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424 Treasure Ln; 16-514; NEW SFHCOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 16100000 BUILDING APPLICATION #: 16-10000055 BUILDING PERMIT NUMBER: 16-10000055 3(3q , 30 DATE: February 15, 2016 J73ff UNIT ADDRESS: TREASURE IN. 424 21-19-30-5TT-0000-0210 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: 151 SOUTHHALL IN., 200 MAITLAND FL 32751 LAND USE: SINGLE FAMILY DETACHED TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 424 TREASURE LN. LOT 21 / SFR THORNBROOKE PH 1 FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing 00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD 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 5,000.00 PARKS N/A LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 STATEMENT C ^ nRECEIVEDBY1" ,. SIGNATURE: vvt PLEASE PRINT NAME) 1DATE: * ANDNOTETORECEIVINGSIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 1 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. \\\ YYY!))) 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 TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. fulfil I III flail laull Biagi 111111 fill foal Parcel I D Number: 21-19-30- 5TT -0000- fit.L 0 Prepared By Kim 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. il..t:.R'K OF i:a.ft.a.l.f7 COON t (:0f:l '-f R*0I.1...ER L: li vb,.',"i• F':3 a%i'i•.+ l.i. l':J CLERK' S ro 20160174-19 h., EECO1i01E:I_: i+:; i 1, I-V (;116 fi:_,ni:i' ; ii F;rl f E.Ctif,Cil:hiG f t_Eb f•1 .00 i1 :. .: LII".I.!k; -! t T .l i?f.; t: Q41f'ia 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. I . Description of property : LOT Legal Description : Thornbrooke Phased 1, according to the plat thereof, as recorded in Plat Book 79, Page 3-7, of the public records of Seminole County, Flo i Addresses : ( y.u(J y Sanford FL 2. General description of improvements : New Single Family Home 3. 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 S. Surety: N.A. 7. Lender: N.A. 3. 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. 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 CO - 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, CON*.4 --•.Gary¢e - YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. ;W°c'•'.'g 11. Date Signed : JSignature of Owner's Agent Jo Asa Wright o Taylor Morrison of Floridp c. m CC e Q zSwornto and subscribed before me this by John Asa Wright wh rsonally known to me. RKF n Notary Public DA Clark=oMy 30 e2 2*oi a My commission expires: 6/27/19 EXP ryg ns°NGwN Serial No. FIT209108 NotaAyignature:o AND- T w u a ar..-u Verification pursuant to Section 92.525, Florida Statutes. Under penalties of perjury, I declare that I have read the 2 La czDo - foregoing and that the facts stated in it are true to the best of my knowledge and belief. w juucn m REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # 16-514 Address: 424 Treasure Lane BUILDINGPERMIT ' " 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 k ` 's ELECTrRICAL PERMIT . _ Min Max Inspection Description 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final pL ING PERMIT a a Min Max Inspection Descrijption 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final 1VIECHANICAL PERMIT .s-fill-• Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 4 RECEIVEBUILDING & FIRE PREVENTION PERMIT APPLICATION FEB 15 2016 pplication No: BY. Documented Construction Value: $ 3 3 0 g Job Address: 4 Tywittilt C Historic District: Yes No X Parcel ID: 21-19-30-5TT-000042.1 0 Residential Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: daphne&PermitsPermits Permits.com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 Resident of property? : NO 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 Name: Street: City, St, Zip: Phone: 407-257-6940 Fax: State License No.: CBC1257462 Architect/ Engineer Information Phone: Fax: E- mail: Bonding Company: N/A Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners,` etc. Ci\ FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. J, 1// z 2,11 -//(a 2 Signatur fO.er/Agent ate Signature of ontractor/Agent Dat TAYLOR MORRISON OF FLORIDA INC Print Owner/Agent's Name Signature of Not o da D e 1*ar pugs D. A. MY COMMISSION t FF 209108 EXPIRES: June 27, 2019 si \o. BoMedThNBudge Notary servkee OFFly Owner/Agent is yM Personally Known to Me or Produced ID N/A Type of ID JOHN ASA WRIGHT Print Contractor/Agent's Name ot-Sign ary-State of Florida pFY po D.A.aW MY COMMISSION 9 FF 209108 EXPIRES: June 27, 2019J' rFoF FIoQ\OP Bonded ThN Budget Notary Services Contractor/Agent is YES Personally Known to Me or Produced ID NIA— Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building [ Electrical E Mechanical 1 Plumbing Gas Roof Construction Type: N[(5 Occupancy Use: (Z 3 Flood Zone: X S CE AT 7qc N rrD Total Sq Ft of Bldg: 2,135 Min. Occupancy Load: # of Stories: IP New Construction: Electric - # of Amps 1"(0 Plumbing - # of Fixtures I 1 Fire Sprinkler Permit: Yes No i # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: 2. -23-1Cc UTILITIES:LWASTE WATER: ENGINEERING: LTG 2't"FIRE: COMMENTS: nk 'If -A BUILDING: 5r 34-14 Revised: June 30, 2015 Permit Application O CITY OF SANFORD BUILDING & FIRE PREVENTIONRECEIVE "11 PERMIT APPLICATION D FEB 1 5 20% pplication No: Documented Construction Value: $ (y Job Address: / f 1+i Historic District: Yes No Parcel ID: 21-19-30-57-0000.0V 0 Residential Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: daphne@PermitsPermitsPermits.com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/Engineer Information 0 Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: N/A Mortgage Lender: N/A Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY.. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permiit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners,'etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. I Signatur fOwner/Agent ate Signature of ontractor/Agent Data( TAYLOR MORRISON OF FLORIDA INC Print Owner/Agent's Name Signature of NotaryA6K 4o5da Date 1*"r.Pu a° • ''• D. A. MY COMMISSION I FF 209108 EXPIRES: June 27, 2019 s o avaThruBU*tNoiaryservkes JOHN ASA WRIGHT Print Contractor/Agent's Name Sign ary-State of Florida Ote7 r° 1pRY P D. A. CLARK MY COMMISSION t FF 209108 EXPIRES: June 27, 201941'."fv Bonded Thru BU*1 Nobry Se,k, Owner/Agent is YES Personally Known to Me or Contractor/Agent is YES Personally Known to Me or Produced ID N/A Type of ID Produced ID NIA 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 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 City of Sanford Building and Fire Prevention Division 300 N. Park Ave Sanford, FL 32772 2015 Residential Permit Fee Calculation Form Effective August 2015 - February 2016 BP# 16-514 424 Treasure Lane Type of Construction: V VB SQUARE FOOTAGE OF DUPLEX LESS GARAGE: 1 22781square feet SQUARE FOOTAGE OF GARAGE ONLY: F 460 s uare feet SQUARE FOOTAGE OF GARAGE AND DUPLEX: 1 27381 square feet Dollar Valuation of Work: $309,306.87 State Fee: Permit Fee Application Fee: Plan Review Fee: Total Building Permit Fees 94.74 2,205.15 25.00 92792 3,252.81 Plumbing Fixture Calculation 16-514 424 Treasure Lane Bath Tubs 2 Sinks 1 Drinking Fountain Solar Piping Disposal 1 Soda Fountain Dishwasher 1 Urinals Floor Drain Vacuum Breakers 1 Sewer Connection 1 Washing Machines 1 Ice Maker 1 Water Closets 2 Laundry Tubs Water Heaters 1 Lavatories 3 Water Piping 1 Pool Piping Water Softener Showers 1 Total Plumbing Fixtures - 17 Permit #: 16- 514 Address: 424 Treasure Lane Structure Information Construction Type: VB Occupancy Type: R3 Roof Type: Asphalt Shingle Flood Zone: None Number of Stories: 1 Number of Bathrooms: 2 Square Footage: 2738 Plumbing Fixtures: 17 Fire Sprinkler System: No Fire Alarm: No Occupant Load: 14 I® 187i 7' 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: 151 Southhall Lane Suite 200 City: Maitland State: Florida Zip Code: 32751 Phone: 407-257-6940 Fax:407-905-5736 Email. Property Address: 4Z4 "2 EASu 2t Lt*W Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-5T(-0000-6Zib Phone Number: 407-257-6940 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4076) kr i57v iUi,° ti 4 eP OFFICIio LUSE ONLY K. Flood Zone: X Base Flood Elevation: N/A 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 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# i C, -Si4-- Reviewed by: Mike Cash, CFM Date: Z-IS-t( 0 Application for Right -of -Way Use for Driveway,Walkway & Landscape ORID p Department of Planning & Development Services www. sanfordit.gov 3.00 North Park Avenue, :Sanford, Florida 32771 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 attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's p ;_ 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, Know whays below. Call before you dig. 2, Proposed Activity: Driveway Walkway Other: 3. Schedule of Work. 6 Start Date t' i OR. Date Emergency Repairs 4. Brief Description of Work: 091AEk/AY AM If . This application is submitted by: Property Owner. Signature: Address: IS1 WuIM14 , I Phone; 407-& -6D40 Fax - Print Name: ffMIA3• CM Date: rrrdurtendnce mesponsiuuiiiesnnaeunnitication 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 pemiittee 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. t have read and unders nthe:above-statement and by signing this application I agree to its terms. I hereby Understand and agree city e s related to this application as required by the city's adopted Fee Resolution. Signature: Date: Pre - pour Inspection by This permit shall be posted on the site during construction. Please call 407.688.5080, Ext. 6401-24 hours in advance to schedule a pre -pour inspection. Date: a September 2010 ROW Use Driveway. pdf REQUEST FOR TUG & PREP®WER AGREEMENT Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: C / Project Name:` Project Address: Building Permit #: Electrical Permit # In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: 1. This Tug/Pre-power application is valid only for one -and two-family dwellings. 2. The facility will not be occupied until a certificate of occupancy has been issued. 3. If the jurisdiction hereafter finds that the facility has been occupied before a certificate of occupancy has been.issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical service without notice. Furthermore, we understand and agree that should the jurisdiction exercise such right, the jurisdiction will not be responsible for any damages or costs which may result from the exercise of such right. Also, in the event any third party claims damages from the exercise of such right, we agree to jointly and individually indemnify and hold harmless the jurisdiction from all such damages and costs, including attorney's fees. 4. Prior to pre -power, the building or structure shall be weather tight and secure. The electrical wiring in the area designated for pre -power shall be complete and in safe order. All electrical services associated with the area will be 100% complete unless specifically approved by the electrical inspector. 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 tugs. Print Name of Own lia t gnature of Owner/ t JURISDICTION EMPLOYEE NAME: JURISDICTION: CALLED INTO: Rev. 4/20/07) As, - Print Name o f%Gen. C I actor S`fgnature of Gen. C,p P;a{or l' BGl2 s71Vl.2 Gen. Contractor License # Print Name of El. Contractor Signature of El. Contractor Fc ooc)o c-py El. Contractor License # Progress Energy Florida Power and Light on SCPA Parcel View: 21-19-30-5TT-0000-0210 http://www.scpafl.org/ParcelDetailinfo.aspx?PID=2119305TT06000210 Cas vt3 Jc hnon, CF A Property Record Card Parcel: 21-19-30-5TT-0000-0210 Owner: TAYLOR MORRISON OF FL INC SER.41t COUNTY, FLC i G>A Property Address: 424 TREASURE LN SANFORD, FL 32771 Parcel: 21-19-30-5TT-0000-0230 1 Property Address: 424 TREASURE LN Owner: TAYLOR MORRISON OF FL INC Mailing: 151 SOUTHALL LN STE 200 MAITLAND, FL 32751 Subdivision Name: THORNBROOKE PHASE 1 I Tax District: Sl-SANFORD Exemptions: DOR Use Code: 00-VACANT RESIDENTIAL Value Sunttnary 2015 Working 2014 Certfied Values Vah es I Valuation Method Cost/Market Cost/Market 1 Number of Buildings ' 0 0 Depreciated Bldg Value Depreciated EXFT Value Land Value (Market) 48,500 43,500 Land Value Ag Just/Market Value 48,500 1 $43,500 Portabltyy Adj Save Our Homes Adj 0 r 0 Amendment 1 Adj i $650 0 Assessed Value 47,850 j $43,500 Tax Amount wthout SOH: $885.29 2014 Tax Bd Amount $885.29 Tax Estirnator Save Our Homes Savings: $0.00 Does NOT INCLUDE Non Ad Valorem Assessments I Legal Description LOT 21 THORNBROOKE PHASE 1 PB79PGS3TO7 Taxes Taxing Authority Assessment Value I Exempt Values Taxable Value County General Fund 47,850 0 47,850 I Schools 48,500 0 ; 48,500 i City Sanford 47,850 0 I 47,850 SIWM(Saht Johns Water Management) 47,850 0 47,850 j County Bonds 47,850 0 -- — 47,850 Sales Descrotion Date Book I Page Amount i Qualified I Vac/Imp j i No data to display j Find Comparable Sales within this Subdi%tbn Land Method Frontage Depth Unts Unts Price Land Value LOT 1 + 48,500.00 48,500 Building Information Permits Perms # Type Agency Amount CO Date— Permit Date L._ .—_ a f i No data to display Extra Features RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot2lThorne brooke50StantonGL Builder Name: Taylor Morrison Street: Nxc Te-wJwa _ Permit Office: JVof Ctlkl City, State, Zip: FL , Permit Number: 4 Owner: Jurisdiction: 6 5M Design Location: FL, Orlando 1. New construction or existing New (From Plans) 9. Wall Types (2034.7 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1722.00 ft2 b. Frame - Wood, Adjacent R=11.0 312.67 ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R= ft2 10. Ceiling Types (2240.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=38.0 2240.00 ft2 6. Conditioned floor area above grade (ft2) 2055 b. N/A R= ft2 c. N/A R= ft2 Conditioned floor area below grade (ft2) 0 11. Ducts R ft2 7. Windows(333.6 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Main 6 411 a. U-Factor: Dbl, U=0.34 161.88 ft2 SHGC: SHGC=0.29 12. Cooling systems kBtu/hr Efficiency b. U-Factor: Dbl, U-0.58 120.00 ft2 a. Central Unit 42.0 SEER:15.00 SHGC: SHGC=0.32 c. U-Factor: Dbl, U=0.34 38.54 ft2 SHGC: SHGC=0.26 13. Heating systems kBtu/hr Efficiency d. U-Factor: other (see details) 13.19 ft2 a. Electric Heat Pump 42.0 HSPF:8.50 SHGC: other (see details) Area Weighted Average Overhang Depth: 4.138 ft. Area Weighted Average SHGC: 0.297 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2055.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 2055.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Area: 0.162 Total Proposed Modified Loads: 59.07 PASS Glass/Floor Total Baseline Loads: 59.99 1 hereby certify that the plans and specifications covered by Review of the plans and 111iE ST4 this calculation are in compliance with the Florida Energy specifications covered by this indicates IV _ , 0t, 4' Code. calculation compliance vj i„ :,, . with the Florida Energy Code. nr1,,;;,'-, -::"',;. , O V PREPAREDBY: ""' Before construction is completed pt7 DATE: 11911.6 this building will be inspected for compliance with Section 553.908 of O - y I hereby certify that this Yuilding, as designed, is in compliance Florida Statutes. COb withtheFloridaEnergyodeWF OWNER/ AG NT: BUILDING OFFICIAL: DATE: t 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. Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.040 On for whole house. 1/ 9/2016 9:46 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title: Building Type: Owner: of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Lot21Thornebrooke50Stanton Bedrooms: 3 User Conditioned Area: 2055 Total Stories: 1 1 Worst Case: No Taylor Morrison Rotate Angle: 0 Cross Ventilation: No Whole House Fan: No Single-family New (From Plans) Address Type: Street Address Lot # Block/Su bDivision: PlatBook: Street: County: Seminole City, State, Zip: , FL , CLIMATE v Design Location IECC Design Temp TMY Site Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Block1 2055 20139 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 2055 20139 Yes 4 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 179.5 ft 0 2055 ft2 0.47 0 0.53 ROOF V # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Emitt Deck Tested Tested Insul. Pitch deg) 1 Gable or Shed Composition shingles 2298 ft2 514 ft2 Medium 0.85 N 0.85 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 2055 ft2 N N CEILING Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) Main 38 2240 ft2 0.11 Wood 1/9/2016 9:46 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Omt T_o Wa1LT_ype Space R-V_alue Ftln--Ft In Area R-V_alue-F_raction__Absor_-Grade%_ 1 N Exterior Concrete Block - Int Insul Main 4.1 66 6 9 4 620.7 ft2 0 0 0.6 0 2 E Exterior Concrete Block - Int Insul Main 4.1 19 6 9 4 182.0 ft2 0 0 0.6 0 3 S Exterior Concrete Block - Int Insul Main 4.1 58 6 9 4 546.0 ft2 0 0 0.6 0 4 W Exterior Concrete Block - Int Insul Main 4.1 40 0 9 4 373.3 ft2 0 0 0.6 0 5 Garage Frame - Wood Main 11 33 6 9 4 312.7 ft2 0 0.23 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 Wood Main None 46 2 8 6 8 17.8 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 0.29 64.8 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 E 2 Vinyl Low-E Double Yes 0.58 0.32 24.0 ft2 8 ft 6 in 3 ft 2 in None None 3 E 2 Vinyl Low-E Double Yes 0.34 0.26 19.3 ft2 1 ft 0 in 3 ft 2 in Drapes/blinds None 4 E 2 Vinyl Low-E Double Yes 0.34 0.26 19.3 ft2 1 ft 0 in 4 ft 8 in Drapes/blinds None 5 E 2 Vinyl Low-E Double Yes 0.37 0.28 13.2 ft2 8 ft 6 in 0 ft 5 in None None 6 S 3 Vinyl Low-E Double Yes 0.34 0.29 16.2 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 7 S 3 Vinyl Low-E Double Yes 0.34 0.29 32.4 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 8 W 4 Vinyl Low-E Double Yes 0.34 0.29 48.6 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 9 W 4 Vinyl Low-E Double Yes 0.58 0.32 96.0 ft2 9 ft 0 in 0 ft 4 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 460 ft2 384 ft2 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000311 1678.3 92.13 173.27 2273 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.5 42 kBtu/hr 1 sys#1 1/9/2016 9:46 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 15 42 kBtu/hr cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert Company Name System Model # Collector Model Area Volume FEF None None ft2 DUCTS Supply ---- Return ---- Air CFM 25 CFM25 HVAC # v # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 411 ftz Attic 102.75 Proposed Qn Main cfm 82.2 cfm 0.04 0.60 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan HeatinHJan Feb HFeb Mar IMar Apr Apr May [ Xj Jun X Jul fMay [ ] Jun 4 Jul Au Aug Xj Sep XjSe j Oct Oct Nov Nov HDec HDec VentinJanFebXMarArMa [ ] Jun [ Jul Au Se X] Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling ( WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling ( WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating ( WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating ( WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 1/ 9/2016 9:46 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 98 The lower the EnergyPerformance Index, the more efficient the home. 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=0.29 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.26 d. U-Factor: other (see details) SHGC: other (see details) Area Weighted Average Overhang Depth: Area Weighted Average SHGC: New (From Plans) 9. Wall Types Single-family a. Concrete Block - Int Insul, Exterior b. Frame - Wood, Adjacent 1 c. N/A 3 d. N/A 10. Ceiling Types No a. Under Attic (Vented) 2055 b. N/A c. N/A Area 161.88 ft2 11. Ducts a. Sup: Attic, Ret: Attic, AH: Main 120.00 ft2 12. Cooling systems 38.54 ft2 a. Central Unit 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. N/A R= c. N/A R= 13.19 ft2 13. Heating systems a. Electric Heat Pump 4.138 ft. 0.297 Area 14. Hot water systems 2055.00 ft2 a. Electric ft2 b. Conservation features 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 C e compliant features. ( i Builder Signature: ) Date: I Address of New Home: NZ City/FL Zip: S(,( Insulation Area R=4.1 1722.00 ft2 R=11.0 312.67 ft2 R= ft2 R= ft2 Insulation Area R=38.0 2240.00 ft2 R= ft2 R= ft2 R ft2 6 411 kBtu/hr Efficiency 42.0 SEER:15.00 kBtu/hr Efficiency 42.0 HSPF:8.50 Cap: 50 gallons EF: 0.95 Pstat Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 1/9/2016 9:46 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. 7 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. R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 L/s/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/m2), when tested according to NFRC 400 or 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. R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 L/s) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 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)Otll 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 L/min) 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 L/min) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm (85 L/min) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: 1. 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. 1/9/2016 9:36 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design air flow rate when tested in accordance with ASHRAE 193. 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. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight, moisture, equipment maintenance, and wind, and shall provide shielding from solar radiation that can cause degradation of the material. Adhesive tape shall not be permitted. R403.4.1 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'/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). Water heater efficiencies R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 60°C). R403.4.4.1.2 Shutdown. 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. 7 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. 7 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. R403.5.1 Whole -house mechanical ventilation system fan efficacy. Mechanical ventilation system fans shall meet the efficacy requirements of Table R403.5.1. Exception: Where mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be powered by an electronically commutated motor. 7 R403.5.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure or for mechanical ventilation shall meet the following criteria: 1. The design air change per hour minimums for residential buildings in ASHRAE 62, Ventilation for Acceptable Indoor Air Quality, shall be the maximum rates allowed for residential applications. 2• No ventilation or air-conditioned system make air shall be provided to conditioned space from attics, crawlspaces, attached closed garages or outdoor spaces adjacent to swimming pools or spas. 3• If ventilation air is drawn from enclosed spaces(s), then the walls of the space(s) from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum or R-19, space permitting, or R-10 otherwise. i R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 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. 1/9/2016 9:36 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. 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. R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. i 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. 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. 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. 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. 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. 1/9/2016 9:36 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 For: Taylor Morrison Design Conditions Outdoor design DB: 92.4°F Sensible gain: 33556 Btuh Entering coil DB: 78.VF Outdoor design WB: 76XF Latent gain: 5211 Btuh Entering coil WB: 64.0'F Indoor design DB: 75.0*F Total gain: 38768 Btuh Indoor RH: 50% Estimated airflow: 1400 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: 25HBC542A**30+FB4CNP048L Actual airflow: 1400 cfm Sensible capacity: 33974 Btuh 101% of load Latent capacity: 6378 Btuh 122% of load Total capacity: 40352 Btuh 104% of load SHR: 84% u 0 0 0 Design Conditions Outdoor design DB: 41.9°F Heat loss: 30489 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: 25HBC542A**30+FB4CNP048L Actual airflow: 1400 cfm Output capacity: '39257 Btuh 129% of load Capacity balance: 34 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1400 cfm Output capacity: 9.0 kW 101% of load Temp. rise: 0 °F The above equipment was selected in accordance with ACCA Manual S. 2016-Jan-09 09:32:51 wrightsoft° Right -Suite@ Universal2015 15.0.18 RSU08057 Page 1 ACCK ...oke50StantonGL\Lot2lThornebrooke50StantonGL.rup Calc=MJ8 Housefaoes: E wrightsoft° Component Constructions 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 For: Taylor Morrison Location: Orlando Intl AP, FL, US Elevation: 105 ft Latitude: 28°N Outdoor: Heating Dry bulb (°F) 42 Daily range (°F) - Wet bulb (°F) - Wind speed (mph) 15.0 Construction descriptions Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 6" thk Job: Lot2lThomebrooke50St... Date: 11/8/12 By: GCR Indoor: Heating Cooling Indoor temperature (°F) 70 75 Design TD (°F) 28 17 Relative humidity (%) 30 50 Cooling Moisture difference (gr/lb) 1.3 46.6 92 Infiltration: 17 ( M ) Method Simplified 76 Construction quality Average 7.5 Fireplaces 0 Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft' BtuhV--'F ft'-'FBtuh BtuW Btuh BtuWft' Btuh n 555 0.201 0 5.65 3137 4.29 2383 e 106 0.201 0 5.65 600 4.29 456 s 497 0.201 0 5.65 2808 4.29 2134 w 229 0.201 0 5.65 1291 4.29 981 all 1387 0.201 0 5.65 7836 4.29 5954 Partitions 1213-Osw: Frm wall, stucco ext, r-11 cav ins, 1/2" gypsum board int fnsh, 295 0.097 11.0 2.73 803 1.71 505 2'W" wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, dr outr, air gas, vnl frm mat, dr low-e innr, 1/4" gap, n 65 0.340 1/8" thk; NFRC rated (SHGC=0.29); 50% drapes, medium; 1 ft s 49 0.340 overhang (5.25 ft window ht, 1 ft sep.); 6.67 ft head ht W 49 0.340 all 162 0.340 10C-v: 2 glazing, dr outr, air gas, vnl frm mat, dr low-e innr, 1/4" gap, a 24 0.580 1/8" thk; NFRC rated (SHGC=0.32); 8.5 ft overhang (8 ft window ht, 3.17 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, dr outr, air gas, vnl frm mat, dr low-e innr, 1/4" gap, a 19 0.340 1/8" thk; NFRC rated (SHGC=0.26); 50% drapes, medium; 1 ft overhang (6.25 ft window ht, 3.17 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, dr outr, air gas, vnl frm mat, dr low-e innr, 1/4" gap, a 19 0.340 1/8" thk; NFRC rated (SHGC=0.26); 50% drapes, medium; 1 ft overhang (6.25 ft window ht, 4.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, dr outr, air gas, vnl frm mat, dr low-e innr, 1/4" gap, e 13 0.370 1/8" thk; NFRC rated (SHGC=0.28); 8.5 ft overhang (3.17 ft window ht, 0.42 ft sep.); 6.67 ft head ht 2A-2ovd: 2 glazing, dr outr, air gas, vnl frm mat, dr low-e innr, 1/4" gap, w 96 0.580 1/8" thk; NFRC rated (SHGC=0.32); 9 ft overhang (8 ft window ht, 0.33 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n 18 0.390 0 9.55 619 10.2 664 0 9.55 464 10.5 509 0 9.55 464 28.8 1396 0 9.55 1547 15.9 2569 0 16.3 391 20.4 490 0 9.55 184 26.4 509 0 9.55 184 26.4 509 0 10.4 137 12.3 162 0 16.3 1565 19.4 1861 0 11.0 195 11.9 211 2016-Jan-09 09:32:51 A + wrightsoft, Right -Suite@ Universal 2015 15.0.18 RSU08057 Page 1 MCA...oke50StantonGL\Lot2lThornebrooke50StantonGL.rup Calc=MJB Housefaces: E Ceilings 16B-38ad: Attic ceiling, asphalt shingles roof mat, r-38 ceil ins, 1/2" 2147 0.026 38.0 0.73 1569 1.40 gypsum board int fnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 185 0.989 0 27.8 5127 3012 2016-Jan-09 09:32:51 wrightsoft• Right -Suite® Universal 2015 15.0.18 RSU08057 Page 2 oke50SLantonGL\Lot2lThornebrooke5OStantonGL.rup Calc=MJ8 Housefaces: E Project Summary Job: Lot2lThomebrooke50St... Wrlghtsoft® Date: 11/8/12 Entire House By: GCR DEL -AIR HEATING &AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone:407-333-2665 Fax:407-333-3853 Web: W W W.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 10-26-15 JA LS 1/9/16 JA Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 °F Outside db 92 F Inside db 70 °F Inside db 75 F Design TD 28 °F Design TD 17 F Daily range M Relative humidity 50 Moisture difference 47 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 22877 Btuh Structure 21569 Btuh Ducts 7613 Btuh Ducts 11988 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 30489 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 33556 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 2711 Btuh Ducts 2500 Btuh Heating Cooling Central vent (0 cfm) 0 Btuh Area (ft2) 2055 2055 Equipment latent load 5211 Btuh Volume (ft3) 20325 20325 Air changes/hour 0.32 0.16 Equipment total load 38768 Btuh Equiv. AVF (cfm) 108 54 Req. total capacity at 0.75 SHR 3.7 ton Heating Equipment Summary Cooling Equipment Summary Make Carver Make Carrier Trade CARRIER AIR CONDITIONING Trade CARRIER AIR CONDITIONING Model 25HBC542A"30 Cond 25HBC542A""30 AHRI ref 6938151 Coil FB4CNP048L AH R I ref 6938151 Efficiency 8.5 HSPF Efficiency 12.5 EER, 15 SEER Heating input Sensible cooling 31500 Btuh Heating output 42000 Btuh @ 47°F Latent cooling 10500 Btuh Temperature rise 27 °F Total cooling 42000 Btuh Actual air flow 1400 cfm Actual air flow 1400 cfm Air flow factor 0.046 cfm/Btuh Air flow factor 0.042 cfm/Btuh Static pressure 0.40 in H2O Static pressure 0.40 in H2O Space thermostat Load sensible heat ratio 0.87 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2016-Jan-0909:32:51 WI'1 htsoft, g Right -Suite® Universa1201515.0.18 RSU08057 Pagel 4C(> ...oke50StantonGL\Lot2lThornebrooke5OStantonGL.rup Calc=MJ8 Housefaces: E wrightsoft• Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone:407-333-2665 Fax:407-333-3853 Web: WW W.DEL-AIR.COM Job: Lot2lThom ebrooke50Stant... Date: 11/8/12 By: GCR 1 Room name Entire House ms suite 2 Exposed wall 184.5 ft 39.5 ft 3 Room height 9.8 ft 9.3 ft heat/cool 4 Room dimensions 17.5 x 14.0 ft 5 Room area 2083.1 ft' 245.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ftl'F) Btuh/ft') or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vt/ 13A-2ocs 0.201 n 5.65 4.29 620 555 3137 2383 75 75 422 320 C, 2A-2ov 0.340 n 9.55 10.25 65 0 619 664 0 0 0 0 13A- 20cs 0.201 a 5.65 4.29 182 106 600 456 0 0 0 0 10C- v 0.580 a 16.30 20.40 24 12 391 490 0 0 0 0 11 2A-2ov 0.340 a 9.55 26.39 19 0 184 509 0 0 0 0 2A- 2ov 0.340 a 9.55 26.39 19 0 184 509 0 0 0 0 2A- 2ov 0.370 e 10.40 12.30 13 13 137 162 0 0 0 0 W 13A-2ocs 0.201 s 5.65 4.29 546 497 2808 2134 131 131 738 561 I 2A-2ov 0.340 s 9.55 10.49 49 41 464 509 0 0 0 0 13A- 2ocs 0.201 w 5.65 4.29 373 229 1291 981 163 115 648 492 2A- 2ov 0.340 w 9.55 28.75 49 0 464 1396 49 0 464 1396 2A- 2ovd 0.580 w 16.30 19.38 96 86 1565 1861 0 0 0 0 P 128-0sw 0.097 2.73 1.71 313 295 803 505 0 0 0 0 11DO 0.390 n 10.96 11.88 18 18 195 211 0 0 0 0 C 16B-38ad 0.026 0.73 1.40 2147 2147 1569 3012 245 245 179 344 F 22A-tpl 0.989 27.79 0.00 2082 185 5127 0 245 40 1098 0 6 c)AED excursion 1805 496 Envelope loss/gain 19539 17585 3548 3609 12 a) Infiltration 3338 1033 715 221 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 1 230 Appliances/ other 1800 0 Subtotal ( lines 6 to 13) 22877 21569 4263 4061 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 22877 21569 4263 4061 15 Duct loads 339% 56% 11 613 11988 33% 56%1 1419 2257 Total room load 30489 33556 5681 16317 Air required (cfm) 1400 1400 1 261 264 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wright50ft" Right -Suite@ Universal2015 15.018 RSU08057 2016- Jan-09 0 Page . e1 oke50StantonGL\ Lot2lThornebrooke5OStantonGL.rup Calc=MJ8 Housefaces: E 9 wrightsoft• Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone:407-333-2665 Fax:407-333-3853 Web: W W W.DEL-AIR.COM Job: Lot2lThomebrooke50Stant... Date: 11/8/12 By: GCR 1 Room name mstr wic ms bth 2 Exposed wall 0 ft 12.5 ft 3 Room height 9.3 ft heat/cool 9.3 ft heat/cool 4 Room dimensions 5.5 x 5.0 ft 1.0 x 172.5 ft 5 Room area 27.5 ft2 172.5 ft' Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft' °F) Btuh/ft') or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat TCool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 13A-2ocs 0.201 n 5.65 4.29 0 0 0 0 0 0 0 0 L-G 2A-2ov 0.340 n 9.55 10.25 0 0 0 0 0 0 0 0 13A-20cs 0.201 a 5.65 4.29 0 0 0 0 0 0 0 0 10C-v 0.580 a 16.30 20.40 0 0 0 0 0 0 0 0 11 2A-2ov 0.340 a 9.55 26.39 0 0 0 0 0 0 0 0 2A-2ov 0.340 a 9.55 26.39 0 0 0 0 0 0 0 0 2A-20v 0.370 e 10.40 12.30 0 0 0 0 0 0 0 0 Vr13A-2ocs 0.201 s 5.65 4.29 0 0 0 0 117 100 567 431 C 2A-2ov 0.340 s 9.55 10.49 0 0 0 0 16 14 155 170 N 13A-2ocs 0.201 w 5.65 4.29 0 0 0 0 0 0 0 0 I- 2A-2ov 0.340 w 9.55 28.75 0 0 0 0 0 0 0 0 G 2A-2ovd 0.580 w 16.30 19.38 0 0 0 0 0 0 0 0 P 12131-0sw 0.097 2.73 1.71 0 0 0 0 0 0 0 0 11DO 0.390 n 10.96 11.88 0 0 0 0 0 0 0 0 C 16B-38ad 0.026 0.73 1.40 28 28 20 39 173 173 126 242 F 22A-tpl 0.989 27.79 0.00 28 0 0 0 173 13 347 0 61 c)AED excursion 3 48 Envelope loss/gain 20 36 1195 795 12 a) Infiltration 0 0 226 70 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 20 36 1422 865 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 20 36 1422 865 15 Duct loads 33% 56% 7 20 33% 56% 4731 481 Total room load 27 56 1895 1346 Air required (cfm) 1 2 87 56 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wri ht501FY- 2016-Jan-0909:32:51 g Right -Suite@ Universal RSU08057 Page 2 oke50StantDnGL\Lot2lThomebrooke5OStantonGL.rup Calc=MJ8 Housefaces: E wrightsoftRight-J® Worksheet Entire House DEL - AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone:407-333-2665 Fax:407-333-3853 Web: W W W.DEL-AIR.COM Job: Lot21Thomebrooke50Stant... Date: 11/8/12 By: GCR 1 Room name we bdrm 2 2 Exposed wall 0 ft 10.5 ft 3 Room height 9.3 ft heat/cool 9.3 ft heat/cool 4 Room dimensions 3.5 x 12.5 ft 14.0 x 10.5 ft 5 Room area ft 43.8 ' 147.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (w) Load number Btuh/W°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 Vt/ 13A-2ocs 0.201 n 5.65 4.29 0 0 0 0 0 0 0 0 L-- G 2A-2ov 0.340 n 9.55 10.25 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 a 5.65 4.29 0 0 0 0 0 0 0 0 10C- v 0.580 a 16.30 20.40 0 0 0 0 0 0 0 0 11 2A-20v 0.340 a 9.55 26.39 0 0 0 0 0 0 0 0 2A- 2ov 0.340 a 9.55 26.39 0 0 0 0 0 0 0 0 2A- 20v 0.370 e 10.40 12.30 0 0 0 0 0 0 0 0 VL- G cs 13A-2o 0.201 s 5.65 4.29 0 0 0 0 98 82 462 351 2A- 2ov 0.340 s 9.55 10.49 0 0 0 0 16 14 155 170 13A- 2ocs 0.201 w 5.65 4.29 0 0 0 0 0 0 0 0 2A- 2ov 2A- 2ovd 0. 340 0. 580 w w 9. 55 16. 30 28. 75 19. 38 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PI L-- D 12B- Osw 0.097 2.73 1.71 0 0 0 0 0 0 0 0 11DO 0.390 n 10.96 11.88 0 0 0 0 0 0 0 0 C 16B-38ad 0.026 0.73 1.40 44 44 32 61 147 147 107 206 F 22A-tpl 0.989 27.79 0.00 44 0.. 0 0 147 11 292 0 6 c)AED excursion 41-38 Envelope loss/gain 32 57 1016 689 12 a) Infiltration 0 0 190 59 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) 32 57 1206 747 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 32 57 1206 747 15 Duct loads 33% 56% 11 32 33%1 561/. 401 4 Total room load 43 89 1607 111633 Air required (cfm) 2 4 74 Calculations aDDroved by ACCA to meet all reouirements of Manual J 8th Ed 4CC1" rooke5OStantonGL.rup Calc=MJ8 Housefaces: E W r ightsOft' Right -Suite@ Universal 2015 15.0.18 RSU08057 2016- Jan-09 0 Page 3 oke5OStantonGLlLot2lThorneb9 wrightsoft° Right-J® Worksheet Entire House DEL -AIR HEATING &AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone:407-333-2665 Fax:407-333-3853 Web: W W W,DEL-AIR.COM Job: Lot2lThomebrooke50Stant... Date: 1118/12 By: GCR 1 Room name bth 2 bdrm 3 2 Exposed wall 0 ft 10.5 ft 3 Room height 9.3 ft heat/cool 9.3 ft heat/cool 4 Room dimensions 5.5 x 8.0 ft 14.0 x 10.5 ft 5 Room area 44.0 ft' 147.0 ft' TY Construction U-value Or HTM Area (ft') Load Area (ft') Load number Btuh/ft?'F) Btuh/ft') or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat TCool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 VL13A-2ocs 0.201 6 5.65 4.29 0 0 0 0 0 0 0 0 G' 2A-2ov 0.340 n 9.55 10.25 0 0 0 0 0 0 0 0 13A-20cs 0.201 a 5.65 4.29 0 0 0 0 0 0 0 0 10C-v 0.580 a 16.30 20.40 0 0 0 0 0 0 0 0 11 2A-2ov 0.340 a 9.55 26.39 0 0 0 0 0 0 0 0 2A-2ov 0.340 a 9.55 26.39 0 0 0 0 0 0 0 0 2A-2ov 0.370 e 10.40 12.30 0 0 0 0 0 0 0 0 13A-2ocs 0.201 s 5.65 4.29 0 0 0 0 98 82 462 351 2A-2ov 0.340 s 9.55 10.49 0 0 0 0 16 14 155 170 W 13A-2ocs 0.201 w 5.65 4.29 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 w 9.55 28.75 0 0 0 0 0 0 0 0 2A-2ovd 0.580 w 16.30 19.38 0 0 0 0 0 0 0 0 PIL---D 12B-Osw 0.097 2.73 1.71 0 0 0 0 131 131 356 224 11DO 0.390 n 10.96 11.88 0 0 0 0 0 0 0 0 C 1613-38ad 0.026 0.73 1.40 44 44 32 62 147 147 107 206 F 22A-tpl 0.989 27.79 0.00 44 0 0 0 147 11 292 0 6 c)AED excursion 4 54 Envelope loss/gain 32 57 1372 896 12 a) Infiltration 0 0 190 59 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 10 Subtotal (lines 6 to 13) 32 57 1562 955 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 32 57 1562 955 15 Duct loads 33% 56% 11 32 33% 56% 520 531 Total room load 43 89 2081 1486 Air required (cfm) 1 2 4 96 62 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wri htsOft` 2016-Jan-0909:32:51 g Right -Suite® Universal 2015 15.0.18 RSU08057 Page 4 oke50StantonGL\Lot2lThornebrooke5OStantonGL.rup Calc=MJ8 Housefaces:E 4 wrightsoft' Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone:407-333-2665 Fax:407-333-3853 Web: W W W.DEL-AIR.COM Job: Lot21Thom ebrooke50Stant... Date: 11/8/12 By: GCR 1 Room name laundry family 2 Exposed wall 0 ft 36.5 ft 3 Room height 9.3 ft heat/cool 10.5 ft heat/cool 4 Room dimensions 6.6 x 6.6 ft 1.0 x 299.0 ft 5 Room area 43.3 ft2 299.0 ft2 Ty Construction LI-value Or HTM Area (ft2) Load Area (w) Load number Btuh/ft' °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/PIS Heat Cool 6 V 13A-2ocs 0.201 n 5.65 4.29 0 0 0 0 131 131 738 561 L- C 2A-2ov 0.340 n 9.55 10.25 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 e 5.65 4.29 0 0 0 0 0 0 0 0 10C- v 0.580 a 16.30 20.40 0 0 0 0 0 0 0 0 11 2A-2ov 0.340 a 9.55 26.39 0 0 0 0 0 0 0 0 2A- 2ov 0.340 a 9.55 26.39 0 0 0 0 0 0 0 0 2A- 2ov 0.370 a 10.40 12.30 0 0 0 0 0 0 0 0 v/ 13A-2ocs 0.201 s 5.65 4.29 0 0 0 0 0 0 0 0 t G 2A-2ov 0.340 s 9.55 10.49 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 w 5.65 4.29 0 0 0 0 210 114 643 489 2A- 2ov 0.340 w 9.55 28.75 0 0 0 0 0 0 0 0 2A- 2ovd 0.580 w 16.30 19.38 0 0 0 0 96 86 1565 1861 P 126-Osw 0.097 2.73 1.71 61 43 117 73 0 0 0 0 11DO 0.390 n 10.96 11.88 18 18 195 211 0 0 0 0 C 1613-38ad 0.026 0.73 1.40 42 42 31 59 325 325 237 456 F 22A-tpl 0.989 27.79 0.00 42 0 0 0 299 37 1014 0 6 c)AED excursion 68 1781 Envelope loss/gain 343 276 4198 5147 12 a) Infiltration 0 0 660 204 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 3 690 Appliances/ other 600 0 Subtotal ( lines 6 to 13) 343 876 4858 6041 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 343 876 4858 6041 15 Duct loads 1 33% 560/6 114 487 33% 56% 1617 3358 Total room load 1 457 1362 6475 9399 Air required (cfm) 1 21 57 297 392 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2016- Jan-09 09:32:51 wrightsoft' Right -Suite® Universal 2015 15.0.18 RSU08057 Page 5 oke50StantonGL\ Lot2lThornebrooke5OStantonGL.rup CaIc=MJ8 Housefaces: E 9 wrightsoft- Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone:407-333-2665 Fax:407-333-3853 Web: W W W.DEL-AIR.COM Job: Lot2lThom ebrooke50Stant... Date: 11/8/12 By: GCR 1 Room name kitchenI brkfst 2 Exposed wall 11.5 ft 9.0 ft 3 Room height 10.5 ft heat/cool 10.5 ft heat/cool 4 Room dimensions 20.5 x 11.5 ft 1.0 x 218.8 ft 5 Room area 235.8 ft2 218.8 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 Grass N/P/S Heat Cool 6 yJ 13A-2ocs 0.201 n 5.65 4.29 107 107 604 459 84 52 291 221 I- G 2A-2ov 0.340 n 9.55 10.25 0 0 0 0 32 0 309 332 13A- 20cs 0.201 a 5.65 4.29 0 0 0 0 0 0 0 0 10C- v 0.580 a 16.30 20.40 0 0 0 0 0 0 0 0 11 2A-2ov 0.340 a 9.55 26.39 0 0 0 0 0 0 0 0 2A- 2ov 0.340 a 9.55 26.39 0 0 0 0 0 0 0 0 2A- 2ov 0.370 e 10.40 12.30 0 0 0 0 0 0 0 0 V// 13A-2ocs 0.201 s 5.65 4.29 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 s 9.55 10.49 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 w 5.65 4.29 0 0 0 0 0 0 0 0 2A- 2ov 0.340 w 9.55 28.75 0 0 0 0 0 0 0 0 2A- 2ovd 0.580 w 16.30 19.38 0 0 0 0 0 0 0 0 P 1213-0sw 0.097 2.73 1.71 0 0 0 0 0 0 0 0 11DO 0.390 n 10.96 11.88 0 0 0 0 0 0 0 0 C 1613-38ad 0.026 0.73 1.40 256 256 187 359 238 238 174 333 F 22A-tpl 0.989 27.79 0.00 236 12 320 0 219 9 250 0 6 c)AED excursion 150 68 Envelope loss/gain 1111 668 1025 819 12 a) Infiltration 207 64 163 50 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 11200 10 Subtotal ( lines 6 to 13) 1318 1932 1187 869 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1318 1932 1187 869 15 Duct loads 33% 56% 439 1074 33% 56% 395 483 Total room load 1757 3006 1 1583 1353 Air required (cfm) 81 125 73 56 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. W tightSOft' Fight -Suite® Universal 2015 15018 RSU08057 2016- Jan-09 0 Pag e 6 oke50StantDnGL\ Lot2lThornebrooke5OStantonGL.rup Calc=MJ8 Housefaces: E 9 wrightsoft• Right-J® Worksheet 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: Lot2lThomebrooke50Stant... Date: 11/8/12 By: GCR 1 Room name dining den 2 Exposed wall 17.5 ft 32.0 ft 3 Room height 9.3 ft heat1cool 9.3 ft heat/cool 4 Room dimensions 1.0 x 263.3 ft 13.5 x 12.5 ft 5 Room area 263.3 ft' 168.8 ft' Ty Construction U-value Or HTM Area (fe) Load Area (ft') Load number Btuh/ft' °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 VL13A-2ocs 0.201 n 5.65 4.29 107 75 423 322 117 117 659 500 G 2A-2ov 0.340 n 9.55 10.25 32 0 309 332 0 0 0 0 13A-2ocs 0.201 a 5.65 4.29 56 19 106 81 126 87 494 375 10C-v 0.580 a 16.30 20.40 24 12 391 490 0 0 0 0 11 2A-20v 0.340 a 9.55 26.39 0 0 0 0 19 0 184 509 2A-2ov 0.340 a 9.55 26.39 0 0 0 0 19 0 184 509 2A-2ov 0.370 e 10.40 12.30 13 13 137 162 0 0 0 0 W 13A-2ocs 0.201 s 5.65 4.29 0 0 0 0 56 56 316 240 I- -G 2A-2ov 0.340 s 9.55 10.49 0 0 0 0 0 0 0- 0 13A-2ocs 0.201 w 5.65 4.29 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.55 28.75 0 0 0 0 0 0 0 0 2A-2ovd 0.580 w 16.30 19.38 0 0 0 0 0 0 0 0 P 12B-0sw 0.097 2.73 1.71 121 121 331 208 0 0 0 0 11DO 0.390 n 10.96 11.88 0 0 0 0 0 0 0 0 C 16B-38ad 0.026 0.73 1.40 263 263 192 369 169 169 123 237 F 22A-tpl 0.989 27.79 0.00 263 18 486 0 169 32 889 0 6 c)AED excursion 165 150 Envelope loss/gain 2376 1797 2849 2520 12 a) Infiltration 317 98 579 179 b) Room ventilation 1 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 2693 2125 3428 2699 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2693 2125 3428 2699 15 Duct loads 33% 56% 896 1181 33 61 561% 1141 1500 Total room load I 35891 3307 4569 4200 Air required (cfm) 165 138 210 175 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsof * Right -Suite@ Universal 2015 15.0.18 RSU08057 2016-Jan-09 0 Page 7 ACCA...oke50StantonGL\Lot2lThornebrooke5OStantonGL.rup Caic=MJ8 Housefaces: E 9 wrightsoft• Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone:407-333-2665 Fax:407-333-3853 Web: W W W.DEL-AIR.COM Job: Lot2lThomebrooke50Stant... Date: 11/8/12 By: GCR 1 Room name mstr wic ext 2 Exposed wall 5.0 ft 3 Room height 9.3 ft heat/cool 4 Room dimensions 5.5 x 5.0 ft 5 Room area 27.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area Load number Btuh/ft' °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13A-2ocs 0.201 n 5.65 4.29 0 0 0 0 L-G 2A-2ov 0.340 n 9.55 10.25 0 0 0 0 13A-2ocs 0.201 a 5.65 4.29 0 0 0 0 10C-v 0.580 a 16.30 20.40 0 0 0 0 11 2A-2ov 0.340 a 9.55 26.39 0 0 0 0 2A-2ov 0.340 a 9.55 26.39 0 0 0 0 2A-2ov 0.370 e 10.40 12.30 0 0 0 0 W, 13A-2ocs 0.201 s 5.65 4.29 47 47 263 200 G 2A-2ov 0.340 s 9.55 10.49 0 0 0 0 W 13A-2ocs 0.201 w 5.65 4.29 0 0 0 0 2A-2ov 0.340 w 9.55 28.75 0 0 0 0 I! GC 2A-2ovd 0.580 w 16.30 19.38 0 0 0 0 P 1213-0sw 0.097 2.73 1.71 0 0 0 0 11DO 0.390 n 10.96 11.88 0 0 0 0 C 168-38ad 0.026 0.73 1.40 28 28 20 39 F 22A-tpl 0.989 27.79 0.00 28 5 139 0 61 c)AED excursion 19 Envelope loss/gain 423 220 12 a) Infiltration 90 28 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 513 248 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 513 248 15 Duct loads 33% 56% 171 138 Total room load 684 385 Air required (cfm) 31 16 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' Right -Suite@ Universal 2015 15.0.18 RSU08057 2016-Jan-09 09P:age 8 A...oke50StantonGL\Lot2lThomebrooke5OStantonGL.rup Calc=MJ8 Housefaces: E 9 For: Taylor Morrison External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.40 in H2O 0.06 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.228 i n/ 100ft 1400 cfm Cooling 0.40 in H2O 0.06 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.228 i n/ 100ft 1400 cfm 149 ft Supply B'ran.ch .Detail 1'abae Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bdrm2 h 1607 74 49 0.312 6.0 Ox0 VIFx 24.0 85.0 st1 bdrm3 h 2081 96 62 0.293 6.0 Ox0 VIFx 31.2 85.0 SO brkfst h 1583 73 56 0.307 6.0 Ox 0 VIFx 25.9 85.0 st1 bth2 C 89 2 4 0.339 4.0 Ox0 VIFx 15.3 85.0 st1 den h 4569 210 175 0.228 8.0 Ox0 VIFx 49.1 100.0 st2 dining h 3589 165 138 0.236 7.0 Ox0 VIFx 44.1 100.0 st2 family c 4699 149 196 0.319 8.0 Ox0 VIFx 21.7 85.0 SO family -A C 4699 149 196 0.302 8.0 Ox0 VIFx 27.6 85.0 st1 kitchen c 3006 81 125 0.316 6.0 Ox 0 VIFx 22.7 85.0 st1 laundry c 1362 21 57 0.303 4.0 Ox 0 VIFx 27.1 85.0 st1 msbth h 1895 87 56 0.318 6.0 Ox0 VIFx 22.0 85.0 st1 mssuite C 6317 261 264 0.291 9.0 Ox0 VIFx 31.8 85.0 st1 mstrwic C 56 1 2 0.316 4.0 Ox0 VIFx 22.6 85.0 st1 mslr wic ext h ' 684 31 16 0.297 4.0 Ox 0 VI Fx 29.7 85.0 St 1 C 89 2 4 0.335 4.0 Ox0 VIFx 16.4 85.0 SO Supply'irurkDetail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk st1 Peak AVF 1400 1400 0.228 642 20.0 0 x 0 VinlFlx st2 Peak AVF 375 313 0.228 687 10.0 0 x 0 VinlFlx SO 2016-Jan-09 09:32:53 wrightsofte F2 ght-Suite® Universal 2015 15.0.18 RSU08057 Page 1 ACCA...oke50StantonGL\Lot2lThornebrooke5OStantonGL.rup Calc=MJ8 Housefaces: E Name Grill Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb1 Ox 0 1400 1400 0 0 0 0 Ox 0 VIFx 2016-Jan-09 09:32:53 wrightsoft, Right -Suite@ Universal 2015 15.0.18 RSU08057 Page 2 ACM...oke50StantonGL\Lot2lThomebrooke5OStantonGL.rup Calc=W8 Housefaces: E FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot21Thornebrooke50StantonGL Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Design Location: FL, Orlando Jurisdiction: Envelope Leakage Test Results Leakage Characteristics Regression Data: C: n: R: CFM(50): Single or Multi Point Test Data HOUSE PRESSURE FLOW: ELA: EgLA: 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: Xc" 7- 03 t+V 6fir"` 'S 1/9/2016 9:36 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot21Thornebrooke50StantonGL Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Design Location: FL, Orlando Jurisdiction: Duct Test Time: Post Construction Duct Leakage Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 Duct System Divide by Leakage Total Conditioned Floor Area) Qn,Out) I hereby certify that the above duct testing performance results demonstrate compliance with the Florida Energy Code requirements in accordance with Section R403.2.2. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. BUILDING OFFICIAL: DATE: 1/9/2016 9:36 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant So 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, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than 'default leakage" then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge® - USRFSB v4.0 1/9/2016 9:36:24 AM Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot2lThornebrooke50StantonGL Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Owner: Jurisdiction: Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/doorjambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside of and cantilevered floors) subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 1/9/2016 9:36 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 42X42 A/C SLAB BY BLDR MIN ppp 2' FROM WALL raF ILLxx R 1. CJ Ld a uli amc LANAI m11u iB14 lKl r-•' rtr. xi. pb N MASTER SUITE Icll P I o o Y 'nMY7 14.14 ra 73 `) ws0 o.xrt.rml F___ 14 x8Fl-d m 2' FAMILY ROOM 9' Q n- 11 I Ira ir•• I g 4 Ircd {uN l95 ILR 195 Wr 3 4' { 14x8 Ircd 1 14x8 Ircd 3' bath duct 6 4 20 ' a• to roof cap BATH 4 1rx4 B' w/fan19 - r4 Nutone 696RNB 15056Iwc{ r Q00ode o O to m U Q16' 8 Ircd 18.18 1 ,= KITCHEN ZO lrcd' 10x6 _ N ti 4' r;Mb IIEDKt eL 9m W w 50 5-------- 4 2 aJ Q1 6, a ' w4- Q r{ Q I0x10 rag d{ BRKFST. LILrew -,g ac a-r O ti 1Ox10 rag 12x12 4 tox6lrc d-.— u g 55 a p£ g BEDROOM 3 6 C um_/LJ , 0 6 Ircd I c qq il' al'ux SE 1 LL ArO 12 j 7' DTNTNf; If'- a'x I'-!• Qf F I({ r-•'Mrm 5 4' dryer duct I 12x6 Ircd Mq Z ko roof can 140 w+ t 0 r/dryer ve bax I 1 10, H Ln 12x14 r CD W Q o Y i d 14x8 lrcd 3gg5 t1t33on /Skr E240v 1ph f DEN 175 0 (- J 0 0 plutfoBn % y riiur GARAGE Z scor ENTRY Q Q .--I Iq 0 I— (U Z j xFP4ri W01 a4101M J Z 4 S;i Q 4' r QF— O= U R - -- - F— v) J I— L7 Z S w°ia x{ a4LL u•¢ua Rating UARA 2055 S.F. o r NOTE TO BUILDER -MUST PROVIDE UNRESTRICTED GARAGE 1B0 S.F. n m UNDERCUT DOORS TO HABITABLE ROOMS LANAI 147 S.F. 1INCHUNDERCUTBELOWW ' ' >_ Z Transfer ducts/grills sized In Pd-- ENTRY 47 S.F. rlth Florida Residential Bullding Code-M1602.4 TOTAL 50. FT. 2738 S.F. Q Z Q J3 balanced return air. EXCEPTIONS 1-3 Q I— ED J O O Q Q d' Must have a Mlninun clearance f 4 Inches around the air handler per the State Energy code. All duct has an r=6 Insulatlon value, co 0- J In 0 0 RECORD COPY 42X42 A/C SLAB BY BLDR MIN PAD 2' FROM WALL TOR 9 MASTER SUITE iw-r.1t- °• 14x14 9'-, RUT 14x8 Iwcd 9'IF 9;5 6 3" bath duct to roof cap i BATH w/fan M Iwc Nutone 696RNB5 8 I 6' B H r o•.,of-- 4' 9 -• RUIbxat Iwcd 50 tillra« 10x10 rag d A _ 1040 rag 1242 rag pq I 6' BEDROOM 3 9'-4 MT aA 10x6 Iwcd 451 c 60 K 9x srwo a n C NUAXsms 4' dryer duct to roof cap SSEBHPE w/dryer vent box 901 m 3g.5 1t3on w/5kw e240v 1ph platFoprlr oy bldr GARAGE 49 v -2x-9• scale l/8'=t'0 9'- 0' PLr. 11r. LK Q'" OOaA A 1P81 POM a Lm _ LANAI AT 9-CAff 2x-arle•-ar r-e PLT. HT. n-9n-9 uv. Rla auel I -------- I I I 1 1 FAMILY ROOM 119'-0•al S-4r VAUTED Cm I It-tl'I t9tt7 Q1 PER14x8Iwcd114x8Iwcd II I 1 8' 16' 6' Ix18 1 KITCHEN 125vu+hn as t I0x6 Iwcd I 6' BRKFST. cam z W-w•m•-9• aTWas. IOx6 Iwcd —•- 55 ALr-- I I 12' 1I 1 7' nTNTNG 1 T-o•e,•-e• t r-+ 9'-V RUT CLa laa Iwcd1406 i I 10• 12x1 r I t 14x8 Iwcd DEN 175 14 wL'- V-4' 9-4' FLAT ENTRY tox NOTE TO BUILDER1MUST PROVIDE UNRESTRICTED 1-5WLx la AT rd UMNG GARAGE m 2055 S.F. 460 S.P. v(,ee'QILIDI SANFORD z I-1 ci Ln Ln Lw 16-514Qoy- Cd 0 0 z I__L 0 y ' A Fri OJ z cv z Q 4— 1>\ El CO Q/ Qf— O=\U Rating z 3 _ am 7 u 1 R W ` . t N TAILOR MORRISON TH+ORNRROOKE S.F. * LOT 21 HOUSE TYPE: STANTON D r 72 RECORD COPY tLL E EfEet¢Iead E EVLEA,9t2c. 2153 Premier Row Orlando, FL 32809 407-812-1822 Fax 407-812-7171 LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP NEC CODE #D2 ©) aBUILDER- TAYLOR MORRISON HOUSE PLAN STANTON 65 4 2055SQFTGENERALLIGHTINGX3VAPERSQFT61 , VA 2 20'AMP APPLIANCE CIRCUIT AT 1500 VA EA 3000 VA' 1 LAUNDRY CIRCUIT AT 1500 VA 1 RANGE AT NAME PLATE RATING OR COOKTOP AND OVEN 12000 VA 1 WATER HEATER 4500 VA 1 DISHWASHER 1200 VA 1 CLOTHES DRYER 5000 VA 1, DISPOSAL (1'/3 HP) 246 VA VA VA SUBTOTAL OF GENERAL LOAD 33611 VA FIRST 10 KVA OF GENERAL LOAD AT 100% 10000 VA REMAINDER OF GENERAL LOAD, AT 40% 23611 VA x; . 4 9444 VA TOTAL NET GENERAL LOAD 19444 VA 3. 5 TON HEAT PUMP #1 27.6 AMP X'240 VA = 6624 VA TON HEAT PUMP #2 AMP X 240 VA = OVA 8 KW ELECTRIC HEAT AT 65% 5200 VA KW ELECTRIC HEAT AT 65% 0-'VA NET GENERAL LOAD 19444 VA NET TOTAL HEAT 11824 VA TOTAL LOAD 3 268`VA CALCULATED LOAD FOR SERVICE 31268 VA 1240 V= 130.29 AMP O AM-P SaRVIM DLSCRIPTION'AS F'URNISIIE'D: Lot 21;: THORNf3RQOKE PHASE l; as recorded in Plat Book 79, Pages. ,3 thru 7, Public Records of "Seminole .County; Florida: PLOT. PLAN F'OR/CEfRTY,IED TO: Taylor Morrison of Florida, Inc. RECORD COPY TRACT H FUTURE DEVELOPMENT) S 89038'32»; W' 50.00' 71. 24.80' COT 21 24.80',: 6.005' -" - 3,x3i5' AC 5 00'. -- 22. 0' - 5. 00' LANAI ` Ri 22. 0' 5. 00 RECESS FOR . POQKET SLIDER PROPOSED RESIDENCE . LOT" 22 ' i j MODEL: STANTON-DISCOVERY. LOT 20 FENCH COUNTRY 022. CAR= GARAGE LEFT O p j / ENTRY AP R-Q, L ,'";") 6.0' 13. 3' 6. 7' 5.00 20. 7 Ep L'EPT. 5.00' --. 16 WALK 1V` 71• O ' 4. G: je DRIVE 25" 2C 25 20 - 10 UTIL, ESMT.' 93. 52' " O. ( PC) CONC. WALK Q. B. d „ ON LOT ARIA (ALCULANONS: ... S893832 : W 1_OT _ 6;000 :.rT, 50. 0.0 LIVING 0,,,i (.:F..I CURB :. GARAGE = 460 FT. LANAI- : - 175 v:FT. BRuZEWAY - NIA : 50.I T. PZ,oT .PLAN ONLY* - TREASURE' LANE a sORIVehnr .... saa NOT: A SURVEY) (50' '' RIW) TRACT I A/c Pao- - 12 r r,. WALKWAY _ 37 I; UTILITY & ACCESS R/W IMPERVIOUS 5 ) FT. 31y0Sn0,;5101;0_8I0 r F0(rLOT=ARrAAPI...........__ R/ W - 550 !301.1: AI' KOi l I 1"0 PROPOSED = FINISHED SPOT GRADE ELEVATION *PLAT 1'L 1N ONLY* SIlJEWAf..1< 250 V FT, BUILDINGSETBACKS: i PER DRAINAGE PUNS OD ( i r. FRONT 25' (NO'1 9 S URVI 'Y) - FC)1A1 AREAS v\= PRO POSED ,DRAINAGE FLOW REAR '.= 15' PROPOSED INFORMATION SHOWN AREA LOT GRADING TYPE A SIDE 5.0' BASED UN SUPPLIED PLAN I)RIVFWAY- PROPOSED F.F. PER PLANS'- 23.8`: SIDE CORNER 10' ANl)/t:1K INSTNUrI10N5 PER SIDFt4A1_K h7 ` (F". GLIENI'( NO'T' F1ELD,VI_I7IFILU). .`SOD 3000 30.FT. CRUS. YVHWTEER—;SYCOTT c ASSOC., INC. - L191V1 S UR VI'.Y R,.S' LEGEND"-- - LEGEND - P . PLAT P.D.L. • POINT ON LINE 5400 E. COLONIAL DR.: ": ORLANDO, FL. 32807 . (407)-277-3232 FAX .(407)-658-1436 F = FIELD - .. TYP. ."TYPICAL ": IP. ' e IRON ROD - PR.C. " POINT OF REVERSE CURVATURE IRON ROD - - RAD. • POINT OF"COHPOUND CURVATURE NOTES: ... - - .. 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE MINIMUMTECHNICALSTANDARDS SET FORTH BY C C. µ n: CONCRETE'MONUNENT RADA . ".= RADIAL .' THEFLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER'5J-17. OF THE FLORIDA. ADMINISTRATIVE, CODE. SET IR."..: 1/2, IR.-w/BLB 4596 - N.R. .• NON -RADIAL kEC. -: : RECOVERED - 2. UNLESS.£ MBOSSEU WITH SURVEYOR'S SFAL,'THIS SURVEY IS NOT VALID AND IS PRESENTED-- FOR.INFORMATIONAL PURPOSES ONLY. EDINT CA CALCULWITNESATEDP.O.B. - • POINT" 111FOF BEGINNING " PJ?.M.: •. CALCULATED PA. C. • PO F COMMENCEMENT. PITH.'. • PERMANENT"REFERENCE MONUN[NT J. THIS SURVEY WAS. PREPARED FROM TITLE INFORMATION: FURNISHED TO, THE :SURVEYOR. THERE MY BE OTHER RESTRICTIONS OR EASEMENTS THAT AFFECT THIS, PROPERTY. A CENTERLINE: FF." "s"FINISHED FLOOR .ELEVATION CENTER NLD :• NAIL t DISK DS.L. BUILDING SETBACK LINE,,._ 4.. NO UNDERGROUND IMPROVEMENIS: HAVE BEEN LOCATED UNLESS "OTHERWISE -SHOWN." - " 5. THIS. SURVEY IS.'PREPARED FOR. THE SOLE 18ENEFIT OF THOSE CERTIFIED. TO AN.D.SHOULD NOTBERELIED -UPON BY ANY DINER: ENTITY. RIGHT -Or -WAY. DH. :•;H[NCHMARKBEAR . __ ., Rw -. EASEMENT EASEMENT : . B. B. •.:BASE BEARING 6.- DIMENSIONS,SHOWN FOR THE LOCATION OF IMPROVEMENTS. HEREON: SHOULD NOT -BE --USED TO RECONSTRUCTS BOUNDARY LINES. " - DES RAI DRAIN, DRAINAGE .' - 7. BEARINGS, ::ARE BASEO "ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) -: UTIL. J. UTILITY : - CL.F- WD, F •CHAINLINKFENCE G. CLEVATIONS. IF SHOWN. ARE BASED. ON NATIONAL GEODETIC VERTICAL "0.47UM OF 1929, UNLESS OTHERWISE '"NOTED. 9.. CERTIFICATEOFAUTHORIZATION. Nd 4596.C/D WOOD FEN. C CONCRETE CC P.C. POINT OF CURVATURE SCALE 1 1" a 20`-'{ -.DRAWN By. P•T. •: POINT OF7ANGENCY 1rcsC. P DESCRIPTION" ": DATE "-- CERTIFIED,'VY: ORDER". No. 4 .. 'e RADIUS ARC LENGTH-'" PLOT.PLAN01-08-16: 155-iG' D. ?.:DELTA C CHORD- _ C.A. •' CHORD BEARING". NORTH W - DOES. THIS BUILDING/ PROPERTY NOT : LIE WITHIN, V - -- - T'HE.ESTABLISHED "100 YEAR: FLOOD PLANE AS ;PER FIRM"- 7QQA1 X GRUSEN 'IER;S.:4%14 ZONE "X" MAP d 121'17C 0065 F. JiWfL? W::SQOIT R,L.S Ij 4801' r ildem FirstSource RECORD COPY 1602 Industrial Park Dr. Plant City, FL 33566 Project Information: Builder: Taylor Morrison Model: Stanton Builders FirstSource Job #: Lot: 21 Subdivision: Thombrooke County: Seminole Building Code: FBC2014/TP12007 Computer Program Used: Truss Design Information: Gravity Loads Wind Roof: 40 psf Total Wind Standard: ASCE 7-10 Floor: 55 psf Total Wind Speed: 139 mph Mean Roof Ht: 25 ft Note: Refer to individual truss design drawings for special loading conditions, design criteria, truss geometry, lumber, and plate information. Design Professional Information: Design Professional Of Record: Delegated Truss Engineer: Robert W. Wall Exposure: B License # License # : 46021 This truss specification package consists of this index sheet and 35 truss design drawings. This signed and sealed index sheet indicates acceptance of my professional engineering responsibility solely for listed truss design drawings. The suitability and use of each truss component for any particular building is the responsibility of the building designer per TPI. 1LDINC SANFORD T TrussERRO Drawing Seal Date Truss Truss Label Drawing Seal Date Truss Truss Label Drawing Seal Date 1 001 12/24/2015 31 VO4 031 12/24/2015 2 002 12/24/2015 32 V05 032 12/24/2015300312/24/2015 33 V06 033 12/24/2015 4 004 12/24/2015 34 V07 034 12/24/2015 5 005 12/24/2015 35 V08 035 12/24/2015 6 R02 006 12/24/2015 7 R03 007 12/24/2 115 8 R04 008 12/24/2015 9 R05 009 12/24/2015 10 R06 010 12/24/2015 11 R07 011 12/24/2015 12 R08 012 12/24/2015 13 R09 013 12/24/2015 14 R10 014 12/24/2015 15 R11 015 12/24/2015 16 R12 016 12/24/2015 17 R13 017 12/24/2015 2002 18 R14 018 12/24/2016 19 R15 019 12/24/2015 20 R16 020 12/24/2015 21 R17 021 12/24/2015 22 R18 022 12/24/2015 23 R19 023 12/24/2015 24 R47 024 12/24/2015 25 R48 025 12/24/2015 26 R49 026 12/24/2015 27 R50 027 12/24/2015 28 Vol 028 12/24/2015 29 V02 029 12/24/2015 30 V03 030 12/24/2015 Page 1 of 1 Builders FirstSource, Inc. Fio Truss I russ lype ycyPly H349439 3 TB0021 HR01 Diagonal Hip Girder 2 1J0 ceb to Builders RrstSource, Tampa, Plant City, Florida 33566 i.ti10 s Jan 29 201 b Mi I eK Inaustnes, inc. i nu uec z4 u6:ua:u2 2U1 b rage t I D:AtONcKBemj Vg7aDOLXIDHBySD6M-pfTg9cMtZkHTvdv2W HTMB2rH2BAhQoa2bdcl?Ny5gJB 1-5-0 6-2-11 9-9-5 5-0 6-2-11 i 3-6-9 d0 2x4 11 Scale = 1:21.7 3x6 = 6x8 = 9-9-5 9-9-5 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.17 5-8 >697 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.51 5-8 >228 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.19 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 43 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=427/0-10-15 (min. 0-1-8), 5=599/Mechanical Max Horz 2=217(LC 4) Max Uplift2=-111(LC 4), 5=-253(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1080/145 BOT CHORD 2-5=-293/1204 WEBS 3-5=-530/351 NOTES- (8-11) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; 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 111 lb uplift at joint 2 and 253 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) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply.t 10) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R j1 * NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with other I loads. .' Q ,• ti F f , 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design.* shown. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 * o SPATE OF .' Uniform Loads (plf) Vert:1-2=-60 CS, Continued Continued on page 2 , r rty+© ALF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/28/2015 iJob -Toss Tuss yTpePY H3494393 TB0021 HR01 Diagonal Hip Girder 2 1 001 Job Reference (optional) _ tsuaers r-irstsource, i ampa, rant airy, rioriaa ejDou I D:AtONcK8emjVg7aDOLXIDHBySD6M-pfTg9cMtZkHTvdv2W HTM62rH2BAh6oa2bdcl?NySgJB LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert: 2=0(F=30, B=30)-to-4=-147(F=-43, 13=43), 6=0(F=10, B=10)-to-5=-49(F=-14, 8=-14) Q yiGENSFqC<, tt : - STATE OF a • rcpR;p1;.•. f irSIONAI Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/28/2015 Jo cuss Tru ype Oty Pr TB0021 J01 Jack -Open Truss 4 1 002Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 T610 s Jan 29 2015 Welk Industries, Inc. Thu Dec 24 08:08:02 2015 Page 1 ID:AtONcK8emjVg7aDOLXIDHBySD6M-pfTg9cMtZkHTvdv2WHTMB2rPABNZQgU2bdcl?Ny5gJB 1-0-0 0-10-15 1-0-0 0-10-15 2x4 = Scale = 1:6.7 i 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 0.07 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix-M) Weight: 5 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No-2 TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=123/0-8-0 (min. 0-1-8), 4=1/Mechanical, 3=9/Mechanical Max Horz 2=39(LC 12) Max Uplift2=-48(LC 12), 3=-6(LC 12) Max Grav2=123(LC 1), 4=10(LC 3), 3=9(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7-10) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25h; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 48 lb uplift at joint 2 and 6 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSIfTPI 1. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 9) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R or NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with other live loads. 10 NOTE: The seal on this drawingindicates acceptance of professional engineering responsibility sole) for the truss component design 160SWIfa" P p 9 9 P Y Y P 9 t0 rrr shown. p RT W /y1A* r LOADCASE(S) Standard ,•'1 CE SF'• ". STATE OF r' 4ao- •:;LflRiDA •'4k.' rr`' sss7 MAL Robert W. Wall, PE 46021, 24710 State Road 54 Lutz, Fl 33559 12/28/2015 Job TB0021 s FJ.2 Fuss Type Qty Jack -Open Truss 4 P 1 0031Job Reference optional Builders FrstSource, Tampa, Plant City, Honda 33566 bl u s Jan Zy eui b mi i ex mousiries, mc. i nu Dec c uo.0 uo <- raye i ID:AtONcK8emiVg7aDOLXIDHBySD6M-Hr13MyNWK1 PKWnUF3_bjFNZGbis9GkCpHMsYpy5gJA 1-0-0 2-10-15 1-0-0 2-10-15 2x4 = Scale = 1:11-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 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/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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=54/Mechanical, 2=202/0-8-0 (min. 0-1-8), 4=25/Mechanical Max Horz 2=82(LC 12) Max Uplift3=-52(LC 12), 2=-62(LC 12) Max Grav3=54(LC 1), 2=202(LC 1), 4=50(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7-10) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 3 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) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/fPI 1. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 9) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R or NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with other live loads. 10 NOTE: The seal on this drawingindicates acceptance of professional engineering responsibility sole) for the truss component design SS440 44 shown. P P 9 9 P Y Y P ;', Q ti,RT W '** LOADCASE(S) Standard .` ; CENSF •Cf ' i r s STATE OF S81ONAL o&. Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/28/2015 o russ russT—Type Qty iPly C H3444010 Tt30021 J03 Jack -Open TrussJa 4 1 004 Job Reference optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Dec 24 08:08:03 2015 Page 1 ID:AtONcK8emjVg7aDOLXIDHBySD6M-Hrl3MyNWK1PKWnUF3 bjFNVtbg39GkCpHMsYpy5gJA 1-0-0 4-10-15 H c 0 2x4 = Scale = 1 :16.5 4-10-15 4-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.02 2-4 >999 240 MT20 244/190 TCDL 10.0 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 FBC2014/TP12007 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=124/Mechanical, 2=272/0-8-0 (min. 0-1-8), 4=45/Mechanical Max Horz 2=126(LC 12) Max Uplift3=-104(LC 12), 2=-70(LC 12) Max Grav3=124(LC 1), 2=272(LC 1), 4=90(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7-10) 1) Wind: ASCE 7-10; Vu11=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 104 lb uplift at joint 3 and 70 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) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 9) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R or NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with other live loads. a* y T10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component desigq.+ shown. (Z 9 sf LOAD CASE(S) Standard s o•, STATE OF '• SrONAL GS -W : Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/28/2015 obs uss Type Qty Ply H3444011 TB0021 J04 — JACK -OPEN TRUSS 2 1 J005Job Referen optional Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 TCDL 10.0 Lumber DOL 1.25 BC 0.50 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=176/Mechanical, 2=352/0-8-0 (min. 0-1-8), 4=80/Mechanical Max Horz 2=172(LC 12) Max Uplift3=-131(LC 12), 2=-81(LC 12) Max Grav3=176(LC 1), 2=352(LC 1), 4=124(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. t.bl u s Jan z01 zu I b MI I ek Industries, Inc. nu ue6 G4 vo.uo:uJ cu i J raye i ID:AtONcK8emjVg7aDOLXIDHBySD6M-Hrl3MyNWK1 PKWnUF3_bjFNQibc89GkCpHMsYpySgJA 7-0-0 Scale = 1:21.4 7-0-0 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.09 2-4 >854 240 MT20 244/190 Vert(TL) -0.25 2-4 >316 180 Horz(TL) -0.00 3 n/a n/a Weight: 24 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (7-10) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 131 lb uplift at joint 3 and 81 Ib 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) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 9) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R or NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with other live loads. *+.$ Qi W+ 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component de p E shown. a LOAD CASE(S) Standard ti•; S(ATEOF :• Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F1 33559 12/28/2015 oti Truss russ Type Qty Ply T80021 R02 HIP TRUSS 1 3 Job Reference (optional) Builders FrstSource, Tampa, Plant City, Florida 33566 7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Dec 24 08:08:05 2015 Pa 1 ID:AtONcK8emiVg7aDOLXIDHBySD6M-DE9pnePmsffl m5edBP13ogTrOOAMdxoVHarzciy5gJ8 1-0-0 7-0-0 9-0-0 13-6-13 18-7-12 19-9-821-10-11 25-1-10 28-6-4 31-0-0 35-2-1 40-0-0 41-0-0 1-0-0 7-0-0 2-0-0 4-6-13 5-0-15 1-1-12 2-1-3 32-1T 1 2-5-12 1 4-2-1 4-9-15 1-0-0 6x8 = 4110 = 4 5 l ole, 6O 2x4 II 410 = 25 31 24 23 22 32 21 20 10 6x8 = 2x4 11 410 = 3x4 II 2.96 Ll2 410 = 9-0-0 13-6-13 18-7-12 19-9-821-10-11 25-1-10 28-6-4 . 31-0-0 32-5-15 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 TCDL 10.0 Lumber DOL 1.25 BC 0.96 BCLL 0.0 ' Rep Stress Incr NO WB 0.99 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.t 'Except` T3: 2x6 SP No.2, T4: 2x4 SP SS, T2: 2x6 SP 240OF 2.0E BOT CHORD 2x6 SP No.2 *Except* B4,B5: 2x6 SP 240OF 2.OE, B3: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except* W6: 2x4 SP No.2 REACTIONS. (lb/size) 13=2371/0-8-0 (min. 0-1-8), 2=3526/0-8-0 (min. 0-1-8) Max Horz 2=-95(LC 13) Max Uplittl3=-517(LC 4), 2=-860(LC 5) Scale = 1:68.9 DEFL in toc) I/deft L/d PLATES GRIP Vert(LL) 0.51 20 >949 240 MT20 244/190 Vert(TL) -1.25 20 >385 180 Horz(TL) 0.51 13 n/a n/a Weight: 799 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 10-0-0 oc bracing: 19-21 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7308/1879, 3-4=-6689/1798, 4-5=-7244/1967, 5-6=-16943/4422, 6-7=-17115/4459, 7-8=-17115/4459, 8-9=-16176/4140, 9-10-14322/3588, 10-11=-11926/2935, 11-12=-7951/1842, 12-13=-8125/1888 BOT CHORD 2-25=- 1666/6468, 25-31=-1666/6468, 24-31=-1666/6468, 23-24=-1524/5887, 22-23=-1524/5887, 22-32=-92/355, 21-32=-92/355, 18-19=-4070/16176, 17-18=-3507/14322, 16-17=-2843/12050, 15-16=-1664/7359, 13-15=-1671/7380, 19-21=-50/376, 6-19=-14/266 WEBS 4-24=-516/1655, 11-16=- 1527/5926, 5-22=-3988/1125, 4-22=-563/1935, 19-22=-2036/7777, 5-19=-2595/10247, 10-16=-1543/ 503, 8-19=-384/1152, 8-18=-941/336, 9-18=-638/2183, 9-17=-1250/424, 10-17=-768/ 2648, 3-24=-1116/427, 3-25=-224/945 NOTES- (13-16) 1) 3-ply truss lobe connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. '6640 tt0alis 4) Wind: ASCE 7-10; Vult=139mph ( 3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; ,0 ({i '1 MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ,.` O 9 % 5) Provide adequate drainage to prevent water ponding. .v! Q • t;E1USF •.e 6) All plates are 4x6 MT20 unless otherwise indicated. . 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 widcwill 1*t between the bottom chord and any other members. 9) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify caM_AcjbVSIAIE OF of bearing surface. •.• F •; 10) Provide mechanical connection ( by others) of trusstobearingplatecapableofwithstanding517lbupliftatjoint13and860lbuplift-) Ow- Onlo;, ' 4 C joint 2. •• FS, .., .. •', 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. •e8/+0 Arvo Continued on page 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F1 33559 12/ 28/2015 ob buss russ ype 7tOtyPyq0021R02HIPTRUSSJ Job Reference (optional) Builders FirstSource, I ampa, Plant Gity, Honda 33566 r.bI Us uan za zui a nmi t eK inoustnes, inc. i nu uec zv uo:uo:uo zu a ra e 4 ID:AtONcKBemjVg7aDOLXIDHBySD6M-DE9pnePmsfflm5edBP13ogTrOOAMdxoVHarzciy qJ8 NOTES- (13-16) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 904 lb down and 269 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 14) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 15) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R or NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with other live loads. 16) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Uniform Loads (plf) Vert: 1-4=-60, 4-11=-60, 11-14=-60, 2-31=-20, Concentrated Loads (lb) Vert: 25=-904(F) Plate Increase=1.25 31-32=-185(F=-165), 21-32=-20, 20-21=-20, 16-19=-20, 16-26=-20 SIATEOF S`SjQNAL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/28/2015 Job I S5 T60021 R03Hip T uss icy y P1 007 H3494399 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Ronda 33566 7.610 s Jan 29 2015 Mi rekIndustries, Inc. Thu Dec 24 08:08:06 2015 Pa 1 ID: AtONcK8emjVg7aDOLXIDHBySD6M-hQiB? POdynuNFDgl7YILu??JoXLMPOeWEaW88ybgJ7 1- 0-0 7-1-9 11-0-0 17-7-12 19-9-8 23-1-14 29-0-0 33-10-6 40-0-0 41-0-0 1- 0-0 7-1-9 3-10-7 6-7-12 2 112 5-10-2 4-10-6 6-1-10 1-0-0 6x8 = 2x4 11 400 = 4x10 = 6x8 = 18 17 4x6 = 5x10 = 2x4 II 296 12 4x10 1- 14 28-6-4 33-10-6 40-0-0 Scale = 1:69.3 LOADING ( psf) SPACING 2-0 0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.46 16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -1.19 16 >404 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(TL) 0.54 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 241 lb FT = 20 LUMBER- BRACING TOP CHORD 2x4 SP SS 'Except' TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins. T2, T3: 2x6 SP 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x6 SP 2400F 2.OE *Except* 8-10-8 oc bracing: 18-24. 132: 2x4 SP No.2, 63: 2x4 SP No.3, B1: 2x4 SP No.1 10-0-0 oc bracing: 15-17 WEBS 2x4 SP No.3'Except* MiTek recommends that Stabilizers and required cross bracing W3: 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. ( lb/size) 10=1670/0-8-0 (min. 0-1-8), 2=1693/0-8-0 (min. 0-2-1) Max Horz 2=115(LC 16) Max Uplift 1 0=-286(LC 13), 2=-285(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2945/605, 3-4=-2687/558, 4-5=-5832/1150, 5-6=-5861/1147, 6-7=-5861/1147, 7- 8=-4769/887, 8-9=-4995/905, 9-10=-5470/986 BOT CHORD 2-18=-481/2877, 14-15=-1004/5734, 13-14=-1004/5734, 12-13=-831/4988, 10-12=-824/4950, 5- 15=-412/241 WEBS 4-18=-586/193, 9-13=-446/328, 15-18=-412/2430, 4-15=-724/3737, 3-18=-320/251, 7- 13=-1300/383, 8-13=-273/1955 NOTES- ( 9-12) 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=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS ( envelope) gable end zone and C-C Interior(1) 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. rt+•rrt r+r stl 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 286 lb uplift at joint 10 and 285 lb uplift at' , •. joint 2. ` O EN •• yl4 4i 8) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. r y STATE OF 10., ••,1 ORIV N,'408/ ONALEN; `'• Continued on page 2 s r rnrrrrr+`` Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/28/2015 H3494399 T60021 R03 Hip Truss 1 1 007 Job Reference (optional) Builders FirstSource. Tampa. Plant Ch. Florida 33566 7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Dec 24 08:08:06 2015 Page 2 9) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI(TPI 1. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 11) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R or NFPA 13D code compliance requirements for the 250-lb installer load plus water tilled pipe (up to 50-Ib) non -concurrent with other live loads. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F] 33559 12/28/2015 rusesTruss Type Orly PlyJob— B0021 R04 HIP TRUSS 2 1 008 Job Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 7.610 s Jan 29 2015 Mirek Industries, Inc. I hu Dec 24 08:U8:U/ 2U15 ragge 1 ID:AtONcK8emiVg7aDOLXIDHBySDGM-9dGZCK000Gvl?Oo01g3Xu5Y1 vCto5s_nkuK3hay5gJ6 1-0-0 6-2-12 13-0-0 18-7-12 19-9-8 27-0-0 28-6-4, 31-4-0 35-8-0 40-0-0 41-0-0 1-0-0 6-2-12 ~ 6-9-5 5-7-12 1-1-12 7-2-8 1-6-4 2-9-12 4-4-0 4-4-0 1-0-0 a 0 6x8 = 2x4 11 6x8 = Scale = 1:69.5 19 '. 17 16 3x6 — 2x4 II 46 = 4x12 = 2x4 II 2.96 Ll2 4x10 = 13-0-0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 125 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.96 BC 0.84 WB 0.94 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.1 'Except` T2: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 `Except' 134: 2x4 SP No.1, 135: 2x4 SP SS, B3: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1682/0-8-0 (min. 0-2-0), 9=1661/0-8-0 (min. 0-1-14) Max Horz 2=-134(LC 13) Max Uplift2=-316(LC 12), 9=-314(LC 13) 33-6-0 DEFL. in (loc) I/dell L/d Vert(LL) -0.42 15 >999 240 Vert(TL)-1.1613-14 >413 180 Horz(TL) 0.60 9 n/a n/a PLATES GRIP MT20 244/190 MT18H 244/190 Weight: 232 lb FT = 20 0 coNm 19 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-5-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-3-5 oc bracing. Except: 10-0-0 oc bracing: 14-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3082/582, 3-4=-2566/537, 4-5=-4302/853, 5-6=-4343/857, 6-7=-4834/892, 7-8=-5220/920, 8-9=-5358/999 BOT CHORD 2-19=-518/2680, 18-19=-476/2680, 17-18=-476/2680, 13-14=-477/3682, 12-13=-481/3675, 11-12=-754/4725, 9-11=-849/4817, 5-14=-551/313 WEBS 3-17=-570/276, 4-17=-621/176, 14-17=-336/2360, 4-14=-418/2478, 6-14=-299/843, 6-12=-292/1468, 7-12=-422/259, 6-13=0/350 NOTES- (10-13) 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=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 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. i 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity,[+R'T W, 1,,, bearing surface. •` O 'GEiv9l •• 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 316 lb uplift at joint 2 and 314 lb uplift a*%ORt,• V P •, { , 9. i 9) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. STATE OF L 9 •• ` 2 i li tCIRIOp',•••+44' cis N 8/ 0NAl Continued on page 2 •••4 + tt'*,` Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F1 33559 12/28/2015 JobTruss russ Type 70hV1P1 H3494400 TB0021 R04 HIP TRUSS 2 1 008 Job Reference (options, Builders FirstSource, Tampa, Plant Gty, Honda 33566 I.61U s Jan zv 2u15 vi ieK industries, Inc. i nu uec z4 ub:u8:u/ zu Io ra e z ID:AtONcK8emjVg7aDOLXIDHBySD6M-9dGZCK000Gvl?OoOlg3Xu5Y1vCto5s_nkuK3hay J6 10) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 12) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R or NFPA 13D code compliance requirements for the 250-lb installer load plus water tilled pipe (up to 50-Ib) non -concurrent with other live loads. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/28/2015 o Truss russ ype Qty 1y H3494401 T60021 R05 Hip Truss 2 TJob eference olabonal) Builders RrstSource, Tampa, Plant City, Florida 33566 i.bt u s uan zy zui o Mi t eK inausmes, inc. nu uec za uo:uo:uo cu i o r e ID:AtONcK8emjVg7aDOLXIDHBySD6M-epgyQgRe9alcdYMCsYamQJ4CdcB2gJSxzY3dD1y qJ5 1-0-0 7-6-0 15-0-0 18-7-12 25-0-0 1 28-6-4 140-0-0 4,1-0-D i-0- 2267-6-6 7-6-0 3-7-1-4-4 3-6-4 5-0-9 6-5-2 1-0-0 v,1 0 3x8 = 5X6 = 2X4 11 5X8 = 6.00 12 20 2x4 11 4x6 = 18 17 5x10 = 2x4 11 2.96 L12 7-6-0 15-0-0 11-7-12 19-9-8 25-0-0 28-6-4 33-6-14 40-0-0 7-e-n 7-6-0 3-7-12 1-1-12 5-2-8 33-644 5-0-9 6-5-2 4X10 Scale = 1:70.7 Plate Offsets (X Y)-- 2:0-4-12,0-1-8] [3:0-4-0,0-3-0] [4:0-3-0,0-2-0], [6:0-6-0 0-2-8],J10:0-0-14,EdgA, [13:0-5-0,0-3-01, [15:0-4-8 Edge] LOADING (psf) SPACING 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.41 12-13 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(TL) 1.07 14-15 449 180 MT18H 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(TL) 0.62 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 224 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2,T5: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 'Except' B5: 2x4 SP SS, B3: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1683/0-8-0 (min. 0-2-1), 10=1660/0-8-0 (min. 0-1-15) Max Horz 2=-153(LC 17) Max Uplift2=-339(LC 12), 10=-335(LC 13) BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 10-0-0 oc bracing: 15-17 WEBS 1 Row at midpt 3-18, 4-18 FTek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer tallation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3030/554, 3-4=-2409/506, 4-5=-3350/660, 5-6=-3378/666, 6-7=-3553/666, 7-8=-4807/848, 8-9=-4866/838, 9-10=-5405/933 BOT CHORD 2-20=-710/2619, 19-20=-494/2617, 18-19=-494/2617, 14-15=-347/3093, 13-14=-569/4203, 12-13=-780/4888, 10-12=-775/4867, 5-15=-342/214 WEBS 3-20=0/279, 3-18=-697/314, 4-18=-972/157, 7-13=-171/1325, 9-13=-470/311, 15-18=-260/2441, 4-15=-266/2080, 6-15=-163/437, 7-14=-1548/356, 6-14=-168/1156 NOTES- (10-13) 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=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacit .1" +• of bearing surface. • C3 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 339 lb uplift at joint 2 and 335 lb uplift ag1oidt,- eOE NSF 4` s 10. +: 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. STA7E OF Continued on page 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/28/2015 lob Truss Truss type --- [20 PlYH3494401 T80021RO5 Hip Truss 1 009 Job Reference optional) Builders Firsusource, I ampa, runt city, Flonaa 89t)bb i.o i u s Jan cn cu a rvn en muusmes, inc. i u vec cv uo.uo.uo cu i o ID:AtONcKBemjVg7aDOLXIDHBySD6M-epgyQgRe9a1odYMCsYamOJ4CdcB2gJSxzY3dDty J5 10) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 12) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R or NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with other live loads. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard y*Vr, E N '7lJ f Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/28/2015 1-0-0 6-10-4 11-10-13 17-0-0 19-9-8 23-0-0 26-11-0 33-6-14 40-0-0 4i1-0-0 1-0-0 6-10-4 5-0-9 5-1-3 2-9-8 3-2-8 3-11-0 6-7-13 6-5-2 1-0-0 Scale = 1:70.7 5x6 = 6.00 F12 5x6 = 4z6 = 5x14 = 3x4 II 2 96 12 4x10 11-10-13 17-0-0 19-9-8 1 23-0-0 23r 1 28-6-4 33-6-14 40-0-0 n_1.14 4-11-6 5-0-9 6-5-2 Plate Offsets (X,Y)-- 2:0-1-4,Edge] [60-3-0,0-2-0] [7:0-3-0 0-2-0] [9:0-3-0 Edge] [11:0-0-14,EdgA [14:0-4-4 0-2-12]_ t6:0-5-8 0-4-4), 19:0-5-12,0-3-0) 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 0.76 Verl(LL) 0.38 13-14 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 1.00 Vert(TL) 1.09 17 441 180 MT18H 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.58 11 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 225 lb FT = 20 LUMBER - TOP CHORD 2x4 SP SS 'Except' T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 65: 2x4 SP SS, B3: 2x4 SP No.3, B1: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP N0.3 REACTIONS. (lb/size) 11=1673/0-8-0 (min. 0-1-15), 2=1705/0-8-0 (min. 0-2-1) Max Horz 2=-172(LC 17) Max Upliftl 1 =-346(LC 13), 2=-344(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. Except: 10-0-0 oc bracing: 16-18 WEBS 1 Row at midpt 6-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3014/584, 3-4=-2688/484, 4-5=-2624/494, 5-6=-3300/550, 6-7=-2817/527, 7-8=-3166/563, 8-9=-4846/773, 9-10=-4916/760, 10-11=-5502/932 BOT CHORD 2-19=-581/2860, 15-16=-268/2794, 14-15=-435/3714, 13-14=-761/4984, 11-13=-759/4958, 6-16=-172/1188 WEBS 10-14=-543/360, 6-15=-295/119, 7-15=-125/1135, 5-19=-939/156, 3-19=-372/266, 8-15=-1430/391, 8-14=-184/1492, 16-19=-388/2641, 5-16=0/658 NOTES- (10-13) 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=6.Opst; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 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 r members. 7) Bearing at jobot(s)r11 considers paralleany l to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity',;.".0 T (l ikk of bearing surface. • Off' 9 • 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 346 lb uplift at joint 11 and 344 lb uplift y Q tCEhS fi •l{ joint 2. a 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. y STATE OF LORIDP••4 ZZ S/0WAL ; O Continued on page 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/28/2015 ruruss Truss ype Oty y H3494402 ob 60021 LL Hip Truss 2 7 010 Job Reference_(optional___ Builders FirstSource, Tampa, Plant City, Florida 33566 7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Dec 24 08:08:10 2015 Page 2 I D:AtONcK8emj Vg7aDOLXI DHBySD6M-aByigLTvhBIKss Wb_ydEVkAcKPtxlCxEOsYkHvy5gJ3 10) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 12) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R or NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with other live loads. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard T w, f, 5IATE OF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/28/2015 Job T russ rus5 Type — Qty y TB0021 R07 Hip Truss 2 1 EJ.b Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Dec 24 08:08:11 2015 Page 1 ID:AtONcKBemjVg7aDOLXIDHBySD6M-2OW42hTXSVQBU05nXg8T2xik8pEu1 hjNfWlHgMy5gJ2 21-0-0 1-0-0 6-10-4 11-10-13 I 19-0-0 19-9-8 1 26-11-0 33-6-14 40-0-0 41-0-0 1-0-0 6-10-4 5-0-9 7-1-3 0-9-8 5-11-0 6-7-13 6-5-2 1-0-0 1-2-8 Scale = 1:70.7 4x6 = 11-10-13 5x6 = 6.00 F12 19 18" 5x10 = 2x4 II 5x6 = 14 28-6-4 33-6- 2.96 12 4x10 LOADING (psf) ITCLL20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CS1. TC 0.95 BC 0.96 WB 0.90 Matrix-M) DEFL. in (loc) I/defl L/d Vert(LL) -0.39 13-14 >999 240 Vert(TL) -0.99 13-14 >487 180 Horz(TL) 0.54 11 n/a n/a PLATES GRIP MT20 244/190 MT18H 244/190 Weight: 230 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied. T3: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: BOT CHORD 2x4 SP No.2 'Except' 10-0-0 oc bracing: 16-18 135: 2x4 SP SS, B1: 2x4 SP No.1, B3: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Right: 2x4 SP No.3 REACTIONS. (lb/size) 11=1652/0-8-0 (min. 0-1-15), 2=1679/0-8-0 (min. 0-2-1) Max Horz 2=191(LC 12) Max Upliftl1=-376(LC 13), 2=-377(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2964/646, 3-4=-2656/526, 4-5=-2552/543, 5-6=-2734/521, 6-7=-2413/524, 7-8=-3256/615, 8-9=-4793/818, 9-10=-4864/805, 10-11=-5433/1036 BOT CHORD 2-19=-654/2874, 15-16=-246/2293, 14-15=-461/3679, 13-14=-856/4921, 11-13=-853/4895I 6-16=-128/890 WEBS 10-14=-525/335, 5-19=-448/156, 3-19=-337/242, 8-15=-1449/442, 8-14=-210/1473, 7-15=-289/1289, 16-19=-483/2393 NOTES- (10-13) 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=6.Opst; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ysa>sr5214*14 7) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacit R i 4`,•. of bearing surface. .` p 9 4r8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 376lb uplift at joint 11 and 377Ib uplih 4r Q. .!, CENSF •, joint 2. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. t '• STATE OF Continued on page 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/28/2015 H3494403 R07 I Hip Truss 12 1 1 1 011 Builders FlrstSource, Tampa, Plant City, Florida 33566 7.610 s Jan 29 2015 Mil ek Industries, Inc. I hu Uec 24 MUM 1 2U15 ID:AtONcKBemjVg7aDOLXIDHBySD6M-2OW42hTXSVQBU05nXg8T2xikBpEu1 hjNfWlHgk 10) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSVTPI 1. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 12) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R or NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-I1b) non -concurrent with other live loads. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Qfl.ytLEN3F9< 0 51ATE OF ; ? y $ONAi ,' a Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/28/2015 fuss ss Type 7 Qty y H3494404 T;BO021 R08 Special Truss 8 1 012 Job Reference (optional)_ Builders FirstSource, Tampa, Plant City, Florida 33566 7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Dec 24 08.08.12 2015 rage 1 ID:AtONcK8emjVg7aDOLXIDHBySD6M-Wa4SF1 U9DoY26Agz5Nfib9FvmDYwm7jWuA1 gMoy5qJ1 0-0-0 6-10-4 11-10-13 18-7-12 20-0-0 26-it-0 33-6_74 40-0-0 41-0-0 1-0-0 6-10-4 5-0-9 6-8-15 1-4-4 6-11-0 6-7-13 6-5-2 1-0-0 4x6 = 5x6 = a nn 5_2 2x4 11 7 19 18 5x10 = 2x4 11 Scale = 1:69.0 2.96112 4x10 = 14 28-6-4 1 33-6-14 1 40-0-0 0m it lc 2 0 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 0.95 Vert(LL) 0.39 13-14 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(TL) 1.00 13-14 482 180 MT18H 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.55 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 231 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 `Except` B1: 2x4 SP No.1, B5: 2x4 SP SS, 133: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1685/0-8-0 (min. 0-2-1), 11=1657/0-8-0 (min.0-1-15) Max Horz 2=-200(LC 13) Max Uplift2=-380(LC 12), 11=-380(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 10-0-0 oc bracing: 16-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3051/657, 3-4=-2738/532, 4-5=-2633/549, 5-6=-2955/562, 6-7=-2924/671, 7-8=-3398/602, 8-9=-4963/841, 9-10=-5018/828, 10-11=-5581/1049 BOT CHORD 2-19=-674/2914, 16-26=-252/2241, 26-27=-252/2241, 15-27=-252/2241, 14-15=-459/3825, 13-14=-867/5053, 11-13=-864/5029, 6-16=-310/245 WEBS 10-14=-516/323, 5-19=-547/164, 7-16=-430/1305, 3-19=-347/253, 7-15=-317/1415, 8-15=-1486/465, 8-14=-212/1497, 5-16=-19/251, 16-19=-494/2509 NOTES- (9-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 3) All plates are MT20 plates unless otherwise indicated. 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) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. p1+ 0400 + t 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 380 lb uplift at joint 2 and 380 lb uplitt at;,, O RT W 110* . 11. 9 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • Q .• 1C'ENSF',l< a r STATE OF Continued on page 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/28/2015 O_U_ russcuss Type Oty Ply j ob Reference o tionalH34921 R08SpecialTruss81012p a - Buiklers FlrstSource, Tampa, Plant City, Florida 33566 7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Dec 24 08:08:12 2015 Pagge 2 ID: AtONcKSemjVg7aDOLXIDHBySD6M-Wa4SF1 U9DoY26Agz5Nfib9FvmDYwm7jWuAlgMoy5gJ1 9) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 11) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R or NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with other live loads. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Q . y GENg;'.<< L q•; STATE OF F N SION Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/28/2015 Tob ruses Truss Type Y PtY R3494405 80027 R09 SPECIAL TRUSS 1 1 013 1 Job Reference (optional) tsuaers rustbource, i ampa, viant city, rionaa 33tffi6 r.o I u s vas — cu 1 -1 Ire, "". - . ID:AtONcK8emjVg7aDOLXIDHBySD6M-_merTNVn_69vjJFAf5Ax7Mo9AducVbRg7gn6uEy JO 27-10-0 1-0-0 6-6-12 11-0-0 15-7-7 20-1-8 20 7;a 23-3-s F 26-t-11 27-4-0 33-5-6 40-0-0 41-0-0 i-0-0 6-612 4$4 4-7-1 4-6-1 Q-6-'0 2-7.13 2-10-5 '1-2-5' S7-5 66.10 0-6-0 Scale = 1:70.3 5x6 11 rvA — 46 4646 = 2x4 11 4x6 = 4x10 = 5x8 = 2x4 11 2x4 11 V 5x6 = = 27=10-0 6-6-12 11-0-0 15-7-7 20-1-8 20-7r8 23-3-5 26-1-11 27-4-9 33-5-6 40-0-0 6-612 4-5-4 4-7-7 4-6-1 0=6 0 2-7-13 2-10-5 1-2-5 5-7-5 E6-10 0-60 Plate Offsets (X Y)-- 4:0-4-0 0-1-15], [5:0-3-8,0-2-0], [7:0-5-4,0-3-4], [10:0-5-0,Edge], 17:0-5-8 0-3-8][20:0-4-0,0-5-4L[23:0-1-8,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.44 21 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 1.00 Vert(TL) 1.10 21 435 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(TL) 0.49 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 298 lb FT = 20 LUMBER - TOP CHORD 2x6 SP No.2 *Except` T1,T5: 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 `Except' W7,W12,W16,W6: 2x4 SP No.2, W8: 2x6 SP No.2 REACTIONS. (lb/size) 12=1670/0-8-0 (min. 0-2-0), 2=1666/0-8-0 (min. 0-2-0) Max Horz 2=140(LC 12) Max Upliftl2=-325(LC 13), 2=-445(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 1 Row at midpt 5-23 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3237/816, 3-4=-2777/740, 4-5=-2950/791, 5-6=-5854/1387, 6-7=-5970/1407, 7-8=-4094/862, 8-9=-4058/879, 9-10=-4653/935, 10-11=-4741/920, 11-12=-3263/598 BOT CHORD 2-26=-761/2822, 25-26=-761/2822, 24-25=-572/2366, 23-24=-572/2366, 19-20=-1159/5684, 18-19=- 1 163/5690,17-18=-708/4153, 12-14=-451/2849 WEBS 4-25=-83/408, 11-14=-1145/281, 5-23=-2047/540, 4-23=-197/798, 20-23=-737/3147, 8-18=-658/3197, 9-18=-1167/291, 7-18=-2862/739, 7-20=-176/429, 9-17=-155/1248, 14-17=-495/3130, 11-17=-254/1319, 3-26=0/264, 5-20=-689/3354, 3-25=-560/234 NOTES- (8-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 325 Ito uplift at joint 12 and 445 lb uplift at joint 2. `0 til 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. "+Ea 8) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. #. © EN l 149) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency 2 Q; • 1C Sfir'• < published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSIlTPI 4 Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber andlls provisions and appendices shall apply. 10) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 1;I*ot NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with otheyliug'.• STATE OF loads. . F 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component dest trs 0R10','` C', shown. LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/28/2015 cuss yTpeQfyPy H3494406obcuss0021R10SpecialTruss 1 1 014 Job Reference optional Builders FirstSource, Tampa, Plant City, Florida 33566 7.610 s Jan 29 2015 Mi I ek Industries, Inc. Thu Dec 24 08:08:14 201 b F'a e 1 ID: AtONcK8emjVg7aDOLXIDHBySD6M-SzBDgjWPkQomLTgMDohAgaKLG1KPE1BpLUWXOgy J? 28- 5-1 9- 0-0 14-9-12 20-7-8 21-3;5 26-1-11 27-4-0 31-7-10 40-0-0 41-0-0 7- 0-06-6-6 2-5-10 5-9-12 5-9-12 3 4-10-5 '1-2-51-14 3-2-9 8-4-6 1-0-0 Scale = 1:70.2 4x6 = 7x10 = 5x6 = 9 . r7 0o v m N 0 6x8 = 172x4 II 4x6 = 4x6 = 27- 4-0 28-5-1 31-7-10 , 40-0-0 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.12 20-21 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Ven(TL) 0.32 20-21 777 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(TL) 0.03 13 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 244 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD` Structural wood sheathing directly applied or 4-2-2 oc purlins. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 133: 2x4 SP No.3 5-3-11 oc bracing: 19-20. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. ( lb/size) 2=868/0-8-0 (min. 0-1-8), 13=836/0-8-0 (min. 0-1-8), 20=1635/0-5-8 (min. 0-1-15) Max Horz 2=142(LC 12) Max Uplift2=-259(LC 12), 13=-259(LC 13), 20=-380(LC 12) Max Grav2=869(LC 25), 13=836(LC 1), 20=1635(LC 1) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1372/385, 3-4=-1175/345, 4-5=-1025/323, 6-7=-263/452, 7-8=-614/337, 7-9=-240/303, 9- 10=-1328/376, 10-11=-1362/350, 11-12=-1389/340, 12-13=-1262/369 BOT CHORD 2-21=-378/1154, 20-21=-246/715, 19-20=-998/227, 8-19=-465/280, 6-8=-297/185, 18- 19=0/706, 13-15=-198/1033 WEBS 3-21=-305/205, 4-21=-37/340, 12-15=-543/173, 5-20=-917/347, 5-21=-0/400, 15- 18=-254/1310, 9-18=-198/954, 9-19=-779/0 NOTES- ( 9-12) 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=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS ( envelope) gable end zone and C-C Interior(1) 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 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 259 lb uplift at joint 2, 259 lb uplift at joint 13 and 380 lb uplift at joint 20.*V+iiluyrt+s t 8) Graphical P Iln bepre represeeakswith nxedtationdoesnot depictthe sizexity orthe orientation off thl wasusedineulnalalonsis and t theand/orthis bottom chord. `, T ... 4••'••• P PPP9P O .`•CgN •• < 9) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. • ; + SF', < • 10) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agencx published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPM. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber A iji provisions and appendices shall apply. 11) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 1 SR@r: STATE OF Z NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with othe loads.r'{ i• v , ,ctORtpP , '• 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component desON," S`0NAL 1 • ContmueTon page 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/28/2015 yiTrussTpe7y H3494406 Jot1Truss TB0021 R10 Sperial Truss 1 1 014 Job Reference (optional) Builders FlrStbource, I ampa, want city, Florida 39Sbb r.o i u s uan za zu i o mi i en inouscnes, inc. i nu uec ca moo: iw cu i o ra e c ID:AtONcKBemjVg7aDOLXIDHBySD6M-SzBDgjWPkQomLTgMDohAgaKLG1KPE1BpLUWxQgy J? LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/28/2015 Job fuss TrussType Qty Ply H3004310 TB0021 R11 Common Truss 6 t 015 Job Reference (optional) Builders RrstSource, Tampa, Plant City, Florida 33566 7.6 i u s uan a 20 i o m,, en 1 --i, le', 1,- ,,, 4v : ID:AtONcK8emjVg7aDOLXIDHBySD6M-SzBDgjWPkQomLTgMDohAgaKMeIExECjpl_UWy4 J? 6-2-12 _ 10-3-4 14-3-12 20-3-4 6-2-12 4-0-8 — 4-0-8 5-11-8 Scale = 1:34.2 4x6 = 3x4 = sx4 = Sx8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.19 1-6 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 1.00 Vert(TL) 0.52 1-6 460 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 86 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-14 oc purlins. BOT CHORD 2x4 SP No-2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=792/0-7-4 (min. 0-1-8), 5=792/0-4-0 (min. 0-1-8) Max Horz 1=99(LC 12) Max Upliftl=-176(LC 12), 5=-175(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1297/294, 2-3=-1014/215, 3-4=-1013/216, 4-5=-1285/290 BOT CHORD 1-6=-280/1089, 5-6=-175/1073 WEBS 2-6=-366/250, 3-6=-93/670, 4-6=-346/245 NOTES- (7-10) 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=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 176 lb uplift at joint 1 and 175 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) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. irrtsr sgi ttq 9) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R or,s NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with other live• p E' 9 •. NS loads. .• Q: •vtG F'.! 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component df ign; shown. LOAD CASE(S) Standard STATE OF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/28/2015 o russ uns ype Qty Ply TB0021 R12 Common Truss 4 1 016 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Dec 24 08:08:15 2015 Pa gge 1 ID:AtONcK8emjVg7aDOLXIDHBySD6M-w9lbu3W1 VjwdzdPYmWCPCnta?QcDzf9za8GVz7y5gJ_ 1-0-0 6-3-7 10-4-0 14-4-9 20-7-4 1-0-0 6-3-7 4-0-9 4-0-9 6-2-11 v 13 Scale = 1:35.3 4x6 = 3x6 = 5x8 = 3x6 = 20-7-4 lT 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 0.32 Vert(LL) 0.15 7-10 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(TL) 0.40 7-10 617 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix-M) Weight: 89 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=820/0-7-4 (min. 0-1-8), 2=888/0-8-0 (min. 0-1-8) Max Horz 2=118(LC 12) Max Uplift6=-186(LC 13), 2=-217(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1303/301, 3-4=-1001/224, 4-5=-1002/222, 5-6=-1331/304 BOT CHORD 2-7=-320/1585, 6-7=-309/1691 WEBS 4-7=-97/636, 5-7=-360/248, 3-7=-354/246 NOTES- (7-10) 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=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 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 186 lb uplift at joint 6 and 217 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) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSIffPI 1. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and 9) NOTE: The designofappendices sstrshallsshas1p accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R o ti+,T >LF NFPA13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with other Iiy QQ i EfVSF 9`. loads. A 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design; shown. ' LOAD CASE( S) Standard SI ATE OF oSStQNA! N ti'. Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/28/2015 Job Truss Truuss Type I Oty Ply TB0021 R13 Common Truss 1 1 1171 Job Reference o tpionaD Builders FirstSource, I ampa, want city, Florida 3Jbti6 r.o i u s uan ea <u i o mr i en niuusmes, n,u. r nu Feu cv vo.o. , cv a a c ID:AtONcKBemjVg7aDOLXIDHBySD6M-w9lbu3W1VjwdzdPYmWCPCntaHOcRziCza8GVz7y _ 1-0-0; 6-3-7 10-4-0 14-4-9 20-8-0 _ 21_;M 1-0-0 6-3-7 4-0-9 4-0-9 6-3-7 ' 1-0-0 Scale = 1:36.0 46 = 3x6 = 5x8 = 3x6 = 10-4-0 10-4-0 Plate Offsets (X Y)-- [2:0-2-4,0-1-81 [6 0-2-4 0-1-8][8 0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.14 8-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.38 8-14 >651 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 91 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=887/0-8-0 (min. 0-1-8), 2=887/0-8-0 (min. 0-1-8) Max Horz 2=-108(LC 17) Max Uplift6=-217(LC 13), 2=-217(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1306/302, 3-4=-995/223, 4-5=-995/222, 5-6=-1308/302 BOT CHORD 2-8=-312/1589, 6-8=-231/1595 WEBS 4-8=-96/629, 5-8=-353/247, 3-8=-353/246 NOTES- (7-10) 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=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 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 217 lb uplift at joint 6 and 217 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) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSVTPI 1. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and y. 9) NOTE: The design oftsshall pl this trussaccounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R or,0•'!>yi`11-' NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with other li4 O IIPq` t loads. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design; shown. +` '- LOAD CASE(S) Standard STATE OF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/28/2015 Truss T uss TYPe Y 171j.11" CobTB0021 IR14 GABLE 1 Reference (optional _ Builders FrstSource, Tampa, Plant City, Florida 33566 1-0-0 , 10-4-0 7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Dec 24 08:08:16 2015 Pa gqe 1 I D:AtONcK8emj Vg7aDOLXIDHBySD6M-PLJz5PXfG 12Uan_IKDjel?Qogg9Oi9?6po?2UZybq Iz 4x6 = 10-4-0 1-0-0 Scale = 1:36.8 3 ico 0 3x4 = 23 22 21 20 19 18 1716 15 14 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0.00 12 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 12 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 105 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-8-0. lb) - Max Horz 2=108(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 2, 20, 21, 22, 23, 18, 12, 16, 15, 14 Max Grav All reactions 250 lb or less at joint(s) 2, 19, 20, 21, 22, 23, 18, 12, 16, 15, 14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11-14) 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=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 20, 21, 22, 23, 18, 12, 16, 15, 14. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1. ry++++*u+••i+sy Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its 0.0 R Alt.' provisions provisions and appendices shall apply. • 13) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13$f o? ; ' CENSF'+<< ". NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with othegPlive loads. ` 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component 44rt ' shown. IATE OF LOAD CASE(S) Standard .OF '• LORt4A •• Qt* Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/28/2015 TB0021 b uss Truss Type Oty y H1832586 R, 5 Special Truss 2 1 019 Job Referenceoplional) builders 1-irsn ource, Tampa, runt uty, rionoa 33Jb0 y ID:AtONcKBemjVg7aDOLXIDHBySD6M-tYtLIlYl1 LAKC'xYxuxFtlCygYELIRRHG2SIb07y5g1y 12-8-0 20-3-4 1-0-0 8-4-6 11-6-4 11-6-15 13-10-5 , 19-6.0 8-4-6 3-1-14 0-0=11 ' 1-2-5 5-T11 0-6-0 1-1-1 0-3-4 4x6 11 6.00 12 12-8-0 8-4-6 11-6-4 11-6-15 19-6-0 20.3-4 8-4-6 3-1-14 0-0=11 6-10-0 0-9-4 Scale = 1 :45.2 4x10 = o ITN 1 0 3x6 = 13 Plate Offsets (X Y)-- 2:0-2-10 0-1-81,[13:0-3-0,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.16 8-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.42 8-9 >565 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 10.0 Code FBC2014[TP12007 Matrix) Weight: 125 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-2 oc purlins, except BOT CHORD 2x4 SP No.2 'Except' end verticals. 82: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.3 *Except* 10-0-0 oc bracing: 9-11 W6: 2x8 SP 2400F 2.0E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=877/0-8-0 (min. 0-1-8), 13=796/0-4-0 (min. 0-1-8) Max Horz 2=249(LC 12) Max Uplift2=-218(LC 12), 13=-159(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1253/240, 3-4=-1505/371, 4-5=-1477/382, 5-6=-1442/398, 6-7=-308/136, 8-13=-828/159, 7-8=-304/168 BOT CHORD 2-12=-338/1058, 8-9=-197/812 WEBS 3-12=-686/320, 6-9=-247/971, 9-12=-418/1389, 6-8=-758/234 NOTES (9-12) 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=6.Opsf; h=25tt; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 3) The Fabrication Tolerance at joint 4 = 10 % , joint 6 = 10 % , joint 7 = 10 % , joint 2 = 10 % , joint 9 = 10 % , joint 8 = 10 % , joint 3 = 10 % , joint 12 = 10%, joint 11 = 10%, joint 5 = 10%, joint 13 = 10 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2-218, 0*606 "940% 13=15 8) "Semi -rigid 9pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ' CF-N9••#1 9) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information.V SF < 10) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPM. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber ana ilk provisions and appendices shall apply. 11) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13Ror STATE OF lNFPA oads.13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with other% A, i-tORtOp ',•k 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component desigr4• +$/©.;" +1` Con11rh1Uetl On page 2 •s Robert W. Wall, PE 46021 24710 State Road 54 Lutz, H 33559 12/28/2015 Truss Type Oty Ply H 1832586LTBJ- ouss 0021 R 15 Special Truss 2 1 019 Job Reference (ptiona, Builders FirstSource, Tampa, Plant City, Florida 33566 LOAD CASE(S) Standard i.b1u s Jan 29 2uu mu eK inoustnes, inc. inu uec za ub:ub:1 r zuio rage z ID:AtONcK8emjVg7aDOLXIDHBySD6M-tY1LIIY11 LAKCxYxuxFt)CygYELIRRHG2SIbO?y5gly E IV S"FATE OF ibs'SipNAI t: V. Robert W. Wall, PE 46021. 24710 State Road 54 Lutz, Fl 33559 12/28/2015 ob Truss russ ype Qry — -P y H1832587 TB0021 R16 Special Truss — — 5 1 020 Job Reference optional Builders FirstSource, Tampa, Plant City, Florida 33566 /.et 0 s uan 29 2015 nv i ex industries, inc Tnu Dec 24 08:08:1 a zu 1 a ra e i ID:AtONcK8emjVg7aDOLXIDHBySD6M-LkRkW4ZwoelBg577Sem6gQV_leh_AvmPG6U9YSy Ix 21-4-0 1-0-0, 8-4-6 11-6-15 ,12-8-0 13-10-5 20-0-0 20-34 1 00' 8-4-6 3-2-9--1-1-1 1-2-5 6-1-11 03'4 4x6 11 1-0-12 Scale=1:45.3 6.00 r 2 m aj10 8-4-6 11-6-15 12-8-0 20-3-4 8-4-6 3-2-9 1-1-1 7-7-4 Plate Offsets (X Y)-- 2:0-2-10,0-1-8] [14:0-3-0,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.16 9-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.42 9-10 >565 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(TL) 0.08 14 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 127 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.3 *Except' 10-0-0 oc bracing: 10-12 W6: 2x8 SP 240OF 2.0E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=874/0-8-0 (min. 0-1-8), 14=880/0-4-0 (min.0-1-8) Max Horz2=236(LC 12) Max Uplift2=-219(LC 12), 14=-171(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1249/244, 3-4=-1496/367, 4-5=-1468/378, 5-6=-1438/396, 6-7=-385/209, 9-14=-909/233, 7-9=-435/254 BOT CHORD 2-13=-328/1054, 9-10=-180/804 WEBS 3-13=-684/312, 10-13=-406/1384, 6-10=-249/986, 6-9=-672/189 NOTES- (9-12) 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=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 3) The Fabrication Tolerance at joint 4 = 10 % , joint 6 = 10 % , joint 2 = 10 % , joint 10 = 10 % , joint 9 = 10 % , joint 3 = 10 % , joint 13 = 10 % , joint 7 = 10%, joint 12 = 10%, joint 5 = 10%, joint 14 = 10 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7 Provide mechanical connection b others of truss to bearing late capable of withstanding 100 lb uplift at joints except t-Ib 2=219, 14=171. ( Y ) 9 p P 9 P 1 O P (1 -) ,''' 0S! eT W 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. p EN 9) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. Q; ' 1 G SF'•<< ', 10) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agenct published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPGI. •: Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber ana iW provisions and appendices shall apply. 11) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R®r:• S fATE OF r NFPA dads. 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with other w F 0RIO41p..'• 4; a 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component desiN AContinuedonpage2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/28/2015 Job Truss cuss ype Oy P y H1832587 TB0021 R16 Special Truss 5 1 020 Job Reference (optional Builders FirstSource, Tampa, Plant City, Florida 33566 i.oi u s dan ZV zu r o mi i en inausmes, inc. u — w uo:ao. o cu i ID:AtONcK8emjVg7aDOLXIDHBySD6M-LkRkW4Zwoe1Bg577Sem6gQV_leh_AvmPG 6My' Ix LOAD CASE(S) Standard ART W, h"•., r STATE OF f`' rSSyQNAL Grid a Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/28/2015 7TB0 cuss rlussTypeOtGPIy 021 R17 (Special Truss 3 1 021 1 (Job Reference o tional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Dec 24 08:08:18 2015 Page 1 I D:AtONcKBemiVg7aDOLXIDH BySD6M-LkRk W4Zwoe1Bg577Sem6gQV_TeiHAxH PG6U9YSy5glx 1-0-0 8-4-6 13-3-4 13-10-5 20-3-4 21-4_0 1-0-0 8-4-6 4-10-13 0-7-1 6-4-15 1-0-12 6.00 F12 2x4 11 314 = 5 6 6-8-12 4x6 II 11 10 3x6 II Scale = 1:54.3 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.68 BC 0.59 WB 0.52 Matrix) DEFL. in (loc) I/defl L/d Vert(LL) 0.12 2-15 >999 240 Vert(TL) -0.32 2-15 >473 180 Horz(TL) -0.49 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 107 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W5: 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-7-4 except (jt=length) 2=0-8-0. lb) - Max Horz 2=263(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 2=-198(LC 12), 10=-378(LC 8), 11=-574(LC 13), 14=-121(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=592(LC 25), 10=564(LC 17), 11=537(LC 1), 14=755(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-731/275, 4-5=-214/264, 7-8=-278/345, 8-10=-377/509 BOT CHORD 2-15=-175/510, 14-15=-175/510 WEBS 13-14=-404/51, 5-13=-340/8913-15=0/323, 11-12=-828/479, 7-12=-764/518, 3-14=-651/277 NOTES- ( 8-11) 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=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS ( envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) The Fabrication Tolerance at joint 4 = 10 % , joint 6 = 10 % , joint 2 = 10 % , joint 5 = 10 % , joint 13 = 10 % , joint 12 = 10 % , joint 3 = 10 % , joint 15 = 10 % , joint 10 = 10 % , joint 8 = 10 % , joint 11 = 10 % , joint 7 = 10 % , joint 14 = 10 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, 378 lb uplift at joint 10, 574 lb uplift at joint 11 and 121 lb uplift at joint 14. 7) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. +S 9) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency 6• pQ' •. 9` •. published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1 Z P; ' G SE". f ', Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and j}s provisions and appendices shall apply. 10) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA Swot NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with othdI I ve: ,•{# loads. Z'o ;• STATE OF 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component d4A •• •t, 4 shown. . X., ;,0RtO ,•'\4 . LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 I' aSSJONA4 NGa` 12/ 28/2015 Truss uns Type y P yJ0 T80021 1 B— Special Truss 1 Jo_bR:,fe, ence (optional) ewaers rvsraource, Tampa, Piant City, rioncia 335bb 7.610 s Jan 29 2015 Mi fek Industries, Inc. Thu Dec 24 08:08:19 2015 Page 1 1 D:AtONcK8emjVg7a DOLXI DH BySD6M-pw?6jQZYZyQ2R EiK?LHLNd29o22VvMEYV m Ei5uy5glw F7-0-01 3-1-8 5-1-8 7-1-8 9-1-8 11-1-8 , 13-3-4 13-10-5 16-6-0 _20-3-4 1-4- 1-0-0 3-1-8 2-0-0 2-0-0 2-0-0 2-0-0 ' 2-1-12 0-7-1 2-7-11 3494 -0-1 6.00 F12 3x4 = 9 10 3x4 11 17 16 Scale = 1:51.8 3-1-8 5-1-8 7-1-8 9-1-8 11-1-8 13-3-4 20-0-0 20-3-4 3-1-8 2-0-0 1 2-0-0 i 2-0-0 2-0-0 2-1-12 6-8-12 0 3-4 Plate Offsets (X,Y)-- [10:0-2-D,Edge], [14:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.07 18-19 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.17 18-19 >454 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.67 Horz(TL) -0.50 16 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 123 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 'Except' end verticals. B2: 2x4 SP No-3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 13-3-4 except (jt=length) 16=0-7-4, 17=0-7-4. lb) - Max Horz 2=263(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 20, 21 except 16=-278(LC 8), 17=-238(LC 17) Max Grav All reactions 250 lb or less at joint(s) 2, 20, 24, 21 except 19=764(LC 1), 16=383(LC 11), 25=398(LC 1), 22=274(LC 1), 23=271(LC 25), 17=308(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-233/259, 8-9=-152/306, 10-26=-122/259, 13-14=-232/284, 14-16=-231/317, 11-27=-266/61 BOT CHORD 11-19=-753/0, 9-11=-535/0 WEBS 3-25=-334/0, 6-22=-257/0, 17-18=-536/169, 13-18=-483/203 NOTES (12-15) 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=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 20, 21 except Qt =Ij'$R'r 16=278, 17=238. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. R ,•`1 GENF .f 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). STATE OF sContinuedonpage2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/28/2015' r s5 Truss Type av Pv H3494414 TB0021 R1 B Special Truss 1 1 022 Job ReferenciaLOP nap Th D 24 —8 19 2015 P 2BuildersFirstSource, Tampa. Plant City, Florida 33566 7.610 s Jan 29 2015 MTek Industries, Inc. u ec agge I D:AtONcK8emjVg7a DOLXI DH BySD6M-pw?6jQZYZyQ2R EiK?LHLNd29o22VvMEYV m Ei5uy5glw 12) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 13) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 14) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R or NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with other live loads. 15) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 2-1 0=-1 1 O(F=-50), 10-26=-11O(F=-50), 12-26=-60, 12-14=-60, 14-15=-60, 2-20=-20, 18-19=-20, 11-27=-50(F), 16-17=-20 Y s C,E14S ry ; SPATE OF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/28/2015 ob ussTruss Type Oty Ply H3490807 T60021 R19 Special Truss 1 1 023 Job Reference (optional) Builders FvstSource, I ampa, Plant Gity, Flonda 33566 7,610 s Jan 29 2015 Mi I ek Industries, Inc. Thu Dec 24 08:08:20 2015 Page 1 ID:AtONcK8emj Vg7a DOLXIDH BySD6M-H7ZUxma4KGYv3OH WZ3oavraKVRTBeg7ikQzFdKy5gly 1-0-12 1-9-4 3-9-4 5-9-4 7-6-8 ,8-7-4 1-0-12' 1-9-4 2-0-0 2-0-0 1-9-4 '1-0-12 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W4: 2x4 SP No.2 46 = 6.00 F12 10 9 Scale = 1:45.9 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TIC 0.65 Vert(LL) 0.04 13 >999 240 MT20 244/190 BC 0.24 Vert(TL) 0.1013-14 >783 180 WB 0.63 Horz(TL) 0.36 9 n/a n/a Matrix) Weight: 53 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 15=341/1-0-0 (min. 0-1-8), 9=119/0-7-4 (min. 0-1-8), 10=265/0-7-4 (min. 0-1-8) Max Horz 15=205(LC 11) Max Upliftl5=-94(LC 12), 9=-292(LC 12), 10=-236(LC 17) Max Grav 15=341 (LC 1), 9=333(LC 11), 10=288(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-277/333, 2-15=-281/143, 7-9=-313/408 WEBS 10-11=-602/175, 6-11=-584/161 NOTES- (9-12) 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=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) The Fabrication Tolerance at joint 4 = 10 % , joint 15 = 10 % , joint 11 = 10 % , joint 2 = 10 % , joint 9 = 10 % , joint 7 = 10 % , joint 10 = 10 % , joint 6 = 10 % , joint 13 = 10 % , joint 14 = 10 % , joint 3 = 10 % , joint 12 = 10 % , joint 5 = 10 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except Qt=lb) 9=292, 10=236. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. efer to the attached ussway ices and T-1 for re 10) NOOTE:RAIItruss and componernt designs out lizepmanudfactu manufacturerpublished iconnector designivalues and rules -writing grading agency "I, published published lumberdesign values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1`QQ • .Gi ;:S` Where SouthernPinelumberisspecified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and j \ "'• < provisions and appendices shall apply. 11) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 14R of NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with othg 14e: loads. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component clasiw% STATE OF shown. '•.0, C •fitOR10P •'• 44 i F, N 0' LOAD CASE( S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/28/2015 o russ Truss Type y Ply H3494416 T60021 R47 Hal( Hip Truss 1 1 024Job Reference_(optional)__ Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 1-0-0 610 s Jan 19 161 b MI etc Industries, Inc. Thu Dec 24 U6:u6:1u zul b Ya e 1 ID:AtONcK8emjVg7aDOLXIDHBySD6M-H7ZUxmaAKGYv3OHWZ3oavraKRRPoeuhikOzFdKy qlv 9-0-0 5x6 = 2x4 !I 3x4 = 3x6 11 oxo — Scale = 1:23.0 7-0-0 I 9-0-0 7-0-0 2-0-0 Plate Offsets (X,Y)-- [3:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.06 2-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.15 2-6 >689 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.34 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 45 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=891/Mechanical, 2=568/0-8-0 (min. 0-1-8) Max Horz 2=175(LC 8) Max Uplift5=-321(LC 8), 2=-162(LC 8) Max Grav 5=1 004(LC 15), 2=568(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-682/127 BOT CHORD 2-6=-175/53215-6=-169/495 WEBS 3-6=-151/895, 3-5=-1061/365 NOTES- ( 11-14) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS ( envelope) gable end zone; 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 100 lb uplift at joint(s) except (jt=lb) 5=321, 2= 162. 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) 715 lb down and 200 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 111) In the LOAD NOTE: S E(S) section, Refer to the attached loads sappliedthe truss ach d Trusway oes, Appendic sandT-1 sheet fordas front more)or ack ( B). information. ``i'•> RG 9 s 12) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agenc • Q ,• ti• E S •, f published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPIj. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber anitits •"- provisions and appendices shall apply. j g 13) NOTE: ThedesignofthistrusshasaccountedfortheSection903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 1Sf*Iott NFPA 13Dcode compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with othet lliug : STATE OF Q loads. •f p • , p W 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component desl F ORiDP •'`k,<' shown. l16LdA§Q1PQfi? ldard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/28/2015 russ Truss yam- iy Ply0021LlobH3494416 R47 Half Hip Truss 1 1 024 Job Reference o tpional) nulloers rlrsiaource, I ampa, ream ury, rwnaa sa5bb /.61 U s Jan 29 2015 Mi I ek Industries, Inc. Thu Dec 24 08:08:20 2015 Page 2 I D:AtONcK8emjVg7aDOLXIDH BySD6M-H7ZUxmaAKGYv3OH WZ3oavraK RR PoeuhikQzFdKySgly LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-4=- 1 33(F=-73), 2-6=-20, 5-6=-44(F=-24) Concentrated Loads (lb) Vert: 6=-513(F) Q s v1G E N 4: o S' ATE OF vo *<t s Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/28/2015 Job ruses -yam Oty Ply TB0021 R48 Monopitch Truss 5 1 025 — Job Reference (optional) Builders FrstSource, Tampa, Plant City, Florida 33566 7.610 s uan 29 2015 rai i ek industriesocu o lID: AtONcK8emjVg7aDOLXIDHBySD6M-IJ6s86bo5ZgmhYsi7mJpS27YArjANOEry4jp9my qu 1- 0-0 5-11-6 , 9-0-0 — 1- 6 2x4 11 3xb = 3x6 = Scale = 1:27.2 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.16 2-5 623 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.64 Vert(TL) 0.43 2-5 238 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 42 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) 5=335/Mechanical, 2=427/0-8-0 (min. 0-1-8) Max Horz 2=215(LC 12) Max Uplift5=-149(LC 12), 2=-92(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-317/32 BOT CHORD 2-5=-147/276 WEBS 3-5=-364/213 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- ( 7-10) 1) Wind: ASCE 7-10; VuIt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCD L=6.Opsf; h=25ft; Cat. II; Exp B; EncI., GCpi=0.18; MWFRS ( envelope) gable end zone and C-C Interior(1) 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 100 Ito uplift at joint(s) 2 except (jt=lb) 5=149. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSVTPI 1. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 9) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R or •ps+'i•WNh tfi NFPA13Dcodecompliancerequirementsforthe250-lb installer load plus water filled pipe (up to 50-I1b) non -concurrent with other live 1••i t(1T W, S' litre loads. `• **ENS'- ti 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component de 9r; `ti f shown.' r LOAD CASE(S) Standard o; SfATEOF 9 prw t Ow., • •. t OR O NAL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/28/2015 russT PlB0021ob7Truss R49 Monopitch Truss 7 job eference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Dec 24 08:08.21 2015 Page 1 I D:AtONcKBemjVg7aDOLXIDHBySD6M-IJ6s86bo5ZgmhYsi7mJpS27Zurj4NOKry4jp9my5q lu 1-0-0 5-4-8 8-8-0 1-0-0 5-4-8 3-3-8 2x4 11 4 3x4 3x6 = 8-8-0 8-8-0 Scale = 1:27.6 Plate Offsets (X Y)-- LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 2:0-2-10,0-1-8] SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.42 BC 0.58 WB 0.12 Matrix) DEFL. in Vert(LL) -0.14 Vert(TL) -0.36 Horz(TL) 0.00 loc) Well Ud 2-5 >710 240 2-5 >274 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 41 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No-2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=321/0-8-0 (min. 0-1-8), 2=414/0-8-0 (min. 0-1-8) Max Horz 2=207(LC 12) Max Uplift5=-144(LC 12), 2=-90(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-321/39 BOT CHORD 2-5=-153/287 WEBS 3-5=-350/203 NOTES- (6-9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=1b) 5=144. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 7) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 8) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R or NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with other liv+'#+ loads. yGEN9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component des ihQ',• 0 shown. LOAD CASE(S) Standard SIATEOF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/28/2015 Truss ussType y PIyIob H3444033 60021 R50 Half Hip Truss 1 17— 027 Job Reference (optionalL Builders FlrstSource, Tampa, Plant City, Florida 33566 1-0-0 7610 s Jan 29 2015 MTek Industries, Inc. Thu Dec 24 08:08:21 2015 Page 1 I D:AtONcK8emj Vg7aDOLXiDHBySD6M-IJ6s86bo5ZgmhYsi7mJpS27V PrmGNLGry4jp9my5q lu 7-0-0 8-8-0 5x6 = ozo — ozo — 2x4 II Scale: 112"=1' 7-0-0 1-8-0 Plate Offsets (X,Y)-- [2:0-2-12 0-1-8] [3:0-3-0 0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.06 2-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.15 2-6 >671 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.32 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 44 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No-2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=867/0-8-0 (min. 0-1-8), 2=533/0-8-0 (min. 0-1-8) Max Horz 2=175(LC 8) Max Uplift5=-318(LC 8), 2=-150(LC 8) Max Grav5=988(LC 15), 2=533(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-598/101 BOT CHORD 2-6=-152/458, 5-6=-146/421 WEBS 3-6=-154/897.3-5=-1059/369 NOTES- (11-14) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) The Fabrication Tolerance at joint 4 = 10 % , joint 5 = 10 % , joint 2 = 10 % , joint 6 = 10 % , joint 3 = 10 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=318, 2=150. 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) 715 lb down and 200 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ay.uwara 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). as;aat Wi'i 11) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agent • RQ ; `V E F > f published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSVTP J.. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber anS its t provisions and appendices shall apply. 13) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 1BR'ot NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with othetlivg ; STATE OF *, loads. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component desXF shown. f i.`'S/ONAt E aaa CCtK'6L&A"1 ?QRAdard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/28/2015 Job ru55 TfU ype P Y H3444033 TB0021 R50 Half Hip Truss t t Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-133(F=-73), 2-6=-20, 5-6=-44(F=-24) Concentrated Loads (lb) Vert: 6=-513(F) r.oiosdancacuiomuercniuusmes,nic. ID:AtONcK8emjVg7aDOLXIDHBySD6M-IJ6s86bo5ZgmhYsi7mJpS27VPrmGNLGry4jp9my qlu o;f STATE OF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/28/2015 Truss = 11- Ullls lsll ype sty ly I H2985504ILIFOVOtuss2121 Builders FirstSource, Tampa, Plant City, Florida 33566 2x4 r.b] u Sian zy zu I o nm I eK inousrnes, inc. i nu uec zw uo umee <u i o raye i I D:AtONcKBemiVg7aDOLXIDH BySD6M-DVg E MScOstod 11RuhUg2?Ggp?FBP6sR?BkSMiDySq It 2-0-0 Scale = 1:7.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.01 3 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.01 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: 5 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=54/1-11-9 (min. 0-1-8), 2=55/Mechanical Max Horz 1=30(LC 12) Max Upliftl=-9(LC 12), 2=-24(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7-10) 1) Wind: ASCE 7-10; Vu11=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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(s) 1, 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to the attached Trussway Notes; Appendices and T-1 sheet for more information. 8) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 9) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R or NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with other live loads. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. i++fir qkl WLOADCASE(S) Standard a w r STATE OF ON lA r Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/28/2015 Tab—russ ss ype P Y T80021 V02 Valley Truss 1 1 029 L_ __ Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 vd 0 6i u s Jan 29 2O1 J MI I eK induslrles, Inc. I nu DB cw 08.08.22 cu i o ye i I D:AtONcK8emjVg7aDOLXIDHBySD6M-D Vg EMScQstodl i Ruh Uq2?GgpzFBA6sh?BkSMiDy5glt 2- 11-1 4-0-0 2- 11-1 i 1-01-0-15 2x4 2x4 II Scale = 1:12.6 LOADING ( psf) SPACING 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 3 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.00 2 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014fTP12007 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 FMiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. ( lb/size) 1=71/3-11-8 (min. 0-1-8), 5=198/3-11-8 (min. 0-1-8) Max Horz 1=71(LC 12) Max Uplift5=-76(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- ( 7-10) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS ( envelope) gable end zone and C-C Interior(1) 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 100 lb uplift at joint(s) 5. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSUTPI 1. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 9) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R or NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-I1b) non -concurrent with other live loads. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. *•;+ VN VY s r! Q `y10E1V3lfr°: FA[ SIATEOF r• rrrrr . 8/0NA1.. LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/28/2015 TssaIJob H3490814 TB0021 71" U15S Trussvalley Job Reference optional Builders FlrstSource, Tampa, Plant City, Florida 33566 vn 0 titu s Jan 29 2015 M11eK Industries, inc. nu Dec z4 ut3:ut1:"z"z zui rage 1 I D:AtONcKBemj Vg7aDOLXIDHBySD6M-DVgEMScOstodl i Ruh Uq2?Ggmj F7L6sZ?BkSMiDy5glt 6-0-0 t-0-15 5 4 2x4 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.01 3 n/r 120 TCDL 10.0 Lumber DOL 1.25 BC 0.32 Vert(TL) 0.01 3 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=159/5-11-8 (min. 0-1-8), 5=267/5-11-8 (min. 0-1-8) Max Horz 1=115(LC 12) Max Upliftl=-12(LC 12), 5=-107(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.5 PLATES GRIP MT20 244/190 Weight: 21 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (7-10) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 100 lb uplift at joint(s) 1 except (jt=lb) 5=107. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 9) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R or NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with other live loads. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. T W N. CENg it S [ATE OF r •:, ORO; LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/28/2015 o Truss rum Type 1y H3490815 TB0021 VO4 Valley Truss 1 TO b Reference_(optional) Builders FvstSource, Tampa, Plant City, Florida 33566 v0 0 Z610 s Jan 29 2015 MiTek Industries, Inc. Thu Dec 24 08:08:23 2015 Page 1 I D:AtONcK8emjVg7aDOLX I DHBySD6M-hiEdZod2dBwUwsO5EBLHXTCv4fKtrJn8QOCwEfy5gls 6-11-2 8-0-0 6-11-2 1-0-14 6 5 4 3x6 i 2x4 II Scale = 1:22.7 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.01 3 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(TL) 0.02 3 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 28 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=737/7-11-8 (min. 0-1-8), 6=-446/7-11-8 (min. 0-1-8), 5=287/7-11-8 (min. 0-1-8) Max Horz 6=160(LC 12) Max Upliftl=-246(LC 12), 6=-446(LC 1), 5=-118(LC 12) Max Grav 1=737(LC 1), 6=211(LC 12), 5=287(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7-10) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=246, 6=446, 5=118. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 8) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 9) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R or NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with other live t+ii•t[q qToads. .+` ?T W, 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design > shown. 9» LOAD CASE(S) Standard S I ATE OF Rtrssr hfAL --..o Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/28/2015 russ rutsypePly H2O85422LJT021 Qty V05 Valley Truss 1 1 032 Job Reference (optional) Builders FrstSource, Tampa, Plant City, Florida 33566 a0 2x4 7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Dec 24 08:08:23 2015 Page 1 I D:AtONcK8emj Vg7aDOLXI DHBySD6M-hiEdZod2dBwUwsO5EBLHXTC_Mf W BrJh8QOCwEfy5gls 4-0-0 1-5-8 2x4 11 3 2x4 11 Scale — 1:8.9 4-0-0 4-0-0 Plate Offsets (X,Y)-- [2:0-2-0,0-2-8] LOADING (psf) SPACING 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 12 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=234/4-0-0 (min. 0-1-8), 4=106/4-0-0 (min. 0-1-8), 5=-87/4-0-0 (min. 0-1-8.) Max Horz 5=43(LC 12) Max Upliftl=-54(LC 12), 4=-29(LC 9), 5=-87(LC 1) Max Grav1=234(LC 1), 4=106(LC 1), 5=32(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES- (9-12) 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=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 5. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSVTPI 1. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and 11) NOTE: The design ff appendices shall pa this truss saccounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R T w+y.,{ y' i NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with other I loads. + 3 Q ; ' \ S.•. f 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design; shown. LOAD CASE(S) Standard ' # STATE OF 4 9Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/28/2015 G russ ype Ot ly H3494425 T80021 TO6 7111Vuss 1 1 033 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 nc. ..o.. ID:AIONcK8emjVg7aDOLXIDHBySD6M-Auo?m8dhOU2LYObHov1W4hl7o3oeamwHf2xTm5y qlr 2-6-8 6-0-0 -- i 2-6-8 3-5-8 Scale = 1:11.3 3x4 = 3x4 11 2 3 6.00 F 12 T2 3x4 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 18 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1=465/6-0-0 (min. 0-1-8), 4=178/6-0-0 (min. 0-1-8), 5=-230/6-0-0 (min. 0-1-8) Max Horz 5=43(LC 12) Max Upliftl=-77(LC 12), 4=-53(LC 9), 5=-230(LC 1) Max Grav 1=465(LC 1), 4=178(LC 1), 5=44(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-13) 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=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) 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) The Fabrication Tolerance at joint 1 = 10 % , joint 2 = 10 % , joint 3 = 10 % , joint 4 = 10 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except Qt=lb) 5=230. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1. ++ys•Ru*r#if` Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its +++a >i T yi, provisions and appendices shall apply. Q+ p,••CE 4( 'f 12) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13$t o ,•` * fi'• l NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with othet+live loads. ` 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component Svd shown. STATE OF LOAD CASE(S) Standard ~q Q •, ftOR100, '•ts,4 f:Ss nNA y;k++*a Robert W. Wall, PE 46021 24710 State Road 54 Lutz, 171.33559 12/28/2015 Job russ Truss Type Qty y 7B0021 V07 Valley Truss 1 1 034 H3490818 Job Reference etional) Builders FirstSource, Tampa, Plant City, Rorida 33566 2-6-8 2x4 7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Dec 24 08:08:24 2015 Page 1 I D:AtONcK8emjVg7a DOLXI DHBySD6M-Auo?m8dhOU2LYObHovtW4hl5a3pPamNHf2xTm5y5gl r 8-0-0 4x6 = 3x4 II 6.00 F12 2 3 2x4 11 2x4 11 Scale = 1:14.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.35 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 25 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. All bearings 8-0-0. lb) - Max Horz 6=43(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 4, 6, 5 Max Grav All reactions 250 lb or less at joint(s) 1, 4, 6 except 5=287(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8-11) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 6, 5. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 10) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R or NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-1b) non -concurrent with other live loads. *ti.{T 1i', yl`;•ri 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component dG es1QE N shown. ;` ` C LOAD CASE(S) Standard STATE OF 00. Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/28/2015 FJob— runs Truss ype Oty Ply H3490819 TB0021 T11 8 7 Valley Truss 1 1 035 Job Referenced - tional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.6i u s uan za zui o nm i eK inausiries, mc. i nu Dec w uo:uu:ca cu i o ra e ID:AtONcKBemjVg7aDOLXIDHBySD6M-e4MN_UeJ9oBC99ATMcOIculDSS4SJDRRtih0lYy Iq 2-6-8 9-7-4 2-6-8 7-0-12 Scale = 1:17.7 6.00 12 4x6 = 3x4 = 2 3 I T2 W1 W1 Ll B u Q 0 6 5 4 2x4 2x4 11 2x4 11 2-6-8 9-7-4 2-6-8 7-0-12 Plate Offsets (X,Y)-- [3:Edge,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.62 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 30 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. All bearings 9-7-4. lb) - Max Horz 6=43(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 4, 6, 5 Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 4=270(LC 1), 5=374(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8-11) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft, Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 6, 5. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1. Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions and appendices shall apply. 10) NOTE: The design of this truss has accounted for the Section 903.3.1 (International Building Code (IBC)) and NFPA 13, NFPA 13R or •+++lit++ii+yt NFPA 13D code compliance requirements for the 250-lb installer load plus water filled pipe (up to 50-Ib) non -concurrent with other T : loads. .06 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component de•pigr ; ' 1 F •• f shown. LOAD CASE(S) Standard CW STATE OF OtOAtdP ' •w f s_S7 NAL E G • Robert W. Wall, PE 46021. 24710 State Road 54 Lutz, Fl 33559 12/28/2015 I 18-00-00 22-00-00 m 0 7 ? ? 7 7 QD (5D77 ? 7 ? ? tIl d m m m~ J0 F J01 J0 mm I f J02 m j 9 -4` CL J0 J03 00-00 J0- 00 J0400HI RI RI RI RI RI RI m m m RI cu ryR I RI RI RI RI 9'- 4- CLNG. 9'- 4" CLNG, 8` 0" CLNG. 20- 12'- 0- CLN( COLUMN HT. TOP @ 12'-0" CO Kll t of Y 22- 00-00 18-00-00 y L 1_ L .0 Z7 . .T1 I .Z1 Zu Z7 ZI .O :O 770 Z0 A C.-r_ L 0 m CS) m Ln L rU W m 0 i0 0 F L L L is D DW L L -F L L m m m W W W N N W r) Q- Ji J01 _....... 01 J02 i I m m02 J03 9- 4" CLNG. 0 7 00-00 104 2"- 0- CLNG. COLUMN HT. TOP 0 12'-0" 9'- 4' CLNG. 9"- 4- CLNG. 8'- 0- CLNG. 10 12 12 12 12 13 DE AFIIN;G;HEIEIIGHT 5(HEDULE w1LD G SANS RD Hanger List O pq H1 HTU26 R 1 514 m NOTE5: m 1.) REFER TO HID 91 (RECOMMENOATION5 FOR HANDLING IN5TALLATION AND TEMPORARY BRACING.) 7 REFER TO ENGINEERED DRAWINGS FOR PERMANENT BRACING REQUIRED. 2) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MUST BE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE BRACING REQUIREMENT5. 3.) ALL VALLEY5 ARE TO BE CONVENTIONALLY FRAMED BY BUILDER, 4.) ALL TRU55E5 ARE DE516NED FOR 2' O.G. MAXIMUM 5PACING, UNLE55 OTHERW15E NOTED. 5.) ALL WALLS 5HOWN ON PLACEMENT PLAN ARE CON5IDERED TO BE LOAD BEARING. UNLE55 OTHERWI5E NOTED. 6.) 5Y42 TRU55E5 MU5T BE INSTALLED WITH THE TOP BEING UP. 7.) ALL ROOF TRU55 HAN6ER5 TO BE SIMP5ON HTU26 UNLE55 OTHERW15E NOTED. ALL FLOOR TRU55 HAN6ER5 TO BE 5IMP5ON THA422 UNLE55 OTHERWI5E NOTED. B.) BEAM/HEADER/LINTEL (HDR) TO BE FURN15HED DY DUILDER. SHOP DRAWING APPROVAL THI5 LAYOUT 15 THE 50.E 50URCE FOR FABRICATION OF TRU55E5 AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER TRU55 LAYOUTS REVIEW AND APPROVAL OF TH15 LAYOUT MU5T BE RECEIVED BEFORE ANY TRU55E5 WILL BE BUILT. VERIFY ALL CONDITION5 TO INSURE AGAWST CHAN6E5 THAT WILL RESULT IN EXTRA CHARGE5 TO YOU. up — A hk,r y 0.4 HraM h: Builders kimFirstSource00m Orlando PHONE: 407-651-2100 FAX: 407-551-7111 Plant Gity PHONE: 813-759-5951 FAX: 813-752-1532 Taylor Morrison EI: Stanton FC Al ADVIE55: (Er 151 Lot xx STFLE: E, oEewel: poet 12- 4-15 Rick RECORD COPY City of Sanford Building and Fire Prevention Product Approv Permit # ## 1 6- 5 1 4 jL011 G SANFORD ARTMe% Project Location Address 424 Treasure Lane cification Form As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-R3 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL15332.09 Sectional Amarr Garage Doors Sectional Ext. Door (Garage SF) FL5302.10-R6 Roll U Automatic Other 2.Windows Single Hung MI Windows Single Hung 53 1/8"X72 Non -Impact FL15217.25,32 Horizontal Slider Casement Double Hun Fixed Awning Pass Through Projected Mullions MI Windows Mullions FL15333.04-R2 Wind Breaker Dual Action Other June 2014 1 FA 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 A, . Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5.Shutters Accordion Bahama Colonial Roll u 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 TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS WINDOW CALLOIRS ow nslw rlw slwu g kk sr 3cr $ uw nuw I+w w sw t7lsw Isw 3sw r.w nup: isw 85! n 3 GGrFRe'IILYnRv'hititG5ipR4. sWPiG, Z NKCV 5:t5 AV NSI4l<IKN1Ni VdRY ffR IWIFALILLQR A'D YCCFCp1:RG rt3ER 10 RCLR RM'S fCR GIY E a ILCYJIi 4'fp(SPYlE iuL5l G4"YFNiL51, GRFDGD E TusO suaPORT PLAN VIEW OTGARDEN TUB FRAMING HAT µINO IR£1Jp (jfV S 1 V o , F m 0 NG 7 uu. • 4 a ` J L H O O a a. N O Li LWPM 2-1 DF. 2055 lGRA(F 5F. LAVAI ft 11G SF. TOTAL TOTAL SG. 3- Fi. f1395F _ FLOOR PLAN NOTES A GARAGE Florida Building Code Online Page 1 of 3 An y t Y r. • `1rya„" ^' "«, - ^m r"`.''Y" ' j"+'`Li F d tas 4* ' M11SIY 4 e j iiiT Ylt BCIS Home tog in• User Registration Hot Topics Submit Surcharge ! Stats & Facts I Publications F8C Staff BCIS Site Map Links Search BUS CieS ) PrbfessinaUSER: eProductApproval Public User Regulation Weoutt AoorOval ateau a•Produtt0 fiObllcatk n:5rircli,i AgpilcpUon Usti> Application Detail y r rTM FL # FL15225-R3 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 Therma-Tru Corporation Address/ Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740' rickw@rwbldgconsultonts. com Authorized Signature Vivian Wright rickw@rwbidgconsultants. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute Validated By Ryan 1. King, P.E. 0 Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year 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=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 Florida Building Code Online Page 2 of 3 Date Pending FBC Approval Date Approved 07/05/2015 Summary of Products FL V Model, Number or Name Description 15225.1 a. "Classic -Craft" and "Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therma-Tru" without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15228 R3 C CAC 15225.1 NAMI certs: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 15225.1-68 (6'8 Door Products), INST FL15225 R3 II INST 15225.1-68.Ddf 15225.1-80 (8'0 Door Products) and INST 15225-68M (68 FL15225 R3 .11 INST 15225.1-80.odf. Door Products Direct to Masonry) for installation FL15225 R3 I1 INST 15225-68M.odf instructions. (Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04) Created by Independent Third Party: Yes Evaluation Reports OL15'225_R3- AE Eval 5225,A-68.Ddf FL15225 R3 AE EVAL 15225:1-80.odf FL15225 R3 AE EVAL 15225-68M.g_df Created by Independent Third Party: Yes T15225.2 b. "Construction Series' and Benchmark by Therma-Tru" 6/8 Opaque Steel Door with and without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15225 R3 C CAC 1S225.2 NAM]'certs.udf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.2-68 (6'8 Door Products) and INST FL15225 R3 ti INST 15225 2-68 Ddf 15225-68M (68 Door Products Direct to Masonry) for FL15225 R} 1I INST 15225-66M.pdf installation instructions. (Note - Glazing Shall comply with Verified By: Lyndon F. Schmidt, P.E. 43409 ASTM E1300-04) Created by Independent Third Party: Yes Evaluation Reports FL15215 R3 AE EVAL 15225-2-65.gd FL15225 R.3 AE EVAL 15225-6914,0 Created by Independent Third Party: Yes 15225.3 c. "Fiber -Classic' and "Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therma-Tru" without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15225 R3C CAC' 15225.3 NAMI certs.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 15225.3-68 (6'8 Door Products), INST FL15225 R3 11 1NSTA5225.3-68.0f 15225. 3-80 (8'0 Door Products) and INST 15225-68M (6'8 FL1522,5 RT 11' ANST 15225.3-80,0,f Door Products Direct to Masonry) for installation FL15225 R3 11 INST 15225-68M.Ddf instructions. Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04. ( This product approval requires the use of "I' part Created by Independent Third Party: Yes number doors and sidelites, which have been stained or Evaluation Reports painted within 6 months of installation - Excludes Opaque FL15225 R3 AE EVAL 15225:3-68:pdf, Benchmark Door Panels.) FE1522S R3. AE AL 15223.3-Q.pdf FL35225 R3 AE EVAL25225=68M.Ddf Created by Independent Third Party: Yes 15225. 4 d. "Premium Series" and Benchmark by Therma-Tru° 6/ 8 and 8/0 Opaque and Glazed Steel Door with and without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15225 R3 C CAC' 15225.4 NAMI certs;odF Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.4-68 (6'8 Door Products), INST FL15225 R3 I1 INST 1522S.4-68:0f 15225. 4-80 (8'0 Door Products) and INST 15225-68M (6'8 FL15225. R3211_ INST' 15225.4-80.0f Door Products Direct to Masonry) For installation FFL1522 5r, R3 IIIINST 15225 68M,g0f instructions. (Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04) Created by Independent Third Party: Yes Evaluation Reports FL152?503 AE EVAL 15225-4-68.0. FL15225: R3 AE EVAL 15225.4-80:odf FL15225. R3 AE EVAL 15225-68M.Ddf Created by Independent Third Party: Yes 15225.5 ( e. "Smooth -Star" and "Benchmark 16/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therma- Tru" without Sidelites. Inswing and Outswing https://www. poridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 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 (6'8 Door Products Direct to Masonry) for installation instructions. Note - Glazing Shall comply with ASTM E1300- 04. (This product approval requires the use of "Y' part number doors and sidelites, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate 1, FLIS22b R3° C'CA5 NAMIcerts:odf Quality Assurance Contract Expirationbate 12/31/2021 Installation Instructions FLIS225113 I1 INST 15225 5-68'odf FLIS225 113 `I1 INST A. 225:5-80 odf FL15225 R3 °II-INST 15225&8M:ndf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FL15225 R3 AE EVAL 15225.5-68.Ddf FLIS225 R3 AEi EVAL 15225t5'-80;Ddf' C7R3AE- EVAL15225-68MDdf dependent Third Party`. Yes 15225. 6 f. "Premium Series", "Construction 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. Series" and "Benchmark by With and without Sidelites. Inswing and Outswing Therma- Tru" with Transoms Limits of Use Certification Agency Certificate Approved for use in HVHZ: No 11=15225R3C- CAC- 1522S&N6Mi'certs pdf 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 FL15225 R3t Il INST 15225 6 68,odf 15225. 6-80 (8'0 Door Products) for installation instructions.. f 15225 93 I1 INST f522 -8(jO:udf, Note - Glazing Shall comply with ASTM E1300-04) Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes onck , ' E 1 ContaCt Vs ::,1940 North Mon oe 5ueet 7aUahas.See F1323m9 Phorie:-85b-4e7:1824 The State of Florida is an AA/EEO employer. Coovrioht 2007-2013 Slate of Florida :: Privacy Statement Accessibility Statement :: Refund Statement under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. It you have any questions, please contact 850,487.1395. -Pursuant to Section 455.275(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 emalis 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 crick here. Product Approval Accepts: a W— ERRE Cre httpsJ/ www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005327-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330 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 certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within N t'f t' n com NAMI's Certification Program is accredited b The American National Standards Institute (ANSI). i National Accreditation & Management Institute, Lnc./4794 George Washington mvrriByes, vn LOU /1. Tel: ( 804) 684-5124/Fax: (804) 684-5124 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005329-R4 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic 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: 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 certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within NAM" Certired Product Listin at w% Namicertification.com. NAMI's Certification Program is accredited bv The American National Standards Institute (ANSI). s Inswing Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswing Opaque Size Pos[Neg Rated Comments X I/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097/TTF-253F Single X O/S Opaque 3'0" x 618" 67/-67 No ETC-01-741-10703.0/L-2097/TTF-254F Single XX I/S Opaque 6'0" x 6'8" 40/40 No ETC-01-741-10703.0/L-2097/TTF-253F Double Standard Aluminum Astragal XX O/S Opaque 6'0"x 6'8" 40/-40 No ETC-01-741-10703.0/L-2097/TTF-254F Double Standard Aluminum Astragal XX I/S Opaque 6'0" x 618" 47/47 No ETC-01-741-10703.0/L-2097/'TTF-253F Double Coastal Aluminum Astragal XX O/S Opaque 610"x 618" 47/47 No ETC-01-741-10703.0/L-2097/TTF-254F Double Coastal Aluminum Astragal OXO/OX/XO I/S Opaque Door 5'4" x 6'8" 40/40 No ETC-01-741-10593.0/L-2097/TTF-253F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5W5 x 6W1 40/40 No ETC-01-741-10593.0/L-2097/TTF-254F Single w/Sidelites Glazed Sidelites OXXO I/S Opaque Door 8'4" x 6'8" 40/-40 No ETC-01-741-10593.0/L-2097/TTF-253F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door, 8'4" x 6'8" 40/40 No ETC-01-741-10593.0/L-2097/TTF-254F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 8'4" x 6'8" 47/-47 No ETC-01-741-10593.0/L-2097/TTF-253F Double w/Sidelites Glazed Sidelites I I I I Coastal Aluminum. Astragal OXXO O/S Opaque Door 8'4" x 6'8" 47/-47 No ETC-01-741-10593.0/L-2097/TTF-254F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal National Accreditation & Management Institute, Inc./4794 George Washington Memoria4 y/Hayes, VA 23072 Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company; Therma-Tru Corporation Certification No.: N1005330-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Glazed 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 certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within wr . nRrrf.. P•.....SiS....a:.... ............. ; .,dif-i by Tho Amoriran Nntinnal Standards Institute (ANSI). NAMI's Certitied rroduct Configuration Llstln at Inswing or Outswin ww.tvamiccrtmc;;uun.wua. Glazed or O a ue IMAMS Maximum Size J l 011.n}—.+ Design Pressure Pos/Neg Missile Impact Rated Test Report Number Comments X 1/S Glazed 3'0" x 6'8" 47/47 No NCTL-210-1940-1.2.3.4/TTF-256F Sin le X O/S Glazed 3'0"x 6'8" 47/-47 No NCTL-210-1940-1.2.3.4/I"1F-25SF Single XX 1/S Glazed 6'0" x 6'8" 40/40 No NCTL-210-1940-1.2.3.4/TTF-256F Standard Aluminum AstragalDouble XX O/S Glazed 6'0" x 6'8" 40/40 No NCTL-210-1940-1.2.3.4/TTF-255F Standard Aluminum Astragal Double XX IS Glazed 6'0" x 6'8" 47/47 No NCTL-210-1940-1.2.3.4/TTF-256F Coastal Aluminum Astragal Double XX O/S Glazed 650" x 618" 47/47 No NCTL-210-1940-1.2.3.4/TTF-255F Coastal Aluminum Astragal Double OXO/OX/XO I/S Glazed Door 5'4" x 6'8" 40/-40 No ETC-01-741-11008.0/L-215I/T7F-256F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Glazed Door 5'4"x 6'8" 40/-40 No ETC-01-741-11008.0/L-2151/TTF255F Single w/Sidelites Glazed Sidelites OXXO 1/S Glazed Door 8'4" x 61" 40/40 No ETC-01-741-11008.0/L-2151/T[TF-256F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Glazed Door 8'4"x 6'8" 40/40 No ETC-01-741-11008.0/L-215I/TTF255F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO 1/S Glazed Door 8'4" x 6'8" 47/-47 No ETC-01-741-11008.0/L-2151/TTF-256F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Glazed Door 8'4" x 6'8" 471-47 No ETC-01-741-1 1008.0/L-215I TTF255F Double w/Sidelites Glazed Sidelites Coastal Aluminum AstragalILTA National Accreditation & Management Institute, inc.14 94 George Washington lrtemotlaJ71ri4yca, .r....,.. Tel: ( 804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005331-115 108 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 certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within N ff t'io n m NAMI's Certification Pro ram is accredited b The American National Standards Institute ANSINAMI's Certified Product Listen at fv.vw. Inswing 1I er r ica Glazed ca . Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswing Opaque Size PostNem Rated Comments X I/S Opaque 3'0" x 61" 67/-67 No ETC-01-741-10702.0/L-2096/TTF252F Single X O/S Opaque 3'0"x 6'8" 67/-67 No ETC01-741-10702.0/L-2096/TTF251F Single XX 1/S Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10702.0/L-2096/TTF252F Double Standard Aluminum Astragal XX O/S Opaque 610" x 6'8" 40/-40 No ETC-01-741-10702.0/L-2096/TTF25IF Double Standard Aluminum Astragal XX I/S Opaque 6'0" x 6'8" 551-55 No ETC-0 1-741-11008.0/L-215 1 /TTF252F Double I Coastal Aluminum Astragal XX O/S Opaque 6'0"x 6'8" 551-55 No ETC-0 1-741-11008.0/L-215 I =F25 I F Double Coastal Aluminum Astragal OXO/OX/XO I/S Opaque Door 514" x 6'8" 40/40 No ETC-01-741-11008.0/L-2151/TTF252F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5'4" x 6'8" 40/40 No ETC-01-741-11008.0/L-215I/TTF25I F Single w/Sidelites Glazed Sidelites OXXO US Opaque Door 8'4" x 6'8" 40/40 No ETC-01-741-11008.0/L-2151/TTF252F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" 40/40 No ETC-01-741-11008.0/L-215I=F25IF Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO IS Opaque Door 8'4" x 6'8" 55/-55 No ETC-01-741-11008.0/L-2151/TTF252F Double w/Sidelites Glazed Sidelites I Coastal Aluminum Astragal OXXO O/S Opaque Door 8W'x 6'8" 551-55 No ETC-01-741-11008.0/L-2151/TTF251F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal National Accreditation & Management Institute, Inc./4794 George Washington Memoriaf yrnayrs, .n A-YV,A Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: THERMAITRU 68.50' MAX. '`g• .............. 105.50, MAX. OVERALL FRAME WIDTH OVERALL WIDTH THERMA TRU DOORS s s s s s s %v'' \\o 110 INDURTRIAL DR„ EDDKRTON, OH 43517 'r •'••.... ••'•'• r\\ 1' 0 Pi r% yzr gm uZ 1 1 1 1 I i 1 1 1 H"BenchmarkSmooth-StarR Nand Benchmark by Therma-Trun x ,) 1, ,1 I, ,,I 1i , 11 1' 'I 1; 'I 1 t 1 1 I I 'i 1 1 1 1 4 1 1 f t 1 I tI111111111 Ow '11' X x 1 1t i _i Icty 5 r 6'8" SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS a w .5. W/ & W/OUT SIDELITES LL 5 1 I+ I I 1 1 I I I 1 i' II 4 +1 1 1 i 11 lJ INSWING / OUTS WING I All INSULATED FIBERGLASS DOOR WITH WOOD FRAMES + + 2oNW5IR1 2 3 < 5 6 t 2 3 { 5 6 g w General Notes 6 6 8 8 6 6 6 6 s 8 6 6 I. This product anchoring drawing has been developed in compliance with the 51h Edition DOUBLE W/ SIDELITES OXKO SINGLE W/ SIDELITES OXO > c 2014) Florida Building Code (FBC) excluding the "High Velocity Hurricane Zone". See the MAX DESIGN PRESSURE MAX DESIGN PRESSURE Certification Agency Certificate for sizes, specifications and ratings. +55.0 -55.0 +40.0 -40.0 ` m y 2. Product anchors shall be as fisted and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall 74 80' MAX 53. 00' MAX. D_ coverings. 37- V MAX. OVERALL WIDTH OVERALLWIDTH a OVERALL j 3. Wood screws shall be installed following installation instructions of ANSI/AF&PA NDS 2012. I WIDTH I t 2 3 t 2 3 a)All other fastener types to be installed following fastener manufacturer's installation instructions. Y F a a a ti 4Y r 4. Fastener embedment depths, edge distances and center -center distances shag be as specified by the fastener manufacturer but in no Instance shall they be less than shown In = 5, f 5 O.H. { e i I; rI ,, ', ,' ci z 1 1 5 i'. '1 I all 1 ', 1 ' 4 ( I 11 I, ,1 I, ,I W _ this drawing. O s 5 1- 11 '1 1, 5" 'i i' 'i 'i 'j i' 'i i' I li i' 'i I' 'Itn 5 e 5 aN. S 5. Where shims are used, they must be a "rigid 1 stiff" material that complies with the 0 5 5 o requirements of the FBC. ? i' i S x s ; ;1 '4 4 5q1 1 1' ' 1 1' O. 6. Positiveandnegativedesignpressurerequirementsforusewiththisdrawingshagbedeterminedby others for specific jobs in accordance with the governing code. y 7. Site conditions not covered by this drawing are subject to further engineering analysis. a 5 6 5 R 6 66B6 6 6 & 6 6 S 6 _Q n z D SINGLE X DOUBLE XX SINGLE W R MAX DESIGN PRESSURE / atG 2121112 z MAX DESIGN PRESSURE MAX DESIGN PRESSURE $ N.r. S. ° IRS. _ JI< m cW. Rr: IFS 3 MCK HARDWARE MTG f SERIES DUM"G N0 , RN'IRSETSIGNATURE SERIES LATCH FL-15225.5-68 d KNRKSErSIGNAMPESER,E M DEADlatT 9¢Ef I OF 6 raj TABU OF COMENR SHEET • DESCRIPTION MASONRY OPENING 2X BUCK A F-- 4" TI MASONRY OPENING f E 2X BUCK n U Q 4" 11 I II -MULLION 4 II SHOWN FOR TYP II REFERENCE HEAD I I JAMBS II II II II II II II 4" f4. a MASONRY OPENING 2X BUCK rn U 6d 4 477I II II I;l` II II a II `MULLION 4 Il SHOWN FORTYP II II REFERENCE II HEADII II JAMBS II it II II I) (IMULLION I SHOWN FOR II a I REFERENCE LI II co II it Il 03. 01 I •' Lnn J> o Oa 11111 utr .. Fo z o otji 9ooaNmda`T scVic0 z. W . SINGLE DOOR SINGLE W/SIDELITE SINGLE W/SIDELIIES BUCK ANCHORING BUCK ANCHORING BUCK ANCHORING A- r 4"4+ 48. 4-48" I IJ N II 4 q 4 I I MULLIONNSHOWNFORGMULLIONMASJJiOPENNRYING TYP. HEAD TYP. ,I I REFERENCE A SHOWN FOR I JAMBS ASTRAGAL AHEAD REFERENCE II SHOWN FOR REFERENCE JAMBS u II II 1. 2Xbuckmin. S.G.Z0.55. 2X BUCK u 2X BUCK CONCRETE ANCHOR NOTES: q I I II I. Concrete anchor locations of the comers may be adjusted to maintain the min. ASTRAGAL edge distance to mortarjoinfs. SHOWN FOR II 2 Coriaele anchor kScat4ons noted as "MAX. ON CENTER" mull be adjusted to I) C6 I) REFERENCES I I main tan the min. edge d$tance to mortarjdnM ock illonot conaefe anchors II n may bo reGuied to ensure the "MAX ON CENTER" dimension are not exceeded. 3. Concrete anchor fable: ANCHOR ANCHOR MlN. MIN. CLEARANCE- MW GLEARANCF LENT I) II J1 TYPE SIZE FMAEDMENT MASONRY TO FF IO A. DR ITW a TAPCON 1/ 4' 1-1/4" 2" 4' DOUBLE BUCK DOOR ANCHORING DOUBLE MASONRY BUCK W/ SIDELITES ANCHORING ELCO 1/ 4„ 4- OPENING u1TRacoN o z 00 C. o WY 2W miz UG m K o o0 aa m I 1 mU 4 Tj I N t wz o NaX ^ j U 0 c. F O a O z wsl: 2121112 3 sau N. T.S. 3 owc• m': JK c CHK. W: LFS 3 Mw— Ha.: R FL— 15225. 5 — 68 0 N HEEr 2 OF 6 C 0. "E" o IN f- C" 3" 7' y3" 3 TYP. PAIRS 30- TYP. F+-1 13• 3' —I I- I MULLION w a w SHOWN FOR REFERENCE x > ^ W a N h N(n Q d A W/2X BUCK INSTALLATION 9 W/IX BUCK INSTALLATION TYP. HEAD & JAMBS UO V O W 16 76 SEE 1 DETAIL "4" o I h SEES - 1 a C" "0" 'E' VIEW "C'-"C" SINGLE DOOR WISIDELITE 00 DETAIL N t 2 r - T A 16't L N MULLION `* SHOWN FOR _ ii 2 REFERENCE n ^ X BUCK INSTALLATION n X BUCK INSTALLATION O HEAD & JAMBS o SEE 5 DETAIL '2 8. "A" 6"I I AW/2X BUCK INSTALLATION W/IX BUCK - 9 INSTALLATION TYP. HERO & JAMBS C" D" 'A' B" 'A' SEE - DETAIL "1 VIEW "E"-"E" VIEW "D"-"D" SINGLE DOOR W/SIDELITE VIEW "B"-'B" SINGLE DOOR VIEW A" -A' SHOWN W/ OPTIONAL CORRUGATED FASTENERS. OEM /JO OW. ALL SIOELrE TO ODOR JAMB CONNECTIONS) SIDELfTE NOTES: t . The sidelite is direct set into the jamb with (12) #8 x 2' pfh. wood screws. There are (4) at each vertical jamb, from the top down at 13.5, 31 ", 48.5" & 66". There are (2) at the header at 4" from the outside corners of the frame. There are (21 at the sill, 4" from the outside comers. 2. For optional sidelite construction with staples, sidelite is direct set into the jamb with (4) r/3" X 1314" 16 ga. staples along each jamb (6" from ends and equally spaced thereafter). CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the comers may be adjusted to maintain the min. edge distance to mortarjoints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortarjofnts, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANCHOR ANCHOR MIN: MIN. CLEARANCE MIN. CLEARANCE iMPE SIZE EMBEDMENT 166 MASONRY ib Ab7ACENT EDGE ANCHOR ITW o 1/4" 1.1/4" 2" 4" TAPCON TIYV TAPCON O 31 16- 1.114" 3" 1.1/2" W/2X BUCK o2 INSTALLATION O n B W/lX BUCK t1 o INSTALLATION 0 o a W DETAIL "6" OETAIL "2' w W/2X BUCK 2 o a INSTALLATION B a z W/1X BUCK - Z i INSTALLATION i2 1 C 1. C21112 = c scuEN.7. S. 0w . JK - Rr: rt t 1 a+: er: LFS 3 DETAIL " I" DETAIL "4" FL-15225.5-68 sNEE _ 3 of 6 G L r T- xa o Ci O s VIEW "C"-"C" E, IN M aw ``v: m 7" PAIRS 3O > o A• Q n 3" ro n TYP. _ 4 3. 7" al--1 3" •° 'Y 4 3--I-• Y { -- 6 . —I i .` o • m n I rI r 1 r1 II t r ,; o°s'._ SEE NOTE 311 W/2X BUCK _ SEE DETAIL W 2X BUCK '`` r SHEET 3 1,I 5EE DETAIL "3" A ,,, o^3r p l n n: JNJ1 L i r.. V cv ZINSTALLATIONW1XBUCK _ z woINSTALLATION o z INSTALLATION w¢ _ z W/1X'BUCK: o Ld En z `u J; TYP. HEAD N va z ASTRAGAL INSTALLATION " 46 rL ° v ` z 5ASTRAGALSitMULLION & JAMBS SHOWN FOR TYP. HEAD & ^ o > IJ s m R M, SHOWN FOR p SHOWN FOR _ I _ REFERENCE N' JAMBS - = REFERENCE p REFERENCE _ —L ONLY ONLY p _ SEE _ p DETAIL "4" Et o p SEE i b AJ o Q = o t 6 p 16 DET'IL o f II 16 a o" - _ o ± r5 p N > zw p 12 p L t i m 4 E A" V DOUBLE DOOR W/SIDELITES VIEW "E"-"E" DOUBLE DOOR VIEW "A" -"A o M SHOWN W/ OPn%K CORRUGATED FASTENERS. REM 130 (TYP. ALL SIDEUTE TO DOOR JAMB CONNECTIONS) W/2X BUCK 2 INSTALLATION W/1X BUCK INSTALLATION 12 f C W/2X BUCK J fteml DESCRIPTION Material A 10 x 2-1 2 PFH WOOD SCREW STEEL, B. 10 X 1-J 4 PFH WOOD SCREW STEEL C J10 X 1 PFH WOOD SCREW STEEL 1 10 x 314 LG. PFH WOOD SCREW Hine to Frame STEEL 10 x 2" LG. PFH WOOD SCREW STEEL 3 8 x 2-1 2 LG. PFH WOOD SCREW STEEL 4 1 4" x 2-3 4" PFH ELCO OR ITW CONCRETE SCREW STEEL 5 1 4" x 1-3 4" ITW PFH CONCRETE SCREW STEEL 9 1 4" x 3-3 4" ITW PFH CONCRETE SCREW STEEL 11 3 16" x 3-14" ITW PFH CONCRETE SCREW STEEL 12 7 4" x 3-1 4" ITW PFH CONCRETE SCREW STEEL 13 MASONRY - 3000 PSI MIN, CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 1 4" X 2-1 4" PFH ITW CONCRETE SCREW STEEL 2D HEADER UAMs. SUGAR PINE, SG >= 0.34 WOOD 21 3 4 THK. PRESSURE TREATED SIDELI7E PAD WOOD 30 1 2" X 1" X 25 GA. CORRUGATED FASTENER STEEL NSTALLATION t, 0 n W/ 1X BUCK DETAIL " 1" INSTALLATION m a DETAIL " 3" ATTACH ASTRAGAL THROW BOLT ^ w ti f,•, STRIKE PLATE TO FRAME o d ASSHOWN. N 1 C 'z wsE: 2f2i./12 SCALE: N.T.S. i DWG. BY JK DETAIL " 4" CHx. BY: LFS DRAWING NO.: FL- 15225.5-68 SHEET _ L OF 6 1 X BUCK cl INTERIOR EXTERIOR HEAD JAMB To tksub-buck ovywn N N T U INTERIOR EXTERIOR HEAD JAMB To wood frame Inswing shown BUCK INTERIOR EXTERIOR 25' MAX. SHIM SPACE I.IS'MIN. 1.25'MIN. EMB, EMB. TYP. 4 VERTICAL SIDE JAMB 5 to 2X SO-WCk lnswirg shown ti 2X BUCK A INTERIOR EXTERIOR I' 3 HEAD JAMB Tosv*Z( vsu"shownuccIn INTERIOR EXTERIOR SINK 0.26'MAX. SHIM SPACE 1.15"MIN. VERTICAL SIDE JAMB Inswing frame Inswind show Z' 4 N pi I lit o x z* Noe jz 14 Am 2121112 XALF- N.TS, DWG. gy'. JK III HK, a. LFS PAWING FL— 15225.5-68 SHEET 5 OF 6 —0 A, pq mpe O r* N ' Z3INTERIOREXTERIORu •• o xis g`3 v z u INTERIOR EXTERIOR EXTERIOR INTERIOR n z z ov CjdaI! N z zd 20 za U S e. f f E 5 21 12 13 16 16 T VEIMCAL-CROSS SECTION 21 VER77CAL CROSS SECTION r3 VERTICAL CROSS SECTION m 6 vowngcontgurotion 6 .Outs%tngconfiguration a w m 00 0 a a r INTERIOR EXTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR 0N W z 16 za za 5 13 w `' 13 13 Z z VERTICAL CROSS SECTION VERTICAL CROSS SECTION VERTICAL CROSS SECTION 2121112 a J inswvrg configuration 6 Oufi rttg configuration 6 Outswing configuration scaF: N.T.S. 5 owc, BY.. JK m DRAWNC NWa a FL-15225.5—b8 !a S+cn 6 or 6 O 1'l THERMA TRU DOORS 1 1 e IMCU-1— DR., E—clrlvw, OH 43517 Smooth -Star" and "Benchmark by Therma-Trurr 87 SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ & W/OUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes 7QSS0"MAX. OVERALL FRAME WIDTH -•{ t 2 3 s s s li II 11 11 It c T 1rT fi Trl 11 11 IInn 4 erg 5 1. This product anchoring drawing has been developed in compliance with the 5th Edition 2014) Ronda Building Code jFBC) excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for saes, specifications and ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shag be beyond wall dressing, stucco, foam, brick and other wan coverings. 3. Wood screws shall be installed fonowing installation instructions of ANSI/AF&PA NDS 2012. All other fastener types to be installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distances and center -center distances shall be as specified by the fastener manufacturer but in no Instance shall they be less than shown in this drawing. 5. Where shims are used, they must be o'Yigid / stiff' material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with this drowing shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions not covered by this drawing ore subject to further engineering analysis. TABLE OF COMMMS SNLFr DESCRIPTION I Typical elevations, design pressures A general notes 2 Buck anchorin 3 Frame anch 4 Frame anchoring A big of maleriols 5 Horizontal 6 vertical cross sections 6 Vertical cross sections 68W MAX. OVERALL WIDTH t 2 3 II II I 1 1 II II II :I II II 11 1' I11 11 II 11 ;I tl E n/TII*1 II II 11 II 1' 1; I II II II 11 IIII II II I 11 I II e 1li I it I II II it II I II I 11 0 11 11 11 11 II 1 Ia• I 1it 11I li li IIII I I v I_I J I_3I 6 6 6 6 6 6 6 6 6 6 6 6 DOUBLE W/SIDELITES OXXO SINGLE W/SIDELITES OXO MAX DESIGN PRESSURE F LDCK-RDWAREMFGASERIES MAX DESIGN PRESSURE 47.0 -47.0 1 KWIKSETSIGNATURE SERIES LATCH +40.0 -40.0 KWIKSEr SIGNATURE SERIES 780 DEADRaIT 37 50" MAX OVERALL 74.SD'MAX. OVERALL WIDTH — ' — WIDTHIIF.--- .-III OVERALL WIDTHIII t 2 3 I r 2 3 I I t 2 3 3 5 5 5 5 5 5 S 5 4 t' s 5 4=_A r=TI I.-. W'- 5 i V• Oiu XW I 1ei(__SI IIyy yyII Y__1 a SINGLE X MAX DESIGN PRESSURE 67.0 -67.0 uYw A 1.$ d I I SI I 1 I II II L=_J L__J L=_J L__J n n H. 11 II 1j V> r-YI _.. Irr-71 __ . Ir-71 r-rl ;I n ,Kt__fA; 1rl,= ZI'; I I II II II 11 II II II 11 I I I I 1, 11 W T s V_1 H. II II II II 11 1; 11 '1 1' '1 1111 IO II it II II it it 4 ,I 1y1I 1 1I Y-Y i it=Yl it-71 it-Y 5 i i ZrA S r 1 cn 11 11 I! i! II II II 11 II I' 11 11 11 li Ir II I 'I II II 11 Na C Z U M%TL- 2 2 t 12 1 SCALE N.T.S. 9a612 .3 4 5 6 OWG. BY: JK m666666B66 B': LFS 3 DOUBLE XX SINGLE W/SIDELITE OX IMA1111NG aa: FL- 7 5225.5-80 MAX DESIGN PRESSURE MAX DESIGN PRESSURE 47.0 -47.0 +40.0 -40.0 SHED — 6 a MASONRY OPENING 2X BUCK i I---- 4 4- 1 1 1— 4- SINGLE DOOR BUCK ANCHORING I1 I II `MULLION MASONRY 4 II SHOWN FOR OPENING TYp 11 REFERENCE HEADII JAMBS a II II 1 o J II II II II 2X BUCK y II II II II 1 I MASONRY OPENING NOTES: 2X BUCK 1. 2xbuck nin. S.G. t 0.55. CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the comers may be adjusted to maintain the min. edge distance to mortarjoints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortarjoints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANCHOR, ANCHOR MIN, MfTJ::CL&A"NCE MIN: CIFARANCE SRE EMBEDMFNY TOMASONRY TOADJACENT TYpf. EDGE ANCHOR` ffw o 1/4- 1.1/4• 2" 4- TAPCON 11-CO 1/4- 1-1/4- 1- 4' ULTRACON SINGLE W/SIDELITE BUCK ANCHORING 4—1--i--1 4- I I I.I MASONRY 4 II II OPENING TYp II II HEADII II JAMBS II II I I LI II I 2X BUCK I' MULLION J II SHOWN FOR II II REFERENCE II II II II II II II II II 7 I--1---I- e" II II 4 II II TYP. HEAD i JAMBS II ASTRAGAL n SHOWN FOR REFERENCE A n II 0 n II II II n Ii. DOUBLE DOOR BUCK ANCHORING L " t l7-k piy111 g " o N Za 0 Z0 Ea 9m• o d rnY Mdaa a cz o yd 3a O O SINGLE W/SIDELITES BUCK ANCHORING I I - _ 4 II n II MULLION II ( I 4 1 SHOWN FOR MULLION TYP. II REFERENCE II SHOWN FOR II HEAD II REFERENCE II JAMBS II II II I I II u II II n it 2X II Ii4 ASTRAGAL I,I II n SHOWN FOR 11 BUCK x ^ II 11 REFERENCE II 6 II p II i l: I b II II II II II II f I MASONRY . DOUBLE W/SIDELITES OPENING BUCK ANCHORING o Z p C F- O Q m U m 0o o 1-- 1 4- a a TIHI o 0 a cx ro Z aim '2 21 12 SME: N.T.S. owG. BY: JK CHK. BY: LFS i op—NG n FL-15225.5-SO sHEr 2 ai 6 C T E. w IV",WiE C" D" "A" D. 3" Oz So 3" 1 I 11 11 1 II MULLION 111 n 11 11 1 MULLION IIM SHOWN FOR ply - REFERENCE w o FW" IIM SHOWN FOR - REFERENCE x^ Li x-- 42a Z¢ 2 x^ a n- A W/2X BUCK INSTALLATION - n N n A /2X BUCK INSTALLATION j v 9 W/1X BUCK INSTALLATION UrO VI U O 1X BUCK INSTALLATION TYP. HEAD & JAMBS - 1 TYP. HEAD & JAMBS - SEE DETAIL a" 8" TT T LO a" j z 4 z T JNSTALLATIONJW /2X BUCK rrlrltl 0 o oW/lX zINSTALLATION BUCK- SEE DETAIL rt E u g z 10 C 9 p n TYP. HEAD & JAMBS t n U C; a= SEE - 0. N 8" < W N 16 16 NOTE1 SEE DETAIL 4" o wo = 1 wOa 16 76 Wo III 12 IIInl 5 111 t2 111IiI N M) 11 II/ IOul C" "0' E" "C" "D" "A VIEW "C"-"C" SINGLE DOOR W/SIDELITES VIEW "E"-"E" VIEW "D"-"D" SINGLE DOOR W/SIDELITE SHOWN W/ OPTIONAL CORRUGATED FASTENERS. ITEM I- (TYP. ALL SIOEUrE TO DOOR JAMB CONNECTIONS) SIDELITE/HARWDARE NOTES: 1. The sidelite is direct set into the jamb with (12) #8 x 7' pfh. wood screws. There are (4) at each a verficaljamb, from the top down at 13.5'. 31 ", 48.5" & 66". There are (2) at the header at 4" from the outside comers of the frame. There are (2) of the sill, 4" from the oulside comers. 2. For optional sidelite construction with staples, sidelite is direct set into the jamb with (5) '/6" X I C 1314" 16 ga. staples along each jamb (6" from ends and equally spaced thereafter). J. Latch, deadbolt and hinge locations vary. See Certification Agency Certificate and corresponding test reports for specific dimensions and design pressure ratings. 1 CONCRETE ANCHOR NOTES: I. Concrete anchor locations at the comers may be adjusted to maintain the min. DETAIL "4" edge distance to mortarjoints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortarjoints, additional concrete anchors - may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. A A 3. Concrete anchor table: ANCHOR MIN. MIN. CLEARANCE MIN CLEARANCE StlE EMBEDMENT TO MASONRY TO ADJACENT D66 ANCHOREANS14• 1-1la" 2" 4" 3/16"1-1/4" 3TW agA 1 DETAIL "I' 2" 16 a 5 n Q r0 a" "A" SINGLE DOOR o z 1,", R VIEW "A" -"A" R a WI 8 v`T 0 LM DETAIL "6" n'I N arc 2 2T 1 10 scA E: N. T. S. DWG, BY. JK CHX. BY, LF DMWNC No.: DETAIL "2•' FL-15225.5- sHEET 3 of I C. q 3 3" I I III1 ( 1 1 III Q SEE DETAIL "311" ICI A I SEE NOTE 3 I SHEET 3 Q 9 MULLIONp SHOWN FOR REFERENCE ASTRAGAL- SHOWN FOR _ REFERENCE ONLY N — N 16 16 3 12 IU 5 II 5 111 72 o Ili n II II — VIEW "C"—"C" DOUBLE DOOR W/SIDELITE5 u Lj u)> w2 > w En wT- 1 6" f` 4 —I 6" .. i o n INSTALLATIONW/2X SUCKd W/2X BUCK A Q a SEE aT7 32. SEE DETAIL G INSTALLATION Li Ew/IX BUCK o NSTALLAT ON — "3" II W/1X BUCK 9 DETAIL _ _ N $ 56 oa JAMBS INSTLLATION TYP. AHEAD & . r N t .+ m d ¢.>a u JAMBS — of C ASTitAGALJ SHOWN FOR REFERENCE ONLY SEE au n a W x DETAIL 0 16 I 16 w N+ 5 0 5. w 4 c o at 0 0 VIEW " E"—"E" DOUBLE DOOR VIEW "A" —"A' m 5H0. N W/ OPTIONN. CORRUGATED W FASTENERS. REM /30 0n . ALL SIDELRE TO ODOR JAMB CONNECTIONS) O B N z w _ O G h Item DESCRIPTION Material q 10 x 2-112 PFH W00D SCREW STEEL B 10 X 1-3 4 PFH WOOD SCREW STEEL C 10 X 1 PFH WOOD SCREW STEEL 1 10 x 3 4 LG. PFH WOOD SCREW (Hinge to Frame STEEL 4 1 4" x 2-3 4" PFH ELCO OR ITW CONCRETE SCREW STEEL 5 1. 4" x 1-3 4" ITW PFH CONCRETE SCREW STEEL 9 1 4" x 3-3 4" ITW PFH CONCRETE SCREW STEEL 0 8 X 3 PFH SCREW STEEL 11 3 16" x 3-1 4" ITW PFH CONCRETE SCREW STEEL 12 1 4" x 3-t 4 ITW PFH CONCRETE SCREW STEEL 13 MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 1. 4 X 2-1 4" PFH ITW CONCRETE SCREW STEEL 20 HEADER JAMB PINE. SG >= 0.42 WOOD. 21 3 4' THK. PRESSURE TREATED SIDELITE PAD WOOD CORRUGATED FASTENER STEEL 1 ~ W N W1 O DETAIL "4" ? w 2 o A DETAIL " 3" a ATTACH ASTRAGAL THROW BOLT _ z e 1 STRIKEPLATETOFRAMEASSHOWN. a..r- 2121112 z A SCALE: N.T.S. owc, Br: JIC m 1 - cHrc, Br: LFS 3 DETAIL "I ^ OR&ANC NO.: n FL-15225. 5-80 0 SHEET 4 Of 6 1X BUCK INTERIOR HEAD JAMB To1<s.6Inswingshown 12s —i-- INTERIOR 2 HEAD JAMB To wood (tome Inswing shown BUCK INTERIOR EXTERIOR 2s MAX- L-1,15"MIN. SHIM SPACE EMB. 125" MIN. EMB. TYP. 4 1 VEIMCAL SIDE JAMB a 2x sub -buck Insuring shown IH w Z w m 2X BUCK ° W A f nN INTERIOR EXTERIOR 3 HEAD JAMB To 2x sub -buck Inswing shown INTERIOR EXTERIOR 0.15" MIN. C-SINK 025' MAX. SHIM SPACE 1.15' MIN. EMB. S VERTICAL SIDE JAMB To wood frame Inswing shown A. • f y imnoom uN.. G a 2 0= U sg MCDmaa v, al QU ZO WO Cocz 0 2 L N.T.S. a+: JK e: LF5 rnHc w.: 15225.5-80 E _L OF 6 INTERIOR z i e INTERIOR m EXTERIOR 1 VERTICAL CROSS SECTION d tr>rvtrrg cantigufaHon EXTERIOR 44 VERTICAL CROSS SECTION vlftMng configufofion z i v EXTERIOR 2 VERTICAL CROSS SEC"ON 6 .Outswing configurobon EXTERIOR INTERIOR INTERIOR VERTICAL CROSS SECTION Q,j Outswog configuration Y• 2imn r INTERIOR EXTERIOR f U u, o j i 9 0 `0 ' m a a i 20 —1 z a o= 21 12 3 a a VERTICAL CROSS SECTION W N m r• U EXTERIOR ,rnf,/ INTERIOR h i W ci L Z d VERTICAL CROSS SECTION OAM 2 21/12 d OutswingconfiguroHon scuF; N.T.S. ovc. av: JK ONAMHC NO.: Q R FL-15225.5-80 a SHEEP 6 OF 6 Q THERMAITRU THERMA TRU DOORS 1 113 lmousTRIAI DR., EDOCRTON. DH 43517 6'8" SINGLE & DOUBLE OPAQUE OR GLAZED DOORS W/ & W/OUT SIDELITES OUTSWING DIRECT TO MASONRY INSTALLATION General Notes I. This product anchoring drawing has been developed in compliance with the Sth Edition 2014) Florida Building Code (FBC) excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, specifications and ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base materiel shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Fastener embedment depths, edge distances and center -center distances shall be as specified by the fastener manufacturer but in no instance shall they be less than shown in this drawing. 4. Where shims are used, they must be a )igid / stiff"material that complies with the requirements of the FBC. 5. Positive and negative design pressure requirements for use with this drawing shall be determined by others for specific Jobs in accordance With the governing code. S. Site conditions not covered by this drawing are subject to further engineering anotM. TABLE OF CONTENTS SHEET# DESCRIPTION 1 Typical elevations. deslgn pressures d general notes 2 Horizontal cross sections masonry 3 • Vertical cross sec ns masonry 4 FromeonctitomV 5 Frame onctlorklg 3 b0 of maierlals 105.5U' MAX. OVERALL FRAME WIDTH i 2 3 DOUBLE W/ SIDEUrES OXxo MAX DESIGN PRESSURE 55.0 -55.0 37.S0" MAX. OVERALL WIDTH i 2 3 3 2X I' 6!-,Jl ILAW 2 II I, 11 II11iI I I I I P SINGLE X MAX DESIGN PRESSURE vanckresRa. +55.0 -55.0 Sea^ sww +65.0 -65.0 68.50' MAX. OVERALL WIDTH S 3 3 Co'. ii'o'i I' ti 1 SINGLE W/ SIDEIM oXo MAX DESIGN PRESSURE 55.0 -55.0 74.ST MAX. OVERALL WIDTH 1 2 3 53.0- MAX. OVERALL WIDTH 1 2 3 1' '1 I 1 1 1 4 2 DOUBLE XX swrd W/SIaaff ox MAX DESIGN PRESSURE MAX DESIGN PRESSURE 55.0 -55.0 +55.0 -55.0 LOCK NAROWARE MTG i SERIES KWIKSET SIGNATURE SERIES LATCH KV"KSEr SIGNATURE SERIES M DEADBOLT o h c W 3oa z F No C c vac: 2121112 i mole N.T.S. W. 191: JK a CHK. BY: LFS 3 DRAR116 HO,: FL-15225-66M " c Sim 1 a 5 d O to OSnn: Z INTERIOR INTERIOR E iwr• U. H ..Za° 0 p9 m op. h m 61 EXTERIOR EXTERIOR INTERIOR e 1 HORIZONTAL CROSS SECHON 3 HORIZONTAL CROSS SECTION w No Outswing configuration m .- Q Oulswngcalifiguralion 7 ow 4-9/16'jamb 4-9/I6"Jamb > o x 00 E Z ° EXTERIOR m 0 N d O cn S HORIZONTAL CROSS SECTION a Z INTERIOR INTERIOR w 116' amconbfigulation 6- 9/ o b z w z N O EXTERIOR EXTERIOR N ' z H DATE: 2121112 SGLLC N.T.S. c owc. BY JK m 2 HORIZONTAI CROSS SECTION 4 HORIZONTAL CROSS SECTION a K. BY. LFS ; Outswing configuration Outsving configuration OR WING NO.: 6- 9/16"jamb 6-9/16"jamb FL-15225-68M o s Fu 2 or 5 O EXTERIOR INTERIOR 2 VEIMCAL CROSS SECTION 3 Ou9t/sw: b fgurotion EXTERIOR INTERIOR 1 VERTICAL CROSS SECTION 3 Outswin configuration49116"pomb 1.S' MAX. E 1.25" MIN.—1 EXTERIOR INTERIOR z o: zd W 5 \ 1 VERTICAL CROSS SECTION 3 OuhvAng configuration EXTERIOR INTERIOR EXTERIOR U Y_ 12 3Q VERTICAL CROSS SECTION 4 VERTICAL CROSS SECTION 3 Outswing configuration 3 putwAM configuration EXTERIOR za a m W I Zvi m n r t ni •'•. J V p o 0 N •:z INTERIOR za „ r Em m° Ng 9ol'm w maa N 0 0 E z T6 ti UQ INTERIOR G VERTICAL CROSS SECTION 3 Outw*V configuration N.T.S. G. er: JK lK. or: LFS DRAWING NO.: FL-15225-68M SHEET 3 or 5 3- r' I I I 1 I 1 p- @"HEADTYP. 19HEADF4-9/i6"'HEAD — JMULLION SHOWN FOR REFERENCE yy 6-9/16"JAMB O TYP. @ JAMBS 4.9/16°JAMB _ VIEW "C"-"C" SINGLE DOOR W/SIDELITES 1 3"- I N w o nai x i f n Li O iqT ao 6SEE DETAIL"5' o I o SEE DETAIL VIEW "E"-"E" VIEW "D ="D" CONCRETE. ANCHOR NOTES: I. Concrete anchor locations at the corners may be adjusted to maintain the min. edge CTitlanco to mortar joints. 2. Conereto onchorlocations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortar joints, additional concrete anchors may be required to ensure the "MAX. ON CENTER' dimension are not exceeded. 3. Concrete anchor table: ANCHOR ANCHOR MIN. MtN"LEARAMCE' MfN;'CtEAffANCE EMBE'DMEM 10 MASONRY l0 AOJACEM TYPE EDGE;" ANCHOR nW o 1/4" 4" TAPCON. ELCO 1/4" 1.1/4" 1" 4" ULTRACON rrW o 3/16" 1-1/4" AS SHOWN AS SHOWN TAPCON SIDELITE NOTES: 1, The sidelite is direct set into the jamb with (12) #8 x 2" pfh. wood screws. There are (4) at each vertical jamb, from the top down of 13.5, 31 ", 48.5' & 66". There are (2) at the header at 4" from the outside comers of the frame. There are (2) at the silt, 4" from the outside comers. 6 -- 3' L_ 11 6.9/16"HEADD N i TYP.0 HEAD F 4-9116' HEAD wZE S MULLION SHOWN FOR n a REFERENCE Q1 6-9/16"JAMB d — TYP. ® JAMBS 4-9/1 C JAMB J Eli y III — SEE — S. I DETAIL -7 8.3" 111 Uj L SINGLE DOOR W/SIDELITE VIEW "B -"B" 0 101, II 6.9/l e,HEAD TYP. ® HEAD 4.9/le HEAD 9/16" JAMB TYP. ® JAMBS 4.9/16" JAMB SINGLE DOOR DETAIL "I" 27 0 27 26 DETAIL "4" Standard 24 40 3JSJ67CJJ` n z °n o I N = v 6 as a Z n O z o J m c rn a4 ooz cJ6 p b 1 ao SEE o zDETAIL"1" , n CD10 0 1 ca I-m N a ¢ w0 aVIEW "A'="A" H 0 DETAIL "2" Standard H H DETAIL "3" Secunty n W = Foa M C ezc z o M 2121112 X N.T.S. M. ar: JK IN air: LFS kKM.NQ 7: C FL-15225-68M c asn 4 OF 5 " 0 VIEW "C"-"C" Iq 4 If 7o— q I q SEE DETAIL"6" p 6-9/16" HEADTYP. ® HEAD q F 49116' HEAD Jp„' ASTRAGALS Y MULLION SHOWN FOR q SHOWN FOR REFERENCE Il REFERENCE ONLY q q 1 16 A Uo' 12 5 5\ p IL L--- E" DOUBLE DOOR WISIDELITTES V)' r G 6-9/16"JAMB TYP. ® JAMBS jl 4-9/16" JAMB a =a 16 SEE DETAIL "S" p I L BILL OF MATERIALS ITEM 0 DESCRIPTION MATERIAL C 1 /4" MAX. SHIM SPACE D 1/4" X 2-3/4" ELCO OR ITW PFH CONCRETE SCREW STEEL E MASONRY - 3DOO PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE F 114' x 2-1/4" ELCO OR ITW PFH CONCRETE SCREW STEEL G 3/16" X 2-3/4" ITW PFH CONCRETE SCREW STEEL H 3/16" X 2-1/4" TTW PFH CONCRETE SCREW STEEL 5 1/4" x 1-3/4" ELCO OR ITW PFH CONCRETE SCREW STEEL 11 3/ 16" x 3-1 /4" ITW PFH CONCRETE SCREW STEEL 12 1/4'x 3-1/4" ELCO OR TTW PFH CONCRETE SCREW STEEL 16 114" X 2-1 /4" PFH ITW CONCRETE SCREW STEEL 24 9 X 3/4" PFH WS STEEL 26 9 X 1PFH Ws STEEL 27 10 X ,, -3X PFH WOOD SCREW STEEL VIEW " F-l" 3" d)`$= t ^ N! og ov •: u6 SEEDETAIL "6" m olo _{ 16'HFAD o OHEAD ( z16" HEALJI4T9/`U ASTRAGAL 6"o a SHOWN FOR REFERENCE F '`6 ONLY 1I6-9/16"JAMB G € o z II TYP. ® JAMBS va II49/16"JAMB q o SEE DETAIL II " 1- 5 q 5 ± o ?=w q i Fo o m 0 DOUBLE DOOR VIEW "A" -"A" n a 11 m W o N o z LA I 27 DETAIL'T' o ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME 26 AS SHOWN. 24 f W DETAIL " S" 0 N i 0z L 26 24 arc 2121112 = SckE: N.T.S. DNG. er: JK a DETAIL " I" CHx. ar: LFS 3 0 MING ND.: C FL- 15225-68M SHEET 5 OF 5 R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33595 Plionc 813.659.9197 Florida Board of Professional Engineers Certificate of Authorization No. 9813 Product Sub Category Manufacturer Product Name Category Therms Tru Corporation Smooth -Star' and "Benchmark by Therma-Tru" Exterior Swinging 118 Industrial Dr 6'8 Single & Double Opaque or Glazed Panels w/ & w/o Sidelites Doors Exterior Door Assemblies Edgerton, OH 43517 Inswing I Outswing Phone 419.298.1740 lass Door with Wood FramesInsulatedFiber9 Scope: Product Evaluation report issued by R W Building Consultants, Inc. B Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma Tru Corporation, based on Rule Chapter No. 81G20-3, Method 1A of the Slate of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Llmltatlons: 1. This product anchoring has been developed in compliance with the 5th Edition (2014) Florida Building Code (FBC) 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 manufacturer's 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. 5. Where shims are used, they must be a "rigid / stiff' material that complies with the requirements of the FBC. 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 FLA 5225.5-68 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents. 1. Test Report No. Test Standard ETC-01-741-10702.0 ASTM E330-02 / TAS 202-94 ETC-01-741-11008.0 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E1886-02 / E1996-02 2, Drawina No. Prepared by No. FL-15225.5-68 RW Building Consultants, Inc. (CA #9813) 3. Calculations Preoared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Testing Laboratory Sinned by ETC Laboratories Wendell W. Haney, P.E. ETC Laboratories Joseph L. Dolden, P.E. Testing Evaluation Lab. Lyndon F. Schmidt, P.E. Signed & Seated by Lyndon F. Schmidt, P.E. SlanedA Sealed by Lyndon F. Schmidt, P.E. titttl y 4r r-0 Y ttsi0retr"`} Lyndon F. Schmidt, P.E. FL PE No. 43409 2/6/2015 R R W Building Consultants, Inc. W B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33595 Phone 813.659.9197 Florida Board of Professional Engineers Certificate of Authorization No. 9813 Product Sub Category Manufacturer Product Name Category Therms Tru Corporation Smooth -Star" and "Benchmark by Therrna-Tru" Exterior Swinging 118 Industrial Dr ST Single & Double Opaque or Glazed Panels w/ & w/o Sidelites Doors Exterior Door Edgerton, OH 43517 Inswing / Outswing Assemblies Phone 419.298.1740 lass Door with Wood FramesInsulatedFiber9 Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma Tru Corporation, based on Rule Chapter No. 61 G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business b Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product anchoring has been developed in compliance with the 5lh Edition (2014) Florida Building Code (FBC) 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 NOS 2012. All other fastener types to be installed following fastener manufacture's Installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specked by the fastener manufacture, but in no instance shall they be less than shown in drawing FL-15225.5-80. 5. Where shims are used, they must be a "rigid / stiff' material that complies with the requirements of the FBC. 6_ Positive and negative design pressure requirements for use with drawing FLA5225.5 80 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FLA 5225.5-80 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1. Test Report No. Test Standard ETC-01-741-10593.0 ASTM E330-02 / TAS 202-94 ETC-01-741-10703.0 ASTM E330-02 / TAS 202-94 NCTL 210-1940-1,2,3,4 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E1886-02 / E1996-02 2. Drawing No. Prepared by No. FL-15225.5-80 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Testing Laboratory Signed by ETC Laboratories Mark D. Passero, P.E. ETC Laboratories Wendell W. Haney, P.E. NCTL Barry Portnoy, P.E. Testing Evaluation Lab. Lyndon F. Schmidt, P.E. Signed & Sealed by Lyndon F. Schmidt, P.E. Signed & Sealed by t1a11t"11tlstrt Lyndon F. Schmidt, P.E. 4 e „ l oa Lyndon F. Schmidt, P.E. FL PE No. 43409 2/6/2015 R R W Building Consultants, Inc. W Consulting and Engineering Services for the Building Industry B P.O. Box 230 Valrico, FL 33595 Phone 813.65%9197 Florida Board of Proressional Engineers cenincale of Authorization No. 9813 Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID # 1998) for Thera Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product anchoring has been developed in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, specirtcations.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 AF&PA NDS 2012. All other fastener types to be installed following fastener manufacturer's 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-15225-08M. 5. Where shims are used, they must be a "rigid / stiff' material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225-68M shall be determined by others for speck jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FLA 5225-68M require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1. Test Report No. Test Standard TEL 01460145 ASTM E330-02 / E1886-02 / E1996-02 ETC 01-741-11006.0 ASTM E330-02 / TAS 201, 202, 203-94 2. Drawina No. Prepared by No. FL-15225-68M RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Testing Laboratory Sinned b Testing Evaluation Lab. Lyndon F. Schmidt, P.E. ETC Laboratories Joseph L. Dolden, P.E. Signed & Seated by Lyndon F. Schmidt, P.E. Sinned & Seated by Lyndon F. Schmidt, P.E. yy4. ".•" t`t..: Jay § 'd' 1 s Lyndon F. Schmidt, P.E. FL PE No. 43409 2/62015 Florida Building Code Online is L I -7t Page 1 of 1 r FloFAA IIY0toHdda ml4f SOS Home Log In I User Registration i Hot Topics Submit Surcharge I Stats & Farts : Publications ! FBC Staff BCIS Site Map Links Search Busines ( 2, Professi l fir' USER: Product Approval Regulations Product - Approval Menu > Product orlAnolication Search" Application List Search Criteria Refine Search Code Version 2014 FL# 15217.25 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 Search Results - Applications Fes, Ty" Manufacturer Validated By Status FL15217- Revision MI Windows and Doors Steven M. Urich, Pending FBC R4 FL#: FL15217.25 PE Approval Model: SERIES GA 7050 PVC SH 717) 932-8500 Description: SERIES GA 7050 PVC SH NI 53 1/8 X 72 FLANGE Category: Windows Subcategory: Single Hung Approved by DBPR. Approvals by DBPR shag be reviewed and ratified by the POC and/or the Commission If necessary. Contact Us :: ]9a0 NOrtb Menroe Street Tallahassee -FL 32399 Phone: 850-487-1824" The State of Florida is an AA/EEO employer. Coovrieht 2007-2013 Slate of Florida.:; Privacy Statement :: AccessWIlt4 Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here. Product Approval Accepts: M ER Is JCreol " t r https:// www.floridabuilding.org/pr/pr_app_lst.aspx 7/16/2015 h TES L PRODUri SHOWN 1=FLIN IS, DLSIGN-F) AND (0 COMPIL' NIIH F THE BUI.DING CODE. COD FWMINC- AND '?,ASONP'l OPFNHNr TO BE ERSNEC Atqf Afljc-'.-i0PEC TO PROPERL' PILNSFCR A- - LOADS T3 7PJCTURE FPAM NO Ail.D VASC)iJ 3' OPENINIC IS 7- 7 R--, PONSELTY OF THE R IjT&',- F=RF . LiOr3, 1 X _'IJCK OVE' '.,ASONPY/C,-NCRETE- 5 OPTIONAL, 4. R SH K4 , BUC,< Ir KNESS IS __SS T' AN t,.' UNITS BE ANCHORED THROUGH -FAME It. AC!'CRDAMCE vklTH NAAHIJ.-ACTUPER'S 'P SHED Nl; fAII-AII0N f,-,-PUCI10,NQ, ANCHOPc HAII, B[ —CiJ;[-I-Y FAEN!,-'--) DIRFCI.' IN IC CONCRET'- OR nT-E,R STR..''-Til SLjE;,-,7PalE MAT N H , ENE RE WOOD BUCKIH!C;'-S IS OR CP-l"TI•ER. BUC< -,—Ll- BE ILY j AY A , TENEF) TOMASONRY, CONCPETr OR OrHER ST-`UC'! RAL SUDCTRATC WINT-,V UNIT m BE ANCF.OPED THROUGH F^AVE TO H-JREID 'ICM BUCK IN ACC_,"PDAI'r,E Vlfl-' MANUFACTURER'S PUS- ISIH7D INS-ALLATIOhji INSTPUl-T10,1S. 6, 'dlf-PE IX i`J'-'K IS DISS!Mlz AP MMS1 5F '-,EPAPAJEIJ k 7P APPPl,-,'VEU OAI[NG OR %, ILMBRANE, Sr l LCI ON 0' CUAHNG 0P Vl,,HPANL J IHL 4F !-;l-`I SIElL,ly Cl i iE ARCIll L-C-1 01F." PFCO,?-j. 7, SUCKS, SHA.- EXTEND BE-OND MINDOW PlITFR!:,R 71"r E -IH/\:l FiRAME S,,JPPOPT ROVIGED. S. S- 0A--, SPA,_ I BE , O-ATEP, APPLIED A10 MADE Fr-,,()V MATE'RIALS AND, -1 ICIKN,-SS CAPAGL OE '\,: APPIUCA0- -'VD. q. D,?AFICN FAr-OP Cd—.6 WAS USFD FOR 'v000 )INICI-1-R CAlJ,'l,lTA-l'oNs. I - 7-FAME klAiERIAl-: EXTRI-DED qlGI0 PVl. I I. - I NIIS MIDST '73E CLAZED, PER ASTf-,I 12. ,IPPRGVED !V, ACT FpC-Er'TJVE _S(STEV RE 'ED -OR -%' ID p QUIP THIS FF- UCT IN '6 BO I\E k,,FCIONS, ANCiC,,- ING, !HR() IJClI 71RAMl. IN"') A00D OR ,,)( H H jr,K1,)SI, SCREWS WIT-1 SUFFICIFNIT -NCI- 70 ACHIEVE A 1 1/4" MINIHIJ",fHHM',T(,, SUBS,TRATE. LOCATE /- N,,-HORS AS SHO'-.VNI IN --LEVATIONS AND NSTALLATICi,14 DE7.11 ANCHCPTq' TIHROU4.H FRAME INIC ',,sSCNPI., ./CCN(:RETF -SE TAPCONS VvITH LNGIM 10 A" HiLA, A 1 1/lj" MINJAUV r-UDLUMF-lfl INIQ SIJBSI,`ATL 2 1/2'' NAINI. VL`l EDGE [)IS.--. LOCATE ANCHORS A-- SHONN jN, ELEVATIONS A%,-, i,43TAILLATION F\ F7AILS SH-ET N10. A-Hl E 0'- A EViSED NAVE R. L, iiCVEED NSIA-LATION DE-All-S 0-z/DVIS 1 r,i_, 1-, fOANCHCRI", 7- PO-C-1 INFO [.,F-AI_ SIRIJ(Jll,,%L lj l hpi S 1., op Sjl r)?lq I fil-, S' . 1 , . .11 RE ,, S kX, [, SJ- F-'IEN 1 i- N(' — 10 BLYOND Ei-UCIUPI 1,11-1-RICR WA,t,. -'0C,%Tr ANC"'--.,-; A,', SW();V\ IN FLFVATZONS AND :N-,.-A[ITll)r4 F-E-Afl-z. 1 '3. AL'- -ASTENELPS TO GEE (,ORPMCN SIALIA'!,'.)N ShA 9! ! N rC.(.I,li NCE NllH A,C11,)P C 1 UPLA,' I S N-,IPJCl:(-NS AND S-1AL1,- BE U Eli IN 1S', GHAN 7HE H1NIr. 11lI,' STRENCTH S-70rIFD Er -_OW; A. V,,-O'JP, Y STRE',GTH :C)N-CRIAANC7 -0 ASTV C-9j, 07 U, VE-iAl ' I I SIPIJ'TURE: S-TEFL '8CA, Al. u UP N.11, N1 V,11VUM NS I A-LIAT —) N tND Sl;,N 'RrSSJ MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD- CARROLLTON. TX 75006 ERIES GA 7050 RECTANGULAR PVC SH TILT WINDOW 53 1/8 X 72 NOTES c,"", CB, n0- RCa R.L. 08-00250 NITS 9/09107 1 1 OF 5 SIGNED: 0510612015 o\%l i I I I It/,/ 0 TAT , 04Fw zu c IIFX ! I F I AX - - 6 ' ''VAX. AX 1 1 7C''`. R:\I4E EIG'r T i G" MAX SERIES GA 7050 SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING I IMPACT RATING 335.0PSF I NONE NO FS 2. A.AXI,o- Wi, D.L.O. A, t 26 3/+8' bL Y E_O S_L C rk-1 I'f 18E4 0• F11 "v' k QLI RJ rt VISl::iflS C. E(.,EJ 'r'ra-= 11r,/'S/1:5 P_ iJ .._E VS Eu INS-j/-TI_-0FI GS %oa5_.P...-..-'... Maximum design pressure (p Frame Frame width (in) Height 17.50 1 19.50 1 23.50 1 27.50 11 29.50 1 31.75 1 35.501 39.50 1 41.50 1 43.50 1 47.50 5113 in) Pos Meg Pos I Meg I Pos Meg Pos Meg Pos Meg Pas Meg Pos Meg Pas Meg Pas Meg Pas Meg Pos Meg Pos Meg 27. 50 SZ5 52.5 52.5 152.5152.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52,5 52.5 52.5 52,5 52.5 52.5 52.5 52,5 52.5 52.5 52.5 52.5 35. 50 52.5 52.5 62.5 52,5 52,5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52,5 52.5 52,5 52,5 52.5 52.5 52.5 43. 50 52.5 52.5 52.5 52,5 52.5 5275 525 52.5 1 52.5 52.5 52.5 52,5 52.5 12.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 48.2 48.2 47. 56 52.5 52.5 525 2.552. 52,5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.3 52.3 45,2 45.2 51, 50 52,5 52.5 52.5 52,5 52,5 52.5 52.5 52.5 52,5 52.5 52.5 52.5 52.5 52.5 52.5 52,5 52.5 52„5- 52.5 52.5 49.8 49.6 42.7 42.7 55. 50 52.5 51.5 52.5 52.5 52.5 52,5 52,5 52.5 52,5 52.5 52.1 52,5 52.5 52.5 52,5 52,5. 52,5 52,5 52.5 52,5 47,4 47.4 40.8 40.6 59J5 52.5 52.5 52.5 5Z5 52.5 52.5 52.5 52.5 52,5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 57.9 51,9 45,5 45,5 38.8 38,8 72. 00 52.5 52.5 SZS 52,5 52.5 52.5 52.5 52.5 1 52.5 152.5 52.5 52.5 52.5 52.5 52.5 SZS 52.3 52,3 48.2 d8.2 41.7 41.7 35,0 35.0 in areas where water resistance is requires, posuvo aesgn pressure is Mmirea to +so.upsr Number o7anchors.required- Frame Frame width (inl Height 17.50 1 1e S0 I 23.S0 I 27.S0 I 29.S0 1 31.75 1 35:50 1 31W 1 41.50 1 43.50 1 47.60 S3.13. in) HNd amb HAS amb HA5 amb HAS amb H65 amb HAS amb HAS amb HAS amb H65 amb HBS amb AS Jamb HAS amb 27. 50 2 2 1 2 1 2 1 2 2 2 1 2 1 3 2 7 1 Zr 3 2 2 3 2 1 2 1 4 2 4, 2 35. 50 2 3 2 3 3 3- 3 3 3 3- 3 3 3 3 3 4 3 4 3 43. 50 2 3 2 3 3 3' J 3- 3 3: 3 3, J 3 3 4 4 4'. 47. 50 2 4 2 4 3 4 3 4 3Y 4 3 4 3 4 J 4- 4 4 4 51. 50 2 M24 4 2 4 3 4 3 4 3 4 3 4 3 4 3 4 d 4 4 4 55. 50 2 4 2 4 J 4 3 4 3 4 J a 3 4 3 4 4 4 4 4 59. 75 2 4 2 4 3 4 3 4 3 4 3 a 3 4 3 4 4 4 4 4 72. 00 2- 5 2 5 3 5 3 5 3 5 3 3 51 3 5 4 5 4 5 Wlndcw HodzonlglI F D wlr dew WMdmv ] VeNcal Vetdwl Call Sire I F D 1 2-4 1 27 112 1 SIGNED: 0510612015 Wlndow Nnrpan;al Call Slr.c 11 n vz 1- 8 19 1!2 I 3-0 f 35 112 4, 1 a3 V2 MI WINDOWS AND DOORS LLC R)"Zla 311222-0 i 3 ``\5 4- 4 1 51 112 1001 W. CR056Y RD. r \ 4r i CARROLLTON, TX 75006`SF95 3l4a_8 55 ;rz V2 so 5s au j ERIES GA 7050 RECTANGULAR PVC SH TILT WINDOW0 51S3 U-_ 1 $ X 72a11ri iINSTALLATIONDETAILSANDDESIGNPRESURECHART1 TAT OF 1 DH,s:, +...... F_':• R O.RfOP; • '` ". R. L.4.. 4rE ".,,^ 0$ 500C250 D A11 Co`\. I 4 43112 47 vz SPCL s31re NTS 9/09, 07 2 Oi 5 7 10 ' PAIN. v Nc, BrOL Cj,!ANCF E. Rv CTHERS 1114" V"' D.L ST,',!,'ATICV 0—TrEvI 1p DACKER Plu'l" APPROVIE- SEA[ ANT jZff acco srx'-w EXTERIOR l INTERIOR HACKFIR, PC 'I, APROVE( Sf A[,i,N VICCD FPAfvl ING OR e OTHER ADPIRCVLD SLA_AN 1 / 4' MAX SHIV VERTICAL GROSS 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 INTERIOR j Vi0c") RAVIN(, EXTERIOR BUc'< EILM tlrJl JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 0510612015 VI WINDOWS AND DOORS LLC 100i W. CROSBY RD. Ek CARROLLTON. TX 75006 a 5 ERIESGA7050RECTANGULARPVCSHTILTWINDOW53 1/8 X 72 INSTALLATION DETAILS AND DESIGN PRESURE CHART OF AT4 R. L. 08-00250 D Nl- 11ATI 9/09/07 IS11EET3 OF 5 ions a S I P Io l. DIS :A`CF -- --- A I 1 '1R ; 1,= F/15I 7Fi P1 d CJ SEC N) E5 :) ,, / 1 2 R_L. a AN. I "ACE aE+,SEt n n,neE 1 I C RPOSEC Rtl7,TA;_IhT2,I R.L. u I/ CIR L F DR -t'._I `J v:<F r r I II EXTERIOR INTERIOR ri EJ i v 9ACK,_R RO: A.PPROVG SEAL/\N M I.IAI. e r cTFIf: VERTICAL CROSS SECTION_ METAL STRUCTURE INSTALLATION NOTES: 1.7NTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO SE DESIGNED IN ACCORDANCE WITH AS TM E2112 5L `_i A (LO 01S, EA X. ACL I 5j"8" wir , CGF I:IS"'AMF SrF` UC J.. F « _ _D EXTERIOR OTHERS S LAL .rd JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION INTERIOR SIGNED: 0510612015 LLC MIWIND10oAW. R.IILr0 SRDBDRD. CARROLLTON, TX 75006 1 •\ GENSl*,..9S%- 0 51 ERIESGA70SORECTANGULARPVCSHTILTWINDOW53 1/8 X 72 INSTALLATION DETAILS AND DESIGN PRESURE CHART E OF •iuz R. L.`777 08 D/ONA`1 a\\\ OOOFONTSoar9/09/07 2 1%/ U.N. FCGL L r,Nr,_ N--REIE/A A',OiI 1 i/ t' MI", Frna L C H'IIOI,Ai `X %CK --- iZEE NOTES 3 K R01) — HIN 511.:F- T EXTERIORSO 3j T.lr(:0'1 l SIGuS R EV E.. NL C, 0 ; t 2 P.I- C sco wm. I i i R L. E F 1 IN T L..:ION - i7A S n --.'C.A/ 1 5 l R.L. mAX. EPsu D SV SP SCE 1 2 i/2 I a INTERIOR DISTANCE I I y' .I iI- w,tntmtNa I Ll "7 BUC< INTERIOR SEE vl r:. sl N' tiC. E1_/rASONk Y By OTHERS BAr KEq POO 4P= Pa'k SEAI ANT TEXTERIOR JAMB ININSTALLATION DETAILH Ep S RYINSTALLATION FRO F0 E:. MAX, CPTIONA.L 1 K ?.JCK H!"a SPACE i NOTES: SCENOTE i. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, I NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 0510612015 MI WINDOWS DOORS LAC itLo i/// r: NcYETE/rsrs:^,J*, SY J_— w. c 6 CARROLLTON, TX 75006 OTHERS VERTICALCROSS SECTION GENSF9J+ CONCRETEIMASONRY INSTALLATION SERIES GA 7050 RECTANGULAR PVC SH TILT WINDOW 0 5 *_ 53 1/ 8 X 72 F INSTALLATION DETAILSANDDESIGNPRESURECHARTTiOF 1O?I'D Dv,adorc,, i sSAL1 G`\ R.L. 08-'00250 D nTc NTS 9/09/07 5 OF 5 Nol F7: 1. THE SHOOIN HLPDN IS DESIGNED AND k?,AN-JcACIl,JRE0 fC, CO3`/PL'/ 1111H. NF_-OIJjRFI,/.FNrlQ, 0I` THE CO,E, NOOD AND MASONRY C_rE_Nhlj6 TO BE DES :,[,.El) AND ANCH!-REEII ; I TO ROPERLY INANSILH A_ OADS 10 STRI-C-3-PE. I—AIVII1,10 AND MASONRY OPEJNF,C IS THE RESPONSI31!!TY OF T-1,11- ARCHIT:C_ OR ENGINEER 0, RECO=D. 3. IX BUCV OVI-R KAASONRy/,-O%l:,,,E"T IS CPI Il-INMI-1 4. VIPERE SHIM OR BUCK THICKNESS IS LESS THAN' VI',DON UNTS MUST BE ANCHO EFD THROUGH THE FPAVE N ACCORDANCE Y,'.TH t-MNUFACTLI.ER 'S P_E_LISHEC INSIAIJ,A-NON NSIMUCIPONS, A -VC "ORS SFIFII , FASTEMEG Nrc, MASONRY, CONCRETE OR OTHER STRUCTURAL UG,,--TRpT7 llATE:R[',L, INHERE PIJC,< THIf_lKN" S 1-- 1/2"' OR GREJEIR. D'_CK SHAi! 57 H'IJR_ LY FASTFNM TO IJASC%I.Ry. CCNCR,_T7 OR OTHER S-f?-,l','I,,RAi UI3SMA-. UNITS t,,Ix, BE ANCHORED T-fROJGH `YAVE SEI'URE-D ,OGC RUCK IN ACCORDA_ MANUFAC-1-PER" rUBLISHED INSTALLATION INSFRUCIIOMS. F IX Rl - CK IS NOT USED -7):SS'MILAR ,jA7ERIAILl VUST BE APPI-,C.',.*-rj COMING OR \'EVHRA'lE, S-LEC-ION 0." COAIING CIR 111C AfE`_'_ DR ENSINEER (D 7. BUCKS SHALL XTFEJND BEYOND vI'j,.)CW IN'TER]CF, rA(` SO THAI P-Li ---AVE SUP -OFF IS PROV IDED. F_ SHIMS SIIAL RE LOCATED, APFUED AND MADE FROM kal-__RiALS M AIDCARLELE OF SUSFAII`-,,' APPLICABI-F CA"S', 9. WIND I -CAD, CUPATION FACTOR; C—i-E NAS USED FI VI CA.-CULATION1 10, FRAVIF EXFRUfjF0 RA IGID 'VC. 11. UNIIS MIDST PER S7 ASI'' 1 30 0 - 0 - 12. APrRr, VFF, 1*%,!rA.- PROIEC-riv- S_R _FCUI?F[- _OR THIS "RCMUCT I\ BORNE O.—RIS Tif 1 FOR ANr!IO,?;NC rIlROUGH FRAMV. N' RAM'ZX BUCK #8 WOOD SC' EWS ' Aj;7H SUFFICIENT I_FNG_,I--, AC'-'IrVF A I K41NIMUM INTO SUBSTRATE- _OCATE ANCHORS Ar- SHOWN M ELL_vA7j-N-, AND NSTti LAT 0% DETAILS. 14, FOIR ANCIHO1N` THROUGH FRAIA:\ hA. ...ONE. i'/C'.a.;P_ E USE APRON VVITH SUMCIEN1 LLINII 10 ACHIEVE A 1 1/1" MINIMUV !IJiG -_I_I-?SIRA___ WilF. 2 2" `XMIAjV EDGE DISTANCE. L&C!=TE ANCHORS AS SHC,','N 1\ ELE%JA_I&',S AjD INSTALLA71ON --All, S, i s Ir-ET NO.I-' riFst"."lli -T E iSIONS R I; v nesc= D,TIF V /i2 R. L. c :Lv SED c) RrySEC INSTI-LLATIO, D,_ 0, 4 / 1.5 R, L ZINC T! I FOUCI I FF! AM- IN 10 W--1 A I- ST",U'_- it jR , USE SVS OF, z It F F"11-" SCR`it' Vi] H ,IJFFICEM 10 ACHI=VE y" ;'11 A-, 10,AVN ! N F FIATIOWC ANF\ 11,1',TA Jrjjor, r)[TikII - II ALL FAI2T N_R'S 10 BE PESISiANI. A I D kAll 11-4 A,4 D INS [ALI-ATCkNCHORSSISIALLI1, N.,TA.11_ ArIC', NSiR,JCIl,',NS AN13 AN-11OFS SifAi - Nol DIE UHD A_ SUBSTPEQ 'WITH STRE,,St,'._ -<S Hm, THE VINIVILW STJREj-jGT Fj_ C EL II VINWIL"ll SPECIFIC C._.kvlry OF G=C.4' F i FTF MINIMUM C0VFP,---,,S[VF ST:EN(T" -,F 3,192 c i PMl, CLI I C (: 90, GR:\DE (On ;PF',T-- M[!A,, iFI, C FUh 511!,_!,I 180b, S3W,l A JVMJIA 605_5--Fll, l/W I K f,,l I N I Ml I V i I NMFS 2-5 A` 19111 DET,.I.-_ RING-D__.S:c, Pi SIGNED: 0510612015 MI WINDOWS AND DOORS LLC 1001 W. CROSBY PD. 0 CARROLLTON. TX 75006 E ERIES GA 7050 RECTANGULAR PVC SH TILT WINDOW Z:*: o 51 53 1/8 X 72 NOTES TAT OF 4ms- awa Iva. pry Z ORM 08-00250 D ... WE - ONAIL NTS 9/ 09/ 07 1 OF 5 ',/1111 I\\\\ E,. MAX III O.C. 6" MAdl 6" M "X T- 17" MAX 72' O. R vy F. 6" MAX SERIES GA 7050 SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING I IMPACT RATING t35.OPSF NONE NcA 1. PIAXI V-M or. S H SIZE 1" v 2,,,., 1, r;; 2.,i s-H- -•- -- /. </:1a A".__, .._ I>EJ Nr TE`i .. Ir.l. VU_P O= ANCHORS R_OUI-LU Maximum design prwwm (p Flame Frame width (in) Height 17.50 19.60 23.50 27.90 29.50 J1.75 35.50 39.50 41.50 43.50 47.50 53.13 in) Pas Meg Pos Meg Pos Nag Pos Nog Pas Meg Pos Meg Pas Meg Pos Meg Pos Meg Pos Meg Pas Meg Pos Meg 27.50 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 1 52.5 52.5 52.5 52.5 1 52.5 52.5 52.5 52.5 1 52.5 52.5 52.5 52.5 1 52.5 52.5 52.5 35.60 52.5 52.5 52.5 52.5 111 52.5 52.5 52.5 52.51 111 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 43.SO 12.5 52.5 12.1 5IS 12.-1 52.5 52.5 52.5 52.5 52.5 52.5 52.1 52.5 52.5 52.5 52.5 52.5 52.5 1 111 52.5 52.5 48.2 48.2 47.50 52,5 111 111 52.5 52.5 111 111 52.5 52.5 52.5 52.5 52.5 52.1 52.5 52.5 12.5 52.5 52.5 52,5 52.5 52.3 52.3 451 45.2 51.50 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52,5 52,5 12.1 52.1 49.6 49.6 42.7 42.7 55.50 52.5 52.5 52.5 52,5 52.5 52.5 52.6 111 521 52.5 52.5 52.5 2.5 52.5 52.5 52.5 52.5 52.5 52,5 52,5 47,4 47.4 40,6 40.6 59.76 52,5 52,5 52.5 52,51 52.5 52,5 52,5 52.5 52.5 52.5 ES 52.5 1 52.5 1 52.5 52.5 52.5 52.5 52.5 51.9 51,9 45,5 45.5 38.B 38.0 72.00 52.5 111 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52.5 52,5 52.5 52.3 52.3 46.2 48.2 41,7 41.7 15,0 35.0 at areas where warer reml mce is requireo, poaum uesrgn pre-ure is Mmtma to •.1a.vpw Number of anchors required Fame Frame width (in) Height inl 1T.50 Head amb 1 19.50 HAS amb 1 2150 HAS Jamb 27.50 HAS1353s 29,50 amb 31.75 HAS amb 35,50 HAS amb 39.SO HAS amb 41.s0 HAS amb 43.50 HAS amb 47.60 HAS amb 3.13 HAS amb 27.SO 2 2 2 2 2 2 2 2 3 2 3 2 3 2 3 2 3 2 4 Z 4 2 75.50 2 3 2 3 2 3 2 3 3 3 1 3 3 3 3 3 3 3 t 3 4 3 43.50 2 3 2 3 2 3 2 3 3 3 3 1 3 3 J 3 3 3 3 4 3 477 2 4 2 1 2 4 2 4 J t 3 4 3 1 1 4 3 4 4 4 1 4 51.50 2 4 2 4 2 4 2 4 3 4 J 4 3 4 3 4 3 4 4 4 4 1 55.50 2 4 2 4 2 4 2 i J' 4 J 4 3 1 3 4 3 4 4 1 4 4 S9.75 2 4 2 4 2 4 2 4 3 4 J 4 3 1 3 4 3 1 1 4 1 4 71.00 2 5 2 5 2 2 3 5 3 5 3 5 3 5 4 Ivv,'eox wlnaow -d- wlaow I CF,o4ta V HoIrD Verriralall Call $Ize CSze . IVex F D6 z 1 z-< 27 ,rz SIGNED: 05/06/2015 1 1- 8 I 19 112 i 3-0 35 112 z- i z„z 1 1 4-a 7 2 MI WINDOWS W.cROSB RD.ND LLC \\\\\\ S1R11`o // i z- s z9 vz I 4-a s+ vz J q i! CARROLLTON, TX75006 ` \,••GENS sy I 3- a 3s 11z s-0 ; 5911a ER1ES GA 7050 RECTANGULAR PVC SH TILT WINDOW =*• p,gQg 71r= is 19 1rz i oPc E 72 53 1 /8 X 72 o 38 41vzINSTALLATIONDETAILSANDDESIGNPRESURECHART2}2 • FATE OF t 3.e ) a3 1rz 4-0 a7 vz SPCI 53 118 // S • • ' • • G' \\ I R.L. o rc 08 500250 NTS 9/09/07 2 OF 5 IIIIIII P 6, "Vill- I FAIA" K k, u A -PROVED EXTERIOR A' K - ' P M A, Afc X R CK INTERIOR VERTICAL CROSS SECTION W066-i 4i WN&-&A-i(66&Wi TALLATION 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 A "I 4' PAX. R, S Z' PC,5E_ N1,111-- ",p F INTERIOR ji EXTERIOR v JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X SUCK INSTALLATION SIGNED: 0510612015 MI WINDOWS AND DOORS 1-1-C 1001 W. CROSBY RC. R .. L 0 CARROLLTON, TX 75006 o 5ERIESGA7050RECTANGULARPVCSHTILTWINDOW 53 1/8 X 72 ZorwNSTAIELATIONDETAILSANDDESIGNPRESURECHART 0. TAf 1R. L. 08-00250 0 fo'N'Al"- 11111IM0Sr'z NITS- 9/09/07 3 OF 5 ia't I 1 Av , i AX M 'ACE hAti n F- ., 4r," ji 1 E Ir EXTERIOR L FT INTERIORll r' I CKF_F: li;( SEALAi`Jl t<F is SST I VERTICALTUCROSS SECTION MTAE_L STRUCRE 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 9AX. S pAIC I Cif SE ti I I'v I fJ v _. P h'O T7 L. INTERIOR EXTERIORc JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0510612015 MI WINDOWSAND DOORS LLC GW. R \S 0 7ji i CARROLLTON, TX 75006 `.\GEM ERIES GA 7050 RECTANGULAR PVC SH TILT WINDOW Z*+ 0 i4= 53 1/ 8 X 72 - r INSTALLATION DETAILS AND DESIGN PRESURE CHART '; STATE OF •.UZ n,L. onTF 08 00250 D i7SS pNAL aG\,• NTS 9/ 09J07 - OF 5 ?IIII1ti1 12" L D G z D P! 011A X C' L j J INTERIOR4 TERIOR VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION R RFVV F,— D 2 INTERIOR 1/16' 1ADCDN tia 3 Jc K, E•7 EXTERIOR 3AC,7R' R 3Cy 7 -A Ar: JAMS INSTALLATION DETAIL 6646RETEli4S70kRY liTiCCAiION NOTES: 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BYOTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTU E2112 SIGNED: 0510612015 MI WINDOWS ANDOSBY DOORS LLC 0WI111/11/1' qo1001W. CRRO. CARROLLTON, TX 75006 E 14, Jz- . -" .. - SERIES GA 7050 RECTANGULAR PVC SH TILT WINDOW 0 53 1/8 X 72 INSTALLATION DETAILS AND DESIGN PRESURE CHART .7 :-jo TAT OF ."i'. R. L. D Z 'N ICIL- NTS 9/09/07 08- 00250 (,IF 5 NOTE'S: 01,)1j"J SAC 1N N """D CR "A U,,01"IC ) . , 2. PC-D dCPEN ",,; TO BF TRUSFM A L i COS FO YRUWA. QWAC K3 VIM& QIV S !-I- RE P k ' ', L ' 0 , P - kj - i P 0 1 _R_:, ix P Cl NvI-P IS 0,4 4 1,31f,Cz< IHcKnH S ns lyn —on- nmop tms V.1 0 FP_': dA7 N 'C( CBO,,F,F WFH WOO 'ACORMS P. SX7 Avluk\ NVAJOC14S. ANCAWS v0t_ QQ,Q'y -A5 N 0 Q& T y AM A STf _,Pl_ 1 " To AMD RUK Tvms 6 1 V_ OR ml"4 3"1 OVA B: SLUMV 0, VLASC`R-, CUCRETE CA YAM MnTM, KATWU AAMW L. UAll' N AWORMWE wTi XnW70HUAMQWDGWX4 N1- ` 11 RUCK N N. MD OWN R VAN Q,S V"T BE SVAUTO W- APPRGZD' MAING Q? NAMPRINP. ESJOW Of CONAG Qq WUMAW 5 '* ASQO%RK" Cr A MUS SM" E ND EMU WNDOW ERICQ ON SC "Of -.2 RAVE &PITRI 0 8. EMS RML DE LOCH %! AP%TV M WN XW MKMnS "D TIEMS5 1 AM WD !AKAN C"A AM UVO AW W001 =OW CANaNOW, 12, fl`ACT 'F,CT,,_S-I,,F Two v mml, 1Z MR =DIME TMQi MM NO MOO -)AMAG W Yx 100K Ua #R MM, NANG WR SO- DO- :_NGT- -O AC1A 1 1 /-` _',T!_',V7N: Ni" SUEYRNT, -CCOF mcORS m smm [A 0..:vmc No pmKOWN 0"Ul s r"V,)PIN", TPWt. ',0 Sf,- _C, A I / l" tvw,ImP',,! 2 1' OVMn EWE MOW& QWTE WS-051 AS SKW"N EnNYMS lows AMC R_ C! Al LEV, ARMS vtin FPWD SWA PF 1,..T^QAS A", 0 IOP, I\i A A IC '3 H , PE- NSA, VONAWH0?3151 A % WM0 A AUWAK W F WQQJ NPkX0',' CWZWT VNAJM cmmmmh TKNMW 3 2 ISi ANSARY SHEN&— -C AS-"! C-9c, SAD W1 My OP A—V" V PW '/W ill MAWJA OF C'jj,`_N[ 7 NQ asm"10"I 2- 5 I_ AI UN 0 AGS MC !MIN "PSY&L C"W F SIGNED: 05312015 It WINDOWS xWD DOORS LTC 001 W. CROSBY RD. CARROLLTON, TX 75006 1.1% 0 0 5 SERIES GA 7050 DESIGNERPVC SHTILTWINDOW531 /8 X 72 NOTES v TUAAT OF -.,& 0. ZORMt- A 61, 1 K, T QL, 08-00251D010NAL0"\\ PN OW WI- NIS 9/09/07 1 1E` 71OF5 53 / 8 I. AX FRAW T A. X r f1P.X 03 AX 12" NVIA x SERIES GA 7050 SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t35. OPSF ; NONE NGl 1. y -n BIZ 1' X 3t' l, Q,V-- CI c u Z 1 ! A4 10.''a A'tY r _ D 1 ?1 FOR Maximum design pressure (pst Frame Frame width (in) Height 17.50 19.50 23.60 27.50 29.50 31.75 35.50 - 39.50 41,60 43.50 47.50 53,13 in) Pos Neg Pos Neg' Pos Neg Pos Neg Pos Neg Pos Neg Pos Neg Pos Neg Pos Nag. Pos Neg Pos Neg Pos Neq. 27- W 52.5 52,5 52.5 52.5 52,5 525 52,5 52.5 525 52,5 52.5 52.5 525 52,5 52,5 525 52,5 52.5 52S 52,5 52,5 52.5 52,5 525 35. W 52.5 52,5 52.5 525 525 525 52,5 52.5 525 52.5 52.5 52.5 52,5 52,5 52.5 525 52,5 52.5 52,5 525 525 52,5 52,5 52S 43. 50 525 52.5 525 52,5 52,5 52.5 52,5 52.5 525 52,5 525 52.5 525 52,5 52.5 52.5 525 52.5 52.1 1 . 52.5 52„5 4Q2 48,2 47. 50 525 52..5 525 52.5 52,5 52,5 52,5 52.5 52.5 52.5 52.5 525 525 525 525 52.5 52.5 52.5 52,5 525 52,3 52,3 45,2 45,2 51. 50- 525 525 525 52.5 52.1 52.5 52,5 52,5 525 52,5 525 52.5 525 52.5 52.5 525 52,5 52.5 525 525 49,6 49,6 42,7 427 55. 50 52.5 52,5 525 52,5 52.5 52,5 525 52.5 52,5 525 525 52.5 525 525 525 52.5 52.5 52.5 52.5 52,5 47,4 47A 40,6 40,6 59. 75 52.5 52.5. 52,5 52,5 525 52,5 52.5 52,5 525 525 525 525 52.1 52,5 52,5 52,5 52,5 52,5 51„9 57;9 45.5 45,5 38,8 38,8 r 72.M 52.5 52.5 525 52.5 52.5 525 52.5 52,6 525 52,5 52,5 525 52,5 52,5 1 525 52,5 52„3 52,3 482 48,2 41,7 41„7 35„0 35.0 in areas wnem water resistance is requrrec,. positive Design pressure 1s Nm1ma mi-s .upw Number O/anchors required Frame Frame width fin) . 19. 50 Height17,50' 23.50 27:50 79.50 31.75' 3550 39.50 41.50. 43.50 47.50 53.13 in) Head Jamb H65 amD HAS Jamb HBS amb H85 Jamb HAS Jamb HAS Iamb HASJambmb N-dS amb HAS 4. amb HdS tab 27, 50 2 2 2 2 2 2 2 2- 3. 2 3 2. 3 2 2 3 2.. 2 4.. 2.. 35. 50 2 3 2 3 2 3 2 3 3 3 3- 3 3 3 3 3 4 3 4 3 43. 50 2 3 2 3 2 3 2 3 3' 3 3 3 3 3 3 3 3 4 3 4 47. 50 2 4 2 4 2 4 2 4 3 4 3 4 3 4 f 3 4 4' 4 4. d 51. 50 2 4 2 4 2 4 2 4 3 4 3 d 3 4 3-- t 4 4 4 4 55. 50 2 4 2 4 2 4 2 4 3 4 3 4 3 4 4 4 4 4, 4: 4- 59, 75 2 4 2 4 2 4 2 4 3- 4 4: 3 4 4 3 4 4 4 4. 4 72. 00 2 5 2 5 2 5 2 3 5- 3 5: 3: 5 5 3 5 4 51 4: 5 Wlndaw Mndon N9nCow £ tVlndnw ' A1 sl'aeIFD D `JearalV111 I i 1-6 n 112 24 27 112 3 SIGNED: 0510612015 1-a 19 tl2 1 3-0 l2 35 ' I 2-0 23 tl2 i 3-6 43112 1 MI WINDOWS AND DOORS LLC `1\\1TlIIlt)ilr 4-0 147112j1001W. CROSBY RD. N\S L'0fl/ 26 zs 1Iz i 44 5111I CARROLLTON, TX 75006 `v EAtS ..1Ji i 1l2 - 30 3sv2I so s97/n SERIES GA 7050 DESIGNER PVC SH TILT WINDOW -"* 0 6 k=_ 391. i VU 1 72 $3 1 72 INSTALLATION DETAILS AND DESIGN PRESURE CHART T OF 3-8 43112 i TA 4-0 47 112I awg; Guff xo, ii4` EOR19 iv • ? sacl. 53 vaR. L. 08-00251 9/09/07 s "-' 2 OF 5 l%1 1 i01.00 iWNC R X CK L Ll! A—i EXTERIOR INTERIOR RC: AF-FCV- VAX, Hll 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 R; 1. S V .;t V I 5/12 INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X SLICK INSTALLATION SIGNED: 0510612015 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD, CARROLLTON, TX 75006 SERIES CA 7050 DESIGNER PVC SH TILT WINDOW 53 1/8 X 72 INSTALLATiCN DETAILS AND DESIGN PRESURE CHART• TAT OF Ix- z 0 1 08-00251 itN 11;01100NTSPAT' 9/09/C7 ll-'-"-3 OF 5 GIJ 1 VAX, V VFI' ov EXTERIOR i I - --- ----- . INTERIOR 5 , TIE A I A 0-D F,'ACKEF? Rrf Ar pov_ r rF' tn"'I r1l". 1;1 y VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 A d V 7,L[) --'I J T I E3 v C3 5/ sl u, 4/ 14, INTERIOR rl EXTERIOR 7 iDy JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0510612015 MI WINDOWS AND DOORS LLC 0\1111 liffIll 1001 W. CROSDY PID. R. Lo CARRO LLTON, TX 75006 E N,,g SERIES GA 7050 DESIGNER PVC SH TILT WINDOW Z: 53 1/8 X 72 INSTALLATION DETAILS AND DESIGN PRESURE CHART uOF OrR. L. 08-00251 'D 50' Lr N S T9/09/07 err 7 i vF ;"1R1 LR INTERIOR VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION i n i - L' -,SLR tit; L5 :;'12 j f .. e I FP Ll1.S R l.. I i i ? I INTERIOR T - T y.-_._.._. EXTERIOR E-7 i f - Jf i, _AN c3L IA OFF JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION I/AX. A NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER ANO JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH AS TM E2112 SIGNED: 0510612015 DOORS LLCMIWINDOWSA1001R W. RDB 75006 S LIO CARROLLTON, TX 4 GEMS.Q i SERIES GA 7050 DESIGNER PVC SH TILT WINDOW 0 b #= 53 1/8 X 72 AT47INSTALLATIONDETAILSANDDESIGNPRESURECHARTgyp i A' • W AGORiQP•,O 'Z R. L. 08 00251 D,ONA"\\ oarE 9/09/07 F " 5 OF 5 CNc [) '11113 +Ad_ 'C 0 HA Doc CUM A AMC Nq MD VQ"W 30 ONK 70 HE DOMOD 0 AUnWE 10 7WAR I 4= lik PL 3US 70 TTTWOA'G PENP' nR Z"- 3. X S C W= ME 5- V OR BMX YMMESS S LOS BE, ANGIORE1 DA0051 7,E FRWE N MT(ENAKE MWnACPEWS VA SMI) ASTAUM&N AT lom( Iy WDORS 4"12 Al vwv"'W) r mc Qmmm COKWE OR OT- 4R sm"mim- Anymul my7vu 1 M"E 4WD BMK P&MOS 1 1 - Q? CP GRYILi KWK Y". 3E SKiPUY TO ?MnA OR U TA SiRsULTA FEM40T, A NOW UKFS Y," HE Arl("Hcl 7['- FPi0,17 ZhT V/TU:2,--'R" -; U'KC FS-fToji A A ZA 1 X 81K IS NM UND OSS M OR MMI T&S MaT BE SMARNU 1 A- K AMPU7 ON Jh ;.CA l\(3 CR 77 "PAW- IAL 8, Ins son K NuzzWRE5 44D MADE 'ROM Mon "s cow OF 9, A- N -ACTO!' fiAS JSC, R EX L S M L, S' Ali 1 k AS, I %, L 1,J r A"R0V,-',, 0 AZT TAMS" 1 NOT Moo TU P PM01 F QVI K7 On? 1 WVNG OR K OW4 10 #0 WIT, A T /%, I-S OCAT-E ShOfll ', SFMU-A ON - BuKq6" TXWONS M7,4 I k' AILS. 7m WK nDT"v '= To vw "0 mvn yoz,w an A S" C, 9. 1H Sllj"-i-!,,l aWW !0 AWOL 1 N<Qv VN"V __(MO T AT- Nl``!O l it An FWP% iC 0 C0%%CN ASOM', NTQXVN "D S A1 .3l NS! 41 L 1 N PANJ--C.,RECS W5Cj =10 snow 2n"l A Q-m CRTR47' - vNmjv cmmoln VVE%m- u Z u VQQR- - STV474 CONIM;WN0 -C , 7V Z - 3Q Gm UE t --F fOR (TETIR, YU'll", ul . UI )! 33KSI "):; L!_ , \iJlv 1/ 3" C', "'' PA VIA 27 "OW-S DL AND D SlN :; KART SIGNED: a%61915 MI WINDOWS AND DOORS ITC S. ED 001 W. CROSBY RD. CARROLLTON, TX 75006 SERIES GA 7C50DESIGNERX72PVC SH TILT WINDOWINDOW0 53 1/8 NOES TA OF P:z R.L. 08-00251 5- E NTS P"T 9/ 09/07 OF 5 SERIES GA 7050 SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING I IMPACT RATING 35.OPSF NONE ri f; I I v) M i 29` 2, AXIA , rJ ,n,. X /n.• J..=I, F' SrF - -, l F:)= RD R4 ,. Slcra., pp I C 7 IS < L i'Al L- / Maximum design pressure OV Frame Frame width (in) Height 1Z50 19.50 23.50 1 27.50 29.50 31,75 35.50 39.50 41.50 43.50 47.50 53.13 Pos Meg Pos Meg Pos Meg Pos Meg Pos Meg Pos Meg. Poe Meg Pos Meg Pos Meg I Pos Meg Pos Meg Pos I Meg 27.S0 52,51 52.5 5Z5 1 52,5 52,5 525 5Z5 52,5 523 52.5 52.5 52.5 52.5 52.5 52,5 52,5 52.5 52,5 525 525 52,5 52,5 52,5 52,5 35.50 52.5 1 52,5 52,5 52,5 52.5 52,5 52.5 525 52,5 525 52,5 52.5 52.5 5Z5 525 525 5Z5 52,5 52,5 52,5 52.5 52,5 52,5 52.5 43.S0 52,5 52,5 525 52.5 52,5 52.5 52,5 525 525 52,5 52,5 5Z5 525 52.5 52.5 52,5 52,5 52.5 52.5 52,5 52.5 52,5 48.2 46.2 47.50 52,5 52,5 5Z5 52,5 52,5 52.5 52,5 52,5 52,5 525 52.5 52.5 525 52,5 52,5 52,5 52.5 52,5 52,5 52,5 52,3 52,3 45,2 45,2 51.50 525 52.5 52,5 52,5 52,5 52.5 5Z5 52 5 5Z5 52,5 52.5 52,5 525 52,5 52,5 5Z5 52,5 5Z5 52,5 52,5 49.6 49,6 427 42.7 55.50 52,5 525 52,5 525 525 52,5 525 52,5 52.5 525 5Z5 52,5 52,5 525 52,5 525 525 525 52,5 525 47,4 47A 40,6 40,6 59.75 52,5 52,5 52,5 52.5 52,5 52,5 5Z5 525 525 52,5 525 52,5 52,5 52.5 525 52,5 525 52.5 51.9 51,9 45.5 45,5 368 38.6 72.00 52,5 52.5 525 525 52,5 525 52,5 52.5 52,5 52.5 52,51 525 525 525 525 52.5 523 52,3 48,2 48,2 41.7 41,7 35.0 35.0 m areas-wnere warars req.,rvu, pusruva oeagn pressure es nml+au r. ra—Pv Number of anchors required frame Fran* width (in)' Height in) 17. 50 Head amb 1F. 50 HAS Jamb 2, 150 H45 amb 1 27.50 H4Spamb Z9. 50 H45 Jamb 31. 75 H4- S JaMblHAS 1 35.50 Jamb 3F. 50 H. LS amb 41. 50 H. 4S Jamb 43, 50 N4S amb 47, 60 H45 Jamb 53. 13 N4S pmb 27. 50 2 2 2 2 2 2 1 2 1 2 1 3 2 3 2 3 2 3 2 3 2 3 2 4 2 4 2 3530 2 3 2 3 2 3 2 3 3 3 3 3 3 3 3 3 3 3 4 3 4 3 43. 50 2 3 2 3 2 3 2 3 3 3 3 3 3 3 3 3 3 3 3te 3 4 3 47, 50 2 4 2 4 2 4 2 4 3 4 3 4 3 4 3 4 3 4 3 4 4 4 SL50 2 4 2 4 2 4 2 4 3 4 3 4 3 4 3 4 3 4 7 4 4 4. 55. 50 2 4 2 4 2 4 2 4 3 4 3 4 3 4. 3 4 3 4 34 459.75242424434434334a472, 00 2 5 2 5 2 5 2 5 3 5 3 5 3 5 IL Ji v Wntl jHmlxo l f Call9lz N tlOw ( M rb nrtnl } IFp NfntloGfl Wldo"-., V.^ J1 O 0 FsL L 17 34 21112 1 SIGNED:0510612015 1-8 t 2- 0 19 1Q # 231r2 t 3A 35 112 1 3-B 3112 1 MI WINDOWS AND DOORS LLC 111I (I I za j zs 27 1/ 2+-0 29 vz I z a-+ 51 m 1CARROLLTON. 1001 W. CROSBY R.D.\s V, LD Irr/ 4 2-8 31 314 4 B I 55 112 TX 75006 G NS.'.951'i} ti F • '. 3- 0 1 3-4 35 112 39 1r2 t s-9 S PCL 5s31a ' 72..-_. 1 SERIES GA 7GSG DESIGNER PVC SH TILT WINDOW 53 1/8 X 72 4 0 3-8 41 1izI 43112 NSTALLATION DETAILS AND DESIGN PRESURE CHART f js Aug O• 1w saa js3 Ire R_L G8 D ss'ONA L`G`` . 00251 a1- NTS '- 9/09/ 072 Cr 5 W", S C I 7/1E bj ti. C 17 WOK, 1-1/ 12 ROD ANT NTI( iJr MAX. Im S A"'u EXTERIOR uACK- R R0 A p PA, AN 0 F N' / 1 f, " kl" R ?X I" K INTERIOR VERTICAL CROSS SECTION NOTES: INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH AS TM F-2112 1 / 1' VAX, fy E. INTERIOR EXTERIOR Apt 1`0' JAMS INSTALLATION DETAIL WOOL) FRAMING OR 2X SUCK INSTALLATION SIGNED: 0510612015 ANDROSBY DOORSLLC MIWINDO01W.WS 10CRD. CARROLLTON, TX 75006 Lo 0 SERIES GA 7050DESIGNERPVCSHTILTWINDOW531/8 X 72 INSTALLATION DETAILS AND DESIGN PRESURE CHART AT I OF ID R. L. I08-0025 NA 0 sc-" ITS I11T 9/09/07 'FE-3 OF 5 0:FERS l L'C 0 R c i EXTERIORnl I INTERIOR r EALpIN W rA VERTICAL CROSS SECTION METAL STRUCT_URE INSTALLATION NOTES' 1. INTERIOR AND EXTERIOR FINISHES, DYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT RY OTHERS TORE DESIGNED IN ACCORDANCE WITH ASTM E2112 SII_I_ 1LAC. VAX. SPACE 7 I NG if : Kf k r I la iF i _ S i / Il zEt S E JREVISED I7 T N -_. t F INTERIOR EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0510612015 MI WINDOWS AND DOORS LLC N \uiIIII?I, CARROLLTON, TXB 75006 OF9S, 0 b*' SERIESCA7050DESIGNERPVCSHTILTWINDOW53 X 72 INSTALLATION DETAILS ANDND DESIGN FRESURE CHART i9 iy f • TAT OF Da 00251 4TE NTS9/09/07 74 OF 5 1 w.!-TEI/w,sc,NR,- y I F P, I C'N A x ERIOR C FR RCI SALA*J A, 0 L - 1. / 1111 /, cl 0 VR " 4y ")7HL-S, mip" ICE D51S,,N- L INTERIOR VERTICAL CROSS SECTION CONCRETEIMASONRYINSTALLATION BE N N1,TES FD__] R v: l.qP,l LA x INTERIOR EXTERIOR Rj,) A JAMB INSTALLATION DETAIL C&N6iE 6M SIO INSTALLATION NOTES: 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 0510612015 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD. TX 75006 iX-, NCARROLLTON, E tp SERIES CA 7050 DESIGNER PVC SH TILT WINDOW 0 53 1/8 X 72 4T(AITP INSTALLATION DETAILS AND DESIGN PRESURE CHART Z, , 08-00251 D 6NAL i: NTS 1"T 9/09/07 S, 1:'T9I , 0— 5L L. Roberto Lomas P.E. Engineering Evaluation Report 233 W. Main St. Danville, VA'24541 Report No.: 510329-1C 434-688-0609 Manufacturer: Ml Windows and Doors LLC 1001 W. Crosby RD. Carrollton, Texas 75006 Product Line: Series GA 7050 PVC Single Hung 53 1/8" x 72" — Non -Impact, Flange Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61G20-3.005 method 1(d). The product listed herein complies with requirements of the Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-00250 revision C and 08-00251 revision C, prepared, signed and sealed by Luis Roberto Lomas P.E. 2. Test report No.: CCLI-11-137 signed by Jeffrey Crump Construction Consulting Laboratory International, Carrollton TX AAMANVDMA/CSA 101/1,S.2/A440-08 Design pressure: ±35.Opsf Water penetration resistance 5.25psf 3. Comparative analysis with anchor calculation, report number 510329A, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: See approval document. Maximum unit size: 53 1/8" x 72" Units must be glazed per ASTM E 1300-04 This product is not rated to be used in the HVHZ. This product is not impact resistant and requires impact protection in wind borne debris regions. Frame material to be rigid PVC. Installation: Units must be installed in accordance with approval document, 08-00250, Revision D and 08-00251, Revision D. Certification of Independence: Please note that 1 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 11111.1///f9R • L 0 iir • 0 51 • yt TAT O F cc v% d' 1©Rt©P•G'N ONAL,E` t1111 Luis R. Lomas, P.E. FL No.: 62514 06/16/2015 L. Roberto Lomas P.E. Engineering Evaluation Report 233 W. Main St. Danville, VA 24541 Report No.: 510329-1 C 434-688-0609 Manufacturer: MI Windows and Doors LLC 1001 W. Crosby RD. Carrollton, Texas 75006 Product Line: Series GA 7050 PVC Single Hung 53 1/8" x 72" — Non -Impact, Flange Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61G20-3.005 method 1(d). The product listed herein complies with requirements of the Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-00250 revision C and 08-00251 revision C, prepared, signed and sealed by Luis Roberto Lomas P.E. 2. Test report No.: CCLI-11-137 signed by Jeffrey Crump Construction Consulting Laboratory International, Carrollton TX AAMA/WDMA/CSA 101/I.S.2/A440-08 Design pressure: ±35.Opsf Water penetration resistance 5.25psf 3. Comparative analysis with anchor calculation, report number 510329A, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure. See approval document. Maximum unit size: 53 1/8" x 72" Units must be glazed per ASTM E 1300-04 This product is not rated to be used in the HVHZ. This product is not impact resistant and requires impact protection in wind borne debris regions. Frame material to be rigid PVC. Installation: Units must be installed in accordance with approval document, 08-00250, Revision D and 08-00251, Revision D. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 L 0 N 01TAT50F ; i / ZONA1.'E` I1111Luis R. Lomas, P.E. FL No.: 62514 06/ 16/2015 qq Florida Building Code Online r L SA) % . Submit Surcharge Stabs & Facts Publications FBC Staff BCIS Site Map Links Search Search Criteria Code Version Application Type Category Application Status Quality Assurance Entity Product Model, Number or Name Approved for use in HVHZ Impact Resistant Other Spwrch Rpsutts - Annliieatinik oplication List 2014 FL# ALL Product Manufacturer ALL Subcategory ALL Compliance Method ALL Quality Assurance Entity Contract Expired ALL Product Description ALL Approved for use outside HVHZ ALL Design Pressure ALL Page 1 of 1 Refine Search 15217.32 ALL ALL ALL ALL ALL ALL ALL L Typm Manufacturer Validated By mom: LSF5217- Revision MI Windows and Doors FL#: FL15217.32 Steven M. Urich, PE Pending FBC Approval4 Model: SERIES GA 7050 PVC TWIN SH 717) 932-8500 Description: SERIES GA 7050 TWIN SH NI CONTINUOUS HEAD AND SILL 72X72 Category: Windows Subcategory: Single Hung Approvea oy uarrc, Approvars-.oy uarA.snaer. oe:reweweu ano.ravneo necessary. C9Qtact U5 :: 194Q Korth MrilIro4Stre .ITallahasse &J2399 a`,ygg. 650417-1624 The State of Florida is an AA/EEO employer. Convrioht M674 13 Stiteof.Florida.::-:F ivacv Statement :: Accessibility statement :: gefundistatiiirk Under Florida law, email addresses are public records. If you do not want your a -mall address released in response to a puM ;re{nrifs'reguesL do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any gue5tiorn please,cohtact SS0.407.1395.'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an "email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product ApprovvallAAccepts: 1 0: '. x`'ttifr3t titt-rl:to.x' https://www.floridabuilding.org/pr/pr_app_lst.aspx 7/20/2015 Florida Building Code Online Page 1 of 4 r Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search P-mdo Auaroyalfit niju i Product 9t Aivalkallgri> Application Us t } Applicati"060 1 FL # FL15217-R4 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2015 Validated By Steven M. Urich, PE i Validation Checklist - Hardcopy Received Certificate of Independence FL15Z17 R4 C01 FLC01.6df Referenced Standard and Year (of Standard) Standar Year AAMA/WDMA/CSA 101/I.S.2/A440 2005 AAMA/WDMA/CSA 101/I.S.2/A440 2008 ASTM E1886 2005 ASTM E1996 2002 ASTM E1996 2005 ASTM E330 2002 Equivalence of Product Standards Certified By Sections from the Code h4s://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 Florida Building Code Online Page 2 of 4 Product Approval Method Method 1 Option D Date Submitted" 06/25/2015: Date Validated 06/30/2015'' Date Pending FBC Approval 07/06/2015 . Summary of Products Go to Page_ ® ®: Page'2 / 2 ® 0 FL # Model, Number or Name Description 15217.21 SERIES GA 505 ALUMINUM SH SERIES GA 505 ALUMINUM SH NI44X84 AND 52 1/8X72 Limits of Use Installation Instructions. Approved for use in HVHZ: No 15 lid II 08-0058 Ddf Approved for use outside HVHZ: Yes 15R4 fi Q1005838 df Impact Resistant: No Verified By: Luis. Roberto Lomas 62514 Design Pressure: N/A. Other: REFER`>TO APPROVAL DOCUMENT FOR DESIGN Created by Independent Third Party: Yes Evaluation Reports PRESSURE RATINGS.. F11""52#-7 94 A9 5t,00, ZQ.0dt 1. Created ;by Independent Third Party:. Yes 15217.22 SERIES<GA 505 ALUMINUM TRIPLE SERIES GA 505 ALUMINUM TRIPLE SH NI CONTINUOUS SH, HEAD AND SILL 108X72 Limits of Use Installation Instructions Approved for use in, HVHZ: No F1 2f7 R4 Il O Q(12 pD.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: E1 2 '7 R4. AE 510290C:odf PRESSURE RATINGS Created by IndependentThird Party: Yes 15217.23, SERIES,GA 505 ALUMINUM TRIPLE SERIES GA 505 ALUMINUM TRIPLE SH NI CONTINUOUS SH HEAD ,AND SILL 72 1/2X84 Limits of Use Installation Instructions., Approved for use in HVHZ: No . FL15M7 R4 `I1 08-00209Diodf" Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514' Impact Resistant: No Created by IndependentThird Party: Yes" Design Pressure: N/A Evaluation'Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN' Ft_15217 O—AE 510289C.ndi' PRESSURE RATINGS Created by Independent Third Party: Yes„ 15217.24 SERIES GA 505 ALUMINUM TWIN SH SERIES'GA 505 ALUMINUM TWIN SH NI CONTINUOUS HEAD AND SILL 72 1/2X72 Limits of Use Installation Instructions Approved for use in HVHZ: No 5 17 R4 II''09-:&657D.odf`' Approved for use outside HVHZ: Yes FLj52,I7' R4" 1I 08 00258D Ddf. Impact Resistant: No Verified By: Luis Roberto`Lomas 62514 Design Pressure: N/A. Created by Independent Third Party: Yes_ Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS: FL157 R+i AE-510 Created by IndependentThird Party: Yes''. 15217.25 SERIES GA 7050 PVC SH. SERIES GA 7050 PVC SH iNI "53 1/8 X 72 FLANGE Limits of Use Approved for use in. HVHZ: No:.1527 Installation Instructions 1t4" I.i 'g8 U025{ICS.ndY Approved for use outside HVHZ: Yes FL11517 Ra :11 08-002S D iodf Impact Resistant: No Verified; By: Luis Roberto Lomas 62514. Design Pressure: N/A Created by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS. FRAME MATERIAL TO BE RIGID PVC OA,5217. k4 AE. 51 1 a3df FROM VEKA AAMA CERTIFIED (VK 1) Created by: IndependentThird Party: Yes 15217. 26 SERIES GA 7050 PVC SH SERIES GA 7050 PVC SH "NI 48X72 Limits of Use Installation Instructions Approved for use in.HVHZ: No k HVHZ: Yes Approvedforuse, outside, Impact Resistant: No Verified By:"Luis Roberto Lomas 62514 Design Pressure: N/A., Created; by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS. FRAME MATERIAL TO, BE RIGID PVC FROM VEKA AAMA CERTIFIED.,(VK-1). Created, by Independent Third Party: Yes' 15217. 27 SERIES GA 7050 PVC SH SERIES GA 7050 PVC SH Ni 48X72 https:// www.floridabuilding.org/pr/pr_app_dd aspx?param-wGEVXQwtDgv3yVVKJZ1Q... 7/20/2015 Florida Building Code Online Page 3 of 4 Limits of Use Installation Instructions Approved for use in HVHZ: No T,115Z17 2111 0 -000a3D.:O Approved for use outside HVHZ: Yes F S2X7 R4 -j Q(Q 44D6 Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Design Pressure: N/A Created by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation ReportsP. PRESSURE RATINGS. FRAME MATERIAL TO BE RIGID PVC FROM VEKA AAMA CERTIFIED (VK-1). Created by IndependentThird,Party: Yes 15217.28 SERIES GA 7050 PVC SH SERIES GA 7050 PVC SH NI 53 1/8X72 Limits of Use Installation Instructions Approved for use in HVHZ: No 1 ` 4' 11 08-0024$0,odf: Approved for use outside HVHZ: Yes FL15Z17 R4 11 08-002490:odf Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Design Pressure: N/A Created by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS. FRAME MATERIAL TO BE RIGID PVC FL15217 R4 AE510328C.bdf FROM VEKA AAMA CERTIFIED (VK-1) Created by Independent Third Party: Yes SERIES 15217.29 GA 7050 PVC SH W/ SERIES GA 7050 PVC SH W/ TRANSOM 47 1/2X83 3/4 NON TRANSOM IMPACT Limits of Use Installation Instructions Approved for use in HVHZ: No 515217 RAJ( Q$-Q224¢A- f Approved for use outside HVHZ: Yes Verified By: LUIS ROBERTO LOMAS 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +40/-40 Evaluation Reports Other: FRAME MATERIAL TO BE RIGID PVC FROM VEKA F1-15217 R4-'AE 5..122Ajgd AAMA CERTIFIED (VK-1) Created by Independent Third Party: Yes 11 15217. 30 SERIES GA 7050 PVC TRIPLE SH SERIES GA 7050 PVC TRIPLE SH NI CONTINUOUS HEAD AND SILL 107 1/2X71 1/2 Limits of Use Installation Instructions Approved for use in HVHZ: No FL1521:7 R4 II 08.02726DdR 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 FLIS217 R4 AE. 513510 PRESSURE RATINGS. Created by Independent' Third Party: Yes 15217. 31 SERIES GA 7050 PVC TWIN SH SERIES GA 7050 PVC TWIN SH NI CONTINUOUS HEAD AND SILL 72X72 Limits of Use Installation Instructions Approved for use in HVHZ: No L15217 R4 11 08.00584B.ixtf` Approved for use outside HVHZ: Yes FL15217 R4 11 08-00585B Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Design Pressure: N/A Created by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS. FRAME MATERIAL TO BE RIGID PVC FL15217 R4 AE, 510934t3 odf FROM VEKA AAMA CERTIFIED (VK 1). Created by Independent Third Party: Yes 15217. 32 SERIES GA 7050 PVC TWIN SH SERIES GA 7050 TWIN SH NI CONTINUOUS HEAD AND SILL 72X72 Limits of Use Installation Instructions.. Approved for use in HVHZ: No FL 217 k II Q$-000d5p At 1 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 FL15211 A4 Ae, 510049D.Odf PRESSURE RATINGS, FRAME MATERIAL TO BE RIGID PVC Created by Independent` Third Party: Yes FROM VEKA AAMA CERTIFIED (VK-1) 15217. 33 SERIES GA 7750 PVC SH SERIES GA 7750 PVC SH 53 1/8X72 NON -IMPACT FIN Limits of Use Installation Instructions Approved for use in HVHZ: No F Z R4 I Qa:013Q w 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 1 4 w! PRESSURE RATINGS. FRAME MATERIAL TO BE RIGID PVC Created by Independent Third Party: Yes FROM VEKA AAMA CERTIFIED (VK-1) 15217. 34 SERIES GA 7750 PVC SH SERIES GA 7750 PVC SH 53 1/8X72 IMPACT FIN Limits of Use Installation Instructions Approved for use in HVHZ: No 0 Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: +50/-50 Evaluation Reports https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ IQ... 7/20/2015 Florida Building Code Online Page 4 of 4 Other: FRAME MATERIAL TO BE RIGID PVC FROM VEKA FL1S21'7._,..A ar FlfJ( AAMA CERTIFIED (VK-1). Created by Independent Third Party: Yes 15217.35 SERIES GA 7750 PVC SH SERIES GA 7750 PVC SINGLE HUNG 53 1/8X72 IMPACT FLANGE Limits of Use Installation Instructions Approved for use in HVHZ: No7 R4 I9 Q QO,pQ'" Approved for use outside HVHZ: Yes Verified'By: L1iis Roberto'Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: +50/-50 Evaluation Reports Other: FRAME MATERIAL TO BE RIGID PVC FROM VEKA 4 2 AAMA CERTIFIED (VK-1) Created by Independent Third Party: Yes 15217.36 SERIES GA 7750 PVC SH SERIES GA 7750 PVC SINGLE HUNG 53 1/8X72 NOW IMPACT FLANGE Limits of Use Installation Instructions Approved for use in HVHZ: No PLiS21i' i4 II -08 00utd:gd 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 W5217 R4 AE 5i0417C:1x)f PRESSURE RATINGS. FRAME MATERIAL TO BE RIGID PVC Created by IndependenFTtiird Party: Yes FROM VEKA AAMA CERTIFIED (VK-1) Go to Page ='. to fiaCk Noxt m ® Paget/20 0 Contact Us :: 4940 North ftnroe'Slieet TallahasseeFL 323,M.P -4 7-1 2 The State of Florida is an AA/EEO employer. CoovriBnX 2007-2013 State ofFlorkta.:: Privacy Statement ::s<?btiitvStaiement_:: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall 7f you have any questions, please contact 850,487.1395. *Pursuant to Section 455,275(1), Florida Statutes, effective October 1, 2012, licensees licensed underChapter455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here Product Approval Accepts: Ve Ctl7rtt} it i, ,t_ https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 7/20/2015 NOTES'. 1., 7I E PRODI,Cf S : V. N L`%_IN IS L ..'C•^._„ t•.aD- MANUI:ACl„3ED iJ. COMPLY 4! H R OUIR'EM.EWS 4- `iH iE -OR" _, t Di , COC. E. 2, WOOD FR , ING AND MHOWN OPENING AO BE D IGNED AND ANCHORED TO P , KAY TRANSFER /1,__ LOAD. TO SOM +MAC AND MASONRY OPENING IS THE RES ONS81 AFk7~ ENC ER Of RECORD. 3, IX ISLC!OVER VA C Nt , O . _ i., J NAL , 4.. 'WORE .JAM O '! HLJfCh.:`.:. iS LE -SS THAN"I- WINCi.^W...:.;MS MUS1 FE ANCHORIF:i - ,?C,.. -, . . FRAME .N ACCORDAQ WITH MMU FA.:TURERT PUSLI. KI) 1PdS IA_Lii;lOJ I d., .. v f, H ,. FF SECURF:f 5THWD CI.E'TLY v.A. i,N!.`,'Y, ,C )I, .H iE ,_ OTHE R R `S `JC „ .. .:.hl„nt 2A1't.. VAII RIA.:::.-:. To`WHE• E 'WCOD BUCK ISICKISS IS :..:.j' f' OR C a'rI.M BUCK IOU L._ S ., €,h:Y.y F.tSTENCU TO A-SOIN ':t 5 RJ,. :A:SUBSTRATE, VVINDOVY UNIT*,- MAY 8L, 1vCI':.: fr.;) 1. -,,',G, io SECUi:`,U'. 14,00D E31-! it, ACCOR'DANCL WI ! MA UfACiURER' S P-3LOILD NSFALLATION 6. WHEN I X SUCK 2 NOT UNDDISSIVITAR M TRM.. MUST BE ,,:.F' ,RAMD WITH t: c._ COMING OR . 1A LLB,. . N OF CCONGOR C1'.:P.? NME is NO REYMNMR31 OF Crif RCHITOP 1: BIXKS SHALL EMEND _Nr +.f.' J't<::^R FACE SO HA FULL -RAm.E iu .`OP. PROVIDED: 81 SHIMS S" LL :BE WCOED, AMID AM VWE FROM MATERIALS AND THICKNESS, LOAD, — go WIND LOAD DURnCN FUMIRC"M WIS LiSED OAR WOOD ANC .'.R CALCIUL AIIL vS. ii.:FRAME MATERAL. `: 0 ,_D RC ] 11,_UNITS MUST BE ..L AN D PER '30'3 . 12,APPROVED '.4, 1ACI ,Ik„ IV SY_. Li I_ Tt_[) .-1:_, F'RG71;CT iN'WIND 0 GR S REC OHS, 13,, FCR ANCHORINC 7HRfDj,3H FRA1,1EINTO WOOD FRAMING OF: 2X BUCK ")SE ?+3 wC, ov SCREWS ffn S1jFF- iC'jEI`JLENT 1 1/G"::MNIMI' ENIBkCMENI SUBSIRA L. LOCATE' `., .; 3S AS S 6`4 N r__EVAIIONS AND NS:.'A LA ON 'DEI !_S`,. 14,.-I'OR ANCHORING ...,H -'ri t V1.10 dAS1NRY/(.'ONt.kr_T! USE. ..iJ 6- i:APMAS WITH WTIMCKN't LIN901._.- C A 1. , a M NIvu A t VR, . JI iNIO 1. L::.11 A il i}. ' MINIMJM. ED, OiSTFAACF, L?..r+ .:: AN., HO..N IN EL VA;IONS>s AN.:' INSfALLAt10N DE.•.AILSt:: k I l S E Oct C 0 S/12 R,..,.._, 1020502 C Ei.C•=- .. . •. 03J07/ 15 R,,L. fGF N :OR %G ridRWGH FRAM!WO MEWL _T . _ USE #8 SMS OR SEL= DR _. ING F., :„S WITH Sl,. F'ti-NT ...ENG% 70 A.CH FAC,. 'IJ*,J: `;-"OND.STRIUCTURE. INTE IOR VJA'A, LOCATE ANCHORS AS SHCV,N IN EL OINS AND ..S"a_LATI+ONU CETAILS,. 6. Ki xFENER5 it EL MMOWN RESIS ANT, 1 S ._-AION ANCHORS SHALL 5E INSTALLED :`: ACCORDANCE ^•`jCADR mA^l , A,. KRCF' S INTNOWN .. "WOE J:r .D IN K9,MMES WQH -R N,. 11 _. 5k. AN NHE MINIWUM r, .0 C MINIMUM, FPEC F1C 3RAViTY Or 12 hMCNRY'% STROP I .CW ANC; E\'.TO A f. F 1 IIM GIV:=^,EE`tj... 0,"-:....,1. .:TR,J.,;RE: ,. Er.l.. 98.34, 33r!.;{ R :.,.:;t: t l_M r.,;f._, ..,i„ TN CK'. 4ilV:P,1',:1?v1.... . MI WINDOWS AND DOO'. 1001 W. CROSBY RD. CARROLLTON, TX 75006 JISE iES GA 7050>'MULI PVC TWIN TILT SH WINDOW 72" X 72" INSTALLATION DETAILS AND DESIGN PRESURE CHART' 08-00045 NTS m 7— t•/06: reTl OF 5 ti71 PI, i..._ 3 1 5/08, i14- d E •';QED 2C 10 02/5/12 " R._.-. 0: REVISED c CU S IO 15 R .. Maximum desi n.. assure ca . Height (in)-; 7otatunikwidth:artd.sro a.arnitwltbhl an} 35.50 39.50....... 47.50 55 50__ :I. h60.0; 50. 64.00 _ 72.00 _ 17.75--. 19.75 - 23.75 2775:.,.75- 32.00 ;., 36.00.:,.::.; Tatal Lower Upper Pbs.' Nag Pos Pos N Fbs Neg Pbs N rPos Ift 27.5 13.8 13.8 60.0" 60.0' 60.0 60.0 60,0 60.0" Zu 60,0' 60.0 0' 60;0 60,0 D 35.5" 17.8"::17.8 60 04,MID 60,0' 60J0 60.0 60.0? 60.0 60.0'r"60.0 60.0. 50.0 53.8 538 I 43.5 :". 21.8 ' 21.8 60.0" 60.D '' 60.0 60 0' 50,0 • 160.V 60;0 60,0'''i6OX 66.4- 56:4" 47.4 c 47 4 ` 47.5 23.8'` 23.0 60.0" 60.'0 60,0 60:0' 6010 60.0 60:0 60.0"` 60,0 54.2 54.2 ` 452 452: 51.51:: 25.8 25_5 6d.0:' 60.0' I 6d,0 60[0"' 60,0 "f`fi0.0 60;0 60.0-::..:58,7 5216: 52443<5 43;5 33:5 26.8 ; 26.8 60.0" 60.0 6D.0 60ib 60,0 6d.d 60'0 60:0 59,2 - 59,2 52.0° 52:0 42,8 42.8 59.5 29.8- 29.8 60 0" 6b.0' 60A 60.0 ` 60,0 ;' 60,D 60:0 60:0' 58,6' 58.6 50.9 50<9 ; 41.2 41.2' 65.5:': 1 324$- ` 72.8 60 0" 60,0 `: 60.0 60 0 ' 60.0" i--MO 54.3 54.3 `. 51,6 r51.6 49.1` 49,1 , 40.3 40i3 ? 72.0' 36.0i. 36:0 610" 60.0' 60.0 6D0' 50,0- 60.0 : 60:0 60i0: 6&6 58.6:.- 506. 50.6`. 4Q.0'r 40:0, f In areas wherewater resistance is required, positive design pressure is limited to +400psf Numberofanchors' re wired' Height ( in)Total Unit width iln) 35. 50 39.50'-. 47.50 1_.::..55.60 59.50, 64.00 7200 Total' Lower Upper Has Jamb H & S Jamb H & S Jamb H & S Jamb H & S Jamb H &`5 Jamb H & S Jamb 27. 5.:..13.8. 13.8 3 2 3 2,. 3 .. 2, 4 2.._:. 4-;'...2 4--. 2 _... 4 2: 35. 51° 17.8'.. 17.8 3' 3 13:3' 3 3 4 3 4 3 4._.. 3 4 : 3' 43. 5, 21.8 21.8 3_..,, 3 3 3 4 3 4. 3 ... 5 31 5...., 3 5 3_. 47. 5 M.8 , 23.8 3...: 3 3 ff 4 3 5 3 . 5 3 5 3 5 L3... 51. 5 25.8 ` 25.8 3 .:: 3 :..... 4 3... 4 . 3 5 3 5 3" 5 : 3 , 5 3 ,. 53. 5 26.8 16.8 3 ' 4.. 4 4.. 4 4 4 l 6 4 5 4 5 4.: .: 59. 5' I.29.0, 29.8 4- 4. 4 4-:: 5 4 6. A :: 6 4 6:._. 4-:. 5 4 65. 5 1 32.8 32.0 4 4 4 4 5 4 6' 4" 8 4 6: 11 46 4 72. 0"36.0 36.0 4 4 i 5 4.:. 6. 4 6' 5 7 5 6 -- 4 6 4> SIGNED: 0510812015 d wn Ana-mm NOTES., W cn,dow v kal veuw' IFoMI WINDOWS AND DOORS LLC Nt`<utlttr,r), Ph xlUiln4 SASH 3 Sa iz 1061 W. CROSBY RDr i, P1-:XI^1UM ). ,{. « jt: y p 39 ao 47 vz 30 35 uz as 1 2 CARROLLTON TX 75006 v V +'1s`,/f vFIas ss1% nq a7:1n SERIES 7050 NULL PVC TWIN TILT Sh WINDOW; 1 k + 5- 0 $91l2 ' 4-4 51 .tf2 ••• 72" X 72" 546a ... 4b 53772 INSTALLATION DETAILS AND DESIGN PRESU RE CHARTTAT 0 SPCL 1 72 5-0 5-fi 59 V2 65 112. Q tiY%; ''`` Ct,r1v. Gt;^.. t,r. a_v.. s 79 R.L, os-00065 D S •"t fJt/f cx zNTSaat7 1:2/' 1/06.. a'"C 2 OF-5 ,:' ti ;d\" AN .... WC() a FRAMING , - OR 2X E3JCK - s By OTHERS EM EDN4 BACKER 10D 1' i,:=PROVED SEFt:1+f T r L " Ak SH to SP CI 8 tVOOG SCRLV.' EXTERIOR INTERIOR. I III IIII1111111 II ICl/II11111 11111111111111111111/IIIII IIIIII II//IIII/w A d? L C .0, R E K_, 2...0 C ..DE SI_L TO BE SET IN s FPPR tiED SEALANT RA.CKER ROD APPROVED SEALANT a SAX` 4;000 FRAMING OP X BU K j BY 0 ;;:.;Rs `1 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 SEALANTBY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 VAX.. INTERIOR 2 f I i EXTERIOR G BACKER R0 SEALANT JAMB INSTALLATION DETAIL. WOOD FRAMING OR 2X BUCK INSTALLATION MI ;WINDOWS AND DOORS 100' W. CROSBY RD. CARROLLTON, 'TXI:'75006 IES GA 7050 MULL PVC TWIN TILT Sf 72" ILX 72" INSTALLATION DETAILS e ,,,..,,•,,,, ......., o 08 Q0045 NTS :;Ar 12/1 1 /06 c, 3 O viSONS 7 31. 5/ i o Kal: 4 5ih ERL By OTHERSIAAX lblo3 V: E. SEALANT 1,S S ;1' T SE TO BE SE-1 ri, A. BEDGr PACKER ROC 4— APPROVED SCALANTI4AX, VETO• 5'T)a7CTliRE ... ti 5 ,:VERTICAL_ CROSS SECTION_ METAL STRUCTURE INSTALLATION NOTESa. 1;INTERIOR-AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINFSEALANTBYOTHERS TO BE --- DESIGNED -INACCORDANCE '.WITH ASTM.E2112 ---- kF.\ , G P:vVvElD PER . 102;'5j'.12 'R;': 4 MAX, SPACE F INTERIOR E. F. _.. , t 1 Q ROD r r.t r kt i :J EXTERIOR i. S`Aiit'ii.T JAMB INSTALLATION DETAIL METAL STRUCTURE WSTALLATION L. Roberto .Lomas P.E. 233 W. Main St. Danville, VA 24541 434=688-0609' Manufacturer: MI Windows and Doors LLC 1001 W. Crosby RD. Carrollton, Texas 75006 Engineering Evaluation! Report Report No.: 510049D Product Line: Series GA 7050 PVC Single Hung,72".x 72' Continuous head and sill Twin. — Non -Impact Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 61 G20-3.005 method 1(d). The product listed herein complies.with requirements of the (Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-00045 revision D, prepared, signed and sealed by Luis Roberto Lomas RE 2. Test report No.: CCLI-10-1'56 signed by Jeffrey Crump Construction' Consulting Laboratory, International, Carrollton, TX AAMA/WDMA/CSA 101/i.S.2/A440-08 Design pressure: t40.00sf' Water penetration resistance 6.Opsf 3. Comparative analysis with anchor calculation, report number 510049-1 B, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitationsand Conditions of use: Maximum design pressure`: See approval document Maximumunit' size: 72" x 72" Units must be glazed per ASTM E1.300-04. This product is not to be used in the HVHZ'. This product is not impact resistant and requires impact protection in wind borne debris regions. Frame material to be extruded rigid PVC, Installations Units must be installed in accordance with approval document 06-00045 revision D. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have no will acquire.'a I of 1 Florida Building Code Online Page 1 of 3 i Wradii% j,,Ovivfli BCtS Home Log in User Registration Hot Topics Submit Surcharge ; Stats & Facts I Publications FBC Staff I BCIS Site Map Links i Search Busines r i t. f JJ, r J ` Product Approval USER: Publlc User Regulation PrAgaAkpi-ag Menir>; Application List > Application Detail FL # FL15333-R2 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer MI Windows and Doors Address/ Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd. com Authorized Signature Brent Sitlinger bsitlinger@miwd. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I; Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2015 Validated By Steven M. Urich, PE i Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL15333 (_ t2 COI `-FLCOI;Pdf' Standard Year AAMA 450 2006 AAMA 506 2008 ASTM E1886 2005 ASTM E1996 2002 CODE SECTION 1710.5.3 2014 https:// www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWI... 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option D Date Submitted 06/19/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 Summary OUProducta r-- FL # Model, Number or Name Description 15333.1 1 1/8" x 4" STRUCTURAL MULLION 1 1/8" x 4" STRUCTURAL MULLION HORIZONTAL HORIZONTAL Limits of Use Installation Instructions Approved for use in HVHZ: No FLI5333 R2 It 08-00507C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: +60/-60 Evaluation Reports Other: FL15' 3 R2 AE11458C.pdF Created by Independent Third Party: Yes 15333.2 1 1/8" x 4" STRUCTURAL MULLION VERTICAL 1 1/8" x 4" STRUCTURAL MULLION VERTICAL Limits of Use Installation Instructions Approved for use in HVHZ: No FL15333117-11 D6-009QfZC.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: +60/-60 Evaluation Reports Other: FLI5333 R2 AE' 511 C.pdf Created by Independent Third Party: Yes 15333. 3 1442 AND 5348 HORIZONTAL 1442 AND 5348 HORIZONTAL MULLION SINGLE WITH MULLION TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FL 15333R2 II._08 00138D.pddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports ,,,, Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLI5333 R2."AI" 510219b', PRESSURE RATINGS Created by Independent Third Party: Yes 15333. 4 1442, 1448, 5348 AND 5548 1442, 1448, 5348 AND 5548 VERTICAL MULLION VERTICAL MULLION Limits of Use Installation Instructions Approved for use in HVHZ: No fL_Y 3:33RJ,, Ji--4q}34D.pdf' Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15333 R2 AE 510df 220D oPRESSURERATINGS Created by Independent Third Party: Yes 15333.5 1445, 1447, 5347 AND 5547 HORIZONTAL MULLION 1445, 1447, 5347 AND 5547 HORIZONTAL MULLION SINGLE WITH TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No 33 ; 4 08-00140D pdr, Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN rLi5333 R2 AE 51Q?2,3,f 29 PRESSURERATINGS .. ..., Created by Independent Third Party: Yes 15333.6 1445, 1447, 5347 AND 5547 HORIZONTAL MULLION Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS 15333.7 1445, 5347 AND 5547 VERTICAL MULLION 1445, 1447, 5347 AND 5547 HORIZONTAL MULLION TWIN WITH _TRANSOM Installation Instructions Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 1445, 5347 AND 5547 VERTICAL MULLION 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 i=i 5 1_$ R2 1 08-0&42Qjjdf Approved for use outside HVHZ: Yes Verified By:"Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN I PRESSURE RATINGS Created by Independent Third Party: Yes 15333.8 11445-2, 1447-2 AND 5347-2 1445-2, 1447-2, AND 5347-2 HORIZONTAL MULLION HORIZONTAL MULLION SINGLE WITH TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No F jQQ13D; f Approved for use outside HVHZ: Yes Verified By: Luis. Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN 33 R" AE I PRESSURE RATINGS Created by IndependentThird Party: Yes 15333, 9 1445 2, 1447 2, 5347 2 AND 1445-2, 1447-2, 5347-2 AND 5547-2 HORIZONTAL 5547- 2 HORIZONTAL MULLION MULLION TWIN WITH TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No 333 R2 "I1 08 00144Q gdf,' Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports . Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLW33 k2 AV 510225Q Ddf, PRESSURE RATINGS Created by Independent' Third Party: Yes 15333. 10 1445-2, 5347-2 AND 5547-2 1445-2, 5347-2 AND 5547-2 VERTICAL MULLION VERTICAL MULLION Limits of Use Installation Instructions Approved for use in HVHZ: No FL15333 R2 tI 0$ OOi4ai7. Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN EL=3 RZ AE 5102260. & PRESSURE RATINGS Created by Independent Third Party: Yes 15333. 11 1X3 STRUCTURAL TUBING IX3 STRUCTURAL TUBING MULLION VERTICAL MULLION VERTICAL Limits of Use Installation Instructions Approved for use in HVHZ: No EMM R [ . Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation.,Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN _Eu R2 'A 11127C pdf PRESSURE RATINGS Created by Independent Third Party: Yes Baek IN A Contact Us ::'3040 North'Monrrft'Streut: TallaNasfLl :Phone: 850.487-1624. The State of Florida Is an AA/EEO employer„to6Silcht 2007-2013, Slee of"Florida::; Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. 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 recordaf 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: Kt' ttritNAp t'r 94 X - OM https:// www.floridabuilding.org/prlpi _app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 7/20/2015 NJ FSz 1 ` T HE P 2OL,..CY ,, HQi NIl . "I 1 ,''0t'F: , .E AND VANll,f: AC i EC'S TO. Ce'MPI Y,'.,.iT1: :'E „R DA, EiUIL61NC COI,; 2) WOOD FRAMING M FF. `,.JAND AN 31R_D IO PROPERLY RANSFLR AIL LOADS - TI:F.:, Fn. A` 'S THE RESPONSIBILITYOF ARCHZ E_. OR ENGIN FK-_ OF RECORD, 3) A L010,1A3LE :STRESS WAS NOT USED N THE C ,, L E H; ^";R.,,. JC <> N R N. +PS, LOAD DURA A OtiFACTOR.'-C. d 1_...NAS.,L,;SF iG; I.y--R CAl.CUL,JIONS,;<: 4) APPROVED Ian. PR;:TECTI .t _ E R-OR PRODUC.I. ! v phi^dD .,., :^,_- DP. S' R E 0 oNS ..:? TG viil N,C 7 0 N E 3, 5) DES ,N F' FSSJRE AN C NS ,_L . ON DETA.'_S SHOWN IN ThfIS DOCUMENT APP:..- C; N. TO l-.. ., .I.1 OVS Fr,_I 8 L A'P ROVED UNDER cE P.? A(5 6) , IN(. I ,..- ^. INC.:: -- `U L__D' h::c J(. .:mITED TO Tii:)S, I O,rN.-. I J T I S ^t.. t„>_ :.' i:,.,:; . _ _> -.t NUI"A.T.i RED E;Y. l.} DF.oICv,. I- tc..;1:. 0'.', ILL ., I,F.i : AIJ _:E (,ON ROLL! 1HE R -it ..L, i. .:. cc RF.. Ti(Ei F.1 0r _r I: INDIv:^f J,._ WINDOW --s R DO, U IT;, SINGLE. 8) ..! 15:. 6?: RE .:'. ... .. 1.... .,G_ -h-L I'JDE;iJ >.LY..-.:, ,::N:r , , .. UNCI Ul:[71-. i_AND HE: - NO _F.CE_E_ :=.NU MUL.I.::ION I ANC J;' EL ,. 9) . 1J,_I _, IcN v , C ^Y, Iv _"A_t_A Q . IS SHOWN, ,MU ON N!A 3, USED Pv IOR..:IZCUTA,. SAA , .. TI_.rd ;;^J, A JMFNSf(,NS INDICAif-P. EIN ARE- N: f. X, .. f ..rAMC, mU'_UC , is N.:i:;>FC fCYnRDftJ C 1 :S ,,CC. I .DNl',_. P;l Drill d.., V.. ES AND o3/12/ 12 R,L, cS JS TICN DETAtLS 0 / 5t15 R L- - NG N01ES: FOR 1, NCHCRUG INTO MASONRY USE CJ ;<` ? . " ANC: ORS 4ii F, I.I. ,;. AR ;A P A C,1'1' 0 3C5. W,, -.i EA. ,IF=I„I:nT TO ACHIEVE 1 1/ 4•' PAN ATE '`IT. t:Lu L_ 37: N. I CC?, F ANCHORS .. N ;NE T:O . ?L AILSl.. A. ,^,HORIN,., 1"I10 NODU : RA.i V,,, OR 3,! ,. ..>'" : E , I-t 2iN, A9: L T,,,I• ': FJ6 Cf" tJ:Ul.I IJN '>if[:i N A ;. .-f 8" M.5.DIll F:.N' i NiO SUL.,II,..T,:M!NlMl.JM ...., c At CE,>_J Af,E' A :ACHN.. ..•INL;,++ UNIPS f( 'r. J.'.1, :ISE #8 ,.MS _.'TF- Al. `S II: C'EN IIN ` 0 A,FJLV_ -A J ..,N ',' 3 ivif OF TI-T,...-TI-IRtAiD SC (h ( MI;JlION i14= I OCA, .>C„ E''Vv'S A,. SHOiNN N. A O;. l.,ow JJ ANCI-,)<ilvG .UU d_ I0 Ui) W A.,J 'IOIN_IRI:JC :N:: S.} - .. .. 1,A::)U AN;;tiORS •i ALI, 8f.. INST.-, .. :A.,_., C ORs. v,. -o16IIRER'S INSTALLATION ''IN TRUC.ONS, ` yam rN,.-.v , SHALL --T BE USED IN S_BSTROES VdITF+. STRENGTHS L ESS, 11AN W ` t..`d S _t .,fF; c F1ED E,-:O,i': CD - F INIF?UF.<. c [ 1;-1C GRAVITY ,42 S_ v ..CR=TE - MINIMUM COMPRESSIVE S` - 7E iGTH rcl D=S'CN PRESSURE THE _ NS:R[ , N`•i: 1)' DEFINE 'RF v1F,....D [ S:,CN L_v.,. IR ILUIRiDA '8U:I_DJNGODE CHAPTER 19. 2). LE."EOW)NE 'RIESUT RY v D7, at _ .'...,L_.,`! S-',N F,,AS7D ON PEZOF3j ( TO I v A , S E FOP _ OK RIFUTAf WIDTHr 3) LOCATE MULLION SPAN (iUNIT Hi IGH AND 1:=13UTARY YvI DT A` THE INTERS C N OF ROW N COL , T IFJ Ni3 :H MJL_IO:''J SPAN AND TRIBUTARY L_T -1 RESPlC I- _ " I. 6!l l..i ION .RATING FOR PRODUCT IN 4 2, MULLION ION: A 'NC M _..ai, OR RP 1HAN: R.r OUIRf:7 DFSICN',I II it _T 2 F uE MI WINDOWS AND DOORS LLC 1001'W. CROSBY'RD RROLLTON,, TX 75006 ABLE TI i! FT N*7, [ r L, JL 1442, 1448, $348 AND 5548 VERTICAL MULLION v FES _ GENERAL NOTES 3 INSTALLATION DETAILS F.A. 08-00139 1 .,,.. 'O IPONENTa ' `c `"NTS gar C' j46/69 7 : OF 4 1 40, - WAIR A; 2 i 2 w I 97" E 192. APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE 4ULkb T0&efPEWX§CoNo'AS COMBINED WIDTH DOES NOT EXCEED 192*AS SHOWN HEREIN. mullion span Onj, Tdoutary 18.00124.00 30.00 36.00 42.00. 48.00 Pro; ro)' 54. 00 60.00, 66.00 7'8.W 84.001,90.90 96.w 24. W 130 O 13Q 0 130,0 130 O 130 130.0 13-0O 130.O 130.0 130,0 130.0 130,6 30. W 1130"0 1,130,0 130.0 130.0 T3-0a30,0 130.0 130.0j 130.0 lX0 130.0 13010 130.0 36. 01, 1XQ 1130,0 130.0 oo 130. 0 130.0 13CLO 130J0 1X0 1X0 130,0 r-129,6 130. 0 130,0 130.0' 1 To-o 73 73-0-0 13-56 73-35 3 73-oo1,mo 733-65 73-8,6 130.0 48. w, ILI 130,0 130.0 T30,0 130.0 T2-9L 6 129.6 129.672 96- 129.6 12%6 129.6' 54. W--: 13al) 126,3 IK9 93;6. 86,2 82.2 8.0 0, J' M9 80 9 80. 80980.9 80:9' 80:9 60X0 117.5 903 05-, 6 667 7871 69. 7 55.9 53-8. sif 53.1 53.1 v.53.1 53.1 53 1 1 66. 00 Vl W7-3 51,- 4 39 9 37,8 jK6 3 T-:-3 36.3-: 36.3. 36 3 72. W 67,2 42.2. X3 32' 22--3 29,6 27'7 X-r- 25,8, 2&6 257 ss 25,6.. 78. 00 521 40,2, 32.91 28.1 19- 6-7-77-16,4 24, 9.. 216, 21 O ig.9 19,2 1 86 7- Sj§ a6 , 18.6 8466 420 320. 2611, 22>2 16,4 14.7 -- 1379- 13.8 13,8 90. W 34.1 25.9. 2t-1 17'9: 15.7 14,2, 13,0. r2 -I T, -5 406 10:5 10.5 96.W 1,28.0 1. 21.3_j..17,3.,j 14;0. 12,8 11-.5 1 0..s LARGE AND SMALL MISSILE IMPACT LEVEL D, WIND ZONE 3 . .... 2/12 M I WINDOWS AND DOORS L IL C v 1001W. CROSBY RD CARROLLTON.. TX 75006 1442, : 1448, S348 AND 5548 VERTICAL MULLION CONFIGURATIONS AND : CHART I A r RAWN; F. A. 08-00139 D C E NTS _dtl6gI: OF 4 DAT -j 2 PARTS LIST s NO: PART NUMBER.. DESCRIPTION MIN M 1>:° u::r. , t 1 +. 1442,1448.534885548 7X21/2X1/BMULL ALUM, b005T5 DtSIA -;L mmr , ;;;; r,i„..;..9 2 1320 & • WOOD/MASONRY ANCHOR CLIP • NO I S 1 &: _t i i _ „• ,•••••„, , .. 3 1330 WOOD/MASONRY ANCHOR CLIP ` •. .:::;, , E ! 03 t2/ 2 R 4 1350 a MOUNTING PLATE ; SUBSTRATE _ I. I 3Y OTHE,TS, - '` t b t5/ R., 1438 j J66 ASONRY:ANCHORCLIP - _ .- 06/i5/ 5 R,L,. li fi w...,,. _. I_: 6 f 1439 WOOD/MASONRY ANCHOR CLIP f^_—..,• - _ - , SIN MJV EDGE cSEESUSSTRA7eD1- r•'. 7-'•.NC_ S NOTES 13c2 jj „. ': BY OTHERS u. ' A SHEET si ajI t r . i AkYd'QRSGfiklN SE=.NOTES 1 AND 2 si ••, OWSHEETI,.ram ANCHOR SCREW WINDOW UNITS, 'eft< ' lt D 2LLI1, SEE NOTES I AND 2 ,Ag8HAg SHOP ` ONSHEETIVAXO.0: VERTICAL i41LL0p6 lk TOP a-lP &STk€jfi.77CN—[_. E VER77CAL MULLION ..."...» TOP CLIP IMY ALLATIOA :. 4 -.—; ; \ ,........ •—?' ANCHOR SCREW VffR& SEE NOTES 1 AND 2 ,yt ON SHH- ri 1 ANCHOR SCREW SEE NOTES ANO2 4: . ON SHEET 1 ` • - . w V , SIGNED: 06/ 1612015 W NDOWS AND DOORS LLC >>\\ iI tr MI H1001W. CROSBY RC w f1YCi OTHERS ER5 CARROLLTON, TX75006 VERriCAMULLION tiri+ r MULLION r SUBSTRATE.^": wa.: w » ., "' 9OT7'.'3tHca:iA€ dFS'FA1.3fiT€Ot'*t t.1iiA1` C.Ca" ....1448,_..... ........ :""" ' V». «.. HYil"1i R8 »_ w W 1 442,, 5348 AND 5548 +. EsStia$1 7 VERTICAL MULLION INSTALLATION DETAILS F ATOF tw VERTICAL M! ii10H ( MINIMUM '; C _ ;' - {jt•' i!' . `": sarroan ct r r€ raL . rrox K Rta > rw. ,. RtV / i Now2F.A. 08 00139 p i wS+s... s>1_G- I l n_e NT5 Dare " 031 O6f.€i'9 >Ke 3 0 41/ll Y r 13 y. Nw1NrLiM 5085•TS p x. 1 SIGNED: 0611612015 MI WINDOWS AND DOORS LLC 111rrrrtji gpt 2 1/2"MULLION - 0)i i MULLION CLIP - 1001 W. CROS©Y RD CARROLLTON, Tx 75006 lit(q'1eALUMINUM6005-T5 -_ ALUMINUM6005-T5>s 1442, 1448, 5348 AND..5548 ^, f`.., COMPONENTS F.A., 08700139 .,1 .-D L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24541 434-688-0609 Manufacturer: MI Windows and Doors LLC, 1001 West Crosby Rd. Carrollton, TX 75006 Product Line: 1442, 1448, 5348'and 5548 Vertical Mullion Engineering Evaluation Report Report No.: 510220D. Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for StatewideAcceptance per 'Rule 6.1G20-3.005 method 1(d)..,The product listed herein complies with requirements of the current Florida Building Code. Product description: Mullion: Extruded aluminum 1" x 2 1/2" 6005-T5, part number 1442, 1448, 5348 and 5548 1Miiltian Clip Extruded aluminum 6005-T5 part number 1320, 1330, 1438 and 1439 Supporting Technical, Documentation: 1. Approval document: drawing number 08-00139'Revision D, prepared, signed and sealed by Luis Roberto Lomas RE 2. Mullion structural analysis and anchor calculations report No. 510212B prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: Refer to approval document Maximum Unit' sizes: Refer to approval document Units attached to mullion must have their own separate approval. Units may be mulled indefinitely as long as maximum unit size is not exceeded'. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in wind borne debris regions, up to wind zone 3. Design; pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; the mullion or the individual units Installation: Mullions must be installed in accordance with approval document 08-001.39 Revision D. Window units must be installed to substrate according to the manufacturer's installation instructions and/or approval documentation.. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s)for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 Luis R.>Lomas, P.E. FL No.: 62514 06/ 17/2015 s 0 Florida Building Code Online SC t Page 1 of 3 BCIS Home Log In user Registration i Hot Topics Submit Surcharge Stats & Facts i Publications FBC Staff I BCIS Site Map I Links I Search 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 Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL15332-R2 Affirmation 2014 Approved 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 i Evaluation Report - Hardcopy Received Luis Roberto Lomas PE-62514 National Accreditation and Management Institute 12/31/2015 Steven M. Urich, PE Validation Checklist - Hardcopy Received EL35332 R2 :3 I"7 COl; Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2005 Wl I affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity .;Yes C%No ,N/A https://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdW1... 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary. 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 - Limits of Use Installation Instructions Approved for use in HVHZ: No F05332 R2 11 Q8-Qg5QOC 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 DMZ, R,? ;1,F SiQ, 0077B,pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Installation, Instructions Approved for use in HVHZ: No fL15332 ELZ II -0 04 8G,,pd@, 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 51Q 0$_ 5_B_.-odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No Flxt533.2_82 11. 08-02z48A.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 512968A 0 PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332JUjLQa i)2249A p& 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 FL15333 R1, %Z,469A.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No E 11 53 2R2 11 08-02750A.atlf 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 EIJ=1z R2 -A9-1t'.gA;g 4f.' PRESSURE RATINGS Created byIndependent Third Party: Yes 15332. 6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No L13 ,1 Q QQa" Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL} R?_AE 5108058.n4[ PRESSURE RATINGS Created by Independent Third Party: Yes 15332. 7 ASERIES 420 ILUMINUMSGD REINFORCED 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: Not j5332 R2 it 4050YC.ndl 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 f} 2 Ft Ai, 5b4Q 0f; PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No 3 7 iLQ QQSQ2tl, 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 A " 0 _%P f PRESSURE RATINGS Created by IndependentThird: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 EU533 1 QQ0 00S03C.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 EL,15332 R2 Aii0tilQB.plf PRESSURE RATINGS Created by Independent Third Party: Yes Back Nax2 Contact Us ::;1040 North-ttrifte, Street. TatfahaPhone: 850.487.1124 The State of Florida Is an AA/EE0 employer, t'.004ridht 2007-2013 State of Florida :: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this 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, ettersive October, 1, 2012, licensees ilcen5ed,under Chapter 455; F.S. must provide the Department with an emall address if they; have one. The emahs`proyided may;Ee used for. of tai; come arnicatlon with the licensee. However email addresses are public record. If you do not wish to supplyWpersonai address; please,provide"the Department with an emaU,adtlress which can be made available to the public. To determine if you are a licensee under Chapter - ASS, FPS;, please click here . Product Approval Accepts: e Mc reds r https:// www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDqtH8572gvdWI... 7/20/2015 p A bx, E A :, t 1 0...'13 R: NCTES: 1_.. THE PRC DUCT SHDN' HEREIN IS:C'=S AND MANUFACTURED COMPLY +5 REO'aR:%MFN"S'.ti,F. -E ,.CR .. ..t;lL.D':NG C1)'')c;, 2, r DOD FRAMIN(, AND NWSONRY N ,. BE DF.SIGNE:D AND ANCHORM TO-R^RE=_Y RANSFER ALL <I QADS TO STRUCJREINC AND 'MASONRY OF1 NINC iJ THE RESPONS13 LIT - H E . OR h, NEER OF RECORD, y 3: 1XDUCK OV R MAS :i h :Z t PIION Al_ E:RE IX BUCK S NO-1 JS _ D SSI 4I'_ A MAW -,LS r. ,;ST L- SEPARPJED 'Al fM APPROVED COArIN G CR VEfr .F N—, SELECTION OF '_0A N3 OR . n :.. I _E RESPONSIB ITY OF THE ARCH I GR ENGINEER OF RLC' ORD: A,, ALLOWABLE S ; S, CR.E:S ._ '.v: '`fCT USED Id T:'.._ G_SGN THE -DJ:T' SHOWN HE ..IN,.. " t;:NC DAD ..,I:RAJ-,,:'N .:;.;R a -1-.6 WAS USED OR WOO ., OR FRc^,hhE. MATERIAL: EX .l tvPI. M T5 6; UNITS MUIST BE GLAZED ;; 1 ' , N : I BA ETY: GLASS,. 7 APt-ROVE. D IM, A. Ro R " HIS' 'PROI.; UCT IN i ., ,... DEBRIS RECICI`+S, 8r SIHIM. AS RLG I,,. " .. :ACH t• SI;',-'.:. aI , d> ANCH-O R .NTN LOAD :B R:KC. E HIh „ c:. S': ••t i`.. S."ACE CF 1/1.6' , R C `ME R 01--C-U.1 X.ki-M A€ I OF ..?I_E,. SHIM ASC:K h ; D)OR A . HF.::'_`, VSIAI _ „HFRF .._...,NG RATIO IS rOiAL 0? GREA. R L. ., 1 '.: ,. _ F .. OVERHANG -._ .. C ...:RHANl. F :i.IGH 11.0. FOR ANCHORING ING c IAvJC . IM. 1 G R 2Y BUCK USE ,r li WOOD SCREWS SUFFICIENT LEND' _ A. 31, 2 MINIMUM EMB..DMSENI NiO SULIS1Y'x._, _ OATL ANCHORS. AS St cC N.,,. __LEVAr.^'J AND NS"' L LAT ON UETAiLS:, 11. OR ANCHORING N-10'...-.,C R .:.^N ., _ JSL 31/16" TAFCONS WITH SU1,iC="J:..!.. TO.-ACH.IPV= A -': , 4' .ViNI+'I t c _NT INTO SUBSTRAT= WI 2 1j2 M N d -G, GS'ANCk' LOCATE ANCHORS AS Si O<,N 11 E EVA"UNS ANC INSTXILATICN CE =:S.' 12. FOR ANCHORING INTO METAL CTI.R_ USE # 0 Sty{S OR ELF URI_ ;:NG STREWS vViTH SUFFICIENT I ENG7 V3 T z* GS VIN.M'IUM B YOND STRUCTURE IN .:OR, `IJ I C A: E ANC . RS S SHCrh. N _ A . IONS AND !NS'AL_a ON DErA LS, 3, A, L FAST_ NERS TC SE CCnRCS N Rl S S'ANI, INSTAL:'"TICN S VI , _ D = -I:N.. _CC 'EV' hCJGRCAN.,L:..U,'H NC.HOR M„NUFA( URER'S NS.,.LLA110. NSTRUCTiONS AND ANCHORS SHALL NOT B_. S CSTRATES .. - _N GT S LESS 1a M NIMUM TR N T ;PFC1F FD 3E._.;`v51: OJCF?LrL a . d ," F SSIRENGIH OF 3.192 I'St s Ci d Y - N J .) W NCF 'O ASM 90, iRAOF d PE' 2 r. I.,...ME'AL _TR k: JRE: _._.. 81 %. ... ,a OR 1. UMINIUM '6o53-T , 1 , ? - TI ILK . SIGNED_ 1211012013 MI WINDOWS AND DOORS LLC 1001 W. OROS9Y RD N+1 C ffjz CARROLLTON, TX 750064 A I E \JIS SERIES 430/ 440 XIX SGD 143" x 96" REINFORCED WITHOUT ADAPTER A H F NC) [F v NOTESAit4,. h o i{}iiV'p:-'.`, m ---.,,,...,:._..... ,._....._.............,..:..,._........,.:.. A DRAWN...n, ^.c.: OS 02250 t et• Co` A S ` k VETi10Tl.. I '." Ta. l_ c C 3 P' [ IE NTS on10/3013 OFF 9 Desiqnprre charth Frame vis ien andTotal imth Q Fleight 0. 0 1 16.0 4zo 1 47.7 in) Pw t Nag I Pw- owo Neg I M P#, w.; 143.00:--. P" 42. 0- 47A o T9 47 T2 _0 40,0 t l 40.0 45,2 40-0 1;40,4':l 371 73771 400 49. 5 r 40,0 42.9 38,2 Design p1 s11r0 Frame Sloe Panel and Toltal Frame VE in) 42. 0 4t7- Pallor Pas I Mou: Pas Nog, Pos Nag 7-31] 25 1 1 1 2" 1.34,51 B&C N.. 4g 0 21,0. 4Z.V-. 5 0 izti.V' K34 40J, 25,0 IR I 25,0 31,4-1 25U 1288 CHART#2. CHARt#4 i 'E K', WITH 2 1132"SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED WITH 1 112* SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET 1 SEE NOTE9SHEETi 6" MAX SERIES 4301440 XIX SGD Frame ance a. t""h in) 90. 00 POS f Nag 1,,P*,S 1,,Neg 1 7, 4,5'1:! 5 2'4, o N 40,T, 252 4lo 92. 0 b , 1 52,1 45.2 1:45, o'd,40A 1 37,1 3T.1: I 9a. 0 4 nlo I 5esi pmmr* , choft (pso Frame . Pane Vl and TOWFtWMw-h MY. Cin) 90- 00 wmri 1 Pos. Meg U pos I N-9 pos Nag iw—o 08 1:-47A: 44,71. 37A ji3l`A 34 34.5- 88.0 45,2 1 452 39,T, 4a 32A 32A 92.042,9, 1 4Z-9 37,2 332; 7WS L- - 402: 4-40;7_ 35,3' ML EXTERIOR VIEW CHART#,5 PRESSUREDESIGN 35. OPSF NONE .25 01-28.6PSF NONE WITH 2 1132- SILL WITH,I 1.12'SILLSEE CHARTS # 1 AND #2 FOR OTHER UNITS RATINGS SEE CHARTS #3 AND #4 FOR OTHER UNITS RATINGS Frame F" hi 30O 4& 0 42,0, 47.7 in) 7 6 8 9 6 1/4" V.AX, HfV SPACE RE. C UVE 0 A A_Db E N'S 'A; A f i0l% S JAMB INSTALLATION -DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W—LTOCROSBY RD CARROLN, TX 7.5006 SERIES 430/440 w sdb N, NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 143" x 96" REINFORCED WITHOUT ADAPTER FRAME INSTALLATION DETAILS tp NOT SHOWN FOR CLARIry 2. PERIMETER AND JOINTSEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 L"'4 V.L. 08022,50, A- I ' L H_ STIYU_T I'RE CiHE:RS VEAL STRUCTURE BY OTHERS I tl E. r f 33 7j EXTERIOR. SC<I::.W i INTERIOR s >SVE1. III(( ILL TO BE SET Jt A BED OF rULY:M 1 1 c TF JrT) Da L LOlat: S s: 5 i 1L1 . 0?i10 vS ILLVERTICAL CROSS SECTION METAL INSTALLATIOW' NOTES:' 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,:- NOT SHOWN FOR CLARITY2 Z PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCEWITHASTM E2112. r.ts" nlnV JAMB.. INSTALLATION- DETAIL METAL STRUCTURE INSTALLATION- MI WINDOWSAND DOORS LLC 1001 W. CROSBY RD CARROLLT;ON, TX 75006< SERIES 430/440 XIX SGD 143" x 96" ' REINFORCED WITHOUT ADAPTER' FRAME': INSTALLATION DETAILS DkhWrJ; a tJ:..,. 08-02250i 5 '` NTS ATE 10/30/13, s. - CF ,G.. TE TYPE_ N2 + pG:fE f.FF'f'll craw 8 D G J..KFD i 5f'6" irPCON; c)n5 Luc h rDI s. t: AMBINSTALLATIONDETAILsI E Un • J a.„,._ ......_n... SHEET 2 "'TIOhAL x SUCK CONORETE/MASONRYINSTAILATION 3LL,OPTRr-FOR5lONSiO3EPR..Y CC N E E S E. L NOT: 3 S E_` 'I BY OTHER ; k y a..w •• NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, FtEEC+AEN- NOT SHOWN FOR CLARITY. 1- 2. PERIMETER AND JOINT SEALANT BY. OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1/2" FAIN. Lo Ml WINDOWS AND DOORS LLC 1001 W. CROSBY N CARROLLTON, TX 75006 SERIES 430f440 XIX SGD 143" x 96" 'REINFORCED WITHOUT ADAPTER FRAME DETAILS INSTALLATION r0. r•, ., R'NV: _ i14f P}( i. ;..: Rom': V.L. 08-02250 3d/2`13. m i 11 J f 3/8' mIN. 1 EMBEDMENT ml 3/8' mIN. 1 EMBEDMENT ml MI WINDOWS AND DOORS LLC 00' W. CROSBY RD CARROLLTON, TX 75006 Z .o a tP SERIES 430/440 XIX SGD 0 '_ NOTES: 1LIINTERIOR AND EXTERIOR FINISHES, BYOTHERS, 143' x 96" REINFORCED WITHOUT ADAPTER FLANGE INSTALLATION DETAILS NOT SHOWN FOR CLARITY. - 2PERIMETEAANOJOINTSEALANTBYOTHERSTOBE'.' r j+ ORt'+` i4DESIGNED, k"-";'" IN ACCORDANCE WITHASTME2112 LWN 08 02250rtt`E fx11{ jfIi111 C NTS ppr. 10 30/13 S" ` 6 CF 9 IP TAIL S RUCTURE By OTHERS LF DRILL Sc.; STRUC, BY OTilli Fy I fNlf 2N VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, By OTHERS, NOT SHOWN FOR CLARITY. Z PERIMETER AND JOINT SEALANT BY OTHERS TO BE II DESIGNED IN ACCORDANCE WITH ASTM E2112 i/41' MAX; SHW SPACE V N LUNG -' E 11 S ,,, - U z , .- RUCTION ADH-S-VE UAL By -:HERS F, , SHE' 2 FOR S;[..I.. OF NI vX' SPACL JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION n/, r APPRO' D MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XN SGO 143" x 96" REINFORCED WITHOUT ADAPTER FLANGE INSTALLATION DETAILS 4::13 , REV N, L.. 08-02250 A N T S ]PATE - 10/30/13 OF 9 il A.PFPROvEED 1I Lv INTERIOR ts6EDIv:ENT MASONRY/C vCR_Tt- 35' X BUCK B C THERS, 1X PUCK 1 PIROPERLY SECURED nEXTERIORPAINE r :.: HOOK.:STRIP INSTALLATION MASONRY/CONCRETE F- k A J INTERIOR JPANEL EXTERIOR 3 WFIzi CK HOOK STRIP INSTALLATION METAL STRUCTURE NOTES: 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR. CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM. E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIXSGD 143" x 96" REINFORCED WITHOUT ADAPTER' NOOK INSTALLATION DETAILS 08- 02250 ca_ e NIS DAT`'10/30/13 s v 9 017119 E L. Roberto Lomas P.E. 233 W. Main St. Danville, VA24541< 434- 688-0609 rll omas@Irl omaspe.corn Manufacturer: MI Windows and Doors LLC 1>' 001 W. Crosby Road Carrollton, TX 75006` Engineering Evaluation Report" Product Line: Series 420 XIX Aluminum`SGD 143" x 96"''Reinforced without adapter' Report' No.: 512970A; Installation: Units must be installed in accordance with; approval document, 08-02250 revision A; 1 of 1''' x 96"'. PiE: I Florida Building Code Online Page 1 of 2 ME Floddd DeparM nt4 BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts ! Publications FBC Staff BCIS Site Map Links Search Busines USER ut PProvalProfessiVliFPublicnUserRegulation Product Approval Menu > Product or Application Search > Application List > Application Detail LR t FL # FL17866 Application Type New 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 ( J 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 Fixed Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE 9i Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA/ WDMA/CSA 101/I.S.2/A440 ASTM E1886 ASTM E1996 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 07/06/2015 Date Validated 07/08/2015 Date Pending FBC Approval Date Approved 07/11/2015 Year 2008 2005 2005 https:// www.floridabui I ding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgt2ZOX6B2Y 1... 1 /28/2016 Florida Building Code Online Page 2 of 2 FL # Model, Number or Name 17866.1 SERIES GA7050 PVC PW Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +50/-50 Other: FRAME MATERIAL TO BE RIGID PVC FROM VEKA AAMA CERTIFIED (VK-1) Description SERIES GA7050 PVC PW 52 1/2X76 IMPACT FIN Certification Agency Certificate FL17866 RO C CAC APC GA7050 PW (Fin) Impact.pdf Quality Assurance Contract Expiration Date 10/07/2016 Installation Instructions FL17866 RO II 08-00155D.pdf FL17866 RO II 08-01503B.pdf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports FL17866 RO AE 510238E.odf Created by Independent Third Party: Yes 17866.2 SERIES GA7050 PVC PW SERIES GA7050 PVC PW 52 1/2X76 IMPACT FLANGE Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17866 RO C CAC APC GA7050 PW (Flange) Imoact.Ddf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes 10/07/2016 Design Pressure: +50/-50 Installation Instructions Other: FRAME MATERIAL TO BE RIGID PVC FROM VEKA FL17866 RO II 08-00177D.odf AAMA CERTIFIED (VK-1) Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports FL17866 RO AE 510256D.odf Created by Independent Third Party: Yes 17866.3 SERIES GA7050 PVC PW SERIES GA7050 PVC PW 72X72 NON -IMPACT FIN Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17866 RO C CAC APC GA7050 PW (Fin) Non-Impact.pdf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 02/24/2016 Design Pressure: +50/-50 Installation Instructions Other: R-PG50, FRAME MATERIALTO BE RIGID PVC FROM FL17866 RO II 08-02739.1)df VEKA AAMA CERTIFIED (VK-1) Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports FL17866 RO AE 513524.pdf Created by Independent Third Party: Yes 17866.4 SERIES GA7050 PVC PW SERIES GA7050 PVC PW 72X72 NON -IMPACT FLANGE Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17866 RO C CAC APC GA7050 PW (Flange) Non - Impact.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +50/-50 02/24/2016 Other: R-PG50, FRAME MATERIAL TO BE RIGID PVC FROM Installation Instructions VEKA AAMA CERTIFIED (VK-1) FL17866 RO II 08-02740.pdf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports FL17866 RO AE 513525.1)df Created by Independent Third Party: Yes Back 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 here . Product Approval Accepts: 99 ® ER im CreditSC r E, https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgt2ZOX6B2Y 1... 1 /28/2016 Florida Building Code Online CSF) Page l of 4 tttatttrt°x4ee r e I A le Lag In User Registration I Hot Topics Submit surcharge i Stats & Facts ! Publications FBC Staff BCIS Site Map Links Search PUSER: Product Approval Public User 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 Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 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@amarr.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 i Evaluation Report - Hardcopy Received Thomas L. Sheimerdine PE-0048579 Intertek Testing Services NA Inc. - ETL/Warnock Hersey 01/01/2016 Steven M. Urich, PE C Validation Checklist - Hardcopy Received Standard ear ASTM E 330 2002 DASMA 108 2005 https://www.floridabuilding. org/prlpr_app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 2 of 4 4I 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 Yes ' No N/A 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 # Model, Number or Name Description 5302.1 Stratford (M600); Heritage (M950); Dwg. IRC-6009-1 10-1 1,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes EiS30 6 II IRC 6009`liil ti OrawlnQlQ i 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. iA3jQ2 _R AE IRC 6004 i10 li Re ort fi 10 FL odf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region 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 Fi53022 R6 II 1 6009 100 ii -a Li 7 i0 seated rldf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 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. ELL5302 R6 AE I$C-6004 Q0-ii re f( 7,- .0 seated.pdf' 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. 5302.3 Stratford (M600); Heritage (M950); Dwg. IRC-6009-120-15,Thru 9' wide, Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Installation Instructions Q_tlprpwing 7-1 FL. f Verified By: TON SHELMERDINE 0048579 ` Approved for use outside HVHZ: Yes 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. FL5302 R6 AE'IRC 6009 29 1 R MQJA 7'-10 FL:txif 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); Dwg, IRC-6009-130-15, Thru 9' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Installation Instructions ELi6 II `IRC-OQ'::a 0 i z Qr w: pg Verified' By: TOM SHELMERDINE 0048579 ' Approved for use outside HVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +26.7/-31.6 Other: Design Pressure +26.7/-31.6, Not for use in HVHZ. Evaluation Reports Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.5 Stratford (M600); Heritage (M950);" Dwg. IRC-6009-140-15, Thru 9' wide. Oak Summit (M650) _. Limits of Use Installation Instructions Approved for use in HVHZ: No -QQ2: 4Q'.,i lirz Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.0/-35.1 Evaluation Reports https://www. floridabuilding. org/pr/pr_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 R Glazing option shall not be used in wind-borne debris region Created by IndependentThird Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.6 Stratford (M600); Heritage (M950); Dwg. IRC-6009-150-15,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions 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: +35.6/-42.1 Evaluation Reports Other: Design Pressure +35.6/-42.1, Not for use in HVHZ 3 ' A grt 7-10 FL.odf Glazing option shall not be used in wind-borne debris region Created by IndependentThird Party: Yes ` 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 Approved for use in HVHZ: No02 R6__„_1JRS_ vin Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +45.3/-51.2 Evaluation Reports Other: Design Pressure +45.3/-51.2, Not for use in HVHZ. F4a302 R6 AF` )RC-6QQ,9 169 i Reoort7-10 FL.pdf Created by Independent Third Party: Yes' Glazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302. 6 Stratford (M600); Heritage (M950); Dwg. IRC-6016-100-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No EL56.41]R fzQt-iQ-15' Drawing 7-10 gL:Ddf` Verified By: TOM SHELMERDINE 0048579 ApprovedforuseoutsideHVHZ: Yes 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. 13302 116 AE •IRC=6016-100-15 Report 7-10 FL pdf Created by IndependentThird Party: Yes Glazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302. 9 Stratford (M600); Heritage (M950); Dwg, IRC-6016-110-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL530 R6 t1 IRC4QSb=110=15 Oray+ino 7 1 Q FL oi6. Verified By. TOM SHELMERDINE 0048579"-- ApprovedforuseoutsideHVHZ: Yes 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. IFL5302 R6 AE.IRC-6016-110-15 Reatoft 7_ 10,0Ft odf Glazing option shall not be used in wind-borne debris region Created by Independent ThirdParty: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302 10 Stratford (M600); Heritage (M950);`qwg Oak Summit ( M650) IRC 6016 120 15, 10 Thru 1 6 wider'-e Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302° R6 I1'IRC MI6-120.15 Drawing 7-1Q igg Verified By TOM SHELMERDINE 0048579' Approved foruseoutsideHVHZ: Yes 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. pL53QR6 tRC 6016 i2 15'Repgri 7-10 FL q(: AB Createdby IndependentThird Party: Yes Glazing optionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.11 Stratford (M600); He(M950); Dwg. IRC-6016-130-15, 10' Thru 16' wide. Oak Summit ( M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes l O f',11 IRC-6Q16-130'.tS:Dra4ytng 7r1Qf 1291 Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: + 25.6/-29.1 !Evaluation Reports Other: Design Pressure +25.6/-29.1, Not for use in HVHZ. F5302,.R,.§.A"Ik- - 7`-iQ FL. IF, Glazing option shall not be used in wind-borne debris region Created by IndependentThird 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) i I 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, 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 F - Verified `By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 ,@l IRC 606 140 1.77 retrl7Qte p Created by Independent Third Party: Yes 5302.13 Stratford (M600); Heritage (M950); I Dwg. IRC-6016-140-24, 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: +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, Verified By TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports EL5302 R6 AE` 1RC-60 6+ 140-24 report 7=10 sealed n Created by Independent Third Party` Yes 5302.14 Stratford (M600); Heritage (M950); Dwg. IRC-6016-145-24, 10' Thru 16' wide. Oak Summlt (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. 5302.15 1 Stratford (M600); Heritage (M950); Oak Summit (M650) I'. 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. Installation Instructions FLUID :R6 1I' IRC•601 45-24 drawiilQ 7 1.0 sedled.11df Verified By: TOM SHELMERDINE oo48579' Created by Independent Third Party: Yes Evaluation Reports FL5302 R6'AE IRC-6016-145-24:reoort 7=10 sealed.odf Created by Independent Third Party: Yes Dwg. IRC-6018-110-15, 16'2 thru 18' wide. Installation Instructions FL5302 R6 11 IRC-6018-11045 Drawino 7-10 FL.Ddf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports I5302.16 (!Stratford (M600); Heritage (M950); I Dwg. IRC-6018-120-15, 16'2 thru 18' wide Oak 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 reolacement door. Installation Instructions . FLS3Q2 R§ 1LtRC-6618-120.15 Drawing 7•10 FL:edf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL-5302 96 'AE IRC-6018-120-15 Rebart7-10 FL.odf Created by Independent Third Party: Yes Sick ; N¢icR Contact Us :: 1440 Poorth Monroe Street 7atlabassem ft 32899 Nnorw: 85fh497.1824; The State of Florida is an AA/EEO employer:•Copy6obt 2007-2013c Pnvacy 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 mall. If you have any questions, please contact 850.487,.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee., However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: Cred t rAJ https://www.floridabuilding. org/prlpr_app_dtl.aspx?param=wGEVXQwtDqunL,7seVZMF... 7/20/2015 E ROLLER: CARRIER 14GA.DUtASAFE ..... V/ (2) 1/4' x 112' CENTER'. HINGE ATTACHEDis IT : 2rr iQ R PER BRACKET V/ (4) 1/4' x 3/4' //_...(3) NEX HEAD -SCREWS ff'-.:AD'. 3' 20GA STRUTS ATTACHED'. c4 W sT9i+<11p57} V/ EA 3/4 3/4' XEXHEADSCREWSATEACH CENTER STILE'.' RIR.' A1G0'. NC END HINGE i 14, GA j T> 4 0& D1RRxSAT[^ FE.XNEAD'.. SCREW ti11C HAKaC-AY$'Af.RED : AT END AND CENT 3•. 2DGA:. STRUTS Vi-( m? fiC st .4t4' .STILE NE% MEA S{il'V:.' ATTACHED : V7. (2) 1/ 1.x 3/4' HEX 1400, DURASAFE - HEAD. SCREWS AT ROLLER ;CARRIERS ATTACHED EACH:, END. STILE TO END STIIP V/ (2)1/4' x3/4'. FE%. HEAD: SCREVS.PERCARRIER'.':. e' 7- BALL STEEL DR'..NTLON:-: SHORT: STEM RO:LERS:: V/-7/ 16' RETAINER' FUR NO1--T- HRREADED: SHAFTS ZYPIi L Dif3A$Af3 5 . BIB, UP TO 14''TALL DOORS: 32-7 PSF `z 372 V. FL q cAAwA( E LD1.4FT. 41NST@R-SALEN. N,G :. 27103 MODEV /550. 0 SUM]IIT w/Dara3afe 7nlm. lRTu4 A'fOi1'DL4R.}1 +w/tkrrsCsrir':' 6' FR13M ENDS, USE PAIRS, OFWAPAPT) AT IV. O.C. C NT) I LL CNtRiMZ WAT VDCTOl-$&CfL 27105 1 K L i !4r' ii SS SiP1 $ty WIMW3B.1P4 +C3f 3aYifi ,,. 611# lf; ss' ' €$vs' 2§l12' 3d+ ' 46i}Z' 63Nfi '73'V2i 3`8' 6'tf2° °EtY4' ?2' 1';CS W I1ra"',VZ SQ'=:k7 48; 2SStt 3B'Vd' 43Srd' SrtNr$` 6l #12' 7?!!a`.... : 86l!C :': Wir s VY Isvv 25 lkr 96-tv W %w 67#1% wV-4 9 3rr 5 SS.':f4` 221C 33:t+S ?#d2" 9t:''Y K 5&if?' p i a` 78 #f: #t4' _ __ 90' ABLE 4 4 TABLE, 5 Serti0r Wirth Patel Type a ue+ Paw SectioIONn WIQftow PmxTyp3PA1 MaR Pa• Prv6 PSFI fVEx inB PSF) 1ad'. abA Yytl Q{ aJ1 1,41x66B. Aavy r: a m qo0111M, w 113M 14d', 9+ Ira 9 Ed. s u= c A wr msnxa. 9' 6 tom' vt 25.t " 381?4' SY1?' 81'tl' 72'1T4` 7919981i4" ply 4 Aw RW4 Rm dr. 4 Fri 4100 BB f24- a Div5irx1S .&2 aBV4 BSYT f4 67#t2 3?F4 85Y2 1$$ St334? um} WY- k7$ 6 8UC p5117 464d 87w 6f VT 88[ H dl4 llsvz r d sr n+ 9ti1`- 5 iB:'if ` r4?2' 96'IFa` 3ft7 5 6t-, `:72T1- v-T95 r 9i_w its1w 12 €fl 76 " mq VA rJ`sfar 78 S:C 12i i%b' 2T'ItT.: 12 87 44 _ .4 a 127Q' V2` 38 if@°' 2i'c2' 33.1trr' lri' s'4 ' 8i 11Z' t€' 89 #r2 3ht° WQ:li$` taS%'±fsf`.... i 11t3" d v am aw 1 :. PZ' T#l.i1Q` r1t 39>$i 43#t 5#:'YC 6i 72-NT alft 8(i#f$" V2: 6051tfi 1151fi` 2r V4' 1;8y';: 12; 12 5surVfA WAf 133SiZ18d4z-vr xv4' 0 -FY 83:V4 67L=7 14 85vz 95V4, 0-,Vr 114-iF4 ITIVr l32_ vzvllr Ya silo i6: 6v €s 251i2 46V? rv-F 8T'i2 S# V4 31+x 1Q2 ;12 l231Ad #7i U2 fi39 V4 SS# 34U 8lfx #6 25fPi 391K S6Li 831i# 67 tf1 ei -MOT1F: moils i23Yd 13i #4111k t 3t2"' TABLE 2` TABLE 3; oL3i3R pf. SEGTK713 HEBGHTS IX30R TRACK ATTACH U4E€4T STL E HEKatiT y°s° 7M4" i i F ri}'ti : R. '*i>:: 0 .E I- F ,a' #'1 ,' lk# 7`-- 1 -2r':. 21' 2l" ?i` 2#' r .2#" ' ! 21 37 5r 4, 7r IT IV ' 21. 21';' 21' 2s' 2#' 1W.: 16 ?S° T' i ?i' 3r Swl 78 TYIF 2#, 21T:' 21` ur >to-: l8`7 18 ?t' T6 :1(r Is, 3v se 72, f l6` S$" 1 `!$' 18' SB"' s,`S` 8' '.7Q" 21` W6 67^ Is, 88r 32' 0` 2€ FT 2l' :2r' 21` W 2€' 66 S$J 2l^- 4r 63 8f'; 8d' w it T 17 2T" i8'' '=38' #8" 21" S' IT 16' w S4` 72" -w ow 24' r8" 38' Y8`,i8` #$" 2i 9° 6` _.: #Or 21' .`: 57` ,Ir `. 3 " 06` ?#`' SYC'0"2114263' 81' 413?" 2'`<' 2!" €8!g.l" 236i5iiYQ'!23ie6 2P €8" r8` !S" ew 22 '6t' 1ti'1, 39'!' $I" Imo• 93' ?.#3' "1. d' 8' l8` $$' !6' 16° !$ ir'6' 1Q` 21" 92':', ' 63` 1" ," 11•T 33A7` 1' 2r''2l` #$` 21 #2' i ZP42" 1!' $ d° #95"l23" l38"' - - 2#' }; $7 $ '93 !il" l29 142`, 135' t48":' 07 74F63` W. 1Da" l2 'T47 1S4`.' 2is l4" 7 ZS"` d2s &3" 8+1'-- !OS' l26° rd'F` IBM' Asm LL MACK ATTACHWEN VAC,9Yw S-i aa. LC!KD WTN SYP 0R SPP N0, 2 dR' Itia'AER aRA,Y 4 t sA: Y , 9A 1 r as n t3•d sd aarm 1m:' ;,zzf. z P. MT. D 4 a F r 4 s1m 65 a©° d m.5 amn 31 8101 a3 4 s 85. 29,5 x m , saw 54:4a 61,01 loam u ro r i 13' A26 S.n` W 6e SUM Val Y . 194- A1S. s6: 6zoa 1 2$-4 77, 19 1ae: 35a-'xaa r REY DESfAYD0r10F REIBOBS ,..: DATE _ff t .Td Y xd lry 1d t1 Ss;A: w lama Sa} ta1 a .3._ t Zd.S 137 23Aas A lfxUDDPW S1f 66 1Y P 0.AIC911s(f AND BP . VAX .. Du lie I 886Ta' a aa ar 9A 1+ .= 0': a' 64, 01 1lC a': x a urns a 2R r aft w Atf ar4°- d2: Tsa REdi73i# 8R rs' 11 yr•+ 11 . W2:. NY1fYA iY8.9UIXEi5 '. E 11 :. 8R uKdt t rluDNS ESSAdEp NA%SIZE '; 3! o; A6' WDTH+a4 h fsY+ a 4' HEIGHT E + _. 21,8 PSF" `r N 84.8 PSF o V -. (% E o: pp TESTLOADS327PSFSA- 37; 2 PSF F, L zs14s4i," 163 CAM Ew NC :27105:. MOD81. g/6g500. OA% STJW w/Dura3afe UoIDa O..+°. sMT w/vQraSjAfe ' T$D ` s t Ti`i l MF jaki hart r ea ;1fSsiuh & TFai FBrEYaAaESL Panel's>: 9 -'Draw By OLI, ,ATE Or)15 6i g : OfOeer W' DA1t a/lsim IRC-641fi-12U J5. Aa' s'Yi 17114 a 3 fa Ab4 14'#. trra a3r#.! 1 4- Al a s, a Ala r a4 Saul 14 ty dA, fi YalNne tlta.0 ar .rt r 9,' k 6T, 1 ®1 i Srssrt 04 LcM 46.00 3d 06.G0 1 4.i;, oq ia' 10 •$i d 26' . t0 k 6 .a 6A D6 at 84 1n' , m'. a s'; 6t d0 H 11ie4 s taa - S Tn ed M t. f3' -YAs S d uL009 nmq Af6a t b xd, 9t A1 51 x8 d . is a7. W a3' elm,, as 4 WAW A a.4. kAlt 4 Y.btS 9. r5'a 4 mm. At 92.OD y'a - ak s mn ,tShdt 41 IN! 155 k S-1 93,W Es- - .4ts's ShM N1P 19 4 shgt ITS W q: A, 6-00 A t a 2.1. is' 6 u'r' T. A.00..... 1 1 sxann 8 15',10 Sh01m ffi2'T1'M 9560: to 1 #At is, A sp- 714, 4 48. 11 It" m:. „p p S:Ao. aT ',. 7AdA fro T a }d 1 Swnn 8116 9a m:-D Wel tad 6Da T . Aa, aA; z4a OM71 , 1443661swo a SUmn. : a_ GARAGE DOOR STATIC'. PRESSURE TEST REPORT. Taracre''Dnor Nn_: 1RC-6016-120-15 Test Date: 11/8/2012 Project No.: 12-114 ASCE 7.10 U to 5 Feet of Door Width in Zone 5• An Roof Slo e•', Enclosed Building Criteria: Exp. B, 30' MRH Exp. C, 15, MRH Exp. C, 25' MRH Exp. D,15' MRH Exp. D, 25' MRH 155 Mph 141 m h 134 m h 128>Mph 122 mph Witnessed By: Brandon Gentle - Amarr Garage Doors; Thomas L. Shelmerdine,'>PE - Structural Solutions, P.A.'' itesgng ibn bf Test Spec mew. 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 21" 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 Testiu ; 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 Structurall' 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 the pressures in the enclosure. Test Procedures 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. Step i s Preload the door to 50% of the Design Pressure rand hold for 10 seconds. Step 2: Unload the door for 1 to 5 minutes. 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 nega(iver tests., Summary A 16'-0"x7'-0" Model 600'as described on drawing IRC-6016-12045 rmeets 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) Florida Building Code Online' Page 1 of 2 a , BCIS Home Log In User Registration 1 Hot Topics Submit Surcharge I slats & Facts i Publications FBC staff BCIS Site Map Links F Search Busines01— ProfessiIarmProduct Approval USER: Public User Regulation, Piadua Aopmv Men4 > !'roduet'or ACaliratlori SearrtY.> gpti}fotbn US Application ApPllcation,Dota11 FL # FL12019-RS 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) 884-0444 lyle.pestow@acm-metals.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.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 kA 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 Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FLI2019 RS C(?I ertificate-Of Independence 6df Standard Year ASTM E330 2002 Method 1 Option D https://www.floridabuilding.org/prlpi_app_dtl.aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 Florida Building Code Online Page 2 of 2 4 Date Submitted 04/30/2015 Date Validated 04/30/2015 Date Pending FBC Approval 05/10/2015 Date Approved 06/22/2015 Summary of Products FL # Model, Number or Name Description 12019.1 Triple 4" and "Quad 4" 0.012" Thick Aluminum Soffit - Full Vent and Center Vent Limits of Use Installation Instructions Approved for use in HVHZ: No FL12019_ R5 11 Inst I20190.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 12019.1 for Design Pressure Ratings by FL12019 R5 AE Eval 12019A.12df- specific application and for any other additional use Created by Independent Third Party: Yes limitations and installation instructions, B,ick Nest Contact Us :: 1940 North Monme Street. Tallahassee Fl. 32399 Phone: 850-487-1824 The State of Florida is an AAJEEO employer. Coovrioht 2007-2013 State of Florida.:: Pfivaev Statement :: Accessibilityibij{yStatemem ;: Fuefung Statement Under Florida law, email addresses are public records, If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Ac epts: W go PER 2 tV: Uri1 vm iTnit:' OWTEA, https:// www.floridabuilding.org/pr/pr_app_dtl. aspx?param=wGEV XQwtDquJEQf8P6a6FJ... 7/20/2015 Q ACMTM AMERICAN CONSTRUCTION METALS 5140 West Clifton Street Tampa, FL 33634 TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and is in compliance with the 5th 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 properly to receive loads from the soffit and/or 7x 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 CONTENTS SHEET# I DESCRIPTION 1 T ical elevations & general notes 2 Panel details 3 Soffit details & design pressures 4 Soffit detalls & design pressures 5 Soffit details, design pressures & bill of materials X. d3 YW J ti W fl to : d i o m u Z o Z V E. O 5 92m 4 C r' Z TRIPLE 4 4 T 40121.0115' THICK) T- 4-0141.0135' THICK) QUAD 4 (Q4) OwO: er: JK 6+ 0121.0115' THICK) oHK. a : LFS oRnwlnc uo,: a- 4-014).GM'IUCKI FL— 12019.1 SHEET T of 5 SOFFIT AIR FLOW TABLE SOFFIT TYPE AIR FLOW SOFFITTYPE AIR FLOW AruiA m LF CGNTRR VENT NARROWvATrsRN 3.91 2.71% FULL VENTNARROWPATTERN 11.74 8.16% 11 VENT VATT9tN 11.74 8.16% FULLPAr w 3.69 2.56 % f LpAITkR NMO 3.69 2.56% m 1.54" 1.25, 1T l ow A155' I--- 4'b" CIR 8 ( o I FASCIAAn 2 P ANNEL _O "F" CHANNEL AIUTl1{ nUM Aluminum COVERAGE ( REFIT.- =.y El RIB ISYMI 33" ' RUNOI71 0 0151. R. r 031 I.R. .47 cq Dr 4? 33" 66` L 33' RIB AND END DETAILS 17 COVERAGE — 11/ 16" 4" PRCH 25/8" VADIN AVACAltE FOR LOUVERS 6 TRI 16" COVERAGE r ( REF) p— ff p. 44.00"PfICH 2.67—+—wIDINAVAILABLE FOR LOUVERS V4DTH Ply) S QU 50' -- a00000— 0. 000o — n 00000 } 0 0 0 0 01 n n n n n n LOUVER PATTERN ( FULL SCALE)_ LOUVERS FORMED IN SAME DIRECTION AS RIBS) - C 0. 3817' VIEW "A - A" (4 xSCALE) S 6 FULL VENT - WIDE PATTERN Louvers formedinsameDirectionas ribs) 5 125" rr . o°°°°°°°°° 1 0 DA-- LOUVER PATTERN LOUVERS FORMED IN SAME DIRECTION AS RIBS) to 1 0. 388" t-- of VIEW 'A - A" (4 x SCAL 5 6 FULL VENT- NARROW VENT PATTERN L«wers formed in same direction as 'bn) za o ( jme6 Om anm scAls: N. T.S. be:c. ar: JK CHK. ere LFS FL-12019. sN u 2 nF 5 w a w SPAN " A " ROOF OVERHANG SPAN ` A ' ROOF OVERHANG ROOF ROOF FRAMING FRAMING ALUMINUM FASCIA TRIM 1 _--- - i- SOFFITiT CMU OR SOFFIT CMU OR WOOD WOOD 5EEDETAIL'A FRAMED SEEDETAIL 'C' FRAMED SEE DETAIL" B " SEE DETAIL " D " SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/3-CHANNELS Shown w/ truss framing cantilever) (Shown w/ truss/framing cantilever) SINGLE SPAN LENGTH A DESIGN PRESSURE (PSF) POSITIVE NEGATIVE B' 70.0 141.0 10" 60.0 60.0 IT 50.0 50.0 IN, 38.5 38.5 16" 30.0 30.0 NOTE: WOOL) FRAMING ANU CUNNLUI IUNS I tit DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD m 5 Ile, MAX. DETAIL " B " F- Channel TRIM NAIL ATTACHE THROUGH FASCI @ IVO.C. MA STAPLES INSTALLED _-- ENDOFPANELAND r B" MAX. O.C. SEE DETAIL' J ", SHEET 5) L 1 /6' MAX. DETAIL"A" Fascia STAPLES INSTALLED @ 24" O.C. (INTO WOOD) ON F- CHANNEL LEG OR T-NAIL @ I Z O.C. INTO WOOD OR MASONRY) STAPLES INSTALLED @ 17' O.C. (INTO WOOD) IN F- CHANNEL SLOT OR T-NAIL @ 12" O.C. INTO WOOD OR MASONRY( NOTE: FOR SQUARE CUT OVERHANG, TRIM BOTTOM OF FASCIA FLAT AGAINST PANEL STAPLES LOCATED 24" O. C. INTO FRAMING o Ns SPAN A ROOF OVERHANG 0: z h m ROOF FRAMING - V'% Ali i a2 ' m rn it lit o o m z ALUMINUM _ L_ S ° ' FASCIA g a o Z v m TRIM 8 io ° °u on J OCL a SOFFIT CMU OR W001) a m a m 4 a E . SEEDETAIL" A" FRAMED a SEE DETAIL " C " SIDE VIEW - SINGLE SPAN w/3-CHANNEL h Shmvn w/ truss/framing cantilever) z w STAPLES INSTALLED @ 17' O.C. (INTO WOOD) o vl wIN J- CHANNEL SLOT OR T-NAIL @ 12' O.C. o INTO WOOD OR MASONRY) STAPLES LOCATED 24" O. C. INTO FRAMING 17t!- MAX. 5 1" MAX. STAPLES INSTALLED @ IT O.C. (INTO WOOD) IN J- CHANNEL SLOT OR T-NAIL @ 12" O.C. DETAIL " D " J-Channel Fascia MAX. 1/ 8' MAX. DETAIL " C " J-Channel Scut:: N. T.S. awG. Br: JK SUBSTRATE NOTES: GHK, BY, LFS 1. WOOD SUBSTRATE: G = 0.42 OR BETTER OPAWING NO.; 2. MASONRY SUBSTRATE: 3,000 PSI CONCRETE (ACI 301) FL-12019.1 OR HOLLOW BLOCK (ASTM C90). SHEET 3 OF 5 ROOF OVERHANG SPAN " A " SPAN — ROOF OVERHANG SEE NOTE 2 ROOF ROOF FRAMING FRAMING ALUMINUM ALUMINUM J FASCIA FASCIA- 9 TRIM TRIM l % CMU OR //— CMU DR SOFFIT WOOD SOFFIT— / WOOD FRAMED f FRAMED SEE DETAIL"E"------ SEE DETAIL "F" SEE DETAIL "G SEE DETAIL" E" SIDE VIEW -SINGLE SPAN w/F-CHANNEL SIDE VIEW -SINGLE SPAN w/3-CHANNEL Shawn w/ truss/framing overhang) (Shown w/ truss/Framing overhang) TRIM NAIL ATTACHED THROUGH FASCIA @ 16' O.C. MAX. NOTE: FOR SQUARE CUT OVERHANG, TRIM BOTTOM OF FASCIA FLAT AGAINST PANEL STAPLES INSTALLED @ END OF PANEL AND _ d@ 8"MAX.O.C. L-__ 1 iEDETAII"J",SMEET S) I ( j- - - - - - - - - - 119" MAX. h-- 5 S I DETAIL" E" 1--IffMAX. Fascia DETAIL " F " F- Channel STAPLES INSTALLED @ 2C O.C. (INTO WOOD) ON F-CHANNEL LEG OR T-NAIL @ I T O.C. INTO WOOD OR MASONRY) CONNECTOR NOTES: 1 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD 2. 12d COMMON NAIL OR 3/16 OW TAPCON CONCRETE SCREW MIN. 1-1 /4" EMBEDMENTJ @ 24" ON CENTER SINGLE SPAN LENGTH A" DESIGN PRESSURE (PSO POSITIVE INEGATIVE e" 70.0 141.0 10'• 60.0 60.0 12" 50.0 50.0 14" 38.5 38.5 16' 30.0 1 -30.0 STAPLES LOCATED 24' O.C. INTO FRAMING it it iL STAPLES INSTALLED @ IT O.C. (INTO WOOD) IN J-CHANNEL SLOT OR T-NAIL @ 12' O.C. INTO WOOD OR MASONRY) N mn i: rL:ci n F2_ 4m 6 m z d m d on z V N 0 2 o z 0 ID S M. J V M J L a a m da v o oz o ` d FV 1 STAPLES INSTALLED @ ` ate <». a__ 1 T O.C. (INTO WOOD) w o o IN F-CHANNEL SLOT OR T- NAIL @ I O,C. L - - - - - - - - - - - - - - - 4` S INTO WOOD OR MASONRY) 4 S 8 11 m n^" C 2 anN- z onle 1 9 09 1 /8" MAX. -- 10 MkE: N.T.S. is —I" MAX. -- arra, rsY: JK SUBSTRATE NOTES: CHK. eY: LFS 1. WOOD SUBSTRATE: G = 0.42 OR BETTER DETAIL " G " OR`"°NG Na.. 2. MASONRY SUBSTRATE: 3.000 PSI CONCRETE (ACI 301) FL-12019. 1 OR HOLLOW BLOCK (ASTM C901. J-Channel sHeer 4 or 5 TIEM DESCRIPTION MATERIAL 1 FASCIA.0215'THK.AL. 3105-H14 ALUMINUM 2 J" CHANNEL .0155' THK. AL. 3105 - H24 ALUMINUM 3 P'CHANNEL.0155"THK.AL. 3104-H19 ALUMINUM 5 QUAD 4 PANEL (.0115 OR.0135" THICK) AL. 3105 ALUMINUM 6 TRIPLE 4 PANEL (.0115 OR .0135' THICK) AL. 3105 ALUMINUM 7 15 x 13/4" TRIM NAIL S.S. 8 18" GA. X 1/4" SS STAPLE (W/ 7/8" MIN. EMBEDMENT) STEEL 9 2' X 2" BATTEN STRIP (G=.42 OR BETTER) WOOD 10 APA B-C- GROUP 1 EXT. 15/32" PLYWOOD OR BETTER WOOD 11 097' DIA. T-NAIL (w/ 5/8" MIN. EMBEDMENT) STEEL 12d X 3-1/4" H.D. GALV._ STEEL DETAIL " H " 1 X2 VERDCAL FRAMING (G>=0.42) ATTACH w/ 2-8d COMMON NAILS @ TOP TO ROOF FRAMING 12d X 3-1/4" H.D. GALV. STEEL COMMON NAIL @ 24" O.C. w/ 1-3/4" MIN. EMB. STAPLES INSTALLED @ v STAPLES INSTALLED @ END OF PANEL AND END OF PANEL AND W MAX. O.C. 9' MAX. O.C. SEE DETAIL'J'1 SEE DETAIL "J I $ 6 DETAIL "I" C. MAX. DETAIL"J" 41 O". N Imo./•"'"....... ROOF CVERHANG SPAN " A"-'' q*, J O r0 W Z 00 o v\\\ U N •• SEE DETAIL"B"' oa E =m°odROOF jf S r 9 `oFRAMINGSHEET3) j i a 0 a mdam 1 II 6 vZ 3a' EMU OR SEE DETAIL"A" / WOOD FRAMED 04SHEET3) oCONTINUOUS SEEDETAIL"H"= BATTEN @CL Jg SPAN 2 m m SIDE VIEW - DOUBLE SPAN w/ BATTEN a W Shown w/ truss/framing cantilever) 0 d o o a a TWIN SPAN LENGTH w/CONTINUOUS BATTEN A- DESIGN PRESSURE (PSF) POSIRVE NEGATIVE 16" 70.0 70.0 11" 66.5 66.5 20" 60.0 60.0 22" 54.5 54.5 24" 50.0 1 50.0 SPAN " A " ROOF OVERHANG SEE DETAIL "G SHEET 4) ROOF FRAMING I -- SEE NOTE 2 I I. I 1 EMU OR wool) SEE DETAIL'I' 8 :Ti FRAMED SEE DETAILA" SHEET 3) SIDE VIEW - DOUBLE SPAN w/BATTEN Shown w/ truss/framin overhar, ) CONNECTOR NOTES: 9 9 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGINEER OF RECORD 2. 12d COMMON NAIL OR 3/16" ITW TAPCON CONCRETE SCREW 1. WOOD SUBSTRATE: G = 0.42 OR BETTER MIN. 1-1 /4" EMBEDMENT) @ 24" ON CENTER 2 MASONRY SUBSTRATE 3,000 PSI CONCRETE (ACI 3DI) OR HOLLOW BLOCK (ASTM C90). BY: JK BY: LFS WING NO.: FL- 12019.1 r 5 or 5 RW B R W Building Consultants, Inc. Consulting and Engineering Services for the Building Industry P.O. Box 230 Velrico, FL 33595 Phone 913.659.9197 Florida Board of Professional Engineers Certificale of Authorization No. 9813 Product Sub Category Manufacturer Product Name Category American Construction Metals Panel Walls Soffits 5140 West Clifton Street Triple 4" & "Quad 4" Aluminum Soffit Tampa, FL 33634 Phone 813.880.4444 Scope: This is a Product Evaluation report issued by R W Building Consultants, ft. and Lyndon F. Schmidt, P.E. for American Construction Metals based on Rule Chapter No. 61G20-3, Method 1d of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code (FBC) excluding the "High Velocity Hurricane Zone". 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 drawing FLA 2019.1 are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed properly to receive loads from the soffit and/or 2' X 2' batten strips. 5. Aluminum soffits shall conform to the rewuirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. 6. See drawing FL-12019.1 for size and design pressure limitations. Supporting Documents. 1. Test Report No. Test Standard TEL 01190073 ASTM E330-02 2. Drawing No. Prepared by No. FL-12019.1 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) 4. Quality Assurance Certificate of Participation issued by Keystone Certifications, Inc., certifying that American Construction Metals is manufacturing products within a quality assurance program that complies with ISO/IEC 17020 and Guide 53 Sheet 1 of 1 Testing Laboratory Signed by Testing Evaluation Lab., Inc. Lyndon F. Schmidt, P.E Signed & Sealed by Lyndon F. Schmidt, P.E. Signed & Sealed by Lyndon F. Schmidt, P.E. q t,Y9#O u9rPdtd! o y, ra 4U ;Lyndon F. Schmidt, P.E. FL PE No. 43409 s*c• ; 'v'e 4/1/2015 t t$bCttg4Cr Florida Building Code Online ( ' Page 1 of 2 flo is DepafM'trf BCIS Home Lag In User Registration ; Hot Topics submit Surcharge Stats a Facts I Publications FBC Staff BCIS Site Map ( Links Search Busines, ApprovalProfessional _z Product USER: Public User Regulation Poduct Anoroval Menu >. Product or.ADolication Search > Agplkation Llst > Application Detail 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 RlverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollins@atlasroofing.com Authorized Signature Meidrin Collins mcollins@atlasroofing.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 I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Locke Bowden Validation Checklist - Hardcopy Received Certificate of Independence fL16305. R4 COI ATL0002-.4.2014 FBC Product Evaluation Shinoles.odF Referenced Standard and Year (of Standard) Standard ASTM D 3161 ASTM D 3462 ASTM D 7158 TAS 100 TAS 107 Equivalence of Product Standards Certified By Sections from the Code Year 2009 2009 2008 1995 1995 https://www.floridabuilding.org/prlpr_app_dtl. 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 Approved for use in HVHZ: Yes Installation Instructions fl 163n5 R4 It ATL13002 4 2014 FBC Product Evalgation, Shingles.Ddf Verified By: Zachary R. Priest 74021 Created by Independent Third Party: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See evaluation report for limits of use Evaluation Reports F1 16305 R4 AE ATL13002 4 2014 FBC Product Evaluation Shinoles,odf Created by Independent Third Party: Yes Back Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487.1824 The State of Florida is an AA/EEO employer. Coowioht 2007-2013 State of Florida, :: Privacy Statement :: Accessibility Statement :: Rciund Stalemenl Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. if you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. if you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: M 0;2 0 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDquJBMj gU 1 j 3N... 7/20/2015 Certificate of Authorization No. 29824N.w; ftrR'E.EK 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE ST" EDITION (2014) Manufacturer- ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 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 Report No. Standard Year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-116-02-01 ASTM D 3462 2009 PRI Constriction Materials Technologies (TST5878) ATL-118-02-01 _ ASTM D 3462 2009 PRI Constriction Materials Technologies (TST5878) ATL-119-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA36-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASTM D 3161 2009 TAS 107 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 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. Y CREEKAsphalt ATLAS ROOFING CORPORATION 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 -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 wlScotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMasterO 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. StormMaster9 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 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 ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC INSTALLATION GlassMaster(ID 30 & Basic Wind Speed (Veit): Tough -Master® 20 Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): 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. 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 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. 36" +i 1' Nails 12" 14 Figure 1. GlassMaster® 30 & Tough -Masters 20 4 Nail Pattem (Non-HVHZ only) 38" Nails tC,SM JiW 12-—>-12'— Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 3 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 ProLAMTm Architectural Basic Wind Speed (Vun): Basic Wind Speed (Vmd): 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. 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 greaterthan 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. 393W Figure 3. Prol-AM7m Architectural Shingle 4 Nail Pattern (non-HVHZ only) W. 12 d.*,."nr TVP 0 IN" L Figure 4. Pro-LAMTm Architectural Shingle 6 Nail Pattern ATI-13002.4 FL 16305-R4 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. 14 CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (VI,u): StormMaster® Shake 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. 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 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. 1 Figure S. Pinnacle® Pristine and StormMaster0 Shake 4 Nail Pattern (Non-HVHZ only) 39 39' Mn 179. 9*-.ed.9 aM-0 wC1 mN Wr t..d 1• 7 1(1' I' CD CD CD M CD J -D M CD CD C M C=1 6 7IB• Figure 6. Pinnacle® Pristine and StormMaster@ Shake 6 Nail Pattern ATL13002.4 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 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,dt): 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. 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. 7116 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 "4 Nail Pattern" or "6 Nail Pattern" detailed below. Figure 7. StormMaster® Slate 4 Nail Pattern 9. i 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 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 Pro -Cut® Starter Strip Basic Wind Speed (V it): 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. 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 greater than 21:12. Installed in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached as shown below. 36' 32' 126., 1-jp'rw, sh—kr 1 Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-R4 Page 7 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. y CREEK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (V it): Max. 194 mph ATLAS ROOFING CORPORATION Asphalt Shingles Basic Wind Speed (Vasd): 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. r-- t 12 ga. 1-1/2° ring shank nail I . 12" V j t Li Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 Page 8 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. A ATLAS ROOFING CORPORATION CREEKAsphalt 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 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5«' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. tutn rii i GAP' ' No 74021 p STATE OF , 4(Q4/ Al - OR IV N i,S,ON Ak t " 0" CERTIFICATION OF INDEPENDENCE 2015.06.2 lb- 9 12:55:48 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-R4 Page 9 of 9 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC EVALUATION REPORT Manufacturer: ATLAS ROOFING CORPORATION 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770)612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813)480-3421 FLORIDA BUILDING CODE 5T" EDITION (2014) 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 Constriction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Constriction 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) 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 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 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. 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 L.._ -. -. - . -.. - -. .- . . . ...-. ATLAS ROOFING CORPORATION CREEKAsphalt 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 -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. ProLAMT" 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) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerriield) 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 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 a CREEK Asphalt Shingles TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (V,,,i): Tough -Master® 20 Basic Wind Speed (Vard): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): 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. 7116 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 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. 36' Nails 5!8" 12" Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) Nails — 12" J 4 8° 12" 12° Figure 2. GlassMaster® 30 & Tough -Master@ 20 6 Nail Pattern ATL73002.4 FL 16305-R4 Page 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. TECHNICAL SERVICES, LLC Prol-AM'rm Architectural Basic Wind Speed (Vuit): 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. 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. Figure 3. Prol-AMT" Architectural Shingle 4 Nail Pattern (non-HVHZ only) Mh. 12 oa.p.0 d. nng sW*—bg nM — 7112, TM 1 W 3 Ir i-ED -_t=- '=3rpO- _ice" .:_ . Figure 4. Pro-LAMTm Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 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 vehich 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. 1 ....#. CR,EEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (V it): StormMaster® Shake Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Undedayment: 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 "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. Figure 5. Pinnacle® Pristine and StormMaster@ Shake 4 Nail Pattern (Non-HVHZ only) 39 3• r .- 1- nn• r C''CI O O O O O O O CD = =) M CD = CD n 0 0 0 0-' 14- CJCJOOOOOOUOOQt::J00OO C 6' L Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATI-13002. 4 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 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. ACREEKTECHNICALSERVICES, LLC StormMaster® Slate Basic Wind Speed (V it): 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. 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 "4 Nail Pattern" or "6 Nail Pattem" detailed below. Figure 7. StormMaster® 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 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. i TECHNICAL SERVICES, LLC Pro -Cuts® Starter Strip Basic Wind Speed (V a): 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. 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. 36' 1 12, f 12 ga, 1.1/2' 6" shank nag 1V '.j Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-R4 Page 7 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 ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (V,dt): Max. 194 mph Basic Wind Speed (V.sd): 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 manufacturers published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12 12 ga. 1-1/2" ring shank nail V t i iLI j1. Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 Page 8 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 ATLAS ROOFING CORPORATION Asphalt Shingles 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 manufacturers 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 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code a Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. J P tY R. p9Zi,, PPG G E V $_. Fs!. v••. No 74021 STATE OF C O NP' O R t•. CERTIFICATION OF INDEPENDENCE 2015.06.2 9 12:55:48 04'001 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-R4 Page 9 of 9 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid - This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 10 Florida Building Code Online Page 1 of 1Unc Ian n cr+ L '--- F2-1 1,5 Fblfda Ciepa wntol 8C1S Home I Log In ( User Registration : Hot Topics { Submit Surcharge I Stats & Facts 1 Publications ( FBC Staff I 1305 Site Map { Links { Search { Busines Professi9,h'al r I Product Approval USER: Public User Regulation Product Approval Menu > eruct or Application Search.> Application Ust 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 Search Results - Applications FL# Tyoe Manufacturer Validated By Status FL15216 R2 Revision InterWrap, Inc. Category: Roofing Subcategory: Underlayments John W. Knezevich, PE 954) 772 61 1 Approved History Approved by DBPR.. Approvals by DBPR shall be reviewed and ratified by the POC and/Or the contact Us :: Igo North Munro a Sirpet. TaB;' ' - 32399 done: 850-487-1824 The State of Florida is an AA/EEO employer. Coovrioht 2007-2013 State of Florida.:: Privacy Statement ::Accessibility Statement:: ReSund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mau. 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 it you are a licensee under Chapter 455, F.S., please dick here . Product A pprjoval Accepts: i, E+ri. Cred tSArOE https:// www.floridabuilding.org/pr/pr_app_lst.aspx 7/20/2015 W Florida Building Code Online Page 1 of 2 V t: itYliawyetirA FWda DkPWentd BCIS Home I Log In I user Registration I Hot Topics I Subnrit Surcharge I Slats & Facts I Publications I FBC Staff i BCIS Site Map I Lima I Search Professi na}I.ryOProduct Approval USER: Public User Regulation ProOutt Aperoy it Menu > Product or ADDllcation Search > TUWicalbn Ust > Application Detail FL # FL15216-112 JJJ 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 mtu pas@ i n terwra p. 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, 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/Warnock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevich, PE Wj Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL15216 R2 COI 2015 01 COI Nieminen.odf 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 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 I Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant., N/A Design Pressure: N/A Installation Instructions FL15216 R2 II 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216- RZDdf . Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation Reports FL15216 R2 AE 2015 04 FINAL ER INTERWRRQP RHIEfOkOQE Pl_15216- R2_odf Created by Independent Third Party: Yes Pack NCzt Contact Us :: 1940 North Monroe S rget. Tallahassee"Fi, 32 Ift- nei 850,4874624 The State of Florida is an AA/EEO employer. Cokrvdntit 2007-2013 State of flbrMa:,: r Privacy Statement.:: AccesblityStalement :: Refund Statement Under Florida law, email addresses am 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 toSection455.275(i), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emads; 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 poliic. To determine if you are a licensee underClapter ,M, F S., please dick fi=r . Product Approval Accepts: FM https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDgv3yV VKJZ 1 Q... 7/20/2015 TRINITY EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT i#13 ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-112 FL15216-R2 Date of Issuance: 02/17/2012 Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61620-3 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. 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 "TrinitylERD 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: SVC ie 9.. S-AT Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DGA ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.E- on 04/27/2015. This does not serve as an electronically signed doament. Signed, sealed hardcoples have been transmitted to the Product Approval Administrator and to the named dient 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 I 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. 1 TRINITY I ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by interwrap, Inc., has demonstrated compliance with the 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, 1507.5.3, 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: iagtl Examination Reference Date. ITS(TST1509) Physical Properties 100539395COQ 006 10/27/2011 ITS(TST1509) 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. S. LIMITATIONS: 5.1 5.2 5.3 5.4 5.5 5.6 5.6.1 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. This Evaluation Report is not for use in the HVHZ. 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. 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. ellnu,nhio rnnf rnvpm annlipd atop RhinoRoof Underlavments are follows: TABLE 1: RoOF COVER OPTIONS Underlayment Asphalt Shingles Nail -On Tile Foam -On Tile Metal Wood Shakes I Shingles Slate or Simulated Slate RhinoRoof U20 Yes No No Yes Yes I No Exposure Limitations: 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 II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Evaluation Report 140510.02.12-R2 Certificate of Authorization #9503 FL1521&R2 Revision 2: 04/27/2015 Page 2 of 3 11 o TRINITY l 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 Single Laver: Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate 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 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. H. MANUFACTURING PLANTS: Contact the manufacturer or the named CIA 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 - Exterior Research and Design, I.I.C. Evaluation Report 140530.02.12-112 Certificate ofAuthorlzotlon k9503 FL15216-R2 Revision 2: 04/27/2015 Page 3 of 3 1 TRINITY EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-R2 FL15216-R2 Date of Issuance:02/17/2012 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. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD 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 DC4ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.F on 04/27/2015. This does not serve as an electronically signed document. Signed, sealed hardcoples have been transmitted to the Product Approval Administrator and to the named client 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 I 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 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. 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, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM 04869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS(TST1509) Physical Properties 100539395COQ7006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 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. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in 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 RhinoRoof Underlayments are follows: TABLE 1: RooF COVER OPTIONS Underlayment Asphalt Nall -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles I 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, I.I.C. Evaluation Report 140510.02.12-R2 Certificate of Authorization A9503 FLiS216-1112 Revision 2: 04/27/2015 Page 2 of 3 TRINITYJERD 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 RhlnoRoof 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 Single Laver; Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate 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 Double Laver; 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. B. MANUFACTURING PLANTS: Contact the manufacturer or the named QA 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-R2 Certificate of Authorization #9503 FL15216-R2 Revision 2: 04/Z7/2015 Page 3 of 3 02/ 1112015 13:41 ff o P.002/004 MIAMI, , ' M1Ab i-DADS COUNTY a PRODUCT CONTROL SECTION DEPARTMOT OF RitOULATOPLY:4ND:ECONOMIC RESOURCES I I90S SW 96 Street, Room 208 O Miami, Florida 33175-2474HOARD"AND CODE /IDMIN23TRA'LIC1N niVISION T (786).315-2390 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) Southcasterti Metals Meanfacturing Company, Inc. 1.1801 Industry Drive Jacltsonvllle, FL 32218 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. Thedocumentationsubmittedhas" be. reviewed and accepted by Miami -Dade County RER-FrodueuConrrol Section to be used in Miami Dade County and other areas where allowed by the.Authorety+ Having Junsdiction (AHJ), This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in area other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted Manner,, the manufacturer will 'incur the expense of such testing and the AHJ may immediately revoke, modify, orsuspendtheuseofsuchproductormaterialwithintheirjurl5diction. RER roserires the right to revoke this acceptance, if it;- is determined by Miami -Dada County. Product Control Section that this "product or material fsiis to meet therequirementsoftheapplicablebuildingcode. This product is approved as described herein, and has been designed to comply with the Florida Building CodeincludingtheHighVelocityHurricaneZoneoftheFloridaBuildingCode. DESCRIPTION: Weather Vent LABRLING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and followingstatement: "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 changeintheapplicablebuildingcodenegativelyaffectingtheperformanceofthisproduct. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any sectionofthisNOAshallbecauseforterminationandremovalofNOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be doneinitsentirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews and revises NOA No. 08-0423.01 consists of pages 1 through 3. The submitted documentation was reviewed by Juan S, Collao, R.A. H NOA No.: 13-0814.09 Expiration Date: 04/1S/19 Approval Date: 01/23/14 Pagel of 02111 /2015 13:42 ffAX) P.003/004 ROOFING ASSEMBLY APPROVAL Category: Roofing Sub -Category; Ventilation Material: Steel Minimum Slope: 2:12 TRADE NAMES OF PRODUCTS MANUFACTURED OR 1. k= III:D BY APPLICANT: manufactured! by Test Product DimensionsSng j cattone 8lit l Weather Vent Vent: 4-'A" x 1911 x 46" TAS 100 Galvanized metal roof vent Deck Flange: 24/1 x 52" Thickness: 0.0217 inch: MANUIIPACTL4UNG LOCATION 1. Jacksonville, FL EVIDENCE SUBMITTED TotAgenciv, Teat Identifier 'fast NameMoriort Date PRI Asphalt Technologies, Inc. TAS 100 SEM-002-02.01 08/14103 ICC-ES AC132 SEM-027-02-0'1 01/07/14 APPROVF,D APPLICATIONS: Deck Type: Wood Deck Description. 16/n" or 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 roar 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-%4" galvanized ring shank roofing nails spaced approx. 8" o.c. and 1" from the outside edge of the flange. Use a minimum of 18 nails per vent. Sealall nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings herein). Net Free Area: 99 square inches. II I II NOA No.: 13-0814.08 Expiration Date: 04/IW19 Approval Date; 01R3/14 Page 2 of 3 fA 021111201.5 13:43' fAX}' P 0041004; DRAWINGS NOA No.: 13-0814.081 Expiration Date: 04115/191 Approval Date: 01/23l14 Page 3'of 3' Florida. Building Code Online r `= Page 1 of 3 KI ITI} BCIS Home ( Log in 1 User Registration 1 Hot Topics I Submit Surcharge i Slats 0 Facts Publications ( FBC Staff I BCIS Site Map ( Links I Search 3usinies } jt i{gLF Product ApprovalProfessional ( ` USER: Public User Regulation Probuct:Aj gral gnu > ProQ+Kt Or Appll[atkltrSCarcA > Application List > Application Detail FL # FL2197-115 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 MiTek Industries, Inc. Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext7480 dwert@mii.com Authorized Signature David Wert david.c.wert@mii.com Technical Representative David Wert Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mii.com Quality Assurance Representative David Wert Address/Phone/Email 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mii.com Category Structural Components Subcategory Truss Plates Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2015 Validated By ICC Evaluation Service, LLC. Certificate of Independence FL2197 R5 CQi C,grtificatg ol"Independence for Evaluation DdF Referenced Standard and Year (of Standard) Standard Year ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option C Date Submitted 06/11/2015 Date Validated 06/30/2015 Date Pending FBC Approval Date Approved 07/05/2015 SummarV of Products FL # Model, Number or Name Description 2197.1 M18SHS 18 ga. super high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 R5 lI installatii6nESR-1988 Aor112011,.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental FL2197 RS AE ESR-1988.20f for the Florida Building Code 2197.2 MII 16 16 ga. truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS If InstallationESR-1311 Nov20'I1 odf Verified By: ICC Evaluation Service, LLCApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Other: Can use HVHZ per ICC-ES ESR-1311 Supplemental Evaluation Reports FL2197 R5 AE- ESA-1311:Ddf for the Florida Building Code 2197.3 MT18HS 18 ga. high strength truss connector plate Limits of Use Approved for use in HVHZ: Yes Installation Instructions FL2197 IRS 11 1 ristallationESR-1988 Aori12011 odf Verified By: ICC Evaluation Service, LLCApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental FL2197 R5 AE ESR-1988.0f. for the Florida Building Code 2197.4 MT20 20 ga. truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 R5 II InstallationESR-1988 Adrll201LddE Verified By: ICC Evaluation Service, LLCApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental FL2197 R5 AE E5R-1988.ndf for the Florida Building Code 2197.5 MT20HS 20 ga. high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197R5 II InstallatloaESR--1311 Nov20'f1 pdf Verified By: ICC Evaluation Service, LLC ApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1311 Supplemental F0197 R5 AE ESR-13I I.odF for the Florida Building Code. Back Nex[ Contact Us :: 1940 North Monroe Street. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Coovriont 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: mahttps:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDgvrTEx%2bbk£.. 7/20/2015 Florida Building Code Online Page 3 of 3 Credit https://www.floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEV XQwtDgvrTEx%2bbkf... 7/20/2015 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 ANSUTPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal - Plate -Connected Wood Trusses. 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. 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 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSrm ICC ICC ICC C q%-- PMG LISTED Look for the trusted marks of Conformity! 2014 Recipient of Prestigious Western States Seismic Policy Council WSSPQ Award in Excellence" a A Subsidiary of CODECOHCCIr ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not W. C"i° specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a t recommendation for its use. There is no warranty by ICC 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. CBMMTM Copyright 0 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.[cc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mfi.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Code`' (IBC 2012, 2009, 20061nternational Residential Code (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t tThe 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 MiTeka M-16 and M1116: 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 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/4-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 Mil 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, Mil 20 HS, and MT20HSM: Models M-20 HS, MII 20 HS, and MT20HSTM 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, 0.45 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 construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by 7CC Evaluation Service, rLC, express or implied as to any finding or other natter in this report, or as to any product covered by the report. Copyright ®2015 Page 1 of S ESR-1311 I Most Widely Accepted and Trusted Page 2 of 5 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. 5.4 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. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTek' Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 6.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTek® Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 6.8 MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed "M-16"). Additionally, boxes containing the connector plates must be labeled with the MiTek° Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/in'/PLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND Mil 16 Douglas fir -larch 0.5 176 121 137 126 Hem-flr 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 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, MII 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 ill 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southem pine 0.55 187 143 138 150 For SI: 1lbfin" = 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. 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 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 Mill 16 M-20 AND Mill 20 M-20 HS, Mill 20HS AND MT20HS Efficiency Pounds/inch/Pair of Connector Plates Efficiency I Pounds/inch/Pair of Connector Plates Efficiency Poundslinch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 00 0.70 2012 0.50 880 0.59 1505 Tension @ 900 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation [seeSection 5A.9 (e)] Maximum Net Section Occurs over the Joine, Tension @ 01 0.68 1945 0.62 1091 0.67 1716 Tension @ 900 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 0' 0.54 1041 0.49 574 0.43 761 Shear @ 300 0.61 1173 0.63 738 0.61 1085 Shear @ 600 0.73 1402 0.79 936 0.67 1184 Shear @ 901 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear @ 150' 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 4 of 5 0130" 01w 0 427" 8}4mmm 41nim 108mm H+t I 1 1 H Q00 oaoo o00000000 00000 IMOTH ! M-16, M 1116 0 125' 0 2W 0 125" 32mrn 64mm 32mm 0 386' 83ram M-201 M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (In Inches) ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 0.125" 0.2W 0 5W 0 365" 32mm 54mm 127mm 93mm M-20 HSI MII 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orq 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, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HS.. 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTek® truss connector plates M-16, MII 16, M-20, Mll 20, M-20 HS, MII 20 HS, and MT20HSTm, described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the International Building Code® provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. 1CC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed WZM j as an endorsement of the subject ofihe report or a recommendolion for its use. There is no warranty by ICC Evalualion Service, LLC, express or Implied( as fi aaA to allyjinding or other mailer in this reporl, arm to arty product covered by the reporl. 'o„1. Copyright 0 2015 Page 1 of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. wwwAcc-es.ora 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. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 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, Mil 20, M-20 HS, MII 20 HS, and MT20HST1", 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 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 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 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the International Building Code (IBC) provisions noted in the master report_ Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 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 the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC-ES Civivalion 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 iva"anty by ICC Gva/uation Service, LLC, express or implied, as to airy finding or other matter in this report, or as to any product covered by the report._ Copyright 0 2015 Page 1 of 1 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 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSTM ICC ICC ICC PMG lag) LISTED Look for the trusted marks of Conformityl 2014 Recipient of Prestigious Western States Seismic Policy Council WSSPQ Award in Excellence" use® A Subsidiary of pF uNc'ir ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not s"ca«aideM1 specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a ® Jrecommendationforitsuse. There is no warranty by ICC 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. Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 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, MII 20, M-20 HS, Mil 20 HS, AND MT20HST1- 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006 International Building Code (IBC) IN 2012, 2009, 2006 International Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t 1The 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 MII 16: Model M-16 and Model MII 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 11/44nch (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 MT20HS°": Models M-20 HS, MII 20 HS, and MT20HSTm 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, 0.45 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 construed as an endorsement of the subject ofihe report or a recommendation for 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 io any product covered by the report. roa Copyright 0 2015 mea Page 1 of 5 ESR-1311 I Most Widely Accepted and Trusted Page 2 of 5 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. 5.4 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. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek' metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 6.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTeke Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 5.8 MiTeka metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed "M-16"). Additionally, boxes containing the connector plates must be labeled with the MiTek Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 I Most Widely.Accepted and Trusted Page 3 of 6. TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin2/PLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND Mil 16 Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine _ 0.55 174 126 147 122 M-20 and Mil 20 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, Mil 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 ill 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 1lb/in 2 = 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. 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 3All 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 Mil 16 M-20 AND Mil 20 M-20 HS, Mil 20HS AND MT20HS Efficiency Pounds/inch/Pair of Connector Plates Efficiency I Pounds/ inch/Pair of Connector Plates Efficiency Pounds/Inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 0° 0.70 2012 0.50 880 0.59 1505 Tension @ 90' 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e)] Maximum Net Section Occurs over the Joint2 Tension @ 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 0.49 574 0.43 761 Shear @ 300 0.61 1173 0.63 738 0.61 1085 Shear @ 60' 0.73 1402 0.79 936 0.67 1184 Shear @ 900 0.55 1055 0.55 645 0.45 792 Shear @ 1201 0.48 914 0.42 490 0.34 608 Shear @ 1500 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 4 of 5 0 3W' o 1w o.42r' a4.mm 41mm io8mm 1 I H H ooa ai oaoo 00000 ooaa r o00000000 0000a M-16, M 1116 0 125' 0 25T 0125, 0 381y` 3.2mm 84mm 32mm 93mm tt A— ti- 1 00000 000 Co n 0000DOOo00011 M-20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in Inches) ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 0.125" 0 25T 03W 0.3W 3.2 mm 6 12.7 mm e 33mmm4mm IJ_ A-1 a- I ODD A ODD oao 000 ODD o00a ooM0ODDJ 1 DDD ODD ODD ODo oDo oDo DOD oDo oDo VNDTH M- 20 HS1 MII 20 HS1 MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 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: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HS7"1 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTek® truss connector plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTm, described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the International Building Code provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation 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 warranty by ICC 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. vosao Copyright® 2015 Page Iof 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 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: MiTek®TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mill 20, M-20 HS, MII 20 HS, AND MT20HST° 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, MII 20, M-20 HS, MII 20 HS, and MT20HSTA°, 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 0 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 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 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the International Building -Code 0 (IBC) provisions noted in the master report. Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, MII 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 9N73, 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. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed - @fsSIltasanendorsementofthesubjectofihereportorareeommendaitonforitsuse. 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. da'isc. - copyright 0 2015 Page 1 of 1 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 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSIFM ICC ICC ICC C PMG LISTED Look for the trusted marks of Conformity! 2014 Recipient of Prestigious Western States Seismic Policy Council WSSPQ Award in Excellence" rt rp rr. A Subsidiary of ioucouNcci ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not s"cn specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a t recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as 0 ua,e..aro.P.. ocas to any finding or other matter in this report, or as to any product covered by the report. PFB=,COV,"""1°" A Copyright 0 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0643 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.mil.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HST"" 1.0 EVALUATION SCOPE Compliance with the following codes: 0 2012, 2009, 2006 International Building Code® (IBC) 2012, 2009, 2006 International Residential Code (I RC) 2013 Abu Dhabi International Building Code (ADIBC)t tThe 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 MII 16: Model M-16 and Model Mil 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 11/4-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, 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 MT20HST": Models M-20 HS, MII 20 HS, and MT20HSTM 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, 0.45 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, ICC-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 subjeci of the report or a recommendmion for its use, There is no warranty by ]CC Evaluation Service, LLC, express or implied, as flH aOBl1 to any finding or other matter in this report, or as to any product covered by the report I'.i= Copyright 0 2015 Page 1 of 5 ESR-1311 I Most Widely Accepted and Trusted Page 2 of 5 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. 5.4 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. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTek® Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 5.8 MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed "M-16"). Additionally, boxes containing the connector plates must be labeled with the MiTeko Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/in'/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mil 16 Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0,42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 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, MII 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 1lbhn` = 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 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 trussplates 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 Mil 16 M-20 AND Mil 20 M-20 HS, MII 20HS AND MT20HS Efficiency Pounds/inch/Pair of Connector Plates Efficiency I Pounds/ inch/Pair of Connector Plates Efficiency Pounds/inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 01 0.70 2012 0.50 880 0.59 1505 Tension @ 900 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e)] Maximum Net Section Occurs over the Joint Tension @ 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 0.49 574 0.43 761 Shear @ 301 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 0.55 645 0.45 792 Shear @ 120, 0.48 914 0.42 490 0.34 608 Shear @ 150° 0.35 672 0.46 544 0.3 537 For SI: 1 Ib/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 4 of 5 0330, 0160" 0.42r- 84mm 41mm 108mm H H H o-0000 oaao 000aa 000a VL000000000 a0000 M-16, M1116 0 125' 0 2W 0.125" 0 385" 32mm 64mm 32mm 93mm J . , tj M-20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 0 125" 0.2W 0.500" 0 385" 3.2mm 8.4mm 127mm 83mm ODD DUO ODD DDD DOD ODD o DDD DOD ODD DDD DOD DDD J DDD V DDD ODD ODD DDD ODD WIDTH M-20 HS1 MII 20 HS1 MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (In Inches) (Continued) ICC-ES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. wwwAcc-es.ora 1 (800) 423-6587 1 (562) 699-0643 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.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following code: 2010 Califomia Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTek® truss connector plates M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HSTm, described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the Intemalional Building Code provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. ICC-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 warranty by ICC Evaluation Service, LLC, express or implied, as to airy finding or other matter in this report, or as to any product covered by the report aiG-= --_ Copyright 0 2015 Page 1 of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.om 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: MiTeO 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 MiTeke Truss Connector Plates M-16, MII 16, M-20, MII 20, 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 i 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mll 20 HS, and MT20HSTm, described in Sections 2.0 through 7.6 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the. 2014 and 2010 Florida Building. Code —Residential, provided the design and installation are in accordance with the International Building Code® (IBC) provisions noted in the. master report. Use of the MiTeeTruss Connector Plates M-16, MII 16, M-20, M1120, M-20 HS, MII 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 the responsibility of' an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. lCC-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 ofthe report or a reconmtendation for its use. There is no warranty by 7CC 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. mM Copyright 0 2015 Page 1 of 1 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 0617 53—SHO P-FABR I CATE D WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSTM ICC ICCli li il cc C PMG LISTED Look for the trusted marks of Conformity 2014 Recipient of Prestigious Western States Seismic Policy Council WSSPQ Award in Excellence" IHIEAk411ptW A Subsidiary of CODECOUNCll` acC.a,.".a ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not Caws 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 warranty by ICC Evaluation Service, LLC, express or implied as 0 to any finding or other matter in this report, or as to any product covered by the report.°' Copyright 0 2015 ICC-ES Evaluation Report ESR-1311 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 OD -WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14S1S 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, MII 20, M-20 HS, MII 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006 International Building Code® (IBC) 2012, 2009, 2006 International Residential Code® (IRC) 0 2013 Abu Dhabi International 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 MII 16: Model M-16 and Model MII 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 11/4-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 MT20HS"'': Models M-20 HS, Mil 20 HS, and MT20HSTm 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, 0.45 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, ICC-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 warranty by ICC 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. Copyright 0 2015 Page 1 of 5 ESR-1311 I Most Widely Accepted and Trusted Page 2 of 5 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. 6.4 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. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTeko metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 5.5 fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTek` Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTeko Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 5.8 MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed "M-16"). Additionally, boxes containing the connector plates must be labeled with the MiTeko Industries name, the metal connector plate model, and the evaluation report number (ESR-1311).' ESR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/in'/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mill 16 Douglas fir -larch 0.5 176 121 137 126 Hem-flr 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 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, Mil 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem-fl r 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For Si: I lb/in' = 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 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 plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedinent presses, multiple roller presses that use partial embedment followed by fulkembedment 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 Mil 16 M-20 AND Milt 20 M-20 HS, Mil 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 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 01 0.70 2012 0.50 880 0.59 1505 Tension @ 90° 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPIA with a Deviation [see Section 5.4.9 (e)] Maximum Net Section Occurs over the Join12 Tension @ 00 0.68 1945 0.62 1091 0.67 1716 Tension @ 900 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 0° 0.54 1041 0.49 574 0.43 761 Shear @ 300 0.61 1173 0.63 738 0.61 1085 Shear @ 600 0.73 1402 0.79 936 0.67 1184 Shear @ 901 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0,48 914 0.42 490 0.34 608 Shear @ 1507 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 4 of 5 0 33T 0 180 0 42r' 84mm 4 i1,mm 10Bmm H H H oaaa afloa o 000 o V-E o°a °a°o°a ooao YAM g o00000000 0000a M-1 C, M 1116 0 IW 0 25T 0 125` 0365, 2 mm 0 4 mm 3 2 mm - 9,3_mm n I M-20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 0 125" 0.250" 0.5W" 0 366' 32mm 64m}m 127mm 83mm Duo A boo 000 Duo 000 o ono Duo 000 C DDO Duo 000 J 000 Duo ODD ODD dud ODD WDTH M-20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. wwwAcc-es.orsl I (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. 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, MII 20, M-20 HS, Mil 20 HS, AND MT20HSTu 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTek® truss connector plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTM', described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the International Building Code® provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. CC-E,S 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 ofthe report or a recommendation for its use. there is no warranty by ]CC Evaluation ,Service, LLC, express or implied, as $6gu3 3\1 t to any finding or other matter in this report, or as to any product covered by the report. ,a,,,,,,e, Z-,= Copyright 0 2015 Page 1 of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www-icc-es.ora 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. 14515 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, MII 20, 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 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 2010 Florida Building Code —Residential; provided the design and installation are in accordance with the International Building Code® (IBC) provisions noted in the,master report. Use of the MiTeeTruss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HS'm 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 the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. JCC-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 ofthe report or a recommendation for its use. There is no warranty by JCC Evaluation Service, LLC, express or implied as to any finding or other maser in this report, or as to any product covered by the report Copyright C 2015 Page 1 of 1 Florida Building Code Online 0 • A C' —71 e tlb Page 1 of 2 6 flcW3ft2l,Md fleas Home I Log In I User Registration i Hot Topics ( Subnrit Surcharge I Stats & Facts Publications I FBC Staff I BCIS Site Map I Links Search Busines OUSER:ProfessirAl Product Approval Regulation Pr'otluct Aoorovnl Menu > r'koduet or Agolk5tion Starch > AntrlliaUon Lfs > Application Deta6 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 W 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 Lei Validation Checklist - Hardcopy Received Certificate of Independence FL14239113' COI indeo odf 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 EU4239 R3 EDui'v Eoulv.od Sections from the Code https:// www.floridabuilding.org/pr/pr_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 FBC Approval Date Approved Summary 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 FL14239 R3 II Dwo Ddf 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 FL14239 R3 AE Eval.Ddf system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. Sack Noxt Contact Us :: 1940 North Mono_ Street. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an ANEW employer. 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Product Approval Accepts: W® L0 lMUrilt : mvtrlw_ https:// www.floridabuilding.orulprlpr_app_dtl.aspx?param wGEVXQwtDquDEJErtOSCei... 7/20/2015 BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS tCENTER OF GRAVITY Y ASSUMED TO ACT AT THE f GEOMETRIC CENTER OF THE I MECHANICAL UNIT. MECHANICAL UNIT MUST BE SQUARE OR RECTANGULAR, x vi NO IRREGULAR SHAPES. y N Qo I HOST STRUCTURE OESIG.`i BY OTHERS. SEE DESIGN SCHEDULES FOR ALLOWABLE SUBSTRATES MECHANICAL UNIT 751-0 MIN. WEIGHT, MECHANICAL UNIT PER SEPARATE CERTIFICATION, TYR. tCENTER OF - SFE DESIGN I SCHEDULEFOR GRAVITY' } MAXIMUM SURFACE AREA AND DESIGN PRESSURE, TYP. STEEL TIE -DOWN CUPS. 1,2 SEE DETAIL 1/3 & 213FORCUPINFORMATION, 3 TYP. I 3--4MAX, j D _' \ 3. MAX \ 3TY Va ,GSC gOV TYP. Z EO... 1 TIE -DOWN ISOMETRIC nPEOFa1Pu+oNUMBEROFcuvs 1 L' - V.I. ISOMETRIC PER CORNER WILL. VARY PER CONNECTION TYPES CI-C4 ON SHEET 2 TIE -DOWN CLIP DIRECTIVE EXAMPLE THE FOLLOWING EXAMPLE ILLUSTRATES THE PROCEDURE USED TO DETERMINE THE MAXIMUM ALLOWABLE ROOF -TOP INSTALLATION HEIGHT, H, FOR ANY GIVEN MECHANICAL UNIT THAT CONFORMS TO THE DIMENSION RESTRICTIONS AND DESIGN CRITERIA LISTED HEREIN. SEE SHEETS 4-5 FOR DESIGN SCHEDULES.) MECHANICAL UNIT CRITERIA: CONSIDER THE INSTALLATION OF (1) MECHANICAL UNIT WITH THE FOLLOWING CRITERIA= VUIt-170 MPH, EX OSURE'B• 40' TALL x 48" DEEP X 48"'HIDE, 100 LB (WEIGHT AS VERIFIED BY OTHERS) INSTALLED TO 3000 PSI MIN CONCRETE WITH (1)-2• CLIP AT EACH CORNER OF UNIT (TOTAL OF (4) CLIPS) aanrFnl IaF- PROCEDURE STEP I RESULT 1 IDETeRMINE THE CONNECTION TYPE BASED ON THE DIAGRAMS ON SHEET 2 ICONNECTION TYPE 3 2 DETERMINE WHICH DESIGN SCHEDULE TABLE TO USE THIS INSTALLATION IS INTENDED FOR A VUlt=170 MPH, EXPOSURE W. THIS DESIGN CRITERIA CORRESPONDS TO TABLE 5 7 JOETERMINE LARGEST FACE AREA OF MECHANICAL UNIT TO BE INSTALLED 48"x48"=16FT' THIS UNIT HEIGHT OF 40' IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF 48-. NOTE: THIS PRODUCT APPROVAL ALLOWS THE UNIT TO BE INSTALLED ON TOP 4 CHECK MAXIMUM UNIT HEIGHT RESTRICTION OFAN A/C STAND THAT IS A MAXIMUM 30" TALL IFAN A/C STAND IS UTILIZED CHECK TO SEE THAT THE STAND DOES NOT EXCEED 30" IN HEIGHT CHECK MINIMUM MIT WIDTH RESTRIC10" UNITWIDTH IS48' WHICH IS GREATER TFIAN THE MtNIMUM ALLOWASLE1VIDTH OF 24' THIS UNIT MAY BE INSTALLED AT ROOF HEIGHTS LESS THAN OR EQUAL TO 15 FT. 6 DETERMINE THE ALLOWABLE ROOFTOP HEIGHT OF THE INSTALLATION ADDITIONALLY, THIS UNIT MAY BE INSTALLED ON ROOF -TOP HEIGHTS GREATER THAN 60FT AND LESS THAN 100 FT. SEE I-) ON TABLE 5 FOR THE NUMERICAL VALUES OF THIS DESIGN EXAMPLE - DESIGN NOTES: THIS PRODUCT HAS BEEN DESIGNED IN ACCORDANCE WITH ASCE 7-10 AND THE ruo4 t] BUILDING CODE FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONEXAS INDICATED IN THE ACCOMPANYING DESIGN SCHEDULES. THE DESIGN CRITERIA USED T6 CALCULATE.THE AVOWABLE ROOF -TOP HE CONSIDERSASCE 7.10 St TTQN 29.5.1 TOR. ROOFTOP HEIGHTS (H) S60 FT AND 5ECTION 29.S FOR ROOF TOP HEIGHTS (HJa60 FT SECTION 24.4.L FOR INSTALLATIONS AT GRADE (GC{)__<3.10 WITHIN THE HVH2, Gq, ,, 1:90 IXITSiDE THE HVHZ, (GCT 1.5 FOR ALL LOCATIONS (CONCURRENT), ALL 6TxER DESIGN VARIABLES ARE lt7 ANCE WITH ASCE 7-10 CHAPTERS 26 & 29. THE HEIGHTS LISTED IN THE DESIGN SCHEDULES REPRESENT THE ALLOWABLE HEIGHT OF THE BUILDING. THIS PRODUCT APPROVAL ALLOWS FOR EACH UNITTO BE INSTALLED ON A MAXIMUM 30'. TALI_ A/C STAND (CERTIFICATION BY OTHERS) ON TOP OF THE HEIGHTS LISTED IN THE DESIGN SCHEOULES, GENERAL NOTES: L THIS PRODUCT HAS BEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE & ASCE 7-10. THIS PRODUCT MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE. 2. NO 33-1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. 3, DESIGN 15 BASED ON CLIENT PROVIDED PRODUCT AND DIE SHEETS FROM TEST REPORTS * Tg Ol9I0387A, jTEL. 019703878 BY TESTING EVALUATION LABORATORIES, INC.. NO SUBSTITUTIONS WITHOUT WRITTEN APPROVAL BY THIS ENGINEER SHALL BE PERMITTED. 4. MAXIMUM & MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL CONFORM TO SPECIFICATIONS STATED HEREIN. ALL MECHANICAL SPECIFICATIONS CLEAR SPACE, TONNAGE, ETC.) SHALL BE AS PER MANUFACTURER RECOMMENDATIONS AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR. 5. FASTENERS TO BE *12 X 3v" OR GREATER SAE GRADE 5 UNLESS NOTED OTHERWISE. TAPCONS REFERRED TO HEREIN SHALL BE ITW BUILDEX BRAND, CARBON STEEL ONLY, INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR REQUIREMENTS. ALL FASTENERS SHALL HAVE APPROPRIATE CORROSION PROTECTION TO PREVENT ELECTROLYSIS. 6. ALL STEEL CUPS SHALL BE ASTM AZB3 STEEL (GRADE D) WITH Fy=33 K51 OR BETTER. ALL STEEL MEMBERS SHALL BE PROTECTED AGAINST CORROSION WITH AN APPROVED COAT OF PAINT, ENAMEL OR OTHER APPROVED PROTECTION, C90-RATED COATING REQUIRED FOR ALL COASTAL INSTALLATIONS. 7. ALL CONCRETE SPECIFIED HEREIN IS NOT PART OF THIS CERTIFICATION. AS A MINIMUM, ALL CONCRETE SHALL BE STRUCTURAL CONCRETE 4" MIN. THICK AND SHALL HAVE MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI, UNLESS NOTED OTHERWISE. 8. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM DISSIMILAR MATERIALS TO PREVENT ELECTROLYSIS. 9. ELECTRICAL GROUNO.WHFN REQUIRED; TO: BE DESIGNED &INSTALLED BY OTHERS: 10. 7HE ADEQUACY OFANY EXISTIIG STAUC1URf TD 1VIM$TkND SU?ERIMPOSfD CQADS SHALL SE VERIFIED BY THE ORStTE DESIGN PROFESSIONAL AND IS NOT INCIAIDED IN THIS CEP.TIFICATION.ECEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. 11. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECIFIC SITE. FOR SITE CONDITIONS DIFFERENT FROM THE CONDITIONS DETAILED HEREIN, A LICENSED ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE IN CONJUNI TTON WITH THIS DOCUMENT. 12, WATER -TIGHTNESS OF EXISTING HOST SUBSTRATE SHALL BE THE FULL RESPONSIBILITY OF THE INSTALLING CONTRACTOR. CONTRACTOR SHALL ENSURE THAT ANY REMOVED OR ALTERED WATERPROOFING MEMBRANE 15 RESTORED AFTER FABRICATION AND INSTALLATION OF STRUCTURE PROPOSED HEREIN. THIS ENGINEER SHALL NOT BE RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS WATER - TIGHTNESS SHALL BE THE FULL RESPONSIBILITY OF THE INSTALLING CONTRACTOR, 13. FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPANY THE Vult WIND SPEEDS USED IN THIS APPROVAL, SEE SECTION 26.7.3 OFASCE 7-10. 15- 2378 LT gVVxN f L7 ANCHOR SCHEDULE: 1" CLIPS SUBSTRATE ES DESCRIPTION 1.)-5/16.0 CARBON STEEL ITW BUILDEX TAPCON, CONCRETE: 2Y.' FULL EMBED TO 4" THICK MIN, CONCRETE, 3Ye" MIN. 3000 PSI MIN.) EDGE DISTANCE, 31/." MTN. SPACING TO ANY ADJACENT ANCHOR. 1)-M 14 SAE GRADE 5 ALUMINUM: SHEET METAL SCREW TO 0.125" MIN. THICK, 6061-T6 ALUMINUM, PROVIDE (51 MIN PAST 2" CLIPS SUBSTRATE I)-"l6"0 CAR00N Si L^ ITW BUILDER TA.oCOgf CONCRETE: 2Y." FULL EMBED TO 4" THICK MIN, CONCRETE, 3%* MIN. 3000 PSI MIN.) EDGE DISTANCE( 3y4• Mill. SPACING. TO ANY ADJACENT ANCHOR, 2)-Y14 SAE GRADE 5 ALUMINUM: SHEET METAL SCREWS TOAUUMIMNN ALUMINUM, PROVIDE (5) THICK, 606 PITCHES MIN. PAST 1" CUPS 3"nMAX• ` MIN. ALUMINUM) PITCHTREAD PLANE MIN. ALUMINUM} THREAD PLANE t" CUPS 3- MAX 3- MAY TYP. I - .TYP. STEEL: ( 1)-G 14 SAE GRADE 5 51EEL: (2)-414 SAE GRADE S D. 125' MIN. SHEET METAL SCREW TO (0.125' MIN. SHEET METAL SCREWS TO THICK, 33 KSI STEEL, PROVIDE (5) THICK, 33 KSI STEEL, PROVIDE (5) I10 y10 MIN. STEEL) PITCHES MIN. PAST MIN. STEEL) PTCHES MIN, PAST 3 MAX II. y -) ' 3' MAX `JIAS THREAD PLANE THREAD PLANE TYP.- TYP. 1. EMBEDMENT AND EDGE DISTANCE EXCLUDES FINISHES, 1F APPLICABLE. 2, ENSURE MINIMUM EDGE DISTANCE AS NOTED IN ANCHOR SCHEDULE. CONNECTION TYPE C 1 3. SEE DETAILS ON SHEET 3 FOR ANCHORS ATTACHING TO MECHANICAL UNIT. CONNECTION TYPE C2 C11_CLIP - UTILIZE (1) AT EACH CORNER FOR A TOTAL OF (4) PER UNIT C2 1' CUP -UTILIZE (2) AT EACH CORNER FOR A TOTAL OF (8) PER UNIT yI UNIT WIDTH -6- MAX 6" MAX Z y N ^ CUP O SR ( CLIP pgIR SPACING i CUP OFFSET z y 1Wuy/ j • x ii 3' TYP MECHANICAL V' N CLIP -CUP LIMIT PER a SPACING SEPARATE CERTIFICATION 3" \ i 2' CLIPS (J(i3' MqX TYP. ',,t: Fll2" CLIPS +y , g* MAX' UTILIZE (4) CLIPS EA SIDE P( jije` TyP, Typ, OF UNIT FOR A TOTAL OF 8) PER UNIT y . 3Typ 3" MAX 0VN TYP. t l Typ. YAK Typ LT • CONNECTION TYPE C3 CONNECTION TYPE C4i 5 ALTERNATE (8) CLIP DETAIL C3 r CItPS VifiIZE (l) AT EACH CORNEA FORA TOTAL OF (4) PER VNIT C4 z` rup$ . UTILIZE (2) AT EACH CORNER FOR A TOTAL OF LB)PER UNIT 3 N.T.S- PLAN VIEW THIS DETAIL MAY BE USED AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNECTION TYPES THAT UTILIZE (2) CLIPS AT EACH CORNER FOR A TOTAL OF (8) CUPS PER UNIT. 15- 2378 FOR ANY CLIP LONGER THAN 10' 019, UTILIZE (5)-#12' SAE TYR GRADE 5 SHEET METAL SCREWS, TYP. 0.06e^THIac ASTM A2.83 a STEEL, TYP. 0 T I)I u 3)-#12 SAE GRADES 0O SHEET METAL SCREWS FOR CLIPS UP TO 5" 00LONG. UTILIZE (5)-#12 SHEET METAL SCREWS FOR CLIPS LONGER THAN 5", TYP. OLE, WITHIWOLANCHOR 0FROM1' ANCHOR DULE, TYP. OTHERDIMENSIONS 7 SIMILAR) 2 0.3 5 0d36. 1 1 1" CLI ISOMETRIC DETAIL 3 N.T,S, ISOMETRIC 0.12s- 0.072" ORI ll 0.113" THICK YYYii! ASTM A283 STEEL, TYP. . O YJ Iif 0:101 P-019 3)-#12 SAE GRADE 5 SHEET METAL SCREWS FOR CLIPS 4" LONG. UTILIZE (4)-#12 SHEET METAL SCREWS FOR CLIPS LONGER THAN 4", TYR. K"O HOLES, NOT TO BE USED FOR ANCHORS, TYP. FACTORY -MILLED y"6 HOLES; lov.SO•:, _I 0 UTILIZE (1) OR (2) ANCHORS FROM 2" CLIP ANCHOR SCHEDULE, TYP. 0.50' z 2" CLIP ISOMETRIC DETAIL 3 N.T.S. ISOMETRIC MECHANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SHALL BE 6063-T6 MIN. ALUMINUM SHEET WITH Fty=30 KSI, 0.125" MIN. THICKNESS, STEEL HOUSING UNITS SHALL BE ASTM A653 Fy=33KSI MIN. STEEL, GRADE 33, 22GA MIN. (t=0.0299"). 0.068" THICK. ASTM 4283 STEEL CUP, TYP. BASE OF UNIT SHALL BE FLUSH WITH BASE OF CUP, NO SPACE PERMITTED, TYP. 3)-#12 SAE GRADE 5 SHEET METAL SCREWS FOR CUPS UP TO S" LONG, UTIUZE (5)-#12 SHEET METAL SCREWS FOR CLIPS LONGER THAN 5". PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR EACH EMS, TYP. ANCHOR PER ANCHOR SCHEDULE f1 r" SUBSTRATE PER ff r,r ANCHOR VARIES) 1" TIE -DOWN CLIP ANCHOR DETAIL — 3 3' = 1'-1)' DETAIL CLIP IS DESIGNED FOR FULL CONTACT WITH THE BASE OF EACH MECHANICAL UNIT, TYP. MECHANICAL UNIT BY OTHERS, ALUMINUM HOUSING UNITS SHALL BE 6063-T6 MIN, ALUMINUM SHEET WITH Fty-30 KSI, 0.125" MIN. THICKNESS, STEEL HOUSING UNITS SHALL BE ASTM A653 Fy=33KSI MIN, STEEL, GRADE 33, 22GA MIN. (t=0.0299"). 0.072" OR 0. 1:13" THICK ASTM A263 STEEL CLIP, TYP. BASE OF UNIT SHALL BE FLUSH WITH BASE OF CUP, NO SPACE PERMITTED, TYP. 3)-512 SAE GRADE 5 SHEET METAL SCREWS FOR CLIPS 4" LONG. UTILIZE (4)-#12 SHEET METAL SCREWS FOR CUPS LONGER THAN 4". PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS, TYP. 1) OR (2)ANCHORS PER ANCHOR SCHEDULE SUBSTRATE PER T-J;lr •f, r' ANCHOR SCHEDULE VARIES) 2" TIE -DOWN CLIP a ANCHOR DETAIL 3 3' = 1-0" I MES D NICAL UNIT, TYP, DETAIL CLtP DESIGNED FOR FULL CONTACT WITH THE BASE OF EACH NAIC(L. 6EftNNi04;P.E. I A • TI m 4 0JW Ln C). C) nO 15-2378 TABLE 1: Vult=175 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE IN THE HIGH VELOCITY HURRICANE ZONE') ALLOWABLE ROOF -TOP HEIGHT (H) TIE -DOWN CONFIGURATION TYPE MAXIMUMAREA OF UNIT UNITSURFACE UNITS LARGEST HEIGHT WIDTH Cl C2 C3 C4 FACE 6FT' MAX24 (12-MIN N/A i ATGRADE ATGRADE H5200 FT 9 FT' 32-MAX 1 15" MIN N/A ATGRADE ATGRADE I H 60FT 4 FT' GRADE. H S 200 Ft H 30 FT H S 200 FT 611' GRADE_ HS40 FT ATGRADE H5200_T 9FT' I48"MAX; 24"MINN/A ri ATGRADE ATGRADE r HS160 FT 12 FT2 N/A ATGRADE AT GRADE _H 540 FT 16 FT2 N/A ATGRADE N/A '_ATGRADE 20 FT'- NIA ATGRADE N/A ATGRADE 25 FT' NIA ATGRADE NJA AT GRAD[ 60' MAX 411MIN tl/A N/A A7 GRADE 36 FT'. r--. N/A I N/A__ _. N/A AT GRADE THIS TABLE IS PEMI RSSIBLE TOBE USED WITHIN THE HVHZ WHICH CONTAINS BftOWARDAND MIAMI-DADE COUNTIES. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF TH5 TABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE-) ALLOWABLE ROOF - TOP HEIGHT (H) TIE -DOWN CONFIGURATION TYPE M A% 11.4UM SURFACE AREA OF UNIT UNIT Cl C2 C3 C4 UNIT'S LARGEST l HEIGHT WIDTH FACE 6 FT' l 24" MAX 12"MIN N/A H <_ 200 FT 60 AT GRADE FT < µ < 160 FT H 5 200 FT 9 F7' 32" MAXI 15" MIN N/A H<.11 FT AT GRADE H 5 200 FT 60 FT < H 5 Z00 FT I H52GCI FT H5200 FT H5ZOO FT AFT 1ATGRADE60 F7< H 5200 F1 AT GRADE I{ H 5 200 FT 1 FI < 40 FT FT<H 5200 FT H 5 200 FT 6 FT' N/A I60 H it 200 FT 60 AT GRADE FT <H SHO FT H S 200 FT 9 FT248" MAX , 24` MIN 12 FT' N/A AT GRADE N/A HS200 FT 0 FT< H 5200 FT 16 FT' I N/ A ATGRADE N/A H 5200 FT 20 FT' N/A ATGRADE N/A H 5 200 FT 25 FT2 -' N/A N/A - N/A H 5 30 FT 160 FT < H 5 200 FT 60" MAX 48" MIN30 FT, N/A N/A N/A ATGRADE 60 FT< H S180 FT 36 FT' N/A N/A N/A AT GRADE AS AN EXAMPLE, THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. 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 WITH A RISK CATEGORY it STRUCTURE IN THE HIGH VELOCITY HURRICANE ZONE-) CAn ALLOWABLE ROOF - TOP HEIGHT (H) C * : U TIE -DOWN CONFIGURATION TYPE MNOMUM - _ AE YAP SURFACE AREA OF UNIT UNIT UNITSWGEST HEIGHT WIDTH Cl 1 C2 C3 C4 I FACE I> u X2w 6FT L2'MIN N/R i ATGRADE Ai GRAdE HS200 fl t - { - 1 W' 24"MAX --- 9 FT' 32-MAX;'_15'MIN ,V N/A ATGRADE N/A HS30 FT ATGRADE H 200 FT ATGRADE H 5 200 FT t ZQ « W Z< X W 6FT N/ A HS 15 FT ATGRADE Hs200 FT WW 9FT' 48' MAX 24' MIN MIA ( ATGRADE ATGRADE H580fT 12 FT2 N/A i ATGRADE NA _ ATGRADE U)w 3: J 16 FT' _ N%A AT GRADE N/A AT GRADE tea p € @55 20 FT2 N/A ATGRADE N/AA ATGRADE s 25 FT t!/A tl/A tT/A A7 GRADE 60 MAX 48 MIN 30 FT FT N/ A -N/A NIA ATGRADE n 36 THISTABLE ISPERMISSIBLE TO BF USED WITHIN THE HVHZ WHICH CONTAIN50ROWARD AND U v MIAMI-DADE COUNTIES, CHECK WITH LOCAL AUTHO RI TY HAVING JURISDICTION FOR THE APPLICABILITY Z a # OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. I Z < 3 0Q ^y0TABLE4: Vult=170 MPH, EXPOSURE D o r -v p G FOR USE WITH A RISK CATEGORY II STRUCTURE-) 0 O Zz yn { t n ALLOWABLE ROOF - TOP HEIGHT (H) R TIE -DOWN CONFIGURATION TYPE W o a a n MAXIMUM a e tj SURFACE AREA OF UNIT UNIT Cl C2 C3 C4 Z 0 UNIT'S LARGEST HEIGHT WIDTH 0 FACE d m FG C1 m 6FT' 24" MAX 12" MIN N/A H 5 200 FT 60 ATGRADE FT < H 5 80 FT , H 5 7--00 FT 9 FT' 32" MAX 15" MIN N/A N/A H 5 200 FT 60 ATGRADE FT< H 5200 FT 4 FT2 AT GRADE 60 F7H<_ 100 FT H 5 200 FT H 5 200 FT H 5 200 FT H 515 FT N/A H 5 200 FT H 5100 FT 60 FT <Fi5200 FT 48" MAX 24" MIN N/A Hs3SFT 60 FT< Hs200 FT AT GRADE H 5200 FT f e 2+ C$ 6 FT' 9 FT2 12 FT' N/ A N/A 60 AT GRADE FT< Hs320 IT H 5 200 FT J) P• a q N/A H540 FT 16 FT' N/ A N/A 160 FT<H_ 200 FT, I N 5 40 FT II 20 FT N/ A ATGRADE N/A 60 FT < H 5 200 FT' a 25 F7 N/ A N/A N/A ATGRADE 60 Fi < H 5 200 FT 070aGRLTiWtL VAGVGOfE 15- 2378 60" MAX 48" MIN AT GRADE SGLQ. t N.T.n. 30 FT2 N/ A N/A N/A 60 FT < H < 100 FTI?T}-O,$: 36 FT2 N/ A N/A N/A AT GRADE rs s AS ANEXAMPLE, THIS AUTHORITY HAVING TABLE IS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. CHECK WITH LOCAL JURISDICTION FORTHE APPLICABILITY OF THISTABLE WITHIN CERTAIN FLORIDA COUNTIES. T 1 I TABLE 5 : Vult=140 MPH, EXPOSURE B FOR USE WITH A RISK CATEGORY It STRUCTURE') ALLOWABLE ROOF -TOP HEIGHTM) TIE•OOWN CONFIGURATION TYPE MAXIMUM SURFACE AREA OF UNIT UNIT Cl Cl C3 C4 UNIT'S LARGEST HEIGHT WIDTH FACE 6 FT' 2a' MAX 12" MIN H S 1S FT 1 IFT<H 5120 FT H 5 20O FT H 1200 FT I H 5 200 FT I 9 FT' 32" MAX 15" MINI AT GRADE H ; 200 FT H S 200 FT HS 200 FT 4 FT H 5 200 FT H S 200 FT I H 5 200 FT H 5 200 FT 6 FT2 I 60 F7<40 FT FT' HS200 FT I H5200 FT H5200 FT 9 FT' 48"MAX 24"MIN ATGRADE 60 FT<H 580 FT 1 H5200 FT H5200 FT H5200 FT 12 FT2 ATGRADE H5200 FT H5200 FT I 60 FT<H 5200 FT N/A H 5 200 F7 60 Ff H 5100 FT 5 15 FT H 5 200 FT16FT2 20 FT2 I N/A H S 200 FT HSISFT GO FT < H 5180 FT H 5 200 FT 25 FT2 N/A H 5 40 FT AT GRADE~ H -1200 FT 160" MAX 48" MIN •-- _ 60 FT< H 5200 FT; 605<N 560 FTF.. 30 FT, N/A 15 T AT GRADE H 1200 FT 60 FT < FT 36 FT' µ'• N/A GRADE ATGRADE H5200 FT AT 60 FT<H580FT. I " AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE USED WITHIN BREVARD COUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES, a TABLE 7 : Vult=140 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE-) MAXIMUM SURFACE AREA OF UNIT UNIT ClUNIT'S LARGEST HEIGHT WIDTH FACE 6 FT' 24" MAX 12" MIN N/A 9 FT' 32" MAX 15' MIN , N/A 4FT' HS40 FT T<H5200 FT 6 FT' AT GRADE 160 FT<HS100 FT 9 FT' 48" MAX 24" MIN ..__ N/A 12 FT' N/A 16 FT' N/A 20 FT' f N/A _ 25 FT2 N/A 60" MAX 48" MIN - - 30 FT' N/A 36 FT' N/A TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE') ALLOWABLE ROOF -TOP HEIGHT N TIG-1]l1WN ff1N GIf.11QATIf1N TVDF MAXIMUM 2 * SURFACE AREA OF UNIT UNIT CI C2 C3 C4= UNIT'S LARGEST HEIGHT WIDTH FACE 6 FT' : 24" MAX 12" MINI ATGRADE H S 200 FT 1 H 5 200 FT H S 200 FC$ 1 1. 9FT' 32"MAX V 15, MIN N/A H5200 FT HS]S F7 H5200FT l60FT<H5200 FT 4 FT2 H5200 FT H9200 FT FT I H52DO FT ' 6 FT' ATGRADE 60 FT < Hs 180 FT H5200 FT H5200 HS 200 FT Hs 200 FT 9 FT2 48' MAX 21" MIN ATGRADE H S 200 FT H 5 200 H 5 200 FT l60FTFT. H 5 200 FT I AT GRADE60FT<H 5140 FT H 1200 FT ` 12 FT' N/A 16 FT' N/A H 515 FT AT GRADE H 5 200 FT60FT < H 5 200 FT 20 FT' N/A H530 FT f ATGRADE H S 200 FT60FT < H 5 200 FT 25 FT' N/A ATGRADE 60 FT < H S 140 FT. ATGRADE H 5 200 FT e ------ — -- 60" MAX 43' MIN I - 30 FT' N/A AT GRADE N/A H 5 200 FT ' 36 FT' ` - Av N/A ATGRADE _I Y N/A _ H 530 FT 60 FT < N S 200 FT' ALLOWABLE ROOF -TOP HEIGHT )H) TIE -DOWN CONFIGURATION TYPE C2 i C3 H 5200 FT HS30FT 60 FT<HS200FT H5200FT ATGRADE 60FT<H1140FT H S 200 FT H S 200 FT H 1200 FT H 5 20D FT H 5200FT HS 15 FT 60 FT < H 1200 FT H 540FT ATGRADE SOFT<H5200 FT 60 FT<H ,goFT N/A 6D FT < H 5 200 FT ATGRADE q7 GRADE 60 fT<HS200 FT ATGRADE N/A 60 FT < H < BO FT N/A N/A. C4 H S 2DO FT H S 20O FT H 1200 FT I H 5 200 FT H S 200 FT K H S 200 FT H S 200 FT H 5 200 FT H 5 200 FT N;IFT FT < H 5 200 FT AT GRADE FT<H S200 FT 15-2378 25 F ift 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: 4710 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: 0 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. 0 TEST REPORTS Ultimate test loading structural performance has been tested in accordance with standards per test report(s) #TEL 01970367A and #TEL 01970387E by Testi. Inc. _ 01.7.61-88 test Y STRUCTURAL ENGINEERING CALCULATIONS Raised En n eer's Seal Valid fdr Structural engineering calculations have been prepared whicha8es 111(• t`r_2s 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 Height Frank 1a 3. Minimum Unit Weight Area # PE004t5 Q!, 4. Maximum Allowable Unit Surface nllo41l It At 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 12T" AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM NENGINEERINGE:l f= E--ss", 4/14/2015 BMP International — Steel Tie Down Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load 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 12T" AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP. COM Revisio Response to Comments Permit # 16-514 Project Address: 424 Treasure Lane Contact: Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention 0 Building City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date 3/30/15 Fax: General description of revision: Slit Bath r a'e%gh . ROUTING INFORMATION Approvals IG 10-- Monta Consulting & Design of WMR and Associates, LLC Mayflower Center Phone (407) 681-1917 222 S. Westmonte Drive, Suite 100 Certificate of Authorization # 9177 Altamonte Springs, FL 32714 montaconsulting.com Residential Design & Structural Engineering, Site work, Commercial / Industrial Building Design, Truss Engineering, Third Party Inspection, Project Management, and BIM Modeling for Homebuilders Taylor Morrison Thornbrooke — Lot 21 March 24, 2016 RE: Plan Revisions I. Removed standard master bath and added luxury bath 2. Removed metal stand and bollard at electric water heater 3. Removed fire rated soffit notations on roof plan CITY OF SANFORD P.O. BOX 1788 SANFORD FL 327721788 C E R T I F I C A T E O F O C C U P A N C Y P E R M A N E N T Issue Date . . . . . . 6/09/16 Parcel Number . . . . . 21.19.30.5TT-0000-0210 Property Address . . . 424 TREASURE LN SANFORD FL 32771 Subdivision Name . . . Legal Description . . . LOT 21 THORNBROOKE PH 1 Property Zoning . . . . PUD Owner . . . . . . . . . TAYLOR MORRISON OF FL INC Contractor . . . . . . TAYLOR MORRISON 407 489-1475 Application number 16-00000514 000 000 Description of Work NEW SINGLE FAMILY HOME - DETACHED Construction type . . . VB Occupancy type . . . . RESIDENTIAL USE GROUP Flood Zone . . . . . . NONE Approved . . Buildin%olofficia VOID UNLESS SIGNED BY BUILDING OFFICIAL In accordance with this Certificate of Occupancy, all inspections for compliance with Florida Building Code 2010 for occupancy and use have been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida State statute 489.103; refer to state statute regarding limitations on renting, lease or sale of this property. r, 1 a' a(e _I tr CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: / 6 -= / Documented Construction Value: $ /00 C) Job Address: 4 41 I,Q-A=S ,Q f,,d& ,gy/f26 Parcel ID: Historic District: Yes NoX Residential, Commercial Type of Work: New V1Addition Alteration Repair Demo Change of Use Move Description of Work: _LFh£c ! r? i C A Plan Review Contact Person: _ Phone: lk,0 7- 9 / : -d, Fax: Title: Email:_L 8e._-N L/ Property Owner Information Name %J_0 77 DIZ /i%l f'/iSDN &&-s Phone: Street: - Resident of property? City, State Zip: r-i- 7S`/ Contractor Information Name ;'L:-_ )L. dlPhone:_4y Street: / S_ __k ^7 /az /'FPI.J Fax: `f -% ( I City, State Zip: State License No.: gC , Gj cA! Name: Street: City, St, Zip: Bonding Company: Architect/ Engineer Information Phone: Fax: E- mail: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date:.5"' Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application j 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 requ irements 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 1CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature ofOwner/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 u 'A' Signature of Contractor/AgentI Date Prin) Contractur/Aeent's Name Notary Public - State'ot Florida My Comm. Expires Mar 26, 2017 Commission # FF 002174 Bonded Through Nation?l Notary Assn. r' Contractor/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Construction Type: ElectricalMechanical Plumbing Gas Roof cupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: of Stories: New Construction:` Electric - of Amps_ /Sc% Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: UTILITIES: COMMENTS: Revised: June 30.2015 ENGINEERING: FIRE: Fire Alarm Permit: Yes NoEl WASTE WATER: BUILDING: Permit Application Heating - Air Conditioning Appliances • Electrical e,r ' - -* t(o - 5 l q June 7, 2016 City of Sanford P.O. Box 1788 Sanford Fl 32771 To City of Sanford, Per the manufacture these grills will meet or exceed are duct design to properly cool & heat rooms per manual D Design. Del -Air will resume all responsibility for any house with these grills installed for your concern. 1 nanK you Robert G. Dello Russo HVAC STATE CERT. LIC # CAC032448 531 CODISCO WAY Sanford, FL 32771 4071333-COOL SI G_:: f1S79 V -o3S4 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: N1:%5q Documented Construction Value: $ S 1 20 Job Address: A-2-- 1 to v yf_ Yes No 2' Parcel ID• Historic District: Residential 9 Commercial Type of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work: W0Y-y- , Plan Review Contact Person: C,1n,lr U IL Y Title: Phone: ` 1—SM-- Fax: Email: -1%G1C.0 'Ll l 011 1' - C YYl Property Owner Information NIn ame o r YY i Street: k oy++-\h Suiif City, State Zip: M00+land T—C. Phone: Resident of property? : jn JC ontractor Information / , Name — T v r t 1 t't Phone: `-t o -7 Street: 1 l sco (4 U j Fax: ` i 0i- 2 j,? , h` 6JJp City, State Zip: ..t,` d P-- i / State License No.: CHCU8 QL/L/o Architect/ Engineer Information Name: Phone: Street: City, St, Zip: Bonding Company: Address: 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: 5u' 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. Signature of Owner/Agent Date Print Owner/Agent's Name Signature ofNotary-State of Florida Date Owner/ Agent is Personally Known to Me or Produced ID Type of ID Si ' e of Contractor/Agent Date I0 1 — DEL Lo, so Print Co tractor/Agent's N e S gnature ofNotay State of Florida ,Date a aye 41RINUAC URNER MY CONMi4SION 9 Fr 223790 s` EXPIHE5: June 14, 20 9 r •:, pr Bonded Thru PlotrryPi t o Undeavnters Contr tssoii wn 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: ENGINEERING: COMMENTS: UTILITIES: FIRE: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application 1 V. - ADDRESS: 151, Southhall Lane, Suite 200 ADDRESS: Maitland, FL 32751 CITY/STATE/ZIP: JOB NAME: THORNBROOKE TRADITIONS JOB 'LOCATION: RES. PHONE: 6/9/2014 DATE_ TOWN OR CITY: PLAN: P1 1 N'.. E.:. .. TONNAGE ! SEE HSPF COMBO PRICE - O NTES'; _ ANDERSON 2.5 ::;, 15.0,0 8.50 BRADLEY 2.5 15.00 8.50 3,/ 0 5,01.9.00 GAMP, BELL.. ,_:::.. 2.5 .::. 15.0;0 . 8.50. , 2 1 4,472.00 MAXWELL 3.5 15.00 8.50 3/1 YSTANTON15.. 0.0 8.50: , 3.10 "$5x170:00 _..... PRICES GOOD. FOR 6. MONTHS t gp' lipmenuoh? CAR—R E:R..BaseW15 SEER heat pump Pricing includes bath dU.ctWith;standard bath fans, (1) dryer vent box, dryer venting through roof, and programmable thermostats ( TH6320U10000AG). Option Price to Add 7" Kitchen Vent, Add $260.00 each Option Price: to Add 8" Kitchen Vent, Add $300.00 each - ---- - --- - Option Price to Add 10 "r Kitchen: Vent, Add:$385.00:e66h For any interior kitchen hood that has afan.greater than 400cfm —(Please add $ 05.00 for a Broan MD8TU. Fora r ny interior kitchen hood that has a fan greater than 1000cfm :— Please add $.875 OO:for a Broan MD8TU and mb6S. For: any interior kitchen hood that has a fan greater than 150&fm — Special provisions must be made. DEL -AIR must be notified of any interior hood that:greater than 400cfm BEFORE rough -in'. Ducting I to -be fiberglass flex system. Supply air outlets to be Stamped Grilles. Electrical line. voltage to equipment by builder. Low voltage wire to.equiprnent and thermostat by DEL - AIR. Concrete pad to support outside unit by others. Underground 4" chaser for air conditioning lines by plumber. Platform by Builder. Warranty: Includes oneyear labor service by DEL -AIR. Parts & components warranty per manufacturer's limited warranty. Payment Schedule: 50% due on rough -in, balance due on equipment set and trim out. Net 7 days. All invoices beyond 7 days will, be charged % interest per month. I hereby accept the terms and conditions of this contract as set forth on the reverse side of this. sheet and 1 do hereby order the installation of the above described equipment. DEL -AIR HEATING, AIR CONDITIONING, REFRIGERATION, INC. ev Ic ar as ro DATF BUYER' S NAME DATrr E laylor Morrison. OmeS SIGNATURE