF 9 SM99 ''/ . - SFF hIOTF 9 SHFFT Y awgn "•` ..—' . _ Deal n ua rrea rt »' _.. rrestylechart(00 h e sanaiand Tolaf Fram VWdfh Q wlof aoo s irF+u"feTeaegau „ Qzo _ 300 izo irFa in 80. Oe - C) os N os .Nag - as os eg . 0"):. as • . N .. os .Nag oa :. eg1. Pas., Neg 04. 0 40::. .840 . 40,0 582 114010 I Sn -400 4u: .0.. .0 4 ;8 A •4 = 25.0 37.4..;iSO '34A 8 0 1 s6. - 25• 2, 0. 0 4449 r4. 90: 4 3 ZS; '28 CHART# 2 WITH 2-1132' SILL WHERE WATERINFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET i Dell n r8.4sury ChM'" Frarte Aftlo gl andTotal Frerte VlFdih 3. 0 42. a4. 00 noo9soo pas 0 W43 9 9 5 1..9 46. 9" 4 4 9 CHARt# 4' WITH 1=112"SILL. ... WHERE WATER INFILTRATION I RESISTANCE IS NOT REQUIRED" SEE: NOTE.9 SHEET I Design premre chart Frame Ps; 94. 0 47.0 47.841 37"4 ; 88. 0 46.2 4 U. 35.Z' 3 3 920 4 4 2 - 2 40.. 40.. - 35.3 353 - 1A 31A CHART # 5 .. D f 48: 0.. MI WINDOWS AND DOORS L 1001 W. CROSBY RD. CARROLLTON, TX 75006 SERIES 420 REINFORCED SOD 96" x 96;,,, ELEVATION' F. A. 08-00499 SHEET 2 OF I 96" I,4AX I RAVE. 'vti F%TH ANCHOR— TO BE EQUALLY SPACED. 2) ANCHORS PER LOCATION. SEE- CHART #6 E 'viAX FOR 'NUMBER OF LOCK IONS ii REO :RED: - - 6"-MAX 6' MAX 1 . f PEN A A:W. f) ;,HAFTS >{) G. S EL• ILA - AND FIN -INS: LSTION. 'J] CHARTAM Num6 of anchor locationsree4uired sJt *..f*W and Totai Lht V%dih Frane 3&0 X0 120 4&0 wght 60.09 72A 84.0 96.0 Has Jamb H"_1 JambI Has - Jamb Has;_ Jamti: 44.0 , 5. 8 6 6 668.0 6 , 6_t8, 6. 6 692.0-, 5, S 6 8 6' 686J1516 '; a WR A i m 96" AaAX F?ti.AME IEIGHT 1 SERIES:420 REINFORCED SGd 2 1132"SILL 1 1/2"'SILL EXTERIOR VIEW ALUMINUM 6W3-T5.055 THICK ALUMINUM 6063-T5.055 THICK DESIGN PRESSURE RATINGIMPACT RATING 40. OPSF NONE WITH 2-1/32' SILL SEE CHARTS A.1 AND #2 SHEET 2 FOR OTHER UNITS RATINGS ` M1 WINDOWS AND DOO.R5 LLC t+l Itt DESIGN PRESSURE RATING IMPACT RATING 1001 W. CROSBY RD CARROLLTON, TX 75006 25. 01-28.6P$F NONE SERIES 420 REINFORCEDSGD `* 96" x 96" WITH 1- 1/2^SILL :FIN ELEVATION ,OF. SEE CHARTS N3 AND N4 SHEET 2 FOR OTHER UNITS RATINGS _ _ _ "iy'.,w F A. 08 A0499 _ C CALF. NTS — c Oi ?s .09 ar r o 1 2" MIN-. EDGE DIiAS"CF 1 3/8" 1`11':N' WOOD - RAM!N(-' ME3 BENT OR 2X BUCK BY OTHERS 1 / 4" MAX, HIM WCOD SPACE SCREW EXTERIOR, . INTERIOR 10 woo cCRl E, WOOD F AMIN OR 2X eUC BY OTHER VERTICAL CROSS SECTION. WOOD FRAMING OR 2X BUCK INSTALLATION A < F ' AiLl"EM 116 COPq!-,.'iRLJC',ION Ar);iESIVc EO! A' E - SHEEI 3 OR S.(J CPTIONS mfr,t' ENT PEV'SO NS WE 'nf*416V! M I, ADDW Ci-WRTS 03/05/12 R.Ls z'V!stb P-4 IQ, v" 7r_'zTlw; aiDED ----AIGE AND F!N IN A, u,- ON !2/W6 R L_ 3/8" WIN. 1/4" MAX, yBEDIAENT SHIM SPACE INTERIOR F11)(,".* DISIANCI: 411- 1 "lioOlD EXTERI OR JAMS INSTALLATION DETAIL OR 2X SUCK FRAMING OR2X SUCK INSTALLATION BY OTHERSWOOD MIM . i WINDOWSANDDOORS LLC WINDOWSfk LID Vz1001 W. CROSBYRDzCARROLLTON, TX 75006. !', G-E Al,? NOTES: -SERIES 4. 2. 0 REINFORCED SGD PS)F INTERIOR AND EXTERIOR FINISHES; BY OTHERS, 96" x 96" I NOTSHOWWFORCLAR I I I T . Y FRAMEINSTALLATION- , DETAILS F, Z PERIMETER AND JOINT SEALANT OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 -7: A. 08-00499 C OF 10 11 Em BY OT 10 sms (.)I:z ELF DRiU - iNG SCREW METAL STRU,'TURE BY OTHERS EXTERIOR 1/4" MAXr SHiV SPACE lD SMS OR SELF 1.)PR.LING SCREW INTERIOR. VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. P PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 GED O;w Vil.fl-KLM 1 16 fNfS'lRtl(;TlON E Ot JA'!,. SEE S'j--T FOR. S;LL OPTIONS T— l-i'l SMS !OR A." LING sc;-"Ews E,TAL S 7 -IRUCTURE G"HERS KY: 'T INS f:l.'E- VF17 C.- r,ATF.. F-E\RSED PER I TES-niNIG Acbm JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES, 420 REINFORCED SGD 96" x 96" FRAME INSTALLATION DETAILS, F.A. 08-00499 Is'.-'5 OF 10 i a 2 *-, G! Ct MIN. ENT CONCRE-i MASONRY 1BYOTHERS /4" MAX. SKIM SPACE OPTIONAL ix BuCK TO BE PROPERi,Y SECURED SEE NOT * c, .3 S H EEE T 1 3/16" TApcbN MASONRY/ CONCRETE By OTHERS 3/16" TAPCON EXTERIOR: INTERIOR KA SF:1 iN A Ki., Or VLA K iM 1 F, ODNI-.>IRUCDON POHESIVE OR EQJAL SEE SHEL 3 FOR S.L. OPTIONS T 1 1/4" V1,NL A 0 A As 1/2" M.N, VERTICAL CROSS SECTION CONCRETrJMASONRYINSTAL LA7ION AQ,' J,* 0 CH AR rs Ew TF:STIN', ADOE- 0 RANCE- AN FIN !NS7:AH:ATI ON 12/06/1 1/ 4" MIN. 1/ 4 MAX, 2 1 /2" 'w SHIM SPACE EDGE Ot U: S' AN CE ii L4 BY OTHEPZ V OFT ONA', 'X SUICK EE P R 0 S.,- j SE E NO I E 3 SHU rNOTES: I- IwEmoh AND EXTERIOR FliviskEs, BYOTHgRs,. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY.OTHERS TO BE DESIGNED / N ACCORDANCE WITH ASTM E2112 INTERIOR EXTERIOR WINSTALLATION DETAIL NCRETEIMASONRY INSTALLATION: MI WINDOWS AND DOORS' Lit 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 :REINFORCED SGD x 96" FRAME INSTALLATION DETAILS gEv U 08-00499. C 0 112" MiN. E XG E D;iST ANCE WOOD FRAMING. 1 3/8" MIN: FINO X F3 CX MBEDMENTOROR2. BY OTHERS SCREW WOOD FRAMINC OR 2X BUCk BY OTHERS DATE AP.PRVr,'O A DO-D. C HV" 15 G REVISED FIER wcwl IESTIN RL, 0 ADDED FLANGE AW) -!N 011STila-l-LATION 12/05/ 13 RL, MAXMAX. SNM SPACE 1/4" VAX. SHIM SPACE pa wooc SCREWS INTERIOR WN. EXTERIOR :INTERIOR PEE SPET IN i aROFV*u'LKEV. tit) # RUCIION ADI-4fSAIF. IN EE SwFr_—; 3 FOR SILL OPTIONS EXTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2.%PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 Vq,00D .RAmiiN,G OR 2X 8;uCK R 01 l JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION' MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 4ZF SERIES 420 REINFORCED SGD 96" x 96.. FLANGE, INSTALLATION :DETAILS DpAwrq! ovic mo. KN F.A. 08-00499 C SCALE NTS 01/0/097 OF 10. Em MEAL STRUCTURE BY OTHERS 0, sms OR SELF r-RILUNG S,, R E W METAL STRUCTURE BY OTHERS EXTERIOR 114" VAX. SHIM SPACE I. 10 sms OR SELF DR;;-f-I:NG RFW, INTERIOR ciLL TO BE "T IN A BE.) O VULKEIVI 116 CO NS I kj C T ION ADIILSWE OR EOUAL SEE SH--E-1 3 10R. SILL OPTIONS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: INTERIORAND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. APERWETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED -IN ACCORDANCE WITH ASTIM E2112 8- M; Po sms o:*-, Ej DIR!i - 1p"') Rr"fiS MELAL u— V;i LIE SCR I P -No., f 'APPR6VF () CHAI rE, .0310' 12 124, vis"ED PEP, , N'DW, TESTNG 10/28/13 R,L, . DEL FLAIN13p . V INSIALLAjION 12/06/13 IR J41 JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS. LLIC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 REINFORCED: SOD. 96" x 96" FLANGE INSTALLATION DETAILS F.A. i08-00499I C ON Di NC. s 1 IV[% EMBEDMENT CONCRE f,-/ j'o. MASONRY BY OTHERS r- 1/4MAX SHIM SPACE OPTIONAL ix BUCK TO BE PROPERLY SECURED SEE NOTE 3 SliEET, I 3/ 16" TAPCON EXTERIOR: INTERIOR TD BE SE e IN KEM 116 CON, STRUCTION ADHESNC 3/ 16" TAPCON OR EOUAL S SHEET 3 MASONRY/ GE R Sil OPTIONS CONCRETE BY OTHERS I. 1/4" MIN, FMBFDVE' JT 1/ 2"' MIN. D', E NSTANCE VERTICAL CROSS SECTION CONCRETE/ MASONRY INSTALLATION 1/ 4" MIN. VI N. DGF AN:',- L N REV PESCRPT 1 -0 APARO . VM A AiNICD CIIARTS 03/05/ 12 RL; REVIST-D PER NEWT SPING 10/2.9/13 RA- C ADDED - U..NGE AND c;N !NS7r^V-LATION12/015/1.3 R,L,, 1/4" MAX. Sirii'M SPACE INTERIOR JAMB INSTALLATION DETAIL OFIDNAL !X CK CONCRETEIMASONRYINSTALLATION R! 3 S H E NOTES: 1, INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM EV 12 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON;'TX 75006 SERIES 420 REINFORCED SGQ ge x 964, FLANGE INSTALLATION DETAILS F,A. .68- 00499: SCAL F NTS I *Tt 0V%!/J0S Is"EF9 OF 10 N f•F:u' ., ,-,n-c NsaaCVF.L++. WOOD FRAMING' r M v, A AM) rHd A BY OTHERS - a R--. R , C FO.,_ tJi i„6 '.:'dam INSTAL tTION 12/06/13 .R.L .. . INTERIOR E OS'. F 7/4 TZM 7 7/" NN, T---- MIN: INTERIOR EBB nMENT EMB Dy1ENT — By O HrRs u Bt t K Y OTi 12 S. H WOOD I_ 7 BLK 1, 9E a . CR W EXTERIOR L HOOK SI " r R:,J- 2LY oL'.:JRr..J 7/ 1 MN EDGE DISIANCE. fAPC, ON JAMB INSTALLATION DETAIL: EXTERIOR PANT NTERLOCK WOOD FRAMINGIOR.2X BUCK INSTALLATION HOOK STRIP INSTALLATION MASONRY/ CONCRETE 1. 1 '4 MIN." M STh T 8 WOOD WOOD -. SCREW F AMINO + k, s' BY OTHERS INTERIOR TRIM Ni t I :3/& MIN. i / 4" MAX. SH110 SPACEEMB D•6ENT INTERIOR' 16" MIN' _.. tv DISTANCE INTERIOR EXTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4-A HOOK , k ../ : HOOK STRIP ' j 10 ' hGOf} u f70 SELF D iNG - SCREW SCRLW PANEI K EXTERIOR 1:0%K PANEL LATERr,O TF3 EXTERIOR HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUCKIWOOD FRAMING METAL -STRUCTURE MI WINDOWS AND D0©RS LLC g `ItZI r 1001 W. CROSBY" RD CARROLLTO.N, TX 75006 SERIES 420 REINFORCED SGD NOTES: L. fNTERIOR: AND.EXTERIORFlNISHES;;BYO7kERS, NAILFIN'& HOOK INSTALLATION DETAILS.'...; NOT SHOWN FOR CLARITY'' PERIMETER AND JOINT SEALANT BY OTHERS TO BE - -" - pyc . , ;. "" - --" 'zL?! ' } OR `i' . DESIGNEDINACCORDANC8MMAS7ME2112 - F. A. sae NTsb2/ 83%01)oa J."* 0 of 10 rJ jpNA ta'```` L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24541 434-688-0609 d1omas lrtomaspe.com Manufacturer: Mi Windows and Doors LLC 1001 W. Crosby!Road Carrollton, TX 75006 Product:Line: Series 420 Reinforced Aluminum SGD 96"x96" Engineering,Evaluation Report Report No.: 610806B Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per :Rule 61 G20-3.005 method ,1(d). The product listed herein complies with requirements, of the Florida Building' Code. Supporting. Technical Documentation: 1. Approval document: drawingnumber08-004.99 Revision C, titled signed and sealed by Luis Roberto Lomas P.E. 2. Report No.: CCLI-12-119 signed by Wesley Wilson Construction Consulting Laboratory International, Carrollton, TX AAMAMIDMAICSA 101/1.$ZA440-05 Design pressure: t40.Rpsf Water penetration resistance 6.Opsf Series 420 Reinforced Aluminum SGD', prepared, 3. Report No.: C1716.03A 09-47 signed by Michael D. Stremmel, P.E. Architectural Testing, Inc., York, PA AAMAIWDMA/ CSA 101A:S.2/A440-08 Design pressure: t25.Opsf Water penetration resistance 3.76psf 4., Anchor calculations, report number510806-1B, prepared, signed and sealed by Luis Roberto Lomas P.E, Limitations and Conditions of use: Maximum design,: pressure: t40.Opsf Maximum unit size: 96" x 96" Approved configurations: OX, XO, XX, XP, PX, XIP and PIX Units must be glazed per ASTM E 1300-04, see installation instructions for glass options. This product is not rated to be used in the HVHZ. This product is not impact resistant and requires impact protection in wind borne debris regions;. Frame material to be aluminum 6063-T5. Installation: Units must be installed in accordance with approval document, 013-00499,. Revision C. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have.nor will acquire a financial interest in any other entity involved in. ithe approval process of the listed product(s). Of 1 Luis.R. Lomas, P.E, FL Nm: 62514 12/ 04/2013 r Ga-65(z CSF Pa e1of4FloridaBuildingCodeOnlineg t 11i7111rJ..7lvf OTf+sCtdt :9 f a'. s S v ;m•,, ''i + • r •.•` t t . i r Business- & Professional Regulation c,nPr+ BCIS Home Log In Use, Registration Hot Topics Submit Surcharge t Slats & Facts Publications FBC Stff BaS Sibe Map Links Search Busin. . Product Approval USER: Public UseraaC7t oon FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence FL5302-R6 Affirmation 2014 Approved Amarr Garage Doors/Entrematic 165 Carriage Court Winston-Salem, NC 27105 336)251-1309 danny. Joyner@amarr.com Brandon Gentle brandon.gentle@a marr.com Brandon Gentle 165 Carriage Court Winston-Salem, NC 27105 336) 251-1308. brandon.gentle@amarr.com Danny Joyner Amarr Garage Doors 165 Carriage Court Winston-Salem, NC 27105 djoyner@amarr.com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Thomas L Shelmerdine PE-0048579 Intertek Testing Services NA Inc. - ETL/Warnock Hersey 01/01/2016 Steven M. Urich, PE i Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ASTM E 330 2002 DASMA 108 2005 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 2 of 4 V•I affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. Dgcu n—ation from. approved Evaluation or Validation Entity ,Yes `. No - '-N/A FL5302 R6 [OC FSC3&EEdltidh Aflirrn n EL 5302R5.pdF Product Approval Method Method 1 Option D Date Submitted 03/30/2015 Date Validated 03/30/2015 Date Pending FBC Approval Date Approved 03/31/2015 Summary of Products FL IF Model, Number or Name Description 5302.1 Stratford (M600); Heritage (M950); Dwg. IRC-6009-110-11,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FLS301 R6 11 IRC-6009.110-1I Drawing 7-10 FL;ndf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +19.1/-22.6 Evaluation Reports.. Other: Design Pressure +19.1/-22.6, Not for use in HVHZ. F5302 R6 AE 1RC=6009-11041 Report 7-10 ix tldf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door is a replacement door. 5302.2 Stratford (M600); Heritage (M950); Dwg. IRC-6009-100-11, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions. . Approved for use in HVHZ: No FL5302 R6 I'i IRC-60t19-10Q-11 drawin0':7-10 sealed.odf Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.8/-18.7 Evaluation Reports Other: Design Pressure +15.8/-18.7,Not for use in HVHZ. 53Q2 R6 AE IRC-6009 j00 11 report 7=10 sealed:Ddf Created by Independent Third Party; YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.3 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-120-15,Thru 9' wide. Limits of Use Installation instructions . Approved for use in HVHZ: No EL5302 R5: it iKC-6009-12Q41 Orawino 1-16 FL.odf. Approved for use outside. HVHZ: Yes Verified By: TON SHELMEROINEb048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +22.8/-26.9 Evaluation Reports Other: Design Pressure +22.8/-26.9, Not for use in HVHZ. M302 R6. At JK-_6Q09-120-15 Report:Z .10 FLadt Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure Is designed as partially enclosed or door is a replacement door. 5302.4 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-130-15, Thru 9' wide. Limits of Use Installation Instructions .. Approved for use in HVHZ: No FL5302- Rfi 1j jjtC 6009-139-$ Prawino 7-10 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048519 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +26.7/-31.6 Evaluation Reports „ Other: Design Pressure +26.7/-31.6, Not for use in HVHZ. FL5302 R$ AE IRG-6 0430 lrjj ogft 7=10 LAdr Glazing.option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially -enclosed or door is a` replacement door. i302.5 Stratford (M600); Heritage (M950); Dwg. IRC-6009-140-15, Thru 9' wide. Oak Summit (M650) imits of Use Installation Instructions Approved for use in HVHZ:.No EL53D2 Rft ll IRC-6009=140-15`DraMrig 7-10 FLodf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 6048519 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure., +31.0/-35.1 Evaluation Reports https://www.floridabuilding.org/pr/pi_app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 3 of 4 Other: Design Pressure +31.0/-35.1, Not for use in HVHZ. FL5302 Rt; AF IRC 6009 140 1 R oort y 10 F>odf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.6 Stratford (M600); Heritage (M950);, Oak Summit (M650) Dwg. IRC-6009-150-15,Thru 9' wide. Limits of Use Installation Instructions II TRG'fiU09 i5 1R 17rawina 7-10 FL ndfApprovedforuseinHVHZ: No Approved for use outside HVHZ: Yes L,6 Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +35.6/-42.1 Evaluation Reports c3r» aK 4raC 6001--0& 15 RetioR'7 10 FL vdfOther: Design Pressure +35.6/-42.1, Not for use in HVHZ. Created by Independent Third Party! YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a: replacement door. 5302.7 Stratford (M600); Heritage (M950); Dwg. IRC-6009-169-15;Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions fs sj R6 n IRC b009 ib9 15 DraF,iina 7-14 fL odf. Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +45.3/-51.2 Other. Design Pressure +45,3/-51.2, Not for use in HVHZ. Evaluation Reports Szn? R$ AE IRC-6d09-169 15 iteooR 7-to FL p04 Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.8 Stratford (M600); Heritage (M9S0); Dw.g. IRC-6016-500-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes F+ 992 R6 11 IRC-60M460-15 Drawi 7-10 FL udf' Verified BY: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.2/-17.2 Evaluation Reports Other: Design Pressure +15.2/-17.2, Not for use In HVHZ. f LS302 R6 AE IRC-6016 100 i5lieuor17-i9 Fes„ Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.9 Stratford (14600); Heritage (M950); Dwg. IRC-6016-110-15, 10' Thru 16' wide: Oak Summit (M650) Limits of Use Installation Instructions Rfi li IRG-GOi6-I10-1S brawino 7-10 IF f Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure. +18.3/-20.8 Evaluation Reports Other: Design Pressure +18.3/-20.8, Not for use in HVHZ, F1 S2n2 R6 AE IpC-5416-110 t S Iteaart 7- 0 odf3 — Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.10 Stratford (M600); Heritage (M950); Dwg. 'IRC-6016-120-15, 10' Thru 16'.wide. Oak Summit (M650) Limits of Use Installation Instructions FL.odf. Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL-S302 R6 It iRC 60164 15 DrAWin;l 7-10 Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +21.8/-24.8 Evaluation Reports Other: Design Pressure +21.8/-24.8, Not for use in HVHZ fLS402 RS& I99&016 i?0-15Reiaort 7-10 F1: Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.11 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6016-130-15, 10' Thru 16' wide. Limits of Use Installation Instructions 0? RIC 1i IRC•50ib-iti-15 Drawing 7-10 FL.odfApprovedforuseinHVHZ: No Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +25.6/-29.1 Evaluation Reports 15 Rgpor 7=l od# other: Design Pressure +25.6/-29.1, Not for use in HVHZ KSM R6 AE IRC-601(-130 Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.12 Stratford (M600); Heritage (M950); Dwg. IRC-6016-140-17, 10' Thru 16' wide. Oak Summit (M650) https://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 4 of 4 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.1/-33.8 Other: Design Pressure +30.1/-33.8, Notfor:use in HVHZ Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302,13 Stratford (M600); Heritage (M950);. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +29.7/-33.8 Other: Design Pressure +29.7/-33:8, Not for use in HVHZ, Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions Verified By: TOM SHELNIERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports. FL5302 R6. AE.IRC-6fliFi-i4U-1?'r bti'7-10 seatedzndf Created by mdepenclent Third Party: Yes IRC-6015-140-24, 10' Thru 16' wide Installation Instructions... . f - 02_:Rb 11 frawi jij710'sealed.ndf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.14 Stratford (M600); Heritage (M950); Dwg. IRC=60i6-145-24, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +31.9/-37.2 Other: Design Pressure +31.9/-37,2, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Created by Independent Third Party: Yes Evaluation Reports .. 5302.15 StratfordIOakSummit( 0); Heritage (M950); Dwg. IRC-6018-110-15, 16'2 thru 18' wide. Limits of Use Approved for use in HVHZ: No Approved (For use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.2/-20.6 Other: Design pressure +18.2/-20.6, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.16 I Stratford (M600); Heritage (M950); Installation Instructions fi Q2;. R§..,,UJii 6Q1$ :UQ 1 3%r I F1.ndf Verified $y: TGM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports 5303 R6 AE, W.A018-110-15:Reuurt 7-10 H_k4f. Created by Independent Third Party: Yes Dwg. IRC-6018-120-15, 16'2 thru IS' wide Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +21.6/-24.5 Other: Design pressure +21.6/-24.5, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Created by Independent Third Party: Yes Evaluation Reports t75302, W& IK&MP18-1 i,5:Rt'#3 7-14 &mdf Created by Independent Third Party: Yes Contact Us ::.2440 Month tlerHee Streai:. i'illehas:ea F 34 J9i?Ptwne::853>•1f3`i`=1'824 The State of Florida is an AkEEO employer. Coovrldht 2067?0111 Smte of.PWift..;; PAvaer sr@jeplent AocesslbMir 8tat ment :: Refund Statement Under Florida law, email addresses are public records If you do not want your a -mail address released in response to a public-records.request, do not send electronic mall to this entity. Instead, contact the office -by phone or by traditional mail. If you have any questions, please contact 850.4M1395. *Pursuant to Section 455.275(1), Merida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalls provided may be used for official communication with the licensee.However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: SL0 J t. Crwdit c;ari https://www.floridabuilding,org/pr/pr_app_dtl.aspx?param=vvGEVXQwtDqunL7seVZMF... 7/20/20l 5 ADJUSTARLE ROLLER CARRIER JOLTEA NUT PER)DRACKETI/P' 16 GA GALV, RESIDENTIAL 3' POGN. STRUTS Al TOP RTLLER BRACKET - V/ C?J V4' ATTACHED V/(3) 1/4' x '" HEX HEAD SCR 3/ 4' HEx KAB SCREWS EACH CYNTEI PER BRACKET j J/•"'} SEE PAGE P FORS 0.AFED' XNTIAL E ATTACHEI 3/ 4' HEX N SLIDE ORO x 1/2' DLL 8 NUTS 5/D' HOLES FOR STRUT ATTACHMENT CIF STRUT ... END WNGE IS REDII RED) 14 GA TA...... IMJANJANDDr3) ON PAGE 3 FDR BRACKETSPACING0O TRACK CONFIGURARON FOR 6'6' UP To 14' TALLDOORS, T¢11 R SCtTtTRiITS .... _ N. . TY jCAL VIIU STjF'f V - RtsEcttb!. fCtAE 4. Ts• A O \ 1TADI. E 1) ON PACE 3 ..1'!df 1RAOKtT REY CfR71PT101i CE a£A4LNS .........- 21i 4 STRUT SPACING t'-8' Mit VENTS PROVIDE 70 sa i,. Ntx(HE SCR INSIDE A ldaEO dYeT) IRT NO. iOl S. q,l INSIDE ELEVA7)ON Ge sa. hrm OPTICNAL .e. (6 a• Papa stRpr vE'NT) DF uxltas'rkuLTea .. . H:T'.B' .. ATTACHim V/ ... AIR ROV EM1CK c -N)¢1 .. .. . 1n' x 3f4' CpHL STEEL PETARIM f.LA. alRA5Af' C', HEX MEAD SCREVS - f!T"TIIN DRACKET B'J GGNT. DIMSEAL D ,f$1jJ j 6 lSF RR T6110[ ArTyKy AT END AND CENTER IiTlOR. MWi1S STILES V GA THICK ATTACHED L 8/6/12 AR PUTS NEx NERD (tY;LYY_ _ C HEX HEAD SCREWS m 141;k DURASAFE - - •ts. MAX SIZE $$ \\>t NF% ROLLE'R CARRIERS ATTACIED 16' WDTHQQgT '`'1\. Ca S AT To EHU STILE Y/ tP) V4' K 3/4' Dg 16' HEIGHT QQ Y' tTILE%HEAD SCREWS PER CARRIER e .I.SO<C.'C'` y/`"< . f L STEEL OR NrLfRI..Q")- MLL YT LL . HnON 1' .r /a ,' Hp ijQaQTj7 .T4Ar;. C 7-RACDt\71T si[ w 101E A . St/f7RI STEM ROLLERS' Prtond! a euAa < sY Y/ 7/16' P.ETAfNER FTR Y/ YI16 RETAt1lR.Pdl YAL nroM 1nV' 1 - OW27HREADED 51NFT5 NOy. ADED: SHAFTS +na PSF y.. 24.8 PSF xo1E z _ ' T +Rl @' P ,t- r4' -.R ESi LOADS wr '+327 PSF 1) DIA- * t-S/!,' TVD S2) ROWS fi' iNREE C3) -31.2 P5F 1.40 BOLT ATiACHm YD 4AWB VENTS EQUALS Ia SO.. iMCNES '+3i6:f1Z\ `'` AT Eh JAMB BRAaNET 2 x S m CN SPP T M 2 OR BET)' .. LRApPTIDNAI. v kG1A .6g ar,aTloxA ue NOi[5 .. 20 GA CENTER.2 .. ' .. " THE10K)4'aTaL TRACK 7 f p Tlrt LOAD '10B[wA DCN. SMIB$, ''` MEJHOQ OF TESTING was IN SU@S' tANT)AL "T"'awnM twBOB F'GRMANff THE CR v,NELo YkOCYctfVRC O£SCiiI C IN ASTM YROK THE vooR..... 1S$ CAiMtTAGE WITH caaT v1NSTa+-sAt[x. NG e7m3 ESIO ANC ANSI,fIiASIAA t09. THE PRESSURES SHOVM ON z EACH Da Awes REfEIVkS NN1AM ca. OF Lt7u us ii * -twlt uct/r't MODEL /850 OAK SUMHIT w/DarBSR1e tl 6µiL S7DR. DRAx1NG4 WEB£ CAI:CULA7ED USING ASCE 7-10 W1TH THE us,00 AHiRm HTE,lI sinero s ASaT DTD6TM AV IAi'HA'au EL 600 SM'TITORDw u"saft.. tlTf+OD - - 7/ta' DO. BOLT gGpco 61.tdN4NQ PARAMETERS .(5 .FEET OF DOOR NUTH IN THE :E!! A yl•,u w z GA. <,My) aaum FaL n Nd+r MOD / p) PER HOLLFN ZONE R00fi JLL-' ANY SLOP conxaxzN. auu*r MODEL',6 :EW'!`AG'S w •fa x 9/B'TRAf.K S yyPdtDNG awOD41RML EIFNtMa EIPLL BE aad, SD ShorT. k9lfts.:tlllt Se.OskStafEmSR. Fanel'a DRT AND HUT t yy,A yT( L iRAllt WIND - SPEED MPH 150 1 Al 1 yF 128 122 Br A ,EraTRED oRa•d:BLwu aAaxrfn rnN wNo Lonos RTVETs d EXPOSURE LEVEL S'.' C m ': C . 0- D —170 0 ^sS twAwxo w /oaTu+To olNw wAlxlDt,. .9E: ORM1w BY Ei7 DA1E DI/15/b3 ,7.iR/iC M1f(iR a RE7FA 10 TAtRES lw TNF AA$ E 3 RA ADdRW,N. DOdt BDTHS B .' RT aA DO, 41, fFC-6016--120-1 RACK MQUNTINC DETAIL MEAN ROOF HEIGHT: 30 TS' 2S' IS 25' AND Dsn oEsat ?w69AE MT Or N.LS 12 IN 1/2' EMBEDMENT) 6 iµ... USE PAIRS OF FASTENERS I ARMI7 AT SY QC, q E?iBE . l0t.7 it M % 2-9/4• KNIKTf-' 114 SpEV$ STARi1.7 6' FROM ENDS, USE PAIRS OFAa'AII AT IT, OC. 0 I74T.$MBEDMENT) T M 'Qiw. } 1/4' EMAIAENTi O7R, US 'FAS7ENER.9 R HOLLOV'C-90 BI.,OCKIAE SLAGS ANB BOLTS CAN BE COUNTERSUNK TO PROVIDE A FLUSH MOUNTING SURFACE. PREPARATION OF WOOD JAMBS BY OTHERS rim T!TFJRC .. $TRUC7U - NOLUDV ROC GROUTED ALOC STRIICTIA6. - STRUCTURE .1. 1/ I 2' MIN 3 /4' Him I-ler Nltt Q" IAMR cut.t r"i' nncEa _ B M Y M.ff,REvs OPTIONAL SHORT PANEL-INTEP.NEDIATE GLA2fD SECTION (STRUT AND STILE LAYOUT) DGA SIPUT LOCATED ON THE TOF BOTTOM OF GLAZED SECTION CRED V/(2) 1/4' % 2/4• NC1 •^ ''•39 ti$' SCREVS AT EM AND CENTER "`•^"1B-I/0'.""'""' .. .. . „ . ES lo-$xr : so-5L6• LONG PANEL. GLAZING ,•,-,•- FASTENER7A1L. SHWfi FANEL GLA2ING FASTENE:F2 DETAIL ---•--- -- MT.S. GippTT1GdLR T40 CFI S SECTION 0.A NG'MEETS AAS MSE13 0 04 p B I rgrM n FRAME OPTIONAL De,.,. INSERTS MTI VV PROTECTION 3/32 GL" THICKCK .556 ASS in .DW To OF frOW5... '.Din IT_. URUBDBOII01 IFIIIRIW 0 : cu - M D k ataA4q OYRglkiN06RBD4v*W. AT- 1W p = 7 . AIQ Rkyr.MrANr .. ow m -5 it0riwiiuy MdDED INSIDE, FIR AAJ C > MT 5ECTION B—B ANsmwlena¢IsIlK62_ .AOSU ftA TIBA2` ICR 11111fil AVAILABLE TRACK CON IOUR.AYONS H.T.S..., 51814 LOADS. ~ • a lin In' 2t:B P5F (:' ; 3 24.3 PSF IES1'LOAD9 r /( p (:. ''• yam 37.2 FSF 'F,3 +b LiR>r61,i+s`r FL f5D EARRIAGE CD1RT VD6RW-SN.EW. rtG 1I ' MODEL /050OAK SUMMIT */D&RSafe MODEL # 500 SMUORD Vbdr&I MODEL # 950 )U&l;fjACE x/Dattl$go Short, Long. '"dBh .k ,01,k ISi)=niMik Panel's S' tE11RAM By - DLJ ;w g4mm ' CWAY116 RIBFB g:, wlam er AIE a(rz wTsplt IRC-6016-120-15 DFFI 2 OF .1 UCTURAL NOLUTTO.T1 S. P.A. tructural EngIn.eering ;a Invest.lgations . Consulting GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No. : IRC 601.6-120-15 Test Date: 11/8/2012 Project 1Vo:: 12-114, Design Pressures: 21.,8 psf, -24.8 psf Report Date:.l2/6/2012 Modet #: 600 Test Pressures: 32.7 psf,-37.2.psf Test'Location: Amarr Garage Doors, Winston-Salem, NC ASCE 7-10 Criteria: Uto.5 Feet of Door Width in Zone 5; Anyof Slope; Enclos.ed.. Building Ex . B; 30' MR13 E 11 . C, 15' M1tH Ex . C, 25' MRH Exp. D,15' MRH Exp. D, 25' MRH 155 mph 141 mph 134 mph 128 mph 122 mph Witnessed By: Brandon Gentle - Amarr Garage Doors; Thomas L. Shelmerdine, PE - Structural Solutions, P.A. Description of Test Specimen: A 16-0" wide x T-0" high residential steel sectional garage door, one section wide by four sections high, each section being 2" thick by 2 1 " high 25 gauge galvanized steel sheet. Each section was reinforced with two 3" 20 gauge galvanized steel struts, except 1 strut on the top section. The door sections were connected together with one 14 gauge galvanized steel end hinge at each end stile and one 14 gauge galvanized steel center hinge at three interior stiles as shown on the drawing. Garage door Model 600 manufactured by Amarr Garage Doors was used in the test. The test unit is further described on Drawing IRC=6016-120-15. Manner of Testing: This test was conducted at Amarr Garage Doors in Winston-Salem, NC, which is accredited by the American Association for Laboratory Accreditation, Certificate #2595.01. The specimen was tested for static pressure structural performance insubstantial conformance with the procedures described in DASMA 108 "Standard Method for Testing Sectional Garage Doors - Determination of Structural Performance Under Uniform Static Air Pressure Difference", and ASTM E330 "Standard Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference". Both positive and negative pressures were tested. The specimen was installed in an enclosure measuring approximately 5' deep, 9' high, and 25' long. The enclosure was framed with shop welded structural steel square tubing and covered with 3/4" thick plywood. The door was covered with 2 mil plastic sheeting to prevent leakage of air pressure. One pressure blower was attached to the enclosure with flexible ducting to provide the positive and negative pressures. ,Pressure transducers connected to a computer were used to measure and record thepressures in the enclosure. Test Procedure: The specimen was subjected to the above pressures for the following durations. Positive pressure was applied on the exterior face of the door first, and then negative pressure was applied. Step1:_Px. eload_the_door_to 50°Yo_of theDes4mPressure_andhold.for_LO:seconds._Step2-Unload.the:doonfor-l_to_5.minutes.__mm_.._:,,._.____-,-.._ m..,_..._._ __ Step 3: Load the door to 100% of the Design Pressure and hold for 60 seconds. Step 4: Unload the door for Ito 5 minutes. Step 5: Load the door to 150% of the Design Pressure (which equals 100% of the Test Pressure) and hold for 10 seconds. Step 6: Repeat 1 through 5 above for negative pressure. Observations: No failures occurred as a result of the noted loadings. The door remained operable after both positive and negative tests. Summary: A 161- 0"xT-O" Model 600 as described on drawing IRC-6016-120-15 meets or exceeds the testing.criteria as described above. By. comparison to the construction of the 16'-0"x7'-0" Model 600, the following doors also meet or exceed.the above testing criteria, when constructed in accordance with drawing IRC-6016-120-15: 16' x 7' Model 950 doors (which are constructed of thicker 24 gauge steel in lieu of 25 gauge steel) 16' x 7' Mode1650 doors (which have the "Oak Summit" embossment pattem m the skin ) Model 600, 650 and 950 doors with widths up to 16'-0" and heights up to 14'4' Short, Long, Flush, and Oak Summit Panels, which are alternate embossment patterns in the skin 8 short panel (18-1/8" x 10-5/8') or 4 long panel (38-1/8" x 10-5/8') windows (3/32" annealed glass minimum - meets ASTM E1300-04) may be installed in 1 section Submitted By: STRUCTURAL SOLUTIONS, P.A (Florida: dba Structural Solutions of North Carolina, Inc., Firm #29412) Thomas L. Shelmerdine, PE (NC PE #14654; Florida PE #0048579) 5921-G West Friendly Avenue,' Greensboro, North Carolina 27410 (336) 856-nM a Fax (336) 856-26871 NC Firm #C-1096 Florida Building Code Online FL17676.2 Page 1 of 4 D-opatmer+d BCIS Home ( Log In User Registration - Hot Topics Submit Surcharge Stats & Facts Publications ( FBC Staff y BCIS Site Map 4 Links Search ; Busines (' jProduct Approval Professi T lC!I USER: Public User Regulation i llii Ml r Product Approval Menu > Product or Aoplication Search > Application List > Application Detail U FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd. com Brent Sitlinger bsitlinger@miwd. com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE Validation Checklist - Hardcopy Received Standard AAMA/ WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/ 03/2015 12/ 04/2015 12/ 06/2015 Year 2008 https: Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=WGEVXQwtDgvFGYZsjrZFR6fG l ... 5/26/2016 r A•L. Wf(lator / Operations Mminiswor) Mi Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product desofted below is hereby oppr oved for:f tng in. the next issue of the AAMA CoAlfie Products Directory: The approval Is based on successful completion of ems, and ire Mporling to the Administrator cif the results of tgsls, accompanied by related drawings, by an AAMA Accredited Laboratory. 1. The listing beknv vAll be added to the nod published AAMA Certified Products Direc ory. SPECIFICATION RECORD OF PRODUCTTESTEI3AAMAMAICSA161fl.SlIA440-08 LC-PG40"-014x2134 (36X84)-H Negative Design Pressure = -50 psf CQMPANYAND CODE CPO NO. SERIES MODEL & PRODUCT DESCRIPTION UA)amum sm TESTED 3540 SH (FIN) FRAME SASH MI Whridows 8 Doors, LLC. 715f . PVCKOrA)(IG)(INS GL) 914 null x 2134 MM 867 mm x 892 mm Code, IM R©i FXM-r)(ASTM) 0W x T w) 2110".x 2'11") Z This;Certifiicatian WiII expire July 27, 2020 _(extended from July 27, 20.15 per AAMA 10344a) and requires validation until then by continued listing. in the current AAMA Certified Products Directory. 3.. Product Tested and Reported by. Architectural Testing, Inc.. Report No.: B2133.01-10947 Date of Report: August 16, 2011 Date- April 16, 2015 Cc: AAMA JGS ACP-04 (Rev. 1 /11) Validated for Certification teal Laboratories, Inc. Authorized for Certification Q r" AmeriNA.Architectural Manufacturers Association Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 117676.7 13540 SH 152x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.1)df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 II Install - 3540 SH Fin ASTM E1300-04. 52x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84 odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72 odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.1)df Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96 odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.odf Created by Independent Third Party: Yes 17676.12 3540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 A Florida Building Code Online Page 1 of 4 FL17676.16 BQS Home j Log In ;User Registration ; Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff { 8CIS Site Map Links Search Ann n` come= I"u erllt Busines al ....._..._...._...._. NrofCSS Product Approval JJ USER: Public User Regulation 1 1 !Igg"'IM.M11 Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd. com Brent Sitlinger bsitlinger@miwd. com Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE 6, Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA/ WDMA/CSA 101/I.S.2/A440 Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option A 12/ 03/2015 12/ 04/2015 12/ 06/2015 Year 2008 https:// floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsj rZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 FL # Model, Number or Name Description 17676.1 3540 SH 3604 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.odf Verified By: American Architectural Manufacturers Association . Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes. Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.Ddf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SI I fin 44x04.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 II Install - 3540 SH Fin 52x84.odfASTME1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure:+35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854E 1252.pdf Created by Independent Third Party: Yes 17676.9 13540 SH 1 36x84 Finless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +40/-50 Other: LC-PG40 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 36x84.pdf Quality Assurance Contract Expiration Date 07/27/2020 Installation Instructions FL17676 R2 II 08-01372 511989.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.pdf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72 pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247.pdf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96 pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.pdf Created by Independent Third Party: Yes 17676.12 3540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.ydf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 fL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in-HVHZ: No FL17676 R2 C CAC APC 3540 fLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.Ddf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- R2 C7326.01 3540,AWS.IG.FIN.48X72.R35.(072016) Approved for use outside HVHZ: Yes Rev.odImpactResistant: No Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple.SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.odf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.pdf Verified By: American Architectural ManufacturersASTME3300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Bads Next Contact Us :: 1940 North Monroe Street, Tallahassee Fl. 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click her . Product Approval Accepts: W ® 99 CreditSAFE https: Hfloridabuilding.org/pr/pi_app_dtl,aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 VWidator I operatigns AdmInIstralor), MI Windows & Doors, Inc. P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The pmduct.de ibed bdDW is hereby approved tar Ong in the next issue of the AAMA Certified Products Directory. 'Tide approval is based an surx fiul Completion of tests, and the reporting to the Administrator of the n uifs of tests, a anied'try related drawings, by an AAMA-Accredited Laboratory. 1 _ The listing below Wil be added to the next published AAMA Certified Products Dimclory. SPECIFICATION AAMAIWDMAtGSA 1011t.S. 21A440708 LC4'G35* 2731x16ff (10W4) Negative Design.Pressure = 50 psf COMPANY AND CODE Mi Windows & Boors, Inc. Code: IM RECORD OF PRODUCT TESTED SERIES MODEi 8 PRODUCTCPciHQ. CDESORIP4H MAXIMUM SIZE iESED 3S40 TRIPLE SH (FIN) 10817 (PVCx0 X.tDl ompo) INS GLXREIN )MLT)(ASTM) FRAME SASH 2731-mm x 1W MM 860 MM x.919 MM 01l" x W2") ('1r1" x3'0"}. 2. This C:eac etion :wail expire April 12, 2017. and requires validation until then by corrtinued listing In ttre current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: C7327.01409-47 Date of Report: May 7, 2013 Validated for Certification 4odd Laboratories, Inc. Date: Maya, 2013 Authorized for Certification Cc: AAMA JGS ACP-04 (Rev.1111) American Architectural Manufacturers Association ELEVATION 1OS" 12" O.0 2' typ r" I Max I I I I I I I I I I I I I.d:WCLEARANCE ALL FOUR SIDES) SWTHING Min Edge Distance q* JAMB DETAIL NAIL f7N , IS A %G£NER)C TF,RM WHICH. HEAD DETAIL n.A5l BY OTH Anchor See Sectioi Details) Gtuxkr Min Edge 4' SIZE HEADER AS NEEDED Caulk under ENTIRE perimeter of Nailing fin before fastening. SHIM AS REQUIRED 6.X 1-5/8 SCREW (SHOWN WITH 1/2" SHEATHING) MUST ACHIEVE 1-1/4' PENETRATION INTO STUD. . SILL DETAIL Notes: 1. Installation depicted based off of structural test report C7327.01-109-47. 2, Wood screws shall satify the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck instollotions are assumed 2x S—P-F (G-0.42) or denser. Buck width shall be greater than the window frame width. Tapered or, partial width bucks are. not allowed. Wood buck shall be secured to the structure to resist all design loads. 4; Wood screw lengths shall be sufficient to guarantee 1-1/4' penetration into wood buck; 5. Maximum shim thickness .af 1/4" permitted at each fastener location. Shims shall be load bearing, non — compressible type, 6. These drawings depict the, details necessary to meet structural load requirements. They do not address the air infiltration, water penetration, intrusion or thermal performance requirements of the installation. 7. Installation shown is that Of the test Window for the suer shown and the design pressure claimed. For window sizes smaller than shown, locate fasteners approx. 2" from corners and no more than 12" on center: Design pressures of smaller window sizes are limited to that of the teat window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE AND SPACING SHOWN MH ALLOW DESIGN PRESSURES UP TO +35/-50 UNITS UP TO 108" x 74" SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPUCABLE DESIGN PRESSURE LIMITATIONS) ntkte mmo n PAID 1 INSTALLATION INSTRUCTIONS V:IvI.R. $ -20-09 do FASTENER SCHEDULE — FIN- n D""e Perri WAD 3540 Single Hung NONE 1 °f 1 Windows &Doors Continuous Head and Sill Dwft "" Gratz, PA 3540 SH CSN FIN — NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED, FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. TABLE OF CONTENTS SHEET NO. DESCRIPTION NOTES ELEVATIONS INSTALLATION DETAILS REVISIONS DESCRIPTION DATE I APPROVED 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. 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 17. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18, THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 350OPW, 3500T, 350OSDLITES, 3500SP, 354OPX, 3540T, 354OSDLITES, 3540SP, 3250PZ, 3250T, 3250SDLITES, 3250SP, 3240PW, 3240T, 3240SDILITES, 3240SP, 3500HPPW, 3500HPT, 3500HPSDLITES, 3500HPSP, 358OWP, 3580T, 358OSDLITES, 3580SP, S-3500PW, S-3500T, S-3500SDILITES, S-350OSP, S-354OPW, S-3540T, S-3540SOLITES, S-3540SP, M-350OPW, W-3500PW, W-3500T, W-3540PW, W-3540T, W-3540SDILITES, W-3540SP, 1255PW, 1255SP, 128OPW, 91OSP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. SIGNED: 0211712016 MI WINDOWS AND DOORS 1a it.t'r/// a 19/ice650WESTMARKETSTREET GRATZ, PA 17030-0370 v•X ENSF,d' OF SERIES 3500 FIXED WINDOW X 60" NON -IMPACT C tO?` NOTES oy F96" TAT p'OFsSiCOR10BwcNo. REV N.G. 08-02859 NG\'P OfilA111 SCALE GATENTS 02/04/i6 SHEET 1 OF 3 2 N FF HE 96" MAX. FRAME WIDTH MAX -- 10MAX O. C. 2" MAX 7- 2° MAX J 10" MAX i0" O.C. AX. AME IGHT SEI FOI OF 01F2" MAX SERIES 3500 FIXED WINDOW EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 50. 01-60.OPSF NONE NOTES: 1. MAXIMUM D.L.O.: 92" X 56" 2. ( 2) 1" X 1/6" WEEPSLOT AT 2" FROM EDGE OF SILL FACE rueer i Height I _36.00 1 42.00 1 48.00 REVISIONS REV DESCRIPTION DATE I APPROVED CHART # 1 t NUMBER ANCHORS i i 0. 00 1 96.00 t Jamb. HBS Jamb I rpm, SIGNED: 02/17/2016 3 1 3 5 11 5 i MI WINDOWS AND DOORSIILrIIii, 5 11 5 6 11 6 650 17030 KET0370T va\GENo 9tp 7 SERIES 3500 FIXED WINDOW tr• 0 61 '' 7 11 96" X E NON -IMPACT 73 ELEVATIONELATE ` DWG NO. REV 's 1QRIDP FDRAWN 08 ES5s7S' SOE02/04/16 2 OF 3 i APPROVED SEALANT BEHIND FIN 6 WOOD SCREW 3/8" MIN EDGE DISTANCE EXTERIOR 3/8" MIN EDGE DISTANCE 6 WOOD SCREW APPROVED SEALANT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR r WOOD FRAMING BY OTHERS 1/4" MAX. SHIM SPACE 1/4" MAX SHIM SPACE WOOD FRAMING - BY OTHERS 6 WOOD SCREW 1 1 /4" MIN. EMBEDMENT t APPROVED SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE yl 1/4" MAX SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REVISIONS DESCRIPTION DALE APPROVED NOTES: 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE WOOD DESIGNED IN ACCORDANCE WITH ASTME21121t/l 7VFRAMINGf. BY OTHERS d LA SIGNED: 0211712016 DOORSMsIwDOWESTP. I ILo9/,, soMARKEDSTREETGRATZ, PA 17030-0370 v,•\CENS,d' ` SERIES 3500 FIXED WINDOW 0y8}61 • k = 96" X 60" NON —IMPACT FIN INSTALLATION DETAILS 0 • TAX OF t DRAWN: DWG N0. REV N. G. OS-02B59 Is -- LE- NTS DATE 02/04/16 ISHEET3 OF 3 Florida Building Code Online Page 1 of 3 f 18504.2 RegulationBusiness& Professional 44BCISHomejLogIn3 User Registrationn Hot Topics Submit surcharge Stats & Facts Publican FBC Staff E BCIS Site Map Links Search i Product Approval USER: Public User Product Approval Menu > Produce or 402lication search > Application Lis[ > Application Detail FL # FL18504 Application Type New Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE if. Validation Checklist -Hardcopy Received Certificate of Independence FL18504 RO COI FL COI.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1710.5.3 Product Approval Method Method 2 Option B https:Hfioridabuilding.org/pr/pr_app dtl.aspx?paraTn—wGEVXQwtDgs9%2f%2ftCOhpiQgi... 9/6/2016 Florida Building Code Online Page 3 of 3 supply a personal address, please provide the Department with an all address which can be made available to the public. 7o determine if you are a licensee under Chapter Product Approval Accepts: ER® VICI,aJa[,1CMd SW40 https://floridabuilding.orglprlpr_app_dtI.aspx?param=wGEVXQwtDgs9%2f lo2ftCOhpJQgi... 9/6/2016 U.-I ""' COMBINED WIDTH wi --(I-- W2. -- FRAME HEIGHT WINDOW WINDOW MULLION SPAN) IJ, d 107 3/8" COMBINED WIDTH 107 .3/U„ COMBINED WIOT11 w1 { W2 83" FRAME i WINDOW WINDOW MULLIONMULLION SPAN) I. •- ._.....- .W2---.......-`I 83" 7/7FRAME. I WINDO W1NVO HEIGHT MULLION SPIN) II > i / I / I wl w2 l u I/a" COMBINED WIDTH Dodo" pressrre.rratwo(pso Units.ancllorsd Into w00d.tramOng Mullion Span in) Hbutary±N 013 2550 dtl1 3G01t. K47 V3 n 18d0..52.13 28.00 130.0 130:0 130073D:0 37r38 00.0' 13 .0 127.2.. 127,0.:127.0 49.63 120 7 943 77.9 72.1 72.0 000:6 56:0' 48:G 4?.4. 88 5 8&8 51.T' 44.4 430 72.00 77, ! 58.7 45.8 365 37,0;. 00 04.1 4t%U I33.11 29,1 128;3 24:9 107 3/8" COM13INELI WIDTH Wl --) W2 -- 8.3" FRAME WINDOW INDOW HEIGHT ------ ---- M (MULLIONN SPAN} COMBINED WIDTH W2-._........... ., WINDOW IFRAME i•tEiGIaT IN114lZQ.fK MULLION SRAN) I j W1 L W2 107 .1/a" COMBINED WIDTH REVISIONS REV DESCRInON DATE APPROVED A REVISED INSTALLATION DETAILS 08/07/15 R.L. 107 3/8" COMBINED WIDTH WI ..... .......... _- W2.... ..... ..... 83" tML-- FRAMEHEIGHT .(WINDOW MULLION SPAN) WI 1 I--- W2 --I 107 3/6" L:-COMBINED WIDTH APPROVED CONFIGURATIONS MULTIPLE UNITS MA YOE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NUT EXCEED 107 "1 AS SHOWN HEREIN. DWOnjom" 1110n9 6050 Uhka.ariehorMed Info masorI&C umt0 Mullion'. tipan (inj. T,butarywidth, I 18;1 460 X00 41M 4800' SZ13 25.'OD 130,0 130:0 130:0 130,0 i30.0: 180,0; 37.38 130.0 130 0 130.0 1.30.0 1 0..0 _ 1.30:0: 49,63 130 0 1300 1300 130.0 130:0 130.0. 62.00 .. 130,0 115.4 87.8. 3 73-9 71 5 85 83 ;.. 130 0 98;0. 729 65 5.. 50:5, 58 2; 7Z.00 99.3 72,4 54:0, 48,1 44,0 42,0 d4.00 1 02,1 1 45.0 1731 1 29.1 26.3. 24,9 LARGEAND SMALL MISSILE IMPACT, LEVEL. D, WIND ZONE'S DIMENSIONS IN CHAR7`ARE FRAME IIIMENSIONS.AND DO NOT INCLUDE FLANGE MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND DP CHARTS DRAWN; DWG NO. V.L. 08-01 445 SCALE NTS I DATE 01 /11 /12 ISHEE2 OF 3 SIGNED: 08107,12015 1P, I II.IQ f7ij i GENSF9 6 ; S;aF I ar REV i"c`•:c1 p R10P • : A fONA"E G` L. Roberto Lomas. P.E. 233 W Main St Danville, VA 24541 434-688-0609 rllom as@I rlomaspe.:com Manufacturer: MI Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: M-1926 - Vertical Mullion Engineering Evaluation Report Report No.: 512069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department ofBusinessandProfessionalRegulationforStatewideAcceptanceperRule61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 1/8" x 84" Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind -Rome Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; mullion or individual units. All windows attached to.mullion must be manufactured by MI Windows and Doors, Inc. installation: Mullion must be installed in strict accordance with installation instructions document 08-01445 revision A. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 NN fir, N S' Q * TAT 4E c '1QRt0' Z 19 01NALIti: Luis R. Lomas, P.E. FL No.: 62514 08/07/2015 Florida Building Code Online Page I of 2 RegulationBusiness & Professional D4*MWd SCIS Home ( Log in ( User Registration I Hot Topics Submit Surcharge Stats & Facts I Publications ( FBC Staff ( BCIS Site Map ( Links ( Search I p] A Product Approval T( Profes' USER: Public User Putt Mal Henn :.tog 6 9P^ Lsl > Atipllutictt Det6q-. FL A FL12019-R5 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Email 5140 W Clifton Street Tampa, FL 33634 813) 684-0444 lyle,pestow@acm-metals.com Authorized Signature Vivian Wright rickw@ rwbidgconsuitants. Com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 41 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 Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 03/02/2020 Validated By Ryan 1. King, P.E. Validation Checklist - Hardcopy Received Certificate of Independence W2.019 RS COI itifi g f IndEoertee Ddf Referenced Standard and Year (of Standard) Standard. Year ASTM E330 2002 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 option D https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/201 S wo West Coon Street Tampa, F133634 TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and is in compliance with the Sth Edition (2014) Florida Building Code excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by this drawing are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed property to receive foods from the soffit and/or 2" x 2" batten strips. 5. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TABLE of coNTErvts. ... . SHEET# DESCPJPAON T icai elevarlons E general notes 2 Ponel details 3 soffit detalis & des" n pressures q Soffit detotls & desi n remro, g SOW details, design pressures x Dgl.Of materials TRIPLE 4IT4j T4412 (M 1 S THU) T4414 (.0137TH 09 QUAD 4 (04) 0121.011S'THCK) G- k01411r13.5'TMCp flit_. J J Abe•• ... .. y 71AY m Intk m in n a tt tt toll O` er o ° n °0 i UN •• O t7 tl 4 4. ta z° nwc, an JK c11K, r: LFS otuvnr.+ c r+o.: F' L.-12019. f m U In n SPAN..' 'A ' _ _ SPAR, A " I r5AM " A ' r--ROOF OVERHANGROOF CrvOtHANG ROOF OVERHANG I = x r ROOFROOFROOF FRAMING FRAMING FRAMING iirttt N a 4xx° . ttllllll tff. t: onmz ALUMINUM Q Qxz C u ALUMINUM FASCIA. j E m z. o ti FASM 'TRIM TRIM _ _ _ x-a-s-.s r rY rrrewr Y 4 T 'iU DR CMUOR ` SOFFIT CW000 f)ETAIL"CFRAMED 50FFIT CMUbR: cm y50FFlTWOOD - SEEDEFAIL"A" 9F SFFEfAIL" A" FRAMED ' FRAMED D` 3u 01DETAIL' Di - AIL"C" SEEDETAIL" 8 SEE DCT SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/)-CHANNELS SIDE VIEW -SINGLE SPAN wt.]-CHANNEL Shown w/ tTuss/frarning cantilever) (Shtnvn w/ truss./Earning cantlever) Shown w/ trum/Trarning cantilever) y w SINGLE SPAN LENGTH A' DESIGN PRESSURE (PSF) E NEGATIVE 8" r+70.O. 141.0 10" 60.0 t2^ 50.0 50.0 u" 38.5 38.5 t6^ 30.0 30.0 m oa TRIM NAIL ATTACHED z 4 THROUGHFASCIANOTE: 16" O.C. MAX. FOR SQUARE CUT OVERHANG, TRIM BOTTOM OF FASCIA FLAT STAPLES INSTALLED 0 12" O.C. (INTO WOOD) IN J-CHANNEL SLOT OR T-NAIL @ 1 T O.C.) o AGAINST PANEL INTO WOOD OR MASONRY) STAPLES LOCATED. 24" O.C. INTO FRAMING' s 8 fill 11. 24" O.C. ILTO FRAMING 1' j 1: NOTE: WOOD FRAMING AND CONNECTIONS TO BE STAPLES INSTALLED DESIGNED BY THE ARCHITECT OR ENGINEER END OF PANEL AND OF RECORD 8" MAX. O.C. SEE DETAIL "J ". SHEET 5) l IJTMAX. k(- 11', u n a. DETAIL A Fascia STAPLES INSTALLED ® 24" O.C. (INTO WOOD) ON F-CHANNEL LEG OR T-NAIL @ 1 T O.C. INTO WOOD OR MASONRY) STAPLES INSTALLED 0 1 T O.C. (INTO WOOD) 5 1/8 NFU(. :. 14 INFCHANNELSLOT ORT-NAIL@8ITO.C. INTO WOOD OR MASONRY) DETAIL " B " F-Channel Q iz M M 4X. 10 a c 1" MAX.. t/B" DETAIL" C m MAX. 6 J-Channel o V MAX. r " N • a 0 STAPLES INSTALLED @ IT O.C. (INTO WOOD) 5CAIE N, 1. S. m IN J CHANNELSLOT OR i-NAIL @ 17' O.C. m bwc. an JK t° DETAIL " D " SUBSTRATE NOTES: CHK. W, LFSIr 1. WOOD SUBSTRATE: G = 0.42 OR BETTER ARAnmxo ra,: o J Channel2. MASONRY SUBSTRATE: 3,00D PSI CONCRETE (A -1301) F1--12019.1 °o Fascia OR HOLLOW BLOCK (ASTM C90). n SNEE7 3 OF . n nrm DESCRIP17ON MATERIAL 1 FASCIA .021 S' THK. AL,310S - H 14 ALUMINUM 2 J" CHANNEL .0155' TNK. AL. 3105 - H24... . ALUMINUM 3 F"CHANNEL.0155"THK.AL.3104-1419 ALUMINUM. 5 QUAD 4 PANEL (.0115 0R .0135"THICK AL. 3105 ALUMINUM 6 TRIPLE 4 PANEL (0)15 OR .0135' THICK) Al. 3105 ALUMINUM 7 15xi•3/4"TRPANAIL S.S. 8 18" GA, X 1%4" SS STAPLE w/ 7/B" MIN. EMBEDMENT STEEL 9 7`XT BATTEN STRIP 1 -.42'OR BETTER) WOOD 10 APA 6 C-GROUP 1 EXT.15/32" PLYWOOD OR BETTER WOOD I I 097' DIA. T-NAIL W/ 5/8" MIN. EMBEDMENT STEEL 1l4" 12d X 3 -1/ I X2 VEIWAL N.D. GALV, FRAMING (G>.42) ATTACH w/ 2 8d COMMON NAIL 0 24" O.C. COMMON NAILS wl 1-314' MIN. EMB. Top TO ROOF FRAMING DETAIL " H " STAPLES INSTALLED Q END Of PANEL AND 6' MAX. O.C. SEE DETAIL "1' MAX. UCIAIL„ J ROOF CVERHANG ROOF SPAN " A " ic. r SEE DETAIL" B" SHEET 3) 1 12dX31/4" CMU OR H.D. GALV. STEEL. i CONTINUOUSW000COMMONNAIL024"O.C. SEEDETAIL"A" _ FRAMED w/ 1.3/4" MIN. EMB. (SHE33) SEE DETAIL"H BATTEN 0 CL SPAN STAPLES INSTALLED SIDE VIEW DOUBLE SPAN !! TTEN_.. Stiowri w/ truss/framing tarifilever} r END OF PANEL ANU 8' MAX. O.C. SEE DETAIL "J ") AIL" 1 " TWIN SPAN LENGTH w/CONTINUOUS BATTEN A" DESIGN PRESSURE (PSF) POSRNE NEGATIVE 16" 70.0 70.0 16, 66.5 66.5 201' 60.0 60.0 2z" 54.5 54.5 24' 50.0 50.0 SPAN " A.."_ ROOF OVERHANG SEE DETAIL"G" SHEET 4) ROOF FRAMING SEE NOTE 2 I. cmu OR WOOD 1 I EEDETAIL 1- FRAMED SEE DETAIL " AV" SHEET 3) SIDE VIEW - DOUBLE SPAN w/BATTEN Shown w/ truss/framing overhang) CONNECTOR NOTES: ewe. SY: X 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGINEER OF RECORD 1. WOOD SUBSTRATE: G = 0,42 OR BETTER mttFL No.. ur. LFS 2.12d COMMON NAIL OR 3/16" T1W TAPCON CONCRETE SCREW 2 MASONRY SUBSTRATE 3,ODO PSI CONCRETE (AC) 3011 FL ° MIN. 1.1 bV EMBEDMENT) 0 24" ON CENTER OR HOLLOW BLOCK (ASTM C90). 120T 9;7 sHeEr __5_ ov,5: n w ro u m n iomc E)N•:z i BZt`i m o a o aa.. ml, 7 C to o: a z: z 0 m Florida Building Code Online Gv' t Page 1 of 2 2iESve +t^!a:: mArSY bW a' OdP+4 `sEbtgSCx'Y",. G:PdiJ..R 6 Se4a jubmit Surcharge I Stats & Facts 1 Ptiblications FaC Staff I BCJS Sibe Map Links Search ElnQilfS.h lt.> 4roduti w Aontkatrin S 3rtli.?. (iDj6d Q„nJzj> A0011caYF00 Dew 1. f FL # FL16305-R4 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RiverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollins@atlasroofing.com Authorized Signature Meldrin Collins mcollins@atiasroofing.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Locke Bowden Validation Checklist - Hardcopy Received Certificate of Independence F 16305 R4 C01 ATt 13002 4 2014 FBC Product Eva1 A ron Shinoles.odf Referenced Standard and Year (of Standard) Standard Year ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https:IlNvww.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDquJBMj gU 1 j 3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 Summary of Products FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ: Yes 066365 04 11 ATL13602 4 NA FBCPrbduct Evbluatlon Shinales.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use Evaluation Reports R 6305 R4 At ATL13002.4 2014 FBC Product Evaluation Shingfes.ocf Created by Independent Third Party: Yes m Contact Us:: QyQigt—t jjr , @h r e et 3z rhone:950-4"—Iill 4.. he StatF rr F:rr:.,a k an A /'.'.. ,„nY* nn,.,,».L ;.='s+%r'^:Lueiw.o:: Privacy Staterrmnt : 'AODNM :Ii;I ii43ii3t:da'3i,= Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. '"Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you am a licensee under Chapter 455, F.S j please click here . Product Approval Accepts: ate® Credit AEE https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJBMjgU 1 j 3N... 7/20/2015 IEEK17520 Certificate of Authorization No. 29824 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT _ FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION 2000 Riveredge Parkway, Suite 800 Issued June 29, 2015 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1, 1523.6..5..1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATL-116-02-01 ATL-118-02-01 ATL-119-02-01 ATL-123-02-01 ATL-125-02-01 ATL-127-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATLA38.02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7168 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01ASTM D 3462 2009 ATL13002A FL 16305-R4 Page..1 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ATLAS ROOFING CORPORATION ECREEKAsphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster@ 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough-Mastea 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, ProLAMTm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle@ Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle@ Pristine architectural asphalt shingle with two, dashed, them malty -activated, self-sealing sealant Lifetime wiScotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster@ Shake ASTM D 3161, Class F & ASTM D 7158, Class.H fiberglass reinforced, laminated Dangeriield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster@ Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, ATL13002A FL 18305-R4 Oaae:2 of 9. This evaluation report is provided for State Of Florida. product approval under Rule 69G20-3. The inanufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid, This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. L- - - • - - .---. . - CRE I` TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (V„ u): Tough -Master® 20 Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min, slope: Installation (HVHZ); Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in, plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in, plywood or wood plank for new construction; Min. 7/16 in. OSS existing construction.. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when' installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. NailsT. 12- -s r ss +psi r.:r -wr 11 - 1 - t 2-----+---12"---+----12" A Figure 1. GlassMaster® 30 & Tough -Master@ 20 4 Nail Pattern (Non-HVHZ only) 36 Nails Figure 2. GlassMaster@ 30 & Tough -Master@ 20 6 Nail Pattern ATL13002.4. - FL.16305-R4 . ._ Pop .3 of 9 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK. Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ProLAMT" Architectural Basic Wind Speed (Von): Basic Wind Speed (Vasa): Deck (HVHZ): l Deck (Non-HVHZ): Underlayment: Min.. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements, 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. ss3a Figure 3. ProLAMTm Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMT"" Architectural Shingle 6 Nail Pattern t4' ATL13002.4 FL 16305-124 ., Page 4 of 9. This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle& Pristine & StormMaster® Shake Basic Wind Speed (V„ t): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ)3 Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min: 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed beiovr; Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. rxr.:v Ma,; f3 ge.gebentratl mafing Nli rMa min..3al'Mad TYP CD t=Ja 67W Figure 6. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) 39318, MM 12 qa UaNaibed mg sharik naa ii wKh mh 3V M.d i ! 7 1m OCD CD CD OO OOOQOOOOa 1q• OO: G.000 ©OL1 a)C3 IC! O 6 7/3' Figure 6. Pinnacle® Pristine and StormMastea Shake 6 Nail Pattern ATL13002.4 1 FL 16305-R4 Page:5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3, The manufacturer shall notify GRE K Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMaster@ Slate Basic Wind Speed (Vuu): Basic Wind Speed (Vaud): Deck (HVHZ): Deck (Non-HVHZ): Underiayment: Min, slope: Installation (HVHZ); Installation (Non-HVHZ); ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in, plywood or wood plank for new construction; Min. 7/16 in: OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance .with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either 'A Nail Pattern" or "6 Nail Pattern" detailed below. i 9" Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StormMasterO Slate 6 Nail Pattern ATL13002.4 FL 1630& R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-31: The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein; CREEK TECHNICAL SERVICES, LLC Pro-Cut(g) Starter Strip Basic Wind Speed (Vu,t): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ)c Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in, plywood or wood plank for new construction; Min. 15/32 in. plywood existing co nstruction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below.. Figure 9. Pro -Cut® Starter Strip ATL130.02.4 F.L 16305-R4 Page 7 of.9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3a The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ECREEKTECHNICALSERVICES. LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (V„ it): Max. 194 mph Basic Wind Speed (Vasa): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction.. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in, OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind,. 12 ga. 1-1/2" ring rr shank nail 12' I i Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4._ _ Page 0 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-1 The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. REEK TECHNICAL SERVICES, LLC LIMITATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 6) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5ih Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 11 X%rrr/ '` No 74021 .+. 33 STATE OF .". CERTIFICATION OF INDEPENDENCE 2015. 06.2 912: 55:48 041001 Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation:: CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT ATL13002. 4 FL 16305-144 Page 9 of 9 This evaluation repoR its provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty,,instaliation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC C R' rE0 'E. 4 K Certif(cate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770)612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Danger8eld, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain RFFFRFNCFR Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATLA 16-02-01 ATLA 18-02-01 ATLA 19-02-01 ATL-123-02701 ATL-125-02-01 ATLA27-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 Standard ASTM °D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 Issued June 29, 2015 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Peae 1 of 9 This evaluation report is provtded for State of Florida product approval under Rule 611320a. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATLA84-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master@ 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) Storm Master® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster@ Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 _ Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster(ID 30 & Basic Wind Speed (Vuit): Tough -Master@ 20 Basic Wind Speed (Vasa) Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min_ slope: Installation (HVHZ) Installation (Non-HVfiZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max.194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greaterthan 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either 'A Nail Pattern" or "6 Nail Pattern" detailed below. 36". Nails 12" :.. T WEI! 4 2---*-12- -- t 2"-- Figure 1. GlassMasterlD 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 12 -- 4 Figure 2. GlassMasterfi) 30 & Tough -Master® 20 6 Nail Pattern ATL13002.4 FL 1G305-R4 page:3 of 9 This evaluation report is provBded for State of Florida product approve under -Rule 61 G20-3: The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ProLAMTm Architectural Basic Wind Speed (Vuu): Basic Wind Speed (Vase) Deck (HVHZ): Deck (Non-HVHZ)' Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using T Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 383/8' iJ/ 7YP 14' 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 1 5 7M" I Figure 3. ProLAM11 Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMT°" Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 Pase 4 of.9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall ngtify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. IMK ATLAS ROOFING CORPORATION ShinglesAsphalt TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (V n): Max. 194 mph StormMaste& Shake Basic Wind Speed (Vase): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements.. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installation (HVHZ): Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installation (Non-HVHZ): Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either 'A Nail Pattern" or "6 Nail Pattern" detailed below. J93dY Kh 72 ge. gWart d'aoling m0wXhmK31B'Ir.d 121R' r p v`(= =) D CJ O Figure 5. Pinnacle® Pristine and StormMasterO Shake 4 Nail Pattern (Non-HVHZ only) w g.,Mpimg mariHnad IfiC MCD OO I -O O O - CD CD Q__Q 0 0 7 In' O C7 Figure 6. Pinnacle® Pristine and StormMaster0 Shake 6 Nail Pattern i 1 ATI-13002.4 FL 16305-R4 P090:5 Of 9 This evaluation report is ps'j(%d`for State of Florida product approval under Rule 61.G204 The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid: This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (V u): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max; 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min; 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when . installing at slope greater than 21:12. Installed with 8.5 in, exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either 'A Nail Pattern" or "6 Nail Pattern" detailed below. Figure 7. StormMaster0 Slate 4 Nail Pattern Figure 8. StormMaster® Slate 6 Nail Pattern ATL13002.4 FL 16305-R4 __ .. _ Page 6 of 9 This evaluation report is. provided for State of Florida product approval under Rifle 61G20-3. The manufacturer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. IlWIIIIIIII CREEK TECHNICAL SERVICES, LLC Pro -Cuts® Starter Strip Basic Wind Speed (Vuit): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. 0S13 existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12, Installed in accordance with RAS 115 and manufacturer's published installation instructions: Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below 32 ga, i-L2',i,K slunk +ail 3 C U A Figure 9. Pro -Cut@ Starter Strip ATL13002.4 . FL.10,305-R4 _-_- P"e 7 of 9 This evaluation report is provideo for State of Florida product approval under Rule 61G2(3?n& The manufacturer shall notify, -, EK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. R. TECHNICAL SERVICES, LLC Pro-Cut(9) Hip & Ridge Basic Wind Speed (V u): Basic Wind Speed (Vesj): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min: slope: Installation (HVHZ and non-HVHZ): 130024 ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min.. 19/32 in.. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Installed with 5-518 inch exposure in accordance with RAS 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12"___..._.......___ ...:.. _- 12 ga. 1-1/2" ring t shank nail1 , 6 12" Figure 10. Pro -Cut® Hip & Ridge FL 16305-R4 This evaluation report is provided for State of Florida product approval under Rule'61G20-3 The marudacturar.shall not ify GREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid:. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Ry..rEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation,. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck, 7) Installation of the evaluated .products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 81 G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5t' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. No. 74021 STATE, OF F CERTIfICATION OF INDEPENDENCE 2015.06.2 912:5 5:48 0400' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT ATL13002.4 F.L 16305-R4 ch 3hij report is valid. awbutes:th6 are not specifically addressed Florida Building Code Online Page 1 of 1Untie fV i Business & Professional •eg Jim F adaDepattlalertt'. eCIS Home I Log In I user Registration 1 Hot Topics I Submit surcharoe I stats & Facts I Publications I FSc Staff I 13CIS Site Map I Links I Search I 3 cones Product Approval rofess USER: Public User Regulation rat naat f m, r luu d, +y>aft.sornrtr>Ipan isim u. Search Criteria . Refine Search. Code Version 2014 FL# 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL earcn,Ma W*u r. TM a....,.q .. ... I Manufacturer .... Validated By Status FL15216-R2 Revision InterWrap, Inc. Category; Roofing I John W. Knezevlch, PE 954) 772-6224 Approved His_ tory Subcategory: Underlayments w...ir.;. m„we,r. rw• Pewr..nticxNn:tf nwtxsarv. Apprewdbl/D.5PR-Ap MVM:gy1]ern;nau.uerrnc«.wPw,a.•,V Contact us ::', tt'werui Ileriree e!^W TafLaii_e 9s:p rv: 8 The State of Florida is an WEED employer:, ht'2007-20L3 Siate: n^nmida::: Privacy Statement :: Accessibility Eta men; :: Refund Statement Under Florida law, email addresses are public remrds. If you do not want your e-mail address released in response to a public -records request, do not sendelectronicmailtothisentity. Instead, contact the office by phone or by traditional ma0>lF you have any questions, please contact 850.487.1395. •Punvard toSection455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they 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 emal address5 which c click here• available to the public To determine if you are a licensee underyhbemade apter 55, FrgductApP..roval Axepts: CrcditSAFE https://www.floridahuilding.org/pr/pr_app_Ist.aspx 7/20/2015 Florida Building Code Online Page 1 of 2 Regulation r7tARlo+ifit-d 866 Home ! lag In ( User Registration I Hot Topics Submit Surcharge Stats & Pacts Publications Fec Stag BOS Site Map Links i Search L '1 1.We.S R*Product Approval SI. USER: Public User Regulation 01.,2i..ttM,wM.>>:aj,4ftttbnWWII FL # FL15216-112 Application Type Revision Code Version 2014 Application Status Approved Comments Archived -- Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupasai nterwrap.com Authorized Signature Eduardo Lozano elozano@interwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I 'Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Wamock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevich, PE Wi Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 TIS07.8 t as _ https://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3 yVVKJZ 1 Q... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Summary of Products FL # Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions R2 1I 2015 04 FINAL FJ2 1NTERWRAP RHINOROQF FL15216- Approved for use in HVHZ: No IFL15216 R2.ndf Verified By: Robert Nieminen PE-59166 Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Created by Independent Third Party: Yes other: See ER Section 5 for Limits of Use. Evaluation. Reports . , .. ,.. . . F:S71fi itz At 2015 04 FINAL EN iN E.RWMP RHINQg!O F Fl.15216- R2.odf Created by Independent Third Party: Yes Contact s ::Pn'Nortb plorrw Tagahwee R z aw Pitons: 9a±-497-182+i The State of Florida Is an WEED employer ;QK=lir2f1 'M;1*2 d.f/arMll 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 rtoI.sendelectronicmalttothisentity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395.!Pws.0 M toSection455.275(1), Florida Statutes, effective October 1, 2012, licensees licerrsbd under Chapter 455, F.S. must provide the Department with an e16A Dooms if theyhaveone. The emails provided may be ixad.tor oRdal comrn.itdcatlon with the licensee. Itpwever email ilddinnnes are public record. If you do not wish to whichanbe11g4eS2nfA8ableto.:ttrepiAtGc To determine If you are a licensee under supplyapersonaladdress, please provide thi'Deyanttl0ni with"ee etii8g *d.dre$s:. jie*ei455„F.S;, please dick.... Product Approval Accepts 20 U CreditSAFE https://www. floridabuilding-org/prlpr app dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 N IERD EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way F1.15216-112 Mission, BC V2V-6E4 Date of issuance:02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules, and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by'Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections -noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUEDComPuANcE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes; or provisions of the Code that relate to the product change. Acceptance of this _Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinitylERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words 'Trinity I ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.E on 04/27/2015: This does not serve as an electronically signed dowment: Signed, sealed hardcoples have been transmitted to the Product Approval Administrator and to the named dlent CERTIFicATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity l ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. rTRINITY IERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3,1507.9.5 on Heating 1507.2.3,1507.53,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entitv Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ 006 10/27/2011 ITS (TST3509) Physical Properties 100539395C04002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in.various other sizes. 5, LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AH1 for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF CovER OPrioNs Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Underlayment Shingles &Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No ..... 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or 11 or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140S10.02.12-R2 FL15216-R2 Certificate of Authorization #9503 Revision 2: 04/27/2015 Page 2 of 3 V I i NI1YlERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6_4 [tfitiaotloof tft: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 14nch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Sin&le Laver ,AM Sloae > 4=2 End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Referto Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain -conditions. For exposure < 24 hours, use of every -other fastening location.printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of everyfastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 D6A*le Laver 212 eitoof5lane c 41: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch-side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contactthe manufacturer or the named CIA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140510.02.12-112 Certificate ofAuthorizatlon #9503 FL15216-112 Revision 2: 04/27/2015 Page 3 of 3 TR1NlTY (ERD EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way , F1.15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5"' Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitVIERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4 ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, Mon D4/27/2015. This does not serve as an electronically signed document. Signed, seated hardcopies have been transmitted to the Product Approval Administrator and to the named dlent CERTIFICATION OF INDEPENDENCE: 1. Trinity IERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity ) ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 0 V TRINITY JERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section, Properties Standard Year 1507.2.3,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.0,1507.93,1507.9.5 on Heating 1507.23,1507.5.3,1507.83, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 3.507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference. Date. ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539.395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt im D4869 Type II felt. RhinoRoof Underlayment is available in 424nch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop Rh)noRoof Underlayments are follows: TAetE l 06OF CovER 0PnoNs Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left.exposed for longerthan 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type 11 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certi)rcote of Authorization #9503 FLi5216-RZ Revision 2: 04/27/2015 Page 2 of 3 Tmi- Y { ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6,4 RhinoRoof.U20:: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 SiARte Laver- R9915WA92 U End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 gbuble.Lav&r 2'12'< Roaf Slone <+t:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 CIA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Evaluation Report 140510.02.12-R2 Exterior Research and Design, LLC. FL15216-R2 Certificate of Authorization k9503 Revision 2: 04/Z7/2015 Page 3 of 3. F 02111/2015 13:41 P.0021004 MIAMN 1 UMI-DARE COVNTx o PRODUCT CONTROL SECTION DEPARTM$N1' OF t ZQULae T01tV Ate: ECONOMIC RRSOURCiiS Mn) 1 1905 SW 26 st=4 Raom 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida D175-2474 NOTICE OF ACCEPTANCE (NOA) Tt7>3Is-zs9oF(7Ed}31s.2s99 Soatheses:tcrn MUSla:Manufacturing Company, Inc. 11801 Industry'Driv+e JacksonvllIe FL 32218 SCOPF': This NOA is being issued under the applicable rules and regulations governing the use of construction materials. Thedocurn'entation submitted tiss,been reviewed and accepted by Miami -Dade County;'RER-Product Control Section to beusedinMiami 'Dade County and Other areas where allowed by the Authority Having Jur3tiictian (AHT) This NOA shall not be valid after the expiration date stated beiow. The Miami -Dade County Product Control Section inMiamiDadeCounty) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this productormaterialtestedforqualityassurancepurposes. if this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of Such testing alai the AID may immediately revoke, modify, or suspendtheuseofsuchpmduc;:or material within their jurisdiction. kEK roserves the right to revoke this acceptance, ifitisdeterminedbyMiami -Dade County P"duct Control Section that this product or material fells to meet the requirementsoftheapplicablebuildingcode. This product is approved as described herein, and has been designed to comply with the Florida Building Code includingtheHighVelocityHurricaneZoneoftheFloridaBuildingCode. DESCRIPTION: Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein, RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change intheapplicablebuildingcodenegativelyaffectingtheperformanceofthisproduct. TERmINA7< ION of this NOA will occur after the expiration date or if them has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, forsales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section ofthisNOAshallbecauseforterminationandremovalofNOA. ADVEiRTISE1ViF INT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expirationdatemaybedisplayedinadvertisingliterature. If any portion of the NOA is displayed, then it shall be done initsentirety. INSIPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews and revises NOA No. 08-0423.01 consists of pages t through 3. The submitted documentation was reviewed by Juan E, Collao, R.A. NOA No.: 13-0814.02 Expiration Date: 04115119 Approval Date: OV13/14 Page I of 3 0211112015 13:42 f4 P.0031004 ROOFING ASSEMBLY APPROVAL Category: Roofing Bub -Category: Ventilation Material: Steel Minimum sops: 2:12 TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Mntauf cured by Test Product ll;taeasieitis pecificationa t S Weather Vent Vent : 4- A" x 19" x 46" TAS 100 Galvanized metal roof vent Deck Flange: 24" x 52" Thickness: 0.0217 inch;-,-. . MANurACTuMG LOCATION 1. Jacksonville, FL EvEDzNCE SuB1M mrw Tut AaeM Teat Identifier Tat Namel A001 t Date PRI Asphalt Technologies, Inc. TAS 100 SEM-002-02-01 08114/03 1CC49S AC132 SEM-027-02-01 01/07/14 APPROVED APPLICATIONS: Deck Type: Wood Deck.Detcnritioa;_ 1ss"_ar greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roofs Cutout: Mark a 3'%" x 46" opening centered between layout lines and aligned minimum 6 inches from the ridge. Set blade to thickness of sheathing and cut opening. Brush away sawdust and debris. Installation: Vents should be evenly spaced on the rear slope of the roof. Center vent in opening and set it in a 1/8" thick of an approved ASTM D 4586 asphalt roofing cement. Secure vent to the roof deck with I -VA" galvanized ring shank roofing nails spaced approx.. 8" o.c. and i" from the outside edge of the flange. Use a minimum of 18 nails per vent. Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings herein). Net Free Area: 99 square inches. NOA No.: 13-0814.08 Expiration Data: 0411SA9 ApprovAl Date; 01l2311.4 Page 2 of 3 4' l 0211112015 13:43 fAX) P.0041004 U KITATION& 1. Refer to applicable building code for required ventilation. 2. Weather Vent shall comply with the manufacturer's current published application instructions and the requirements set forth in the applicable building code. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. Weather Vent shall not be installed on roof moan heights greater than 33 feet. S. All products listed herein shall have a quality assurance audit in accordance with the Florida Budding Code and Rule 9N-3 of the Florida Administrative Code. 6. All approved products listed herein shall be labeled and shall bear the imprint or identifiable marking of the manufacturer's name or logo, city, state. and following statement: "Miami -Dade County Product Control Approved" or the Miami-DadeCounty auntyProduct Control Seal as shown below: AMEW DRAWINGS @ • • • • • O O O ROOF FLANGE NAIL PLACEMENT END OF TMS ACCEPTANCE NOA No.: 13-0814.08 Expiration Date. 0411549 Approval Date: 01R3114 Page 3 of 3 Florida Building Code Online- Page 1 of 3 i(-t t' t Ne pprr tQ BCI5 Home j Log to I user Registration i Hot Topics I 5uomlt Surcnarge a • =w 3nProduct Approval USER: Public user Regulation pgguR Aootwel Items > I prqdy rch > Application L35t > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of independence Ions I FBC Staff I BCIS Site Map Links Search FL2197- RS Revision 2014 Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. MITek Industries, Inc. 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext 7480 dwert@mii. com David Wert david. c.wert@mii.com David Wert 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mii. com David Wert 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mli. com Structural Components Truss Plates Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC Quality Auditing -Institute Ltd. 12/ 31/2015 ICC Evaluation Service, LLC. a 2i 97 R5 C41 Certfficate of Independence for Evaluaii rO:B Referenced Standard and Year (of Standard) Sand r Year ANSI/ TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code hops:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 Cr i'410 https://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 r Excerpt from ICC-ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial. embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the. Manufacture of Metal - Plate -Connected Wood Trusses. IMES Evaluation Report =1K-1 511 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org { (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 63-Shop-Fabricated Wood Trusses REPORT HOLDER: M TEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com.. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mll 20, M-20 HS, Mll 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006 International Building Code' (IBC) 2012, 2009, 2006 International Residential Code® (IRC) ir.2013 Abu Dhabi Intemational Building Code (ADIBC)t The ADIBC is based on the 2009 IBC, 2009 IBC code sections referenced in this report are the same sections in the ADIBC Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3A MiTek® M-16 and M1116: Model M-16 and Model Mll 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1..46 mm)]. ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm): Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates, The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area.. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1114-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mll 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No_ 20 gage [01.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0,88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0,15 inch 3..8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0,25 inch (6A mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mll 20 HS, and MT20HSTM: Models M-20 HS, Mll 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0,0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3144nch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0,125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC-ESEvaluation Reports are not to be construed as representing aesthetics or any other attributes• nor specifically oddressed, nor are they to be construed asanendorsementoJthesubjectoflhereportorarecommendationforitsuse. 7 here is no warranty by ICC Evaluation Service, I.LC, express or implied, as to any findingor other matter in this report, or as to any product covered by the report. Page 1 of 5 Copyright m 2015 ESR-1311 I Most Widely Ac*fed and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin2/13LATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mll 16 Douglas fir -larch 0.5 176 121 137 126 Hem-flr 0.43 119 64 102 98 Spruce -pine -fir 6.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and MII 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185. ._ . 148 129 145 Spruce -pine -fir 0.42 197 1" 143 137 Southern pine 0.551. 249 190 184 200 M-20 HS, Mll 20 HS and MT20HS Douglas fir -larch ... 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -Pine -fir 0.42 148 1 o6 107 103 Southern pine 0.55 187 143 138 150 For SI: 1lbfnZ = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. ZAA = Plate parallel to load, wood grain parallel to load E4 = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE Plate perpendioular to to wood grain perpendicular to load All truss plates are pressed.into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mll 16 M-20 AND Mll 20 M-20 HS, Mll 20HS AND MT20HS Efficiency Poundslinch/Pair of Connector Plates Efficiency Pounds/inch/Pair of Connector Plates Efficiency Pounds/Inch/Pair of Connector Plates Tension Values in Accordance with Section 5A.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 00 0.70 2012 0.50 NO 0.59 1505 Tension @ 90° 0.36 1013 6.47 820 0.48 1219 Tension Values in Accordancewlth TPIA with a Deviation jsee Section 5.4.9 (e)) Maidmum Net Section Occurs over the. Joa Tension 1. @ 00 0.68 1945 0.62 1091 0.67 1716 Tension @ 900 0;30 849 0.48 841 0.52 1321 Shear Values Shear @ 00 0.54 1041 0.49 674 0.43 761 Shear @ 30° 0.61 1173 0.63 738. 0,61 1085 Shear @ 60° 0.73 1402 0.79 936 0.67 1184 Shear @ 90° 0.55 1055 0.5.5 645 0.45 792 Shear @ 1200 0.48 . 914 0.42 490 0.34 608 Shear @ 150" 035 672 0.46 544 0.3 537 For SI: 1 Winch = 0.175 Nlmm, 1 inch = 25.4 mm. NOTES: Minimum Net Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of ftles. ZMaxirrmum. Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 0,125" 0.2W 05W 32mm 64rmr. 127mm BUD 00, ON goo Goo 050 0 0 0 Do ODD r-000 ODD OGG 40 Ono Ono DOD 1800 Ono Dun 0 36V 93mm M-20 HS, M11 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.)cc-es.o.rq 1 (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM" 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, MII 16, M-20, MII20, M-20 HS, MII 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 0 2014 and 2010 Florida Building Code —Building IN 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeeTruss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTm, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 20 t) Florida 8ui #09. Code—Residetrtlal,. provided the design and installation are in accordance with the International Building Cocte ..(IBC) provisions noted in. the master report. Use of the MiTee Truss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTm has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is theresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no ivarronty by!CC Evaluation Service, LLC, express or implied, as o any finding or other ntaner in this report, or as to any product covered by the report. .o:awn Copyright 0 2015 Page 1 of 1 ICC-ES Evaluation Report kart- 1131 11 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orc (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mcl.com. EVALUATION SUBJECT: MiTek° TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSM 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006 International Building Code® (IBC) n 2012, 2009, 2006 International Residential Code® (1RC) a 2013 Abu Dhabi Intemational Building Code (ADIBC)t The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC: Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and Mil 16: Model M-16 and Model MI 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0,0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1114-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0,0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0A5 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.,4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HSTm: Models M-20 HS, MII 20 HS, and MT20HS114 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0:9 mm)), ASTM A653 Grade 60; high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.A5 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC-FS Evaluaiior Reports am not to be construed as representing aesthetics or any other attributes not specifically addressed, Or are they to be construedasanendorsementofthesubjectofthereportorarecommendationforitsuse. There is no warranty by ICC Evaluation Service, Uc, express or implied, as to any finding or other matter in this report, or as to any product awered by the report" Page 1 of 5 Copyright 0 2015 ESR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT* (Ib/in21PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mil 16 Douglas fir -larch 0.5 17.6 121 137 126 Hem -fir 0.43119 64 102 98 Spruce -Pine -fir 0.42 127 82 75. 107 Southern pine 0.55 174 126 147 122 M-20 and M1120 Douglas fir -larch 0.5 220 _. 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, M1120 HS and MT20HS Douglas fir -larch 0..5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 D3711 Southern pine 0.55 187 143 138 50 For SI: 1lbfiir Z = 6.9 kPa. NOTES: platesToothholdingunits = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, p must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain. perpendicular to load EE = Plate perpendicular to load, wood grain perpendicular to load. All truss plate are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment rgiler presses and hydraulic platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY M-16 AND Mll 16 M-20 AND Mli 20 M-20 HS, MII 20HS AND MT20HS Efficiency Poundslinch/Pair Efficiency Efficiency PoundslinchlPair Connector FORCE DIRECTION of connector nPoundslinchtPairectorof Plates Plates s Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 0° 0.70 2012 0.50 EE 880 0.59 1505 Tension _@ 90° 0.36 1013 EE0.47 820 0.48 1219 Tension Values in. Accordance Wth TPIA with a Deviation [see Section 5.4.9 (e)] Mattripfri.1!!et Section Occurs over the Join? 945 0.62 1091 0.67 1116 Tension @ 0° --- Tension @ 99°30 849 0.48 841 0.52 1321 Shear Values Shear @ 00 0.54 1041 0.49.. 574 0.43 761 Shear @ 30° 0.61 1173 0.63 738 0.61 1085.. Shear @ 600 0.73 1402 0.79 936 0.67 1184 Shear @ 90° 0.55 1055 0.55 645 0.45 79 Shear @ 1266 0.48 914 0.42 490 0.34 608 Shear @ 1506 ._. 0.35 672 0.46 544 0.3 537 For SI: 1 lb/inch = 0.175 N/mm, 1 inch = 25.4 MM. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation, For these plates, this line passes through a line of holes. 2Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted _ . _ Page 5 of 5 0.125" . 0 2W 0.8W 8 3w 3:2mm E4mm 12.7mm 83mo Do n 0 DOD Pon goo 00 kr—l000 GoQo 3 00 A DOD goo Ono Don WTI o Dun M-20 HSI Mll 20 HSI MT20HIS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report c-ZK--IJ 1 1 rvv Reissued June 2015 This report is subject to renewal June 2017. wwwJec-es.ong (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www mn.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, MII 20, M-20 HS, MI120 HS, AND MT20HST" 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTee Truss Connector Plates M-16. MII 16, M-20, MII20, M-20 HS, MII 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building A 1 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The M-lTeO Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HST"^, described in Sections20through, 7.0 n# the tnastar evajuatbon report ES:R-13,11; comply with the 2014 and 2010 Florida Building Code —Building and `the"2014 and 2010 F16dida Buildrrtg C4d Resldential, provided the design and installation are in accordance with the International Building £odem(IBC) proviswt>s.nated:in the toaster report. Use of the MiTeleTruss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HS'm has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products Wind under Florida Rule:9N-3, verificatiwit that the report holders quality assurance program is audited by.Aqual'jr assurance etlty approved by the Florida Building Cornmission for the type of inspections being conducted is the resp.onsibll> y. of an, approved' validation entity (or the code, 6fficial when the iepo(t. holder does. not possess provapal. by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC Er SEvaluationReportsarenottobeconstruedasrepresentingaestheticsoranyotherattributesat specifically addressed, nor are they to be construed asanendorsementofthesubjectofthereportorarecommendationforitsuse. There is no warranty by ICC Evaluation Service, I LC, express or implied, as to arty finding or other mailer in this report, or as to any product covered by the report Page 1 of 1 Copyright 0 2015 IMES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orq (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www-mii.com EVALUATION SUBJECT: MITek®TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mll 20, M-20 HS, Mll 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: x 2012, 2009, 2006 International Building Codee (IBC) i1 2012, 2009, 2006 International Residential Code (IRC) 0 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 200918C:.2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MII 16: Model M-16 and Model Mll 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MITek® M-20 and Mll 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8A mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20. HS, Mil 20 HS, and MT20HSTm: Models M-20 HS, Mil 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0:013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal., Each module has three slots, 0:45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details; 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC-GS Ei alua(ian Reports are not to be construed as representing ees:helics or any other attribwes not specifically addressed, nor are they to be construedasanendorsementofthesubjectofthereportorarecommendationforitsuse. There is no warranty by ]CC Esaluation Sernice, LLC, express or implied, as _ to arty finding or other matter in this report, or as to any product covered by the report Pagel of S Copyright 0 2015 Page 3 of 5 ESR-1311. I. Most Widely Accepted and Trusted TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin21PLATE) AA EA LUMBER SPECIES SG - AE EE M-16 AND MII 16 0.5 176 .... 121 - 126 98Douglasfir -larch Hem fir 0.43 119 64 82 E75 107 Spruce -Pine -fir 0,42 . 127 174 126 122 Southern pine 0.55 M-20 and MII 20 195 0.5 220 148 180 129 190 145Douglasfir -larch Hem -fir 1850.43 197 144 143 137 Spruce -pine -fir 0.42 249 190 184 200 Southern pine 0.55 M-20 HS, MII 20 HS and MT20HS 0.5 1.65 146 135 97 143 109Douglasfir -larch 11 Heo.. m fir 0.43 1.39 148 108 107 103 42ine o. 187Spruce 143f-p138150Suthern 5 For SI: 1lbrin2 = 6.9 kPa. NOTES: to area on only Toothholdingunits = psi for a single plate (double for plates on both faces when applying one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = plate (ierpetidiou)ar.to toad, wood grain perpendicular to load forthefulldepthoftheirteethby hydraulic -platen embedment presses, multiple roller presses that AllIrusSplatesarepressedintothewoodrollers, or combinations of partial embedment roller presses and hydraulic platen presses usepartialembedmentfollowedbyfull -embedment thatfeedtrussesintoastationaryfinishrollerpress. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES fill- 20 AND Mill 20 M-20 HS, Mil ZOHS AND MT20HS PROPERTY FORCE DIRECTION M- 16 AND MII 16 Efficiency Poundslinchl of Connect Plates Tension Values in Accordance with Tension @ 0° 0.70 2012 1013 Tension @ 90° 0.36 Tension Values in Accord Maxlmu Tension @ 0° 0.68 849 Tension@90° 0.30 Shear @ 0° Shear @ 30° 0. 54 0. 61 1041 1173 . Shear @ 60° 0.73 1402 Shear @ 90° 0.55 1055 I. Shear @ 120° 0.48 914 Shear g 1500 0.35 672 Pair Efficiency PoundsrinchlPair Efficiency P of Connector rr or of Connector Plates PlatesSection 5.4.4.2 of TPIA .(Minimum Net Section over the Joint)' . 0. 50 880 0.59 1505 0. 47 820. 0.48 1219 ance with TPIA with a DelAation Isee Section 5.4.9 (e)] m . Net Section Occurs over the Joint', 0. 62 1091 0.67 1716 0. 48 841 0.52 .... _ 1321 Shear Values 0. 49 574 0.43 761 0. 63 738 17.61 1085 0. 79 936 0.67 1184 0. 55 645 0.45 792 0. 42 490 0.34 608 n dF 544 0.3 537 For SI: 1 Ib/inch = u.i 10 rvrmm, w icl i - t NOTES: MinimumNet Section - A line through the plate's tooth pattern with the minimum amount of steel for a specked orientation. For these plates, this line passes through a line of holes. 2Maximprn Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. For SI: 1 Ib/inch = u.i 10 rvrmm, w icl i - t NOTES: MinimumNet Section - A line through the plate's tooth pattern with the minimum amount of steel for a specked orientation. For these plates, this line passes through a line of holes. 2Maximprn Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. Page 5. of 5 ESR-13'11.) Most Widely„ Accepted and Trusted - 0.126" 0, 2W C,W 0.386 3.2,}mm SA rnm 12 7 nwn UjJ Ong Ono fl Dan 090 100 Goo 000 M-20 HS, Mll 20 HS, M T20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (In Inches) (Continued) ICC-ES Evaluation Report tJK--t a -I -' .r Dto Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org (800) 423-6587 (562) 699 0543 A Subsidiary of the International Code Council p DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTele TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mll 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: of this evaluation report supplement is to indicate that wele Truss Connector Plates M-16, Mil 16, M-20, MIIThepurpose 20, M-20 Mll 20 evaluationand MT20HSTTM, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below,.. Applicable code editions: 2014 and 2010 Florida Building Code —Building IN 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeOTruss Connector Plates M-16, Mll 16, M-20, Mil 20. M-20 HS, MII 20 HS, and MT20HSTm, described in Sections2.O:through 7:0 o. f the roaster: evaluation.report ESR=1311,.comply with the 2014 and 2010 morida Building Code —Buildingand 'the 2p'i4 and 2010 F7tiritla Building Gode Res dermal, provided the design and installation 2r6 in accordance with the lnteMational8uild#Ig. Codi' (lam) proVisions.noted;in the. master report: Use of the MiTee Truss Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, Mil 20 HS, and MT20HS1 has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products faliing under Honda: Rule .9N-3., verification that the report holders quality assurance program ts:audded:by a quality a6suranpe;;entity agproved .by the Florida Building Commission for the type of Inspections being conducted e respanslbii of aa; approved validation entity (or the .code` official when the report.holder doss not possess an app y the Commission).._ This supplement expires concurrently with the master report, reissued in June 2015. 10 he construed CC -ES Evaluation Reports are not to be construed as reprsenling aesthetics or any other attributes not specifically addressed, nor are theyexpress or implied. s as on endorsement ofthe subject ofthe report or a recommendationfor its use: There is no,varran by ICC.Flaluation Service, LLC, exp to anyfinding or other natter in this report, or as to arty product covered by the report. Page 1 of 1 Copyright O 2015 IMES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.or 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council" DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii-com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HSTm 1.0 EVALUATION SCOPE Compliance with the following codes: in 2012, 2009, 2006 International Building Code® (IBC) 10 2012, 2009, 2006 international Residential Code (I RC) 2013 Abu Dhabi International Building Code (ADIBC)t iThe ADIBC is based on the 2009 IBC. 200916C code sections referenced in this report are the same sections in the AD1BC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses- 3.0 DESCRIPTION 3.1 MiTek®M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4..1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4-8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1114-inch (31.7 mm) multiples, See Figure 1 of this report for details. 3.2 MiTek® M-20 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, MII 20 HS, and MT20HSTm: Models M-20 HS, MII 20 HS, and MT20HSIm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (OA13 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3144ch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0:125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth, Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construedasanendorsementofthesubjectofthereportorarecommendationjaritsuse. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other mailer in this report, or as to any product covered by the report Page 1 of 5 Copyright 0 2015 Page 3 of 5 ESR-1311 I Most Widely Accepted and Trusted TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/in2/PLATE) qE EE LUMBER SPECIES SG Douglas fir -larch 0.5 Hem -fir 0.43 0.42Spruce -Pine -fir Southern pine 0.55 Douglas fir -larch Hem -fir. 0.5 0.43 0.42 _. e 0.. 55larchEM42fir0.5 0:43 fir 0.42ne0.55 For bi: l lum - - n - AA EA .. . M-16 AND MI116 176 121 137 126 119 - 102 98 127 82- 75 107 . 174 126 ,.. 147 122 M-20 and MII 20 . 220 195 180 190 185 148 129 145 197 144 143 137 249 190 184 200 Mil 20 HS and MT20HS 146 135 143 111il 97 109 108 107 103 143 138 150 NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to loadEA = Plate perpendicular to load wood grain parallel to load AE = Plate parallel to load, wood gram perpendicular to load EE = Plate perpendicular b load wood grain,perpendicular to load All truss plates.are.presse.d into the,jNood for :the frill depth of their teeth by hydraulic ptaFen erriliedirient Presses, mut6ple rlie- presses that use part al.erribedment followed by full -embedment rollers, or c6mbinations of partial embedment roller presses: and hydraulic platen Presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 Efficiency Poundslinch/l of Connect( Plates Tension Values in Accordance with Tension Qo 0° 0.70 2012 Tension @ 90° 0.36 1013 Tension Values in Accord Ma)imu Tension @ 0° 0.68 1945 Tension @ 90° 0.30 849 Shear @ 0° _ 0.54 1041 Shear @ 300 Shear @ 60° Shear @ 90° 0.61 0.73 0.55 1173 1402 1055 Shear @ 120° 0.48 g14 Shear @ 150" P• For Sl: 1 lb/inch = 0.175 N/mm, 1 inch = 25.4 mm. M-20 AND Mil 20 M-20 HS, Mil 20HS AND MT20HS Dair Efficiency PoundslinchlPair Efficiency P i of Connector of Connector r Plates Plates i Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' 0.50 880 0.59 1505 0.47 820. .... _ . 0.48 1219 with TPIA With a Deviation [see Section 5.4.9 (e)] ante m Net Section Occurs over the Joine 0.62 1091 0.67 1716 0.48 841 0.52 1321 Shear Values 0.49 574 ..._. 0.43 761.._.. 0.63 738 0.61 1085 0.79 936 0.67 1184 0.55 645 0:45 792 0.42 490 0.34 608 544nAS1 0.3 537 NOTES: Minimum Net Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes._ 2Maximum Net Section - A line through the plate's tooth pattern with the •maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted p , age 5 of 6 0 1W 0.2W 0.500" 32mm SAnvn 127mm 000 000 000 1000 000 0 0 [1 goo 000 000 00. Ono 000 Ono Don W20 HS, M11 20 HS, MT20H.S FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report E5K-1311 t-biL, aupplCtIlUt" Reissued June 2015 This report is subject to renewal June 2017. lo www.icc-es.orq 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Councr DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 WWW. iii•COM EVALUATION SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, MII 16, M-20, MII20, M-20 HS, MII 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: s 2014 and 2010 Florida Building Code —Building 8 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, Mil 16, M-20, Mll 20, M-20 HS, Mil 20 HS, and MT20HSTM, described in Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe20142id_2010 F14Rd3 Building: Code—Resf.0049f provided the design and installation are in accordance with the International Building Code (16G).provisions noted in the master report. Use of the MiTek®Truss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HS'm has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products failing under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. CC-0 Evaluation Reporls are not to be construed as representing aesthetics or any other attributes nor specifically addressed, nor are they to be construed ±/ '' F7 j as an endorsemeni of the subject ofihe report or a recommendation far its use, There is no warranty by !CC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Page 1 of 1 Copyright 0 2015 Florida Building Code Online Page l of 2 r M F 2'leixljtp, BCIS Home Log In User Registration i Hot Topics Submit Surcharge I Stats & Facts Publications FBC Stag BCIS Site Map Links Search Busines.r Product Approvalftfess.i1JJ, (((`"} _al USER: Public User Regulation ApplilWillh . >.Itir'tienLKt.> AppliotlOn'lStt811 FL # FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer BMP International Inc. Address/Phone/Email 4710 28th Street N St. Petersburg, FL 33714 727) 458-0544 benmeng8@yahoo.com Authorized Signature Xianbin Meng benmeng8@yahoo.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Structural Components Subcategory Anchors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Wi Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Frank L. Bennardo, P.E. the Evaluation Report Florida License PE-0046549 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ted Berman, PE L i Validation Checklist - Hardcopy Received Certificate of Independence PL 14 2 R a COI Indit,pdf Referenced Standard and Year (of Standard) Standard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect 8A4239 83 Eduiy EAu v ndf, Sections from the Code https://www.floridabuilding. org/prlpr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending PBC Approval Date Approved Summery of Products Method 1 Option D 04/23/2015 04/30/2015 05/06/2015 06/23/2015 FL # Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1" Steel Tie -Down Clip System (For Use with Mechanical Units and 2" Models at Roof or Grade) limits of Use Installation Instructions Approved for use in HVHZ: Yes EL142339 R3 •11 Dwgpdf Approved for use outside HVHZ: Yes Verified By: Frank L. Bennardo, P.E. 0046549 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: This design provides allowable capacities for the F114239 RZ AE Eval.ndf system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. Contact UTaller M FL32399 Vhane: 850-487-11824 The State of Florida is an AA/EEO employer. -[Qyrleht 2n67-2iiL3'StMe of Flodda. r:. Pry .514 O::: Refund Statement Under Florida law, email addresses are pudic records, if you do not want your e-mail address released in response to a public -records request, do no[ send Iectnonil malt to thk acuity. Instead, odrNatt;the oiiice:by,phorn or by,tradQtooal maU. It -you have any questions, please contact'"C 487.139S. 'Pixs(l3n1 to W. 455.27$11). FWj" Statr,tas, effecttve t3tY00ilr3R 2p12 11 lnseeslitt;nM under Ctapter 45%, F.& must Provide the DepnRment v4th an'edlatl 0ddress If ogiy:. h 1 oete..Ilfe ern. provided:rtl be u,•ed fcr ookial oornmunkatiori with Uie. Iitansee.. Ndwever"eT78tl addresses are public moord. 11 you do tuft wish to Ily a Dalsorwii atldtlss>:ptaaSE provbe t,T@l7tpartmarft wf in etnatl address which can be made available to the public To determine If you are a licensee under 0" t.2r45S.'F.S„ please click here_. Product Approval Accepts: 0aM® crc it Ar rl_ https: H,N-ww.floridabuilding.org/pr/pr_app_dtl.aspx?parani=wGEVXQwtDquDEJErtOS Cei... 7/20/2015 BMP INT MECHANICAL UNIT STEEL TIE -DOWN CLIP CENTER OF GRAVITY ASSUMED TO ACT AT THE GEOMETRIC CENTER OF THE i MECHANICAL UNIT. Ly = MECHANICAL UNIT MUSK BE w u ) SQUARE OR RECTANGULAR,- m NO IRREGULAR SHAPES.. Z z x04fw N, F 3'NIAIt 1'Y7 HOST STRUCI'URF OCSI BY OTHERS. SEE DESI SCHEDULES FOR ALLOWABLE SUBSTRATES JATIONAL, INC. AT GRADE & ROOF -TOP MOUNTED APPLICATIONS 75LE MIN WEIGHT, MECHANICAL UNIT PER SEPARATE CERT IFICAT"ION, TYP. U SPF. DESIGN tCENTER OF SCHFOUL[ FOR GRAVITY( Jj'' MAXIMUM SURFACE AREA AND DESIGN PRESSURE, TYP, STEEL TIE -DOWN CL.IFS. 1;Z SEE DETAIL. 1/3 P. 213 1 `FOR C-;P INFORMATION, I i' L • TYMAXP. MECHANICAL UNIT i _ TIE-D_OWN ISOMETRIC TYt?F OF Wa AND NUt1BER OFC V-O' tSOME'i'RIC {PER CORNER WILLVARY PER CObNCCTION TYPES Cl-C4 ON SHEF7 2 TIE - DOWN CLIP DIRECTIVE EXAMPLE THE FOLLOWING EXAMPLE ILLU5TRATESTHE PRt.1CF.0t.RF. USED TO DETERMINE THE MAXIMUM ALLOWABLE HHEREIN, SEE S EETS 4-5 FOR DESIGN H, FOR ANY GIVEN MECHANICAL UNIT THAT CONFORMS TO THE DIMENSION RESTRICTIONS AND DESIGN CRITERIA LISTED HEREIN, SEE SHEETS 4-5 FOR OC-SIGf! SCHEDULES.) MECHANICAL UNIT CRITERIA: CONSIDER THE INSTALLATION OF (1) MECHANICAL UNIT' WITH THE FOLLOWING CRITERIA'- VUtt. x 170 MPH, EXPOSURE'8' 4B" TALL. 48' DEEP X 48' WIDE, 100 LB (WEIGHT AS VERJFIF.P BY OTHERS) INSTALLEDTO3000FSlMINCONCRETEWITH (1)•2• CLIP AT EACH CORNER OF UNIT (TOTAL OF (4) CUPS) NKCJGCVVKC: PROCEDURE 4TEP RESULT BASSOON THE DIAGRAMS ON SITEE12 CON. ECT104 TYPE 3 _.._;... tDETERMINE.THE CONNECTTUN'fYPE THIS INSTALLATION IS .INTENDED FOR A VWt=.1'70 MPH, EXPOSURE'B'. THIS DESIGN 2 DETERMINE WHICH DESIGN SCHEDULE TABLE TO USE CRITERIA CORRESPONDS TO TABLE 5 3 JDETMXItt LARGEST FACE AREA OF MECTHAN[CAL UNR TO BE [NS7ALLEp dB'KdB"=iBFT' ---•---t THIS UNIT HEIGHT OF 4B' IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF 48% I NOT& THIS PRODUCT APPROVAL ALLOWS THE UNIT TO BE INSTALLED ON TOP 4 CHECK MAXIMUM UNITHEIGMI'RESTRICTTON OF AN A/C STAND TWAT IS A MAXIMUM 30'TALL IFAN A/C STAND IS UTRIZED, CHECK TO SEE THAT THE STAND ODES NOT EXCEED 30- IN HEIGHT CFI MigjMVM UNiMID Mi"SI{iCTCI 24' 1 tfli. ) N : 4 Wlt tE1l7HAtt MIMMUH IIOWABLE WIDN. THIS UNIT MAY BF. INSTALLED AT ROOF HEIGHTS LESS THAN OR EQUAL 15 FT. ADOTIIONALLY, THIS UNIT MAY BE INSTALLED ON ROOFTOP HEIGHTS GREATER 5 DETERMINE. THE ALLOWABLE ROOFTOP HEIGHT OF THE INSTALLATION 711AN 6OFT AND LESS THAN 100 FT. SEE I-) ON TABLE 5 FOR THE NUMERICAL VALUES OF THIS. DESIGN EXAMPLE DESIGN NOTES:. n THIS PRODUCT HAS BEEN DESIGNED IN ACCORDANCE WITH ASCE 7.10 AND THE KID BUILDING CODE FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE L INDICATED. IN THE ACCOMPANYING DESIGN SCHEDULES. THE DESIGN CRITERIA USED G1: 41AAT e 114E, ALLOT/ABLFETOOFTOP HEiGTTS CONSIOEAS ASCE 7•IOSECTIOH5:173MI HEIGHTS (N) 660 FT AND SECTION 29.5 FOR ROOF TOP, HEIGHTS (N) 6029 41IfORDFiTAtlA1TONSAT(iitALO6O 11HItt TTIE FNN2. _ i. 90 OUTSIDE THE HIMZ (GL'iSyl'.1? FOR ALL LOC1R14y5 (ODNCURAEN, r F <( ry. ^' au OdTT1H1EERR DESIGN VARIABLES ARE IN A. QUAOA f WITH ASCE 7=1D.0(t.PTERS 26 & 29. 7J THE HEIGHTS LISTED 14 THE DESIGN SCHEDULES REPRESENT THE ALLOWABLE HEIGHT OF .Z THE BUILDING. THIS PRODUCTAPPROVAL ALLOWS FOR EACH UNIT TO BE INSTALLED ON A W MAXIMUM 30"'TALLA/C STAND (CERTIFICATION BY OTHERS) ON'TOP OF THE HEIGHTS LISTED IN THE DESIGN SCHEDUI:F.S•. o GENERALNOTES: "O s I. THIS PRODUCT HAS BEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE &ASCE 7-.1.0. THIS PRGUUG'I' MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE. 2. NO 33- 1/3% INCREASE IN ALI.OWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS oC U iYSTEM. - x UESIGNtS BAS[O ON C1.[ENT PROVIDED PRODUCT T STI DIESHEETS FROM TEST Z LL REPORTS![ fT jQ}$T}. !j,i U70BY TESTING EVALUATION LABORATORIES, YH INC.. NO SSIBSTTTTIIfOhS- WIM WRJTTEI{APPROVAL BY THIS ENGINEER SHALL BE PERMITTED. z 4. MAXIMUM & MINIMUM. DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL 3 CONFORM TO SPECIFICATIONS STATED HEREIN. ALL MECHANICAL SPECIFICATIONS CLEAR SPACE, TONNAGE, ETC'.) SHALL BE AS PER MANUFACTURER RECOMMENDATIONS Z AND ARE THE EXPRESS RE.SPONSIBILTIY OF THE CONTRACTOR. O r 5. FASTENERS FE BE #TO % ER OR GREATER SAE SUILGRADE 5 UNLESS NOTED OTHERWISE. TAPCON S REFERREDTOHEREINSHALLBEITVBLIILOFXBRAND, CARBON STEEL. ONLY, INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR Q m REQUIREMENT'S, ALL. FASTENERS SHALL HAVE APPROPRIATE CORROSION PROTECTION z C TO PREVENT ELECTRO_ Y515. 7a 6. ALL STEEL CLIPS SHALL BE AS'FM A283 STEEL (GRADE. U) WITH Fy:+33 K51 OR BETTER n c ALL STEEL MEMBERS SHALL BE PROTECTED AGAINST CORROSION WITH AN APPROVED uj,J •¢¢i aCOAT OF PAINT', ENAMELOROTHERAPPROVEDPROTECTION, G90-RATED COATING Z U 2 REQUIRED FOR ALL COASTAL INSTALLATIONS. O 7: ALL CONCRETE SPECIFIED HEREIN 15 NOT PART OF THIS CERTIFICATION. AS A MINIMUM, 1-4 ALL CONCRETE. SHALL BE STRUCTURAL. CONCRETE 4" MIN. THICK AND SHALL HAVE w w. MINIMUM COMPRF.$SIVE STRENGTH OF 3000 PSI, UNLESSNOTED OTHERWISE, 0- g = B. THE CONTRACTOR IS RESPONSIBLE TO INSULATE. ALL MEMBERS FROM DISSIMILAR L . MATERIALS TO PRFVENTELECTROLYSIS. m 9. ELECTRICAL CaItC1lSW, 4VNNt REQUIREOt tDBE DESIGNED & INSTALtED 6Y QTTIHCS: 10..-THE ADEt2UALY OF AIK EXI4Two ORVCTVRE T'0V7TIH 11 B=001moy 10AD5 SWILL &B VERtR2ED BT THE ONSITE DESIGN pw"SSIQNAL AND IS NOTTNCIUGED IN THiS CERTTFICATION,EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADOTZONAL C{ ( I CC'RTIFICATIONS OR AFFIRMATIONS ARE INTENDED. III 11. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECIFIC SFTE. FOR STTE CONDMONS DIFFEREN't'FROM THE CONDITIONS DETAILED I g3S HEREIN, A LICENSED ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE •fff j SPECIFIC DOCUMENTS FOR USE IN CONJUNCTION WITH THIS DOCUMENT, 12. WATER-TTGHTNESS OF EXISTING HOST SUBSTRATE SHALL BE THE FIJI.1. RESPONSIBILITY OF THE INSTALLING CONTRACTOR. CONTRACTOR SHALL ENSURE THAT ANY REMOVED OR ALTERED WATERPROOFING MEMBRANE IS RESTORED AFTER FABRICATION AND INSTAL LATO 'TN OF STRUCTUREPROPOSED HEREIN. THIS ENGINEER SHALL NOT BE f RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS if WATER -TIGHTNESS SHALLBETHEFULLRESPONSIBILT' OF THE INSTALLING d l ii CONTRACTOR. C 13. FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPANY THE VUit WIND SPEEDS USED IN THIS APPROVAL, SEE SECTION 26.7.3 OF: ASCE 7•10. O0T111mKt/R KLlceamPs 15-2378I r r I. CLIPS 3 WMAX ve ANCHOR SCHEDULE: 1" CLIPS SUBSTRATE DESCRIPTION 1) -5/16-0 CARBON STEEL ITW BUILDEX TAPCON, CONCRETE: 2W FULL EMBED TO 4 THICK MIN, CONCRETE, 3h' MIN. PSI MIN.) 1000 PS EDGE DIS. ANCE 3 "', MIN. SPACING 11) ANY ADJACENT ANCHOR. 14eSAE GRADE 5 ALUMINUM: S(Hl.)# METALSCREW TO 0.125- MIN, . ALUMINUM, PROVIDE 15) or 1THTCK,6 -6 PITCHES MIN. MIN; ALUMINUM). PASTTHREADPLANE STEEL: 1)-$ 14 SAE GRADE 0, 127 MIN, SHEET METAL SCREW To THICK, 13 KfU STEEL, EL PROVIDE (5) MIN, STEEL) PITCMj S MIN. PAST THREAD PLANE 2" CLIPS SUBSTRATE orscstivilonzlk CARBON TW nt;r[.Dtxlll . CONCRETE: 2' FULL EMBED TO z' 4' THICK MIN, MIM- KAfT4CD - 34 3000 PSI MIN.) EDGII DltTAMM W MIN, SPACING TO ANY, ADJACENT ANCHOR. 2)--014 SAE GRADE 5 ALUMINUM: SHEET METAL SCREWS TO 0.125. MIN' ALUMINUM, PROVIDE THICK 6 PITCHES MIN. PAST MIN, ALUMINUM} THREAD PLANE STEEL: 2)•* 14 SAE GR—ADE 5 0, 1 Z5. MIN. TO SHEET METALSCREWSTOTHICK, 33 KST EL, PR E t5l STEEL, P, DE t) MIN, STEEL) PAST PITCHES MIN* PA. A' THREADVIANE I. EMBEDMENT AND EDGE DI",ANCE EXCLUDES rNISHES, IF APPLICABLE. 2. WWRE MINIMUM EDGE DISTANCE AS NOTED IN ANCHOR SCHEOULE. J. SEE DETAIIS ON SHEET 3 FOR ANCHORS ATTACHING TO MECHANICAL UNIT. CONNECTION TYPE Cl CONNECTION TYPE C2 I- CLIP -- UTILIZE (2) AT EACH CORNER. FOR A TOTAL OF (8) PER LJN.rT TOTAL OF (4) PER UNIT CLIP -UZE1(I) AT EACH CORNER FOR A C2 6" MAX 6' MAX CUP OFFSET CLIP OFWcuoqpPAIR SPACING —4 Z8 z 5 Ellg= Cl T. 3" TYP MECHANICAL u 'W' •uctwip- cup ,UN.CT, PER PACING SEPARATE CERTIFICATION r CLIPS MAX TVP.-2". Ci.IP5 3' MAX UTILIZE (4) CLIPS EA SIDE TY911 Typ. OF UNIT FOR A TOTAL OF a) PER UNIT r Ku MAX 3' MAXIYP.,; TYPI r ALTERNAC3 CONNECTION TYPE C3CONNECTIONTYPEC4TEATE (8) CLIP DETAILr_ajM.. UpUZE (1) A N-T.S PLAN VIEW I" A TOTAL 11 CUN - UTILIZE A2) AT EACH CORNE; . I FOR A TOTAL OF L$jy,&gV9 THIS DETAIL GEOMETRIC MAY BE USED ASANALTERNATEPATTERNFORALLCONNECTION TYPES THAT UTILIZE (2) CLIPS AT EACH CORNER FOR A TOTAL OF (8) CLIPS PER UNIT, CIE ii N ii ! - pis N FOR ANY CUP LONGER THAN 10" MECHANICAL UNIT' BY OTHERS. ALUMINUM 0.19" UTILIZE (5)-#12 SAE HOUSING UNITS SHALL. BE 6063-T6 MIN, TyP; GRADE 5 SHEET ALUMINUM SHEET WIT M F TO KSI, 0,125" -- tY MET'ALSCREWS,7YP, MIN. THICKNESS, STEEL HOUSING UNITS (3)4 i2 SAE GRADE 5 SHEET 0 069' 1HiGK. - j Q SHALL BE ASTM A653 Fy,33KSt MIN MO'(tL SCREWS FOR CUPS UP TO STEEL, GRADE 33, 22GA MIN, (t=0.0299 )5 LONG. UTILIZE (5)-512 SHEET ASTM A2R3 STEEL, TYP... _ -?'U7 ME IAL SCREWS FOR CLIPS r Ir, LONGER THAN 5 . PROVIDE (5) PITCHES MIN. PAST THREAD PANE p (3}•Ai2 SAE GRADE 5 o q O 0.068' THTCK:ASTM +",. f. FOR EACH SMS, TYP. S SHEET METAL SCREWS k > v I( I FOR CUPS UP 70 5" A283 STEEL CLIP, TYP ANCHOR PER BASE OF UNIT SHALL- ANCHOR.- D -LONG. UTILIZE (5)-JP12 '+ f `' ° v BE FLUSH WITH BASE 31g• SCHEDULE SHEET METAL SGR[WS ,Y OI- CUP NJ SPACE FOR CLIPS IfNFGfR"—• PERMITTED, TYP. . y p' THAN 5", TYP. /fi V,•G1 HOLE, WITH SUBSTRATE PER 1141(MI} ANCHOR FROM 1• CLIP ANCHOR ANCHOR SCHEDULE 0.75• - SCH OLE, TYP. OTHER DIMENSIONS VARIES) G SIMILAR) 1" TIE -DOWN CLIP r3--'N ANCHOR DETAIL 1 1" CLIP ISOMETRIC DETAIL s 3 = I'-,. DE: AIL ISOMETRIC CLIP IS DESIGNED FOR FULL CONTACT WITH 'THE BASE OF EACH MECHANICAL UNIT, TYP, 0.12r MFCHANTCAL UNIT BY OTHERS,: ALUMINUM HOUSING UNITS SHALL BE 6063-T6 MIN, ALUMINUM SHEET WITH Fty-30 KSI, 0125" (3)-012 SAE GRADE 5 SHEET MIN. THICKNESS, STEEL HOUSING UNITS METAL SCREWS FOR CUPS 4" QU72" CR THICK' SHALL BE ASTM A653 FY=33KSI MIN, ; f LONG. UTILIZE (4,1412 SHEET' GRADE 33, 22GA MIN. :0.0299 ) 0.1 i 3" p S y AS "M A283 STEEL, .(t mE,rAL SCREWS CLIPS yyppp STEEL, TYP. 10 a (3j-A'12 SAE GRADE 5 LONGER THAN 4". PROVIDE (5) F PITCHES MIN. PAST THREAD PLANE SHEET METAL SCREWS O.D72" FOR EACH SMS, iYP, FOR CUPS 4- LONG. THICK ASTM A2A3 UTILIZE (4) 12 SHEET ss.-METAL f.RF.WS FOR S c CLIPS LONGER THAN 4", STEEL CLIP, TYP ,r f L) OR (2)ANCHORS HASE OF UNIT SHALL 1 r PER ANCHOR TMP' BE FLUSH WITH DACE''^\ 1 frr r /, 31 SCHEDULC OF CUP, NO TYP. ! li t * , pEA.MIT7ED, '1?'P Q*i ffflHH1 m " Ly. 4OlER, NOT 1"0SUBSTR 8E USED FOR A ANCHOR PERANCHORIt(di)1' CI! 1-, TYP. 5t!iT?pULE 37S 2" TIE -DOWN CLIP 0.75 "• a ANCHOR DETAIL 0:50' 3'. _ .1'-O" I'T I'AIL YQ / V"O •Sp.... F. CLIP IS DESIGNED FOR FULL CONTACT WITH THE BA OF EACHFACTORY -MILLED HOLES, OR (2) ANCHORS' ;: MECHANICAL. UNIT TYP. UTILIZE (1, FROM 2" CLIP ANCHOR_ SCHEDULE, TYP. A z 2" CLIP ISOMETRIC DETAIL. N,T.S. _- ISOMETRIC RAN( ac"xauo..,a 1 S n , 1 t;i NOY a w n CwIw TABLE 1: Vult=175 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE IN THE H;GH VELOCITY I IURRICANEZCINE') AVOWABLE RUOF•TOP NEIGH' (H) I 'TIE -DOWN CONFIGURATION THE SURFACE AREA OF UNIT : i UNIT CI C2, C3 C4 ' UNITS LARGEST HEIGHT WIDTH FACE 112 MIN N/A AtGRAOE ATGRAGE H520D FT .. 32 MAX i IS".__MI N w.., WA AT,GRAQE FT GRADF H 5 60 FT 1FT' ° ATGRADE H:fZ00FT H<#OFT 1,1420011 I 6FT ATADE .GRH$40FT j ATGRAD E H$200VT F7' -46 MAX'. 24 MIN N/A pTGRAOE j AT GRADi H1I;184FT y Y 12FTv c ATGRAOE ATGRADE 11340 FT j Low N/A AI GRADE H%A AT GRADF 10 FT .•. . N/A ATGRADE y, :N/A AT CRADE I - 60 MAX 48 MIN I WA AT 43RAOE N1A AT GMDE_, N(A I 3GFT M%A NlA ATGRAi7E. 36 FT' t,Fl/A NIA N/A AT GRAD' MIS TABLE IS PERMISSIBLE TO BE USED W iiHIN'FHE NVHY. W HICH C ONTAINS BROWARD ANO MIAMI-DADE COUNTIES, CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR'. HE APPLICABILITY OF THIS TABLE WITHIN CERTAIN; FLORIDA COUNTIE5, TABLE 3 : vult=170 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY it STRUCTURE") ALLOWABLE ROOF - TOP HEIGHT {H) TIE -DOWN CONFIGURATION' TYPE MAX SURFACE AREA OF - UNIT UNIT C7 C2 C3 C4 UNITSLASGEST HEIGHT" WIDTH FACE 24MAX 1" MIN N/A AT GRADE H 200 FT TW. FT T ICS 160 F'F..TH s 100 FT 1F7 32 MAX 15"MINI N/A k 15 FT AT CRADE 60 F7 1 : 5 200 FT H52W FT jj dF AT GRADF HScGO FT H5 OOF- H<1Wfl , r- 6F' I Al GRADE FT y. H 200FTIEOFTHD200FTH52WFT. 9W 48"MAX 124"MIN N/A f. H52W FT M1T GRADE 60 FTcHSEOTT H3200 Ft t FT I N/A AT CRADE: NfA 60 FT H52C0 FI H1200FT . 3 16 FT` N/A AT GRADE N/A H S 200 FT 2" F , NIA AT GRADE N/A H 5 200 Ft 25 FTI t .. .. N/A m . m. N/ A N/ A H 30 FT FT<H bD 5 WFT BootMAX 48 MIN 1... AT GRADE: 30 FT N/ A N%A N/A 60 FT rHS ISO FT, 36 FT N/ A N/A N/A ATtTRAOE AS AN EXAMPLE., THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNT', CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES, TABLE 2 : Vult= 175 MPH, EXPOSURE D FOR USE Wi1H A RISK CATEGORY II STRUCTURE IN THE. HIGH VELOCITY HURRICANE ZONE-) AttOWABIE RTXIF•ivv nnE nf UHF. TIE DOAVN CONFI' GURATJONTYPE. i MAXIMUM i I SURFACE AREA OF UNIT UNIT CS C2 C3 C4 UNITS RFST: HEIGHT WIDTH j N• fAa 6F"_ 24 M_ A% 12 MIN N/A. f AT GAAtl£ AT GRADE, NS200 Fi j. I 9FT 32MAXI15NtiN ( N/A AT GRADE N/A H530FT F...._ 4 FT s AT GRADE H 6 ZOO T AT GRADE ) H S 200 FT j( 6i WA H: ii5FT AT'GRAOE HS200FT # 9F 48"MAY 24MIN N/A f A GItADL ATGRADE HSBO FT , N%A 2 FT, .... NIA N/A i hT GRADE AT GRADE AT GRAttE . N%A .: kTGRAOE-! 20 FT' N/A AT GRADE Nfk A7 GPACF ii S TT GO" MAX dB MIN . N/A WA MIA A7 GRACE l NIa 0 F7 sbFr N/A H"' 7a N/a ATGRADEMJA ATGRAQE THIS TABLE ISPERNI SSIBLE TO BE USED WITHIN THE HVHZ WHICH CONIAIN5 BROp RD AND MIAMI-DADE COUNTIES, CHECK WITH LOCAL. AM HORITY HAVING 1URISDIC I ION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN PLORIOA COUNTIES, TABLE 4 : Vult=170 MPH, EXPOSURE D FOR 0SE WITH. A RISK CATEGORYII STRUCTURE,') MAXIMUM ......... .. : SURFACE AREA OF UNIT UNIT CI UNITS LARGEST HEIGHT WIDTH FACE ALLOWABLE ROOF -TOP HF. aHT. M T!EZOWN CONFIGURATION TYPE C2 C3 C4 i 6 FT' 24' MAX 1 2 MIN 3 N/A H< ZOO FT 60 FT H 5 BO FT H S 200 FT AT GRADE 9 FT S'" MAX { S' MIN r N%A N/A - H 5 200 FT 60IT, HsZOO FT t._ ._......_....... _.. __ ._.._,,..,-., AT GRADE......w......,.,..._»...,»..._....,.. 4 FT' hi S 20UD FT H 5 200 FT H 5 2CO FT GO FT < H 5100 FT' CFI' H 51G FT NIA H 2W FT H 20DF:' 6C FT < H < 200 FT I H SASS FT A GRADE H3ZOO FT i 9FT' 48"MAX . 24'MIN N/ A 60 F79H5200 FT. J _ t N/A AT dRADt N/ A H5200 FT 12 FT' f t 60 FS 4H1120FT _ ._ I 16 FT' I N/A NIA: N/ A N 5 40 Fi i GOF <H CLOD Ft_ e _ ........... a T I 20 FT' NIA A-, GRAGE N/ A N540 FT 60 FT H < 200 FT N/b AT GRADE I 25 FT' NIA N/ A 60 FT , H S 200 FT 60" MAX 48 MIN . - . .. ._. _...._ .. 30 FT' N/ A #1/A NIA AT GRADE 60F H51W FT" I {6 i l' N/A N/ A N/A AT GRADE < AS AN EXAMPLE, 714IS TABLE 15 PERMIS5IBLE TO SE USED WITHIN PALM BEACH COUNTY. CHECK WITH LOCAL AI.TTHORI I'Y HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE d TTHIN CERTAIN FLORIDA COUNTIES< 9 O w i pw4: a' TABLE 5 : Vult=140 MPH, EXPOSURE B iFOP USE WITH A RISK CATEGORY II STRUCTURE') AULCJWASLE ROOMOY HEIGHT (N . W-DOWN CC2,YFi,GURATIOR?YPE MAXIMUM SURFACE AREA OF UNIT UNIT Cl C4 UNITS LARGEST HEIGHT WIDTH FACE 6 FT' 24' MAX H!; ISFT 12 MIN + FT60FT< H5120 •:. H 5.200 FT H <_ ZOO FT H 5 200 FT i 9FT. 32"MAX f 151,MIN ATGRADE 1 H5200 FF a H5200 F'1' H5200 FI' 4 FT' H 5100 FT H 5 200 FT IH 5 200 FT H!; 200 FT 6 FT' H540 FT H 5 200 FT H S 200 FT H S ZOO FT 60 FT<H5200 FTLI ATGRADE. i 24"{ MIN 60 FT<H S80 FT H5200 FT N5ZOO FT H5200 FT9FT, ! 48"MAXI 1. AT GRADE H5200 FT H 540 Fr HS ZOO FT12FT' t 60 FT H5200 FT 16 FT' 1 N/A H S 200 FT H 15 FT 60 FT < Hs 100 FT H S 200 FT 20 FT' t 3 N/A H 5 200 FT 66FT H 5180 FT H 5 200 FT 25 FT' N/A I H540 FT 60 FT < H5200 FT' I ATGRADE fiOFT<H58OFT H5200 FT r_,..-....._ .. _ 60" MAX 48 MIN ..-..... .. 3 30 FT' I 1 N/A H515 FT ATGRADE H!; 200 FT I 60 FT < H 5 16U F I S 36 FT, N/A ATGRADE ATGRADE H5200 FT TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE") ALLOWABLE ROOF TOP HEIGHT (H) nc_nnwu mualrucarnm rror MAXIMUM SURFACE AREA OF UNIT I UNIT Cl C2 I C3 C4 UNITS LARGEST HEIGHT WIDTH FACE __ 6FT' : 24" MAX 12"MIN t ATGRADE HS200 FT H<200 FT H5200 Ff FT 9 F1'' 32"MAX 15"MIN N/A H5200 FT 60 FT I'll 5 200 FT H5200 FT j 4 FT' H5200 FT H5200 FT H5200 FT HS200 FT , t 6FT' ATGRADE-- 60 FT< H 5180iF H5200 FT H5200 FT H200 FT 5 H52DO FT60 FT< 40 FT i H5ZOO FT f 9 FT' ' 48"MAX 24"MIN ; ATGRADE AT GRADE i 12 F1' NIA H 5 200 FT 60 F7<H 5140 PC 5 200 FT i 1 N/ A H 515 FT A7 GRADE, H 5 20D FT 60 FT H 5 2D0 FT 20 FT' j N/A H 5 30 FT AT GRACE H 5 200FT 60 FT<H5200 FT 3 25 FP N/ A T AGRADE 60 fT HS14AIAG" H 2O0 FT T... _ — s.. ..-.60` MAX jj' 48'- MIN ! .. 1_111 p FT' N/A ATGRADE NJA. H 5 200 FT N/A .... ATGRADE_ _i... N/A bp FT<30 rT FT. TABLE 7 : Vult= 140 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE') ALLOWABLE ROOFTOP HEIGHTJH) TIE -DOWN CONFIGURATION TYPE MAXIMUM yUNIT SURFACEAREAOF tfNTT CI C2 C3 C4UNIT'S LARGEST ) HEIGHT WIDTH FACE 6 PT' 24"MAX 12 MIN N/A f H5200 IT H 5 30 FT DO FTff H$20DFT. 9 FT' 32" MAX IS MIN N/A H 5 200 FT ATGRADE ' 4 H 5 200 FT 6R}f H5140Fi , 4FV H540FT HS200 FT H5200 FT I H5200 FT 60 FT<H 5200 FT AT GRADE H5200 FT H5200 FT H5200 FT 6FT' { O FT<H 5100 FT19FT' (48" MA% 24' MIN N/A Hs 200 FT H515 Fi i H 5 200 FT 8p:F7 < H S 200 F7 ( , 1 H540 FT' ATGRADE- } 12 FT' N/ A FT it iA1 IH 5.200 FT FH 5200FTf60 FT H 580T AT G 16 N/ A 60 FT < T N/ A H S 200 FT 20 FT.; NIA AT GRADE I ATGRADE I H 5 200 PT ' 60 fT< HS 200 FT N/A ATGRADE._. H5ZOO FT 25 FT'- 60 FT<H S 80 FTN/A 60" MAX 48" MIN ,... _. .,,_ . HlaD-iT 30 FT' - N/A N/A N/A: 60 IT <H 5 200 FT. AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE USED WITHIN I N/A N/A t AT GRADE BREVARD COUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTIONN/A FOR THE APPLKABI UIY OF I'HIS 'I' ABLE WITHIN CERTAIN FLORIDA COUNTIES. 36 FT' 60 FT < H 5 200 FT OAi 15-2378 0 P . E ...R •T.. ENGINEERING EXPRESS® PRODUCT EVALUATION REPORT ENGINEERING EXPRESS EXPERT PRODUCT EVALUATION REPORT April 14, 2015 Application Number: FL #14239.1-R3 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 471 D 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1" and 2" Models Product Description: Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report is being issued in accordance with the requirements of the Florida Department of Community Affairs (Florida Building Commission) Rule Chapter 61 G20-3.005, F.A.C., for statewide acceptance per Method 1(d). The product noted above has been tested and/or evaluated as summarized herein to show compliance with the Florida Building Code Fifth Edition (2014) and is, for the purpose intended, at least equivalent to that required by the Code. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or revisions. Substantiating Data: PRODUCT EVALUATION DOCUMENTS. FLB drawing #15-2378 titled "Mechanical Unit Steel Tie -Down Clip: At -Grade and Roof -Top Mounted Applications", sheets 1-5, prepared by Engineering Express, signed & sealed by Frank L. Bennardo, P.E. is an integral part of this Evaluation Report. TEST REPORTS Ultimate test loading structural performance has been tested in accordance with J S' 01.7.61-88 test standards per test report(s) #TEL..01970387A and #TEL 01976387B by TestY oratbrie Inc. .'' '•..' STRUCTURAL ENGINEERING CALCULATIONS RWsed,Esn neer'sCSe' Valid for Structural engineering calculations have been prepared which2s evaluate the product based on comparative and/or rational analysis to qualify the following design criteria:;' 1. Minimum Allowable Unit Width 2. Maximum Allowable Unit HeightFrank- 3. Minimum Unit Weight # PE004.<°we4. Maximum Allowable Unit Surface Area ilfNtlll 5. Clip Configuration and Anchor Spacing 6. Anchor Capacity for Various Substrates 7. Maximum allowable roof -top heights for various installation wind speeds No 33% increase in allowable stress has been used in the design of this product. 160 SW 12TH AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM w _. ENGINEERING r iqc,s,. 4/14/2015 BMP International — Steel Tie Down Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind toad Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (i.e. engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ). 160 SW 12TH AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM SUBDIVISION: t-AP6}`%7 QK.X CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1 ' 3 2 Documented Construction Value: $ 1a j n fit.) ) I J -8 x+WUA Job Address: 7 4 % t2-f L2--- historic District: Yes [I No Parcel ID: J Y) # Residential Commercial Type of Work: New LIN Addition Alteration Repair Demo Change of Use Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Phone: Fax: Title: Email: Property Owner Information Name Street: City, State Zip: Phone: Resident of property? : Contractor Information Name. NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2082 Street: 6310 MABLETON PARKWAY SUITE 1000 Fax: (770) 941-9522 City, State Zip: MABLETON, GA 30126 State License No. Architect/Engineer Information Name Street. City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: Mortgage Lender: Address: C F C 1426562 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT' MAY RESULT.IN YOUR PAYING T\VICE FOR 11NIPROVEMENTS 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 )'OUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. F aC 105.3 Shall be inscribed with the date of application and the code in effect as of that date:.5`h Edition (2014) Florida Building Code Revised' June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713, The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating constructig,l-and 7zom Signature of Owner/Agent Date Signature of Contr r/Agent at Print Ch<ner/Agent's Name Signature,ol'Notarn-State nrFlorida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Print Contra or/Agent's Nainee 7 og ature of Not ry-State of Florida Date i Contractor/Agent is Personally K Produced ID Type of ID _ BELOW IS FOR OFFICE USE ONLY M EXPIRES GEOI:GIA JUNE 8, 2020 Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: of Heads UTILITIES: FIRE: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised' June 30, 2015 Permit Application t=c+ek+lsi,:9 iVl u, rlu CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S LO20V c- Job Address: -- C'Roy- % _,lt Historic District: Yes No ICJ Parcel ID: Type of Work: New LI Addition Alteration Repair Descriation of. Work: Plan Revie-,v Contact Person: Phone: Fab: Residential Ercommercial Demo Change of Use Move Email: j Property Owner Information Name 1 Phone.: Street: City, State Zip: a Title: Resident of property? : Contractor Information Name. , ! r Phone: P 729aj) . Street: 1 ii Fax: qC 5Ae7 1 COZ tCity, State Zip: E , l' ) % -71 State License No.: E i,3 i -7/ Name: Street: City, St, Zip: Bonding Company: Address: Arch itectlEngineer Information Phone: Fax: E-mail: A'Iortgage Lender: Address: WARNING TO ONVINER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT Ili' YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF CONLAIENCENIENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN' FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a, permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5' Edition (2014) Florida Building Code Revised: June 30. 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the 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. ONVNER'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 IpAzonLng. Signature of Owner/Agent Print 0n7ieri.Agent's Name Date Siguahve of Notat),-State of Florida Date Owner; Agent is Personally Knomm to Abe or Produced ID Type of ID Signature of Date Print Contract r/Agent Oh, AN 4/ J Signatur rrta:,fa t fFlorida Date TEPHANIE RALLO q Commission # FF 175017 Expires November 9, 2018 F pF p°•P••` Bonded rhru Troy F ' "curan o 800305-7019 Contractor/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Af a. Occupancy Load: New Construction: Electric - # of Am Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONE\TG: ENGINEERING: COMA'IENTS: UTILITIES: of Stories: Plumbing - # of Futures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30. 2015 Permit Application FIRE INSPECTIONS CITY OF SANFORD 407.562 .2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 l / DRIVEWAYS -SIDEWALK 407.688.5080 Application Number . . . . . 17-00002364 Date 11/03/17 Application pin number . . . 100272 Property Address . . . . . . 497 RED ROSE LN Parcel Number . . 21.19.30.510-0000-3060 Application type description NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Application valuation . . . . 379915 Application desc NOC ON FILE Owner Contractor TAYLOR MORRISON TAYLOR MORRISON 2600 LAKE LUCINE DR STE 350 MAITLAND FL 32751 407) 489-1475 Structure Information 000 000 ---------------------- Construction Type . . . . . VB Occupancy Type . . . . . . RESIDENTIAL USE GROUP Flood Zone . . . . . . . . NONE Other struct info . . . . . PLUMBING FIXTURES 21.00 NUMBER OF STORIES 2.00 SQUARE FOOTAGE 3546.00 Permit . . . . . . ELECTRICAL PERMIT Additional desc . . Phone Access Code 1011048 Permit pin number 1011048 Sub Contractor STRADA ELECTRIC & SECURITY Permit Fee . . . . 60.00 Issue Date . . . . 11/03/17 Valuation . . . . 6200 Expiration Date . . 5/02/18 Qty Unit Charge Per Extension 150.00 .4000 AMP ELECTRICAL - NEW CONSTRUCTION 60.00 Special Notes and Comments All projects within the City shall use WastePro for debris removal. Please contact WastePro at 407.774.0800. Normal hours for inspections are from 7:30 through 4:30 Monday through Thursday. Please be aware you must contact the Building Official to schedule a Friday or after hours inspection. This is required since not every inspector is licensed to do every type inspection. Communication is the key, so please contact the Building Official if you have any questions at 407.688.5058 or at dave.aldrich@sanfordfl.gov Water impact fee $1343.00 Sewer impact fee $3025.00 Other Fees . . . . . . . . . 01-APPLCTN FEE -ELECTRIC 25.00 01-APPLCTN FEE -BUILDING 25.00 01-APPLCTN FEE -PLUMBING 25.00 Oper: ANTONINIL Type: CC Drawer: 1 01-BLDG PLAN REVIEW 1140.00 Date: 11/03/17 01 Receipt no: 17859 02-CURB CUT/DRIVE - S/F 40.00 2017 2393 01-FIRE IMP-RS 7-2017 373.91 473 RED ROSE LN SANFORD, FL 32771 a, BUILDING PERMIT RECEIPTS 87. 85 CC CREDIT CARD 1263.55 Total tendered $263.55 Total payment $263.55 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. Trans date: 11/03/17 Time: 10:06:41 NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 2 Application Number . . . . . 17-00002364 Date 11/03/17 Application pin number . . . 100272 Other Fees . . . . . . . . . 01-LIBRARY IMPACT FEE 54.00 O1-PARKS IMP-RS SINGLE 1086.29 O1-POLICE IMP-RS 07-2017 374.90 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 42.16 O1-BLDG DBPR SURCHARGE 61.09 Fee summary Charged Paid Credited Due Permit Fee Total 60.00 00 .00 60.00 Other Fee Total 13320.35 13292.50 .00 27.85 Grand Total 13380.35 13292.50 .00 87.85 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 r DRIVEWAYS -SIDEWALK 407.688.5080 Page 3 Application Number . . . . . 17-00002364 Date 11/03/17 Property Address . . . . . . 497 RED ROSE LN Parcel Number . . 21.19.30.510-0000-3060 Application description . . . NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Permit . . . . . . ELECTRICAL PERMIT Additional desc . . Phone Access Code 1011048 Permit pin number 1011048 Required Inspections Phone Insp Seq Insp# Code Description Initials Date 10 221 SSB FOOTER/SLAB STEEL BOND 20 212 ELO1 ELEC ROUGH 20-1000 216 TUGP TEMPORARY UNDERGROUND POWER 1000 213 EL02 ELECTRIC FINAL / / t7 ke- ee- 20, E 0— ED UNIVERSAL UES Project No: 93360 401008.0000 Workorder No: 9336083-3 ENGINEERING SCIENCES Report Date:11/07/2017 Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Materials Testing • Threshold Inspection Building Code Administration, Compliance Inspection & Plan Review 3532 Maggie Blvd, Orlando, FL 32811 - P: 407.423.0504 - F: 407.423.3106 --Z3 6 Client: Taylor Morrison of Florida, Incorporated UES Technician Albert Jacome 2600 Lake Lucien Drive Suite 350 Date Tested 11/06/2017 Maitland, FL 32751 Project: Thornbrooke 40s & 50s, SF House Lots Various Lots, Sanford, Seminole County, FL 32771 Area Tested: Residential House Pad, Lot 306 Material: Native Reference Datum: 0 = Bottom of Foundation Footing Hand Auger Borings: Location of Auger Borings: Center Was Building Pad Staked: N Depth of Waterable Below Grade: N/A Borings Terminated 2 Feet into Native Ground? N Number of Locations: 1. Depth of Each Boring: 7.00 Unsuitable Soils: Were unsuitable soils encountered: N Samples Obtained: N Type of Test: Field: ASTM D-2937 Drive Cylinder Method Laboratory: ASTM D1557 Modified Proctor 0'-4' Brown Sand /w Silt, 4'-5' Brown/Grey Sand, 5'-7' Brown/Grey Silty Sand Laboratory Test Results: Organic Content; N/A Moisture Content: N/A Should Material be Removed: N/A In -Place Density Test Report The tests below meet the 95% minimum compaction requirement. Test No. Location of Test Range Maximum Density pcf) Optimum Moisture Field Dry Density pcf) Field Moisture Scil Compaction Pass or Fail 11 North side (footing) 0-1 ft 105.4 11.8 101.2 5.7 96 Pass 12 West side (footing) 1-2 ft 105.4 11.8 102.6 7.3 97 Pass 13 East side (footing) 1-2 ft 105.4 11.8 101.9 6.8 97 Pass 14 Northwest corner of pad (TOF) 1-2 ft 105.4 11.8 103.7 8.8 98 Pass 15 Northwest corner of pad (TOF) 2-3 ft 105.4 11.8 104.0 11.1 99 Pass Remarks: (TOF) 0 = Top of Fill 497 Red Rose Lane To establish a mutual protection to Universal's clients, the Public and ourselves, all reports are submitted as confidential property of our clients and authorization for publication of statements, conclusions or extracts from or regarding Universal's reports is reserved pending our written approval. Page 1 DESCRIPTION AS FURNISHED: Lot 306, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 289 N 0001 0' 44" W 40. 00' LOT 306 1 19. 80, 19.80, 5. 00' 15. 7' 5. 00' w CO n co Op FORMBOARD FOUNDATION O p O TOP OF FORMS = 23.90' O O C 0cc) LOT307TC LOT 305 hry 5.00' 0 of - 5. 00' 21.3' 25. 20' 25.20' d 10' UTIL ESMT. 0 269. 56' ON LOT AREA CALCULATIONS: LOT = 4,800 SQ.FT. 0 0 LIVING = 1,467 SQ.FT, G G GARAGE - A91; cM FT Q ENTRY = 71 SQ.FT. LANAI - 139 SQ.FT. RED ROSE LANE 50' R/W) TRACT I BREEZEWAY = N/A DRIVEWAY = 403 A/ C PAD e 18 SQ. FT. SQ, FT. SQ. FT. UTILITY & ACCESS R/W WALKWAY = 70 IMPERVIOUS= 54.6 SQ. FT. X J 4 2, 623 SOD = 17 SQ. FT. SQ. FT. S: 0 R/W - 440 SQ.FT. Q PROPOSED = FINISHED SPOT GRADE ELEVATION APRON = 110 SQ.FT. PER DRAINAGE PLANS BUILDING SETBACKS: SIDEWALK = 200 SQ.FT. U— = PROPOSED DRAINAGE FLOW FRONT = 25' SOD = 130 SOFT. LOT GRADING TYPE A REAR = t5' PROPOSED F.F. PER PLANS = 23.9' SIDE _ 5.0' PROPOSED INFORMATION SHOWN AREA - 5,240 SQ.FT. 11:* SIDE CORNER = 10' BASED ON SUPPLIED PLAN DRIVEWAY - 513 SQ.FF. PROPOSED GRADE PER CONSTRUCTION PLAN AND/OR INSTRUCTIONS PER SIDEWALK = 270 SQ.FT. CLIENT NOT FIELD VERIFIED SOD = 2307 SQ.FT. CRUSEyVffT` YER—S'COTT Lac ASSOC, INC. LAND SURVEYORS LEGEND - LEGEND - P PLAT P.OL . POINT (IN LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-656-1436 F FIELD TYP, • TYPICAL NOTES I. P. IR. IRON PIPE PR.C. • POINT OF REVERSE CURVATURE IRON ROD R POINT OF COMPOUND CURVATURE I. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORI6A BOARO OF D. 9RA. • RADIAL PROFESSIONAL SURVEYORS AND ZAPPERS W CHAPTER W-17 FLORCM ADMINISTRATIVE CODE PURSUANT TD SECTION 472.027, FLORIDA STATUES 2, UNLESS EMBOSSED WIN SURVEYOR'S SIGNATURE AND ORIGINAL RAISED S ETHIS SURVEY MAP OR COPIES ARE HOT VALID. SEC.H SETLR, REC. R C IR /MLA 4696 NA. - NON -RADIAL 1/2'T R 1014 D • T J. THIS SURVEY WAS PREPARED FROM RILE INFORMATION FURNISHED 1D THE SURVEYOR. THERE MAY BE OTHER RESTRICTONS SPD. I. POINT OF BEGINNING CALL. = CALCULATED POINTOFCALCALCULATEDOR EASEMENTS THAT AFFECT THIS P. O.C.F.C. POINT COMMENCEMENT PRM •PERMANENT REFERENCE MONUMENT 4. NO UNDERGROUND BAPROVEMENTS HAVE HOVE BEEEE N LOCATID. UNLESS OTHERIYISE. SHOWN, E N&D CENTERLINE FF, FINISHED FLOOR' ELEVATION NAIL t ISK BSL - BUILDING SETBACK LINE FO 5. THIS SURVEY IS PREPARED .R THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. R/ V RIGHT-OF-WAY 'A • BENCHHARK 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LOVES. ESMT. EASERENT B.B. BASE BEARING 7BFA . PoHGS, AREEASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) DRAIN. DRAINAGE 0. EIEVATONS, IF SHOWN- ARE WSW ON NATIONAL GEOOERC DATUM OF 1929. UNLESS 07NEWSE NOTED. UTIL. CLFC. CHAINCHAIN LINK FENCE B. CWTFIGATE OF AUTHORIZATION No. 4690. VDFC. C/ BP.C. DOD FENCE CONCRETE BLOCK POINT OF CURVATURE 1• r 20'—, DRAWN BY *r4 P.T. DESE. POINTOF TANGENCY DESCRIPTION CERTIFIED BY: ORDER No. R RADIUS rFIORA.4BOARD LARC LENGTH T PLAN 07-03-17 2653-17 D C DELTAC.M. FOUNa477ON/ELEVS. 11-01-17 4747-17 C.B. CHORD BEARING NORTH THIS BUILDING/ PROPERTY DOES. NOT DE WITHIN — THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM' GRUSE EVER, R.L.S. % 4714 ZONE X. MAP I 12117C 0055 F. JAMES W. SCOTT, R.LS R 4801 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No•- Documented Construction Value: $ Job Address: 'L Historic District: Yes Non Parcel ID: ResidentiaQ Commercial Ll Type of Work: New-. Addition Alteration Repair Demo Change of Use MoveEl Description of Work:-Irc Plan Review Contact Person: S Title: Phone: Fax:Email: 1 C C1 Qv r'(c7r» Property Owner Information Name .Qc),(- 6VY1 d . - Phone: 0 14 Street:. r Resident of roe f P P 1'tY? City, State Zip: _ ..1 ' Contiracto Information f 7 Name 1 +r• ' i _ A t`t' t - Phone• Street: ` Oat- L 13 U Fax: D-i City, State Zip: N- crdf= 7 State License No.: C 3 -Dc/ ` O Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: F 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 OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5"' Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the 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 gat work will be done in compliance with all applicable laws regulating construction and 70 Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID 11 of Contractor/Agent Name CHERYL D AKERS MY COMMISSION # FF998962 EXPIRES June 05, 2020 tAb7) 39a A157 FlorioallotarySorvicexom Contractor/Agent' is 'ersonal y Known to:Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application f— w -Imr. ..V.— Iv,, A%=w tuts. wIlm sw It" UZiiei ami nZ ;W, f4.6'. L.. 16.0 Mz inn: Imw 1;1 53 nk us; Oy Wn, t c .lmlzL- 2.4-1 anuf I km ngm 7.7 Z=l Min- rkJL In— 1-0, A- J. NM1h- DWA, T_ __ e, my1w, wn vzm nT, mod Uo. Its— fonts W; z ium ilme Lft Jtt ux— onk uj Lt.. C4, S.N v 1 Building & Fire Prevention DivisionFOIRESIDENTIALFENCEPERMITAPPLICATION FIRE DEPARTMENT u Application No: Documented Construction Value: $ /0)b Job.Address: Historic District: Yes No Parcel ID: _ 2/ l cl ? O .I / D o o r o 3 Q'( e Plan Review Contact Person: (,-c_- (, Title: V Phone: *1-S-71 7If?6 Fax: 1" % 3©6 Email: Y- 6b6.6• G.t C C, F i Residential Fence Information Type of Fence: Wood MetaI PVC/Vinyl10 Iron Other Fence Height: 6 Feet Additional Information: Gates: Total Linear Feet: -/® Fences with a height of over 6 feet wif require signed & sealed structural engineering** Property Owner Information Name QV r e. Phone: Street: 26a, Resident of property? City, State Zip: L Fence Contractor Infnrmnfinn Name 41i C Lw t ivtz. Street:G(y'- City, State Zip: j bz is E-C_ Li ?W Phone: Fax: Please Note: The Building Department does not perform site inspections on Residential Fence permits A signed and notarized Fence Affidavit is required to be submitted along with this permit application. Please see the attached Fence Permit Submittal Guidelines. 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. Effective: August 1, 2017 of Owner/ Agent's Name r 1 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 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 ]CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Print 13 1 Date Signature ofContracto Agent Date a 11441tTlRdl+f,_:. g ry- / `' `° ".O;o\sSI0p,FA„rSir/aZtfre fNota State of Flor da Da Q `eOber 2 o " FF 229021 Owner/Agent is Personally Known to;Pchh;,untet'. o Produced ID Type of ID gTF• , . `" gin si Print Con for/Agent's Name IJ &IX& /i1 311-7 Signature of Nota o PATRICIA L. BARTELS o Notary Public, State of Florida Commission# GG 148852 My comm. expires Nov. 15, 2021 Contractor/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: 22 0 UTILITIES: COMMENTS: ENGINEERING: FIRE: Ok to install approx. 40 linear feet of 6 foot high tan PVC privacy fence as shown on plan. Fence shall be constructed with finished side facing outward. Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application CITY OF If SkNFORD FIRE DEPARTMENT Building & Fire Prevention Division RESIDENTIAL FENCE A mi)A.VIT 6 FEET OR LESS IN HEIGHT PERMIT#: I q ADDRESS: HEREBY AFFIRM THAT ALL OF THE FOREGOING INFORMATION IS T$ E AND ACCURATE. THE FENCE WILL BE INSTALLED IN THE APPROVED LOCATION AS SHOWN ON THE APPROVED SITE PLAN. THE FENCE WILL BE NO HIGHER THAN 6 FEET, MEASURED FROM GRADE. THE FINISHED SIDE OF THE FENCE IS REQUIRED TO FACE OUT. IT IS THE HOMEOWNER'S RESPONSIBILITY TO VERIFY THE FENCE IS PLACED WITHIN THE PROPERTY LINES AND ANY DISPUTES BETWEEN ADJACENT HOMEOWNERS WILL BE A CIVIL MATTER. I UNDERSTAND THAT FAILURE TO PROPERLY FOLLOW THESE GUIDELINES AND ADHERE TO ALL CITY CODES (SANFORD LAND DEVELOPMENT REGULATIONS, SCHEDULE F) COULD RESULT IN THE FENCE HAVING TO BE REPLACED, RELOCATED OR REMOVED AT THE OWNER'S EXPENSE. FENCE CONTRACTOR BY SIGNING THIS AFFIDAVIT, YOU ARE ACKNOWLEDGING YOU HAVE MADE THE HOMEOWNER AWARE OF THE FENCE AFFIDAVIT STIPULATIONS AS STATED ON THIS DOCUMENT. COMPANY / CONTRACTOR: CONTRACTOR SIGNATURE: DATE: w HOMEOWNER (OWNEWBUILDE(tR) OWNER/BUILDERNAME: OWNER /BUILDER SIGNATURE: DATE: PLEASE NOTE*--': THE BUILDING DEPARTMENT WILL NOT CONDUCT ANY INSPECTIONS ON RESIDENTIAL FENCES. THIS AFFIDAVIT MUST BE PROVIDED, SIGNED AND NOTARIZED, AT THE TIME OF PERMIT SUBMITTAL ANIl WILL SUFFICE AS THE FINAL INSPECTION APPROVAL FOR THE FENCE. STATE OF FLORIDA COUNTY OF Sworn to and Subscribed before me this j (4 day of / V Li V4441 &*" 20 a by: i pa'v /k Who is "ersonally Known to me or has Produced (type of ide tt ication) as identification. Ce Si nature of Nota Public E16 PATRICIA L. BARTELS g o _ lyotary Public. State of Florida Sta f Florida Commission# GG 148852 0—< My comm. expires Nov. 15, 2021 Print/Type/Stamp Name of Notary Public k Effective: August 1, 2017 li)ETION AS FURNISHED: Lot 306, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 I thru 71, Public Records of Seminole County, Florida. 'SIP kqb _'435 I PLQT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. ZONINCI E i '?•?/( LOT 289 Ok to install a IIpprox. 40 linear feet of 6 I N 00 D 10' 44" W I foot high tan PVC privacy fence as 40. 00' shown on plan. Fence shall be constructed with finished side facing LOT 306 ?1, outward. gg 19. 80' 19.80' 6_ 5. 00' i CO O 0 N LOT 307 I I b 5. 00 AC -__ CZj COVERED I Pano ; 14. J' PROPOSED RESIDENCE MODEL: DARLINGTON-A 2 CAR GARAGE LEFT ENTRY o 40 0 ZZ 21. 3' 16' DRIVE 25. 20' 10' UTIL. ESMT.I 5' CONC. WALK 3 FLARES A _ CURB B. B.) S 00 D 10' 44" E 40. 00, RED ROSE LANE 50' R/W) TRACT I UTILITY & ACCESS R/W 5. 14' 5. 14' 5. 00' 1 to A O p O d' O Cr) C\Z Co D) 5. 00' 289. 58' LOT 305 LUI 4,600 50.FT. LIVING 1,467 SQ.FT. GARAGE 455 SO.FT. ENTRY 71 SO.Fr. LANAI 139 SO.FT. BREEZEWAY- N/A SQ.FT. DRIVEWAY 403 SOFT. A/ C PAD 18 SO.FT. WALKWAY 70 SQ.FT. IMPERVIOUS= 54.6 2. 623 SQ.FT. SOD 9 177 SfJ_FT Q PROPOSED = FINISHED SPOT GRADE ELEVATION R/ W = 440 SG. FT: APRON PER DRAINAGE PLANS BUILDING SETBACKS: PLOT PLAN ONLY" 110 SOFT. SIDEWALK = 200 SOFT. V`- = PROPOSED DRAINAGE FLOW LOT GRADING FRONT = 25' NOT A SURVEY) SOD SO.FT. TYPE A REAR = 15' L AREAS,130 PROPOSED F.F. PER PLANS = 23.9' SIDE = 5.0' PROPOSED INFORMATION SHOWN BASED AREA = 5,240 SO. FT. SIDE CORNER = )0' ON SUPPLIED PLAN DRIVEWAY = 513 SQ.FT. PROPOSED GRADE PER CONSTRUCTION PLAN ++ AND/OR INSTRUCTIONS PER SIDEWALK = 270 SO.F7. CLIENT NOT FIELD VERIFIED SOD - 2,307 SQ.FT. GRU- S'NM'YE'R-SCOTT ASSOC., INC. - L.ANID SURVEYORS LEGEND - , LEGEND - P • PLAT PDL • POINT ON LINE F • FIELD 5400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 TYP• TYPICAL IP, • IRON PIPE PAX. • POINT OF REVERSE CURVATURC IRONRODP.C•C. POINT OF L0IPOUNO CURVATURE NOTES. I. THE UNDERSIGNED DOES HEREBY CERTIFY THAT INS SURVEY MEETS THE STANDARDS DF PRACTICE SET FORTH BY THE FLORlOA BOARD OF rHCH • CONCRETE NLB 45T RAD• RADIAL SET I.R. I/C' I.R. •/YLB AS9H NR. NON -RADIAL PROFESS10f1A_ SURVEYORS AND MAPPERS IN GHAPIFR W-17 FLORfpA Al1MWISTRITIVE COiDE PURSUNTT TO SECTION 472.027, FLORIDA STATUES 2. UNUSS E149OZED WITH SURVEYOR'S W44ATURE AND ORICINL RAISED SEAL THIS SURVEY MAP OR COPIES ARE NOT Y2.0O. REC. RECOVERED VP• VITNESS Pow P,09. J. THIS SURVEY WAS PREPARED FROM TITLE "FORLLATIDN FURNISHED 70 THE SURVEYOR. THERE MAY BE OTHER RF57RICnONS POINTOFBEGD64INGCALL • CALCULATED PRO. •- POINT OF COMMENCEMENT PAX PERMANENT REFCRCNCE HONVKCNT OR EASS4E073 THAT AFFECT THIS PROPERTY. 4. NO UNDERGROUND I74PROVD4 MS HIVE BEEN LOCATED UNLESS OTHERWISE SHOWN. N6D NAIL L LD4E FF. • FINISHED FLOOR ELEVATION NAIL t DISK BSL • BUILDING SETBACK LME S. THIS SURVEY IS PREPARED FOR THE SOLE BENEFTf OF 77105E CFMIFIID 70 AND SMIX1lD NOT BE RELIED UPON BY ANY OTHER ENTRY. R/ V• ESMT. • CSIEISEM I1F-OFB.H. BASE BEAR NT B.B. RASE BEARING B. DIMENSIONS SHOWN FOR THE LOCATION OF LUPROVEWEN S HEREON SNWLD NOT BE USED To RECONSTRUCT BOUNDARY LINES 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BIGIMNG DRAIN. - DRAINAGEDRAINAGEUTIE. UTILITY 9.&) a' ELEVATIONS, IF SHOWN, ARE BASED ON NATIONAL CEOOCTC CATUM OF 1929, UNLESS OTHERWISE NOTED. VD C. CHAIN LINK FENCE OFENCE 9. CERTIFICALB OF AV/HaRaAnON No. 4590. C/D C C/B = CONCRETEBLOCKCURVATUREP.C. - POINTOFCURVATUREP.T. • POINT OF TANGENCY SCALE I' a 10'-i DRAWN By..••• DESC. DESCRIPTION R • RADIUS CERTIFIED BY: 1141E 0 D R No. L ARC D • DCLTAENGTH PLOT PLAN 07-03-17 2653-17 C • CHORD C. B. CHORD BEARING NORTH THIS BUILDING/ PROPERTY DOES. NOT LIE W17HIN ._._ _ .GRUSEMYR, THE ESTABUSHEO 100YEARFLOODPLANEASPERFIRM' TOM R.L.S. j1 4714 ZONE, X' MAPI12117C0055F. JAMES W. SCOTT R.LS 1j 4801 DESCRIPTION AS FURNISHED: Lot 306, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. F30UNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 289 N 00010' 44" W 0. 4'1 REC. 112" I.R. REC. 1/2" I.R. 104. NOI.D°r - - 40, 00 NO I.D. LOT 307 SN 6' PVC I FENCE fh' LOT 306 19, 80, 19.80, 7. 0'x3.5' AC PADE - 5. 00' 15. 7' CONC. 5. 00' 5. 00' REC. NAIL IN WALK 0. 3. ON N NTWO STORY RESIDENCE F. F.= 23.90' M 0 m5. 0' hry COV' D. BRICK( ° 8. 7 0 of 21. 3' 16, BRICK ALK BRICK + 7 25. 2(' DR. 5. 20' 10' UTIL. ESMT. 5' CONC. WALK B. B.) S 00010' 44" E 40. 00' 7 LOT 305 6 5. 00' 5. 00' r 289. 58' O REC. NAIL' —(PC) IN WALK 0. 3' ON hp3 ffl p",LOT 4,800 LIVING = 1,467 SQ. FT. SQ. FT. e GARAGE = 455 SQ.FT. ENTRY = 71 so, FT LANAI = 139 SO. FT. Y RED R 0 SE LANE DRIVEEWAY = 403 SO. FT. 50' R/W) TRACT I AIC WAL PAD = 18 WALKWAY = 70 SQ. FT. SQ. FT. UTILITY & ACCESS R/W IMPERVIOUS= 54.6 2, 623 SQ. F-F. SOD = 2,177 SQ. Fr. q F' 0 OFF LOT AAA CAI_CULA'fIUNS: ep5 R/W = 440 SO, F'7'. F\ G Q4 PROPOSED = FINISHED SPOT GRADE ELEVATION APRON = 110 SIDEWALK - 2U0 SO. Fr. OJT. PER DRAINAGE PLANS BUILDING SETBACKS- SOD = 130 SO.FT, PROPOSED DRAINAGE FLOW FRONT = 25' WAT ARFA-- LOT GRADING TYPE A REAR = 15' PROPOSED INFORMATION SHOWN AREA = 5,240 SO. Fr. PROPOSED F.F. PER PLANS = 23.9 + SIDE = 5.0' BASED ON SUPPLIED PLAN DRIVEWAY = 513 SQ.FT. SIDE CORNER = 10' AND/OR INSTRUCTIONS PER SIDEWALK = 270 SQ.FT. PROPOSED GRADE PER CONSTRUCTION PLAN + CLIENT NOT FIELD VERIFIED SOD = 2 307 SQ.F'r. CRUSEiVff- EER-SICOTT ASSOC, INC. - LAND S`UR VT rO.RI LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P PLAT P.aL POINT ON LINE NOTES: F = FIELD TYR = TYPICAL LP, = IRON PIPE PRZ. = POINT OF REVERSE CURVATURE T. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF k. - IRON ROD P,C.C. -POINT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-77 FLORIDAADMIN/SiRATIVE CODE PURSUANT l0 SECTION 472.027, FLORIDA STATUES C. M. = CONCRETE MONUMENT RAD. RADIAL 2. UNLESS EMBOSSED WITH SURVEYORS SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY AMP OR COPIES ARE NOT VALID. ET LP. = 1/2' LR. N/BLB 4596 N.R. • NONWITRADIAL J. THIS SURVEY WAS PREPARED FROM TOLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS EDINT kEC. RECOVEREDCAL = CALCULATED P.O.B. POINT OF BEGINNING CALC. = CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. P.O. C. POINT OF COMMENCEMENT P.R.M. PERMREFERENCE MONUMENT F.F. FINISHED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTRY. CENTERLINE N&D = NAIL L DISK B.S1, BUILDING SETDACK LINE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. Ri'W RIGHT -OF -MAY B.M. •BENCHMARK 7, BEARINGS, ARE RAS1LD ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) ESHT.= EASEMENT B.H. •BASE HEARING B ELEVATIONS, IF SHOWN. ARE BASED ON NATIONAL GEODETIC DATUM OF 1929, UNLESS OTHERWISE NOTED. DRAIN. DRAINAGE DRAI UTIL. UTILITY9. CERTIFICATE OF AUTHORIZATION No. 459E. CL.FC. CHAIN LINK FENCE WD.FC. = WOOD FENCE C/B = CONCRETE BLOCK SCALE H---- 7" 20'--+ DRAWN BY. •"' Pr, • POINT OF CURVATURE POINT OF TANGENCY CERTIFIED B'r1 DATE ORDER No._. IIF:SC, • DESCR PTlON DE RADIUSR = RADIUSPLOT PLAN 07-03-17 2653-17 L = ARC LE NGTH FORMBOARpFOUNDATfON/ELEVS. 11-01-17 I D =DELTA C = CHORD FINAL./ELEVS. 02-20-18 773-18 C.B. • CHORD BEARING NORTH C THIS BUILDING/ PROPERTY DOES.NOT LIE WITHIN I.-—--(/ ---- T'HE E:STABLISHEO 100 YEAR FLOOD PLANE AS PER "FIRM" TOM USENM R. R.L.S. 4714 20NE "X" MAP # 12117C 0055 F. JAMES SCOTT, . L.S j 4801 e/ Revision Response to Comments 2017 ll Permit#—.17—p36 L Project Address: 4A 7 lLi J Contact: Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: Building Submittal Date Fax: City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov 11/8/17 General description of revision: El t)6PlumbingN7 \ M 1v ' P Electrical Em6 \11. WW Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention Building ROUTING INFORMATION Approvals M C D ,- MONTA CONSULTING & DESIGN OF WMR AND ASSOCIATES, LLC 2 2 2 S 0 U T H WESTMONTE D R I V E. SUITE 1 0 0 ALTAMONTE SPRINGS. FLORIDA 3 2 7 1 4 P H O N E 4 0 7- 6 8 1- 1 9 1 7 F A X 4 0 7- 6 8 1- 1 9 2 0 TRANSMITTAL SHEET TO: DATE: Taylor Morrison November 3, 2017 ATTENTION FROM: Kiln Carter MCD PROJECT NO: PROJECT NAME: 2171184 TB-306 (40's)(Darlington AL) EOR: DAHLKE Quantity Items 2S&S (2406) & Narrative Framing Repair (Bearing Wall) Remarks: 11 /3/2017 t- --)3Q(-I Monta Consulting & Design of WMR and Associates, LLC Mayflower Center Phone (407) 681-1917 222 S. Westmonte Drive, Suite 100 Certificate of Authorization # 9177 Altamonte Springs, FL 32714 montaconsulting.com Structural Engineering, Truss Engineering, Third Party Inspection, Forensic Study, Project Management Residential Design and BIM Modeling for Homebuilders TAYLOR MORRISON Thornbrooke — Lot 306 (40's) (Darlington A) Date: November 3, 2017 Plan Revision: Framing Revision at Bearing Wall and Ledger REVISIONS 1. Removed BW3 callout from the bearing wall between the Master Bedroom and the Family Room, replaced with note indicating 1/3rd point blocking. 2. Updated note for ledger connection and truss attachment at rear Lanai. All the changes on the structural plan have been clouded and notated with delta 1. Sheet(s) revised: S1, S4