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432 Treasure Ln; 15-2762; NEW SFHCOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 15100004 BUILDING APPLICATION #: 15-10000413 BUILDING PERMIT NUMBER: 15-10000413 DATE August 31, 2015 l s-J-7 (,,5,2- 7Ap UNIT ADDRESS: TREASURE LN., 432 21-19-30-5TT-0000-0190 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: 432 TREASURE LN. LOT 19 / SFR THORNBROOKE FEE BENEFIT RATE UNIT CALL UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS- ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 ROADS dwl unit 705.00 COLLECTORS N/A Singgle Family Housing .00 1.000 dwl unit FIRE. RESCUE N/A 00 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS 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 j' STATEMENT `/ C3 RECEIVEDBY: i SIGNATURE: LEASE PRINT NAME) C DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2- FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE q SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL RV1 1J ISSUANCEOFABUILDINGPERMIT. 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 THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST.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. THIS INSTRUMENT PREPARED BY: Name: Taylor Morrison of Florida, Inc. Address: 151 Southhall Lane Suite 200-Maitland, FL 32751 NOTICE OF COMMENCEMENT Permit Number: Parcel ID Numbe o ! The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. DESCRIPJI? Pagee OF PROPERTY: (Legal description of the property and street address if available) — Lot# according to the plat thereof, as recorded in Plat Book l of the public records of Seminole County Florida 2. GENERAL DESCRIPTION OF IMPROVEMENT: New Single Family Home 3. OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT: Name and address: Taylor Morrison Of Florida Inc. 151 Southhall Lane #200, Maitland, FL 32751 Interest in property: Fee Simple Title Holder (if other than owner listed above) Name: N/A Aridracs- N/A a. CONTRACTOR: Name: Taylor Morrison of Florida, Inc. Phone Number: 321-397-7512 Address: 151 Southhall Lane, Suite 200 - Maitland, FL 32751 5. SURETY (If applicable, a copy of the payment bond is attached): Name: N/A Address N/A Amount of Bond: N/A 6. LENDER: Name: N/A Address: N/A Phone Number: N/A 7. Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes. 8. In addition, Owner designates Phone Number: of to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Phone number: 9. Expiration Date of Notice of Commencement (The expiration is 1 year from date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Sign ture of Owner or Lessee, or Owner's or ssee's Authorized Officer/Director/Pa er/ ger) John Asa Wright Print Name and Provide Signatory's Title/Office) State of f l i I County of 1-- l The foregoing instrument was acknowledged before me this day of `` ////// D, 20 1-173 by el Who t perso y kn n to m//ID R Name of person stateme who has produced identificatisod 9 i' 'cation produced: 6 _ Not ry Signature IONe UO berfiaa ; OF 229021 4onded.' O 9" 1••. PcoGclln F ` A ••...•••' OF ` iWFM AUGPIP, 0 3 1 2015 CITY OF SANFORD BUILDING & FIRE PREVENTION BY: PERMIT APPLICATION Application No: Documented Construction Value: $ 2_51 4, & 19. ;q Job Address: 43'2 TILL A-su r_F,— LA-u e Historic District: Yes No Parcel ID: 21-19-30-57-0000-Q19 0 Residential Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME 4/t/f4g 2412 AU6<J 2 ro- ial 3633 Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: daphne@PermitsPermitsPermits.co Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 Resident of property? : NO Contractor Information Street: 151 SOUTHHALL LANE # 200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/Engineer Information Name: Altil (awl AnfQrf Phone: Street: City, St, Zip: Bonding Company: NIA Address: Fax: E-mail: Mortgage Lender: NIA 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. ` 0 0 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 1D C) Revised: June 30, 2015 ' / / Q / O Permit Application r/ ., NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in c mpliance with all applicable laws regulating constructio a d zoning. 2rll we', r Signature of O er/Agent Da Signature of ontractor/Agen Date TAYLOR MORRISON OF FLORIDA INC Print Owner/Agent's Name 00, iv Signature ofNotux o Da B MY lalsSION I F 2019 BoM14 thruq` JUpe 2 r Owner/Agent is yM Personally Known to Me or Produced ID N/A Type of ID JOHN ASA WRIGHT Print Contractor/Agent's Name Signature o otary-State of Florida Da P% a.n.U" Ipy li ssION # Ff 209108 EXPIRES: ,one V 2019 fir TW"et.NoMrvSenkes Se4iffactor/Agent is YES Personally Known to Me or Produced ID NIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building 4 Electrica4 Mechanical m Plumbing Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Y Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: P New Construction: Electric - # of Amps SO Fire Sprinkler Permit: Yes No i # of Heads APPROVALS: ZONING: S UTILITIES: COMMENTS: ENGINEERING: )nZC'C-\AF? FIRE: Plumbing - # of Fixtures 010", SAOAS IOwn v Fire Alarm Permit: Yes No WASTE WATER: BUILDING: 4'r.- Revised: June 30, 2015 Permit Application PRii %iPwPMNS— 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: 41)'?, k 11EA5UQ-C' LrvyJ Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-5T'T0000- 016?C) 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) u b _ OFFICIAL USE ONLY k a 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# S - Z'1Co-7 Reviewed by: Mike Cash, CFM Date: 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# 15-2762 432 Treasure Lane Type of Construction: V V-B SQUARE FOOTAGE OF RESIDENCE LESS GARAGE: I 31561square feet i SQUARE FOOTAGE OF GARAGE ONLY: 1 4771 square feet SQUARE FOOTAGE OF GARAGE AND RESIDENCE: 1 3633 1 square feet Dollar Valuation of Work: $376,818.39 State Fee: 1 $115.05 Permit Fee Application Fee: Plan Review Fee: Total Building Permit Fees 2,679.00 F- $25.00 1,131.00 3,950.05 Plumbing Fixture Calculation 15-2762 432 Treasure Lane Bath Tubs 3 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 3 Laundry Tubs 1 Water Heaters 1 Lavatories 5 Water Piping 1 Pool Piping Water Softener Showers 1 Total Plumbing Fixtures - 22 Permit #: 15- 2762 Address: 432 Treasure Lane Structure Information Construction Type: VB Occupancy Type: R3 Roof Type: Asphalt Shingle Flood Zone: None Number of Stories: 2 Number of Bathrooms: 3.5 Square Footage: 3633 Plumbing Fixtures: 22 Fire Sprinkler System: No Fire Alarm: No Occupant Load: 19 SCPA Parcel View: 21-19-30-5TT-0000-0190 http://www.scpafl.org/ParcelDetaillnfo.aspx?PID--2119305TT00000190 OavLd Jol nsoe, C:FA Property Record Card Parcel: 21-19-30-STT-0000-0190 Owner: TAYLOR MORRISON OF FL INC SEMtNOLECOUrJTK Proper ty Address: 432 TREASURE LN SANFORD, FL 32771 Parcel: 21-19-30-STr-0000-0190 Property Address: 432 TREASURE LN Owner: TAYLOR MORRISON OF FL INC Mailing: 151 SOUTHALL LN STE 200 MAITLAND, FL 32751 Subdivision Name: THORNBROOKE PHASE 1 Tax District: Sl-SANFORD Exemptions: DOR Use Code: 00-VACANT RESIDENTIAL Value Summery 2015 Working 2014 Certiued Values 1 Values Valuation Method Cost/Market Number of Buildings-- 0 Depreciated Bldg Value Depreciated EXFT Value t Land Value (Market) 43,500 Land Value Ag Just/Market Value 43,500 Portabity Adj Save Our Homes Adj Amendment-- 1 Adj 0 0 P&G Adj 0 Assessed Value 43,500 Tax Amount without SOH: $0.00 2014 Tax Bil Amount $0.00 Tax Estimator TRIM Notice Help Save Our Homes Savings: $0.00 Does NOT INCLUDE Non Ad Valorem Assessments L Legal Description j LOT 19 THORNBROOKEPHASE I PB79PGS3TO7 Taxes Taxing Authorty Assessment Value Exempt Values Taxable Value County General Fund Schools Cty Sanford SIWM( Sant Johns Water Management) Bonds 43, 500 l 43, 500 43, 500 43 500 43, 500 l 0 $ 43,500 0 $ 43,500 0 ( $ 43,500 z 0 $43County 0 $43 Sales Description Date Book I Page Amount I QuaFed I Vac/Imp i 1 Find Comparable Sales wthin this Subdivision No data to display Land Method Frontage I Depth Units Unts Price Land Value LOT 1 43,50000 43,500-00 Building Information I 11 fl Permits PermL # Type Agency Amount CO Date Permit Date 1 1 of 2 8/31 /2015 11:45 AM J0 i9D#1 1 6' . ,aI6j Altamonte Springs, Date: Project Name:_ Building Permit #: N'T selberry, Longwood, Oviedo, Samford, County, Winter Springs Project Address:_ W / /' edJa/',e 6W Electrical Permit # Q40 /! 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 val: 2. The facility will not be occupied until 3. If the jurisdiction hereafter finds that t been.issued, the jurisdiction will have without notice. Furthermore, we under jurisdiction will not be responsible for right. Also, in the event any third -part; and individually indemnify and hold h attorney's fees. 4. Prior to pre -power, the building or stn area designated for pre -power shall be area will be 100% complete unless spe 5. Interior electrical rooms shall be locka the panels shall be equipped with a loc contractor or his licensed representativ energizing circuits other than those tha 6. This TUG/Pre-power approval is valid 7. If provided, the fire sprinkler system n 8. TUG approval is for service and out. 9. Check with the local jurisdiction for Print Name of Owner/Terilnt Z gnature of Owner/Te t JURISDICTION EMPLOYEE NAME: JURISDICTION: CALLED INTO: Rev. 4/20/07) l only for one -and two-family dwellings. certificate of occupancy has been issued. e facility has been occupied before a certificate of occupancy has ie unilateral right to direct the utility to terminate electrical service tand and agree that should the jurisdiction exercise such right, the my damages or costs which may result from the exercise of such claims damages from the exercise of such right, we agree to jointly rmless the jurisdiction from all such damages and costs, including tore shall be weather tight and secure. The electrical wiring in the omplete and in safe order. All electrical services associated with the ifically approved by the electrical inspector. le, if electrical panels are in an area that cannot be locked by doors, ing mechanism (approved by the AHJ). The licensed electrical shall hold the keys(s) for such access to electrical panels to prevent are safe. or a maximum of 180 days from date of approval. tst be operational with water on the system prior to pre -power. Ide GFCI outlets only. ees associated with tugs. Print Name of Gen. Corl*actor S'ragnatreofGen. C or c ae-iz 574162 Gen. Contractor License # o Progress Energy e-, Print Name of El. Contractorr Signature of El. Contractor EC 0ogaO El. Contractor License # o Florida Power and Light on _/ / Application for Right-of-way Use for Driveway, Walkway & Landscape ORID 1877 — Department of Planning & Development Services www.sanfordit.gov 300 NorthParkAvenue, Sanford, Florida 32771 Phone: 407.688.5140 Fax:407.688.5141 This permit authorizeswork to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the e attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's 0right-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. j Knowwhat' s below. il a' wT 7 Cali before you dig. 1. Project Location/Address: & Z IMMULG (Ak G 2. Proposed; Activity: V Driveway Walkway Other: 3. Schedule of Work: Sta/rtt Date C / ,e c'' cC oomppletion Date Emergency Repairs. 4: Brief Description of Work: AWI ;Ar N46 SAC This application is submitted Properly Owner. / npp r s' ,/, Signature: U, Printt Name: lWi fflp lu ),I(/It &S Address: % D' 4442 / 7?( & O IC 7 6? 40 Fax n_ t/ J,, r,r Phone: • Q`j Q QGl /M1i Ps ii%II. RYf H+•CC Date: t Maintenance Responsibilities/indemnification The Requestor, and his successors and assigns,, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City' authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities; storrnwater facilities, or anygeneralmaintenance activities by the City becomes:in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor doe, s 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 Cityshall, after appropriate notioe, restore the area to its previous condition at the Requestor's expense and, rt necessary; file a lien on the. Requestor's property to recover costs of restoration. To'the ' fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City; its councilpersons; agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect. or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto: (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read and pinderstand the above statement and by signing this application I agree to its terms. I hereby understand and a pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: Date: 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. Pre -pour Inspection by: Date: 0 s September. 2010 ROW Use:Driveway.Ddf REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # 15-2762 Address: 432 Treasure Lane BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Prepour 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence Min I Max I Inspection Description 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Pz.uIVIBING PE MIT e§ _ _ q1' Min Max inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final l IECIIANICAL PERMITS ,FE r s $; Min Max Inspection Descri tion 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 I TFIc-,b,cx k, CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION r d 7 oZ Documented Construction Value: $ i Application No:? Job Address: _L-160 -T e- V rc_ L -) Historic District: 'Yes NoIR Parcel ID: &L _- is - a>o_ T- 003 - 0140ning: Description of Work; Plan Review Contact Person: 92r eye -011 cam,, In 'Title: Phone: OF? I a - tss a Fax: L40-1 %5 I a 1 1 `I i E-mail: t Property Owner Information Name' 1i ior.—t is 7 . F i.v e a Pknorte:'Ci C 3 Cb l Street: 151 Resident of property? City, State Zip:1'YbA Q' F- ? 211D- 1 Contractor Information Name Yj;11gr ' s c tY:c_ Phone: ._M S 1 1• Street Fax:1 r '- City, State Zip: 6-- 1 Cann a n= State License No.: Name: Street: City, St, Zip: Bonding Company: Address: Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: PERMIT INFORMATION Building Permit Square Footage: d-C) Construction Type: No. of Stories: No. of Dwelling Units: Flood Zone: Electrical' L'+ IC! 7-6 New Service -- No. of AMPS>O Mechanical (Duct layout required for new systems) Plumbing New Construction - No. of Fixtures: Fire Sprinkler/Alarms No. of heads: Shall be inscribed with the date of Tpriication and the code in effect as of that date (Code 2010 FBC) 731.135(5)(6) Florida Statutes. REV 07.14 C Application is hereby made to obtain -a-permit to do the work and installations as indicated. 1 ,ertifv 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. 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. 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. NOTICE: In addition to the requirements of this permit, there mfy 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. A copy of the executed contract is required in order to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the plan review fee based on past permit activity levels. Should 'calculated charges exceed the documented construction value when the executed contract is submitted, credit will be applied to your permit fees when the permit is released. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Pate Owner/Agent is Personally Known to Me or Produced ID' Type of ID APPROVALS: ZONING: ENGINEERING: COMMENTS: 1-* Z,t M D - I Signature of Contractor/Agent Date UTILITIES: FIRE: Contractor/Agent's Name HUGHES Notary E c - State of Florida My Comm. Expires Mar 26, 2017 Commission # FF 002174 Bonded 'through National Notary Assn. Contractor/Agent ist-- Personally Known to Me or Produced ID Type of ID WASTE WATER: BUILDING: Shall hr. inscribed with the date of application and the code in effect as of that date (Code 2010 F8Q 731.135(5)(6) Florida Statutes. REV 071A FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE t 855.541.2112, SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 3 Application Number . . . . 15-00002762 Date 9/28/15 Property Address . . . . . 432 TREASURE LN Parcel Number . . . . . . . 21.19.30.5TT-0000-0190 Application description . . NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . Property Zoning . . . . . . PUD Permit . . . . . . ELECTRICAL PERMIT Additional desc . . Phone Access Code 914036 Permit pin number 914036 Required Inspections Phone Insp Seq Insp# Code Description Initials Date 10 221 SSB FOOTER/SLAB STEEL BOND 20 212 EL01 ELEC ROUGH 20-1000 216 TUGP TEMPORARY UNDERGROUND POWER 1000 213 EL02 ELECTRIC FINAL / / 31 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: /'^- d-1 (D Documented Construction Value: S Job Address: H?)2 Reos ,( re Lo n.( Historic District: lies No Parcel ID: Residential 9 Commercial Type of Ni" orlc: New 9 :Addition Alteration Repair Demo Change of Use Move Description of Tl'ork: NEW RESIDENTIAL PLUMBING Plan Review Contact Pet -Sol]: Title: Phone: Name TAYLOR MORRISON Street: City, State Zip: Fax: Entail: Property Owner Information Phone: Resident of property? Contractor Information Name NORTHWEST PLUMBING OF ORLANDO StreeU 6310 MABLETON PARKWAY, SUITE 1000 City, State Zip: MABLETON, GA 30126 Name. Street: City, St, Zip: Bonding C`otnpany: Address: Phone: (770) 941-5421 x 2044 Fax: _ (770) 941-9522 State License No.: CFC1426562 Architect/Engineer Information Phone: Fax E- Nklortgagf Address: NVARNING TO ONVNER: YOUR FAILURE TO RECORD A NOTICE OF COVIVIENCEMENT NIAY RESULTIN YOUR PAYING TNV'ICE FOR FNIPROVEiNIENTS TO YOUR PRIOP( RTN'. A NOTIC:1-11 01: CO.NIiNILNCENIENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WI-1-1-1 YOUR L.F..NDE:R OR AN .kT'rORNF)' BEFORE RECORDING YOUR NO"1'1('E Of-, CONINIENCEVIENT. application is Ilerebv made to Obtain a permit to do the -work and installations as_ indicated. I certitV that nowork or installation has commcnc; cd prior to the issuaneC of a permit and that all work .will be performed to meet,standard;s 0f all laws regulating Construction in this jurisdiction. I understand that a separme permit must be secured for electrical work, plumbing, signs, wells-, pools; furnaces, boilers, heaters, tanks, surd air conditioners, etc. 1' 13C 105.3 Shall lie inscrihed with tite date of application and the code is effect as of that date: 5" Edition nl (2014) Florida Building Code Rc: ised:.Junc.30 '01 Kermit Application NOTICE- In addition to the reclunements of this perrint. there may be additional rest irictions applic-table,to this property that may be I-'(,) und in the public records of this county, and I I iere may be additional permits required,fi-om other -6vernmerita I entities such as water Management disti icts, state agmicies- or federal 1&101CICS: Acceptance of'permit is verilkahbri that I will notil'y the owner ol'the property ol"Llie requirements ol'I'loricla Lien Last- FS 71.3_ The City oi'Slanl6rd requires payment ol'a plan review -tic at 1.111C 6111C of' permit SLIbIllittal. A copy ol" the executed contract is reqUird in order 10 calculate l Ifldn 1CVieW Char,ge,alrid will heconsideredthe. -estimated construction value of' theJob at the time of submittal, he actual COIlSti-LICti011 value Will be figured hased on the Current ICC Vdkral.lon Table ill effect at file time tile PCI-Illit is issued, ill accordance with local ordinance, Should calculated charges figured o,1'1' the eXeCULed contract eXCCCd the aCtUal C011s1trUCtiOl7 value, Credit Will be al?J111Cd to your I)CI-InIL Iecs When rhe pCillut 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 const'ruction and, zoning. 8/ 7115 lurkf of Contractor/Ag DaLe Signotureol'ONviler,Ageli Date X"Dx Print Ownel"Agenlis Name ikfiatUt- e kif'Nutar.v-State of Flm ida, Date OwnerlAgent is — Personallv Known to Me or Produced ID _ Type of 11) 4 Y MAHAFFEY IN L. C/I nit '; tmtractor!.ALC116. a lie 45:11 0opOTA 10 Sripre of Notary, SWoL Fit trt,2 ZAB 00 OF Ge 0 110980" t Contractor/ Agent is Vf' Personally Known to Me oi- ProduOed If)_ 'rype of i r) BELOW IS FOR OFFICE USE ONLY Permits Required: BuddingEl ElectricalE], Mechanical F] Plumbing[] GasF] RoofE] Copstruction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: P of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Perruit: Ycs NoR # of Heads, Fire .Alarm Permit- YesR NoR APPROVAL& ZONING UTILITIFIS.- WASTE, WATER: FNGINFFRING: FIRE BUILDING COINIMENTs: Re%, 1sCd- Im1V:;0, 20 1a PeimiT Application NORTHWEST PLUMBING BID DATE June 23, 2015 REVISED BUILDER TAYLOR MORRISON HOUSE TYPE DAPHNE III SUBDIVISION DISCOVERY SPEC LEVEL 7TOTALCONTRACT 7,033 FIXTURE TYPE COLOR COST MASTER BATH; TUB ROYAL LIVINGSTON NTF 6042 WHITE 1 $270.00 TUB VALVE MOEN BRANTFORD T933C C 1 $213.41 WASTE AND OVERFLOW CHROME C 1 $0.00 TEMPERING VALVE YES 1 $86.40 SHOWER GC TILE WHITE 1 $30.00 SHOWER VALVE MOEN BRANTFORD 2152C C 1 $89.32 EXTRA SHOWER VALVE N/A 0.00 WATER CLOSET STERLING WINDHAM ELONGATED 1.28 WHITE 1 $87.71 LAV GC UNDERMOUNT 2 $0.00 LAV FAUCET MOEN BRANTFORD 6610C C 2 $156.43 POWDER ROOM; TUB N/A 0.00 TUB VALVE N/A 0.00 WASTE AND OVERFLOW N/A 0.00 WATER CLOSET STERLING WINDHAM ELONGATED 1.28 WHITE 1 $87.71 LAV STERLING SACRAMENTO PEDESTAL WHITE 1 $88.33 LAV FAUCET MOEN CHATEAU 64925 C 1 $68.03 BATH; TUB 5'WHITE STEEL TUB WHITE 1 $136.62 TUB VALVE MOEN CHATEAU TL-183 C 1 $91.07 WASTE AND OVERFLOW CHROME C 1 $0.00 WATER CLOSET STERLING WINDHAM ELONGATED 1.28 WHITE 1 $87.71 LAV STERLING V-19 DROP IN 1 $27.84 LAV FAUCET MOEN CHATEAU 64925 C 1 $68.03 BATH; TUB S WHITE STEEL TUB WHITE 1 $136.62 TUB VALVE MOEN CHATEAU TL-183 C 1 $91.07 WASTE AND OVERFLOW CHROME C 1 $0.00 WATER CLOSET STERLING WINDHAM ELONGATED 1.28 WHITE 1 $87.71 LAV STERLING V-19 DROP IN 1 $27.84 LAV FAUCET MOEN CHATEAU 64925 C 1 $68.03 KITCHEN; SINK GC UNDERMOUNT SS 1 $0.00 FAUCET MOEN CAMERIST 7545C C 1 $172.12 DISPOSAL BADGER V 1/2 HP 1 $78.00 BAR SINK SINK N/A 0.00 FAUCET N/A 0.00 WATER HEATER 50 GALLON RHEEM ELECTRIC ELEC 1 $282.96 HEATER PAN YES 1 $50.00 LAUNDRY ROOM; SINK N/A 0.00 SINK FAUCET N/A 0.00 WASH MACH ROUGH ONLY 1 $0.00 WM PAN N/A 0.00 SEWER AND WATER 1 $335.00 BACKFLOW S THERMAL EXPANSION TANK 1 $30.00 CHASE PIPE 1 $60.00 HAMMER ARRESTERS 1 $60.00 CAMERA / SNAKE SEWEF N/A 0.00 HUB DRAIN N/A WATER PIPE TO BE CPVC ANY BRASS CLEANOUT COVERS OR DRIVEWAY BOXES WOULD BE EXTRA r-- F'SCRIPTION AS FURNISHED: Lot 19, THORNBROOKE PHASE1, as recorded in Plat Book 79, Po thru 7, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc, S V o O LOT 20 0 A co 5. 00' 5. 00' TRACT H (FUTURE DEVELOPMENT) B. B.) N 00D10'44" W 68. 4 0' I LOT 19 I 36. 80" 36.1 36.13" 36.80" I I I 15. 0, 0 13.8' 11.2' 23.4f' I I 6 • ---- RMBOARDFOUNDATION + w TOP OF FORMS = 22.60' n j I o I I 16. 0' 23. 4.q' — I i N I 22. 0' 1 25, 20' 25.20' 110' UTIL. ESMT. N 00°10'44" W 43. 52' D= 90°04' 10" R= 25.00' L= 39, 30' C= 35.38' CB= N 45'12'49" W ryoc° TREASURE LANE ocO 50' RIW) TRACT I 0 UTILITY & ACCESS R/W e PROPOSED = FINISHED SPOT GRADE ELEVATION PLOT PLAN AREA CALCULATIONS PER DRAINAGE PLANS LOT CONTAINS 8,083 SQUARE FEET BUILDING SETBACKS: TOTAL IMPERVIOUS AREA - 2,973 SO. FT OR 36.87. FRONT = 25' PROPOSED DDRAINA{E_F REAR = 15' LOT GR !NG'TYPE A APPROACH= 1 i0 Sq. Ft. LEAD WALK- 72 Sq. Ft, SIDE = 5.0' SIDEWALK= 909 S Ft. DRIVE= 403 Sq. FL SIDE CORNER = 10' PROPOSED F.F. PER PLANS 22.8' EYER- SCOTT & ASSOC, INC. - LAND SURVEYOR S LCpEND - LEGEND - P PLAT FP.m_ • 1D 1 ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658--1436 F IELD TTP. •TYPICAL NOTES,- INUN PIP[ PA ,G POINT OF COVERS[ CUavATUE 1, THE UNDERSIGNED DOES HEREBY CERTIFY T T IRIS SURVEY MEETS THE MINIMUM TECHNICAL STANLAROS SET FORM BY I.R. IRON PLO RAX. POINT of C@NOUHD CURvATURE ME FLORIDA BOVKO OF PROFESSIONAL W+0 SURVEYORS IN CHAPTER 5)-17 OF ME FLORIOA ADMHNISTIUTNE CODE. H. = EONCRCTCNWUNENTTAD. •RADIAL I.C. PED LR. •/KLB 1516 NR. NON-RA IAL 2. UNLESS EMOOSS£D AMI SURVEYOR'S SEAL, MIS SVRVEY IS NOT VAUD AND 1S PRESENTED FOR INFORUATONAL PURPOSES ONLY. PEGI1 11 VP. • VITNCSs POINT J. THIS SURVEY WAS PREPARED FROM TITLE WFDRMATON FURNISHED TO THE SURVEYOR. MERE MAY BE OMER RESTRICTIONS P.O.B. PINT OE BELIEVING CALL CALCULATCD OR EASEMENTS THAT AriECT THIS PROPERTY, P.p.C. . P[IINi VF [ONHCN[CNENI PRM • PERNM2Ni REFERCNCE NONUNCNL CEnI'ERL WE FF. FINISNCD YLABII ELEVATION 4. NO UNDL70ROUNO IMPROVEMENTS INVE BEEN LOCATED UNLESS OTHERWISE SHOWN. NAIL t DISK DS.L. BUILDING SETDACK LINE S. MIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE REUED UPON BY ANY OTHER ENNTY. r;AO RIGHT-OF- VAY H.H. • BCNCWNRK 6. DIMENSIONS SHOWN FOR THELOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSIRUCT BOUNWRY UNCB. C SHT. • CASEMENT B,. BgSE BEARING HApC 7. DEARINCS. ARE LASED ASSUMEU LNIUM AND'ON THE UNE SHOWN AS BASE BEARINO (B.B.) LTIL. UTILITY 8. ELEVATIONS, IF SHOWN, ARE 045'EO ON NATIONAL CE011EIII V AIIICN. DATUM OF 1929, UNLESS OMERIV4"E NOTED. VLF[. • CHAIrI LINK FEN[[ N.FC. V0p FCIICC 9. CERTIFICATE OF AVTlIORIURDN No. 6596. C/D • OUnCRETE MUCK - P.C. PDINT OF CURVATURE DSCALE 1-- 1` a 20'- DRAWN BY; •__------ F.T. PINT OF TANGCNCY DATE. OEx. • DES[., IJGN CERTIFIED BY: ORDER Na. RADIUS ARC LENGTH PLOT PLAN0CLEVS. S 2091-IS u DElin .FOUNDATION/ELElS. I0-02-I5 ,7401-i5 c CNpa RE 00 FORMBOARD FOUNDATION ELEV`. 10-09-15 ,1496- 15 C.tl. CNCHD REARINGaLTAPS6UILOINO/PROPERrr OOES.NOTU£ WITHIN vTHE E57ABLISHED 100 YEAR FLOODPLANEASPER •FIRM` TORUSENM R.LS. / 4714 ZONE XMAP / 12117C 0055 F JASCOTT, R .S / 4801 UN I VERSAL UES Project No: 0110.1401008.0000 Workorder No: 9195232-1 ENGINEERING SCIENCES Report Date: 10/7/2015 Consultants In: Geotechnical Engineering - Environmental Sciences Geophysical Services - Construction Materials Testing - Threshold Inspection IBuildingInspection - Plan Review - Building Code Administration 3532,Maggie Blvd, Orlando, 32811 - P: 407.423.0504 - F: 407.423.3106 In -Place Density Test Report Client: UES Technician: Sean Jones 151 Southhall Lane, Suite 200 Maitland, FL 32751 Date Tested: 10/07/2015 raProject: Thornbrooke 40s & 50s, SF Hodse ots Area Tested: house pad and footer lot #19 Tvae of Test: Material: Native Field: ASTM D-2937 Drive Cylinder Method Reference Datum: 0 = Bottom of Foundation Footing Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range aximumptimum Density per Moisture Field Dry Density pcf) Field Moisture Soil Compaction o/o) Native Depthp inch) P ss r Fail 1 E footer 0-1 ft 105.4 11.8 102.9 10.0 98 N/A Pas: 2 W footer 1-2 ft 105.4 11.8 102.4 11.2 97 N/A Pas: 3 N footer 1-2 ft 105.4 11.8 101.7 10.5 96 N/A Pas: 4 E side of pad ( top of fill) 1-2 ft 105.4 11.8 103.1 11.1 98 N/A Pas: 5 W side of pad ( top of fill) 2-3 ft 105.4 11.8 102.6 9.4 97 N/A Pas: To establish a mutual protection to Universal's clients, the Public and ourselves, all reports are submitted as confidential property of our clients and authorization IF-7- RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method ProjectName: Lot19ThornbrookDaphenelI LE BuilderName: TAYLOR MORRISON HOMES Street: 4 3 1, "aa 16lQj City, State, Zip: FL, Permit Office: Permit Number: ' 5 Owner: Jurisdiction: I Design Location: FL, Orlando 1. New construction or existing New (From Plans) 9. Wall Types (2805.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1377.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1222.70 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 205.33 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (1460.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1460.00 ft2 6. Conditioned floor area above grade (ft2) 2612 b. N/A R= ft2 Conditioned floor area belowgrade(ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(413.2 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Attic 6 290.6 a. U-Factor: Dbl, U=0.34 198.14 ft2 b. Sup: Attic, Ret: Attic, AH: Floor 2 6 231.8 SHGC: SHGC=0.29 b. U-Factor: Dbl, U=0.58 96.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 24.0 SEER:15.25 b. Central Unit 17.6 SEER:15.00 c. U-Factor: Dbl, U=0.34 89.06 ft2 SHGC: SHGC=0.26 13. Heating systems kBtu/hr Efficiency d. U-Factor: other (see details) 30.00 ft2 a. Electric Heat Pump 24.0 HSPF:8.70 SHGC: other (see details) b. Electric Heat Pump 17.6 HSPF:8.20 Area Weighted Average Overhang Depth: 6.481 ft. Area Weighted Average SHGC: 0.291 14. Hot water systems a. Electric Cap: 50 gallonsEF:0.9508. Floor Types (2612.0 sqft.) Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1453.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 1159.00 ft2 None c. N/A R= ft2 15. Credits Pstat Total Proposed Modified Loads: 68.95 Glass/Floor Area: 0.158 q C SPASS Total Baseline Loads: 72.26 I hereby certify that the plans and specifications covered by Review of the plans and xTliE S7,g7 this calculation are in compliance with the Florida Energy Code. specifications covered by this indicates tiQ calculation compliance644_2_ ti '-,. ",, O with the Florida Energy Code. rrr,,.^ •.;;:,,',.. PREPARED BY: Before construction is completed DATE: 8/17/15 this building will be inspected for compliance with Section 553.908 0A. I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida EnergLgode. 1171CUD WE,V0 OWNER/AGEN BUILDING OFFICIAL: DATE: DATE: . ? • Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage Qn 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 Qn for whole house. 8/17/2015 3:45 PM EnergyGauge® USA- FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 1 FORM R405-2014 PROJECT Title: Lotl 9ThornbrookDaphenel I IGL Bedrooms: 4 Address Type: Street Address BuildingType: User ConditionedArea: 2612 Lot# Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: BuilderName: TAYLOR MORRISON HOME RotateAngle: 0 Street: Permit Office: CrossVentilation: No County: Seminole Jurisdiction: Whole House Fan: No City, State, Zip: FamilyType: Single-family FL, New/Existing: New (From Plans) Comment: CLIMATE v IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL ORLANDO INTL AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1453 13512.9 2 Block2 1159 10431 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 1453 13512.9 Yes 6 1 1 Yes Yes Yes 2 Floor 1159 10431 No 0 3 1 Yes Yes Yes FLOORS FloorType Space Perimeter PerimeterR-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulation Floor 1 130.9 ft 1453 ftz 0.24 0 0.76 2 Floor OverOtherSpace Floor2 ---_ __-- 1159ft2 0.21 0 0.79 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 GableorShed Composition shingles 1633ft2 366ft2 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 1460 ft2 N N 8/17/2015 3:45 PM EnergyGauge® USA- FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING CeilingType Space R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) Floor 1 30 1460 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar BelowSpace o 1 N Exterior Frame - Wood Floor2 13 36 6 9 0 328.5 ft2 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul Floor 1 4.1 36 6 9 4 340.7 ft2 0 0 0.6 0 3 E Exterior Frame -Wood Floor2 13 40 0 9 0 360.0ft2 0 0.23 0.6 0 4 E Exterior Concrete Block - Int Insul Floor 1 4.1 18 0 9 4 168.0 ft2 0 0 0.6 0 5 S Exterior Frame - Wood Floor 1 13 36 6 9 0 328.5 ft2 0 0.23 0.6 0 6 S Exterior Concrete Block- Int Insul Floor 1 4.1 36 6 9 4 340.7 ft2 0 0 0.6 0 7 W Exterior Frame - Wood Floor2 13 40 0 9 0 360.0 ft2 0 0.23 0.6 0 8 W Exterior Concrete Block - Int Insul Floor 1 4.1 40 0 9 4 373.3 ft2 0 0 0.6 0 9 Garage Frame - Wood Floor 1 11 22 0 9 4 205.3 ft2 0 0.23 0.01 0 DOORS Ornt DoorType Space Storms U-Value Width Height Area Ft In Ft In 1 Wood Floor 1 None 39 2 8 6 8 17.8 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation IntShade Screening 1 N 2 Metal Low-EDouble Yes 0.34 0.29 19.5 ft2 1 ft 0 in 11 ft 4 in None None 2 E 3 Metal Low-EDouble Yes 0.34 0.26 20.0 ft2 1 ft 0 in 1 ft 1 in Drapes/blinds None 3 E 3 Metal Low-EDouble Yes 0.34 0.26 30.0 ft2 1 ft 0 in 1 ft 1 in Drapes/blinds None 4 E 4 Metal Low-EDouble Yes 0.58 0.32 24.0 ft2 9 ft 0 in 0 ft 0 in None None 5 E 4 Metal Low-E Double Yes 0.34 0.26 39.1 ft2 9 ft 0 in 0 ft 0 in None None 6 E 4 Metal Low-EDouble Yes 0.37 0.28 8.0 ft2 9 ft 0 in 0 ft 0 in None None 7 S 5 Metal Low-EDouble Yes 0.34 0.29 15.0 ft2 1 ft 0 in 1 ft 1 in Drapes/blinds None 8 S 6 Metal Low-EDouble Yes 0.34 0.29 16.4 ft2 1 ft 0 in 11 ft 4 in None None 9 S 6 Metal Low-EDouble Yes 0.34 0.29 19.5 ft2 1 ft 0 in 11 ft 4 in None None 10 W 7 Metal Low-EDouble Yes 0.34 0.29 30.0 ft2 1 ft 0 in 1 ft 1 in Drapes/blinds None 11 W 7 Metal Low-E Double Yes 0.35 0.31 22.0 ft2 1 ft 0 in 1 ft 1 in None None 12 W 8 Metal Low-EDouble Yes 0.34 0.29 97.6 ft2 11 ft 0 in 0 ft 0 in None None 13 W 8 Metal Low-EDouble Yes 0.58 0.32 72.0 ft2 11 ft 0 in 0 ft 0 in None None 8/17/2015 3:45 PM EnergyGauge® USA- FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE FloorArea Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 477 ftz 384 ftZ 64 ft 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse ProposedACH(50) 000291 1995.3 109.54 206.01 .2617 5 HEATING SYSTEM SystemType Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump Split Split HSPF:8.7 24 kBtu/hr 1 HSPF:8.2 17.6 kBtu/hr 2 sys#1 sys#2 COOLING SYSTEM SystemType Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit Split Split SEER: 15.25 24 kBtu/hr cfm 0.75 1 SEER: 15 17.6 kBtu/hr cfm 0.75 2 sys#1 sys#2 HOT WATER SYSTEM SystemType SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cent # CompanyName Collector Storage System Model# Collector Model# Area Volume FEF None None ftz DUCTS V # Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area LeakageType Handler TOT OUT QN RLF HVAC # Heat Cool 1 2 Attic 6 290.6 ftz Attic 6 231.8 ftz Attic Attic 72.65 ft2 Proposed Qn Attic --- cfm 58.1 cfm 0.04 0.60 57.95 ftz Proposed Qn Floor2 --- cfm 46.4 cfm 0.04 0.60 1 1 2 2 8/17/2015 3:45 PM EnergyGauge® USA- FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES ProgramableThermostat: Y Ceiling Fans: CoolingJan HeatinJan HJanFeb HFeb Mar Mar Apr fAprMay IMayIJun rjJun JUI Jul r1j., AuSeP rjAugriSe Oct Oct Nov Nov HXDec Dec HVentinFebXMarX] A r May Jun Aug Se X] Oct Nov Dec ThermostatSchedule: HERS 2006 Reference Hours ScheduleType 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 8/ 17/2015 3:45 PM EnergyGauge® USA- FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ESTIMATED ENERGY PERFORMANCE INDEX* = 95 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floorarea (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: 8. Floor Types a. Slab -On -Grade Edge Insulation b. Floor Over Other Space c. N/A FL, New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame -Wood, Exterior R=13.0 1377.00 ft2 b. Concrete Block- Int Insul, Exterior R=4.1 1222.70 ft2 1 c. Frame - Wood, Adjacent R=11.0 205.33 ft2 4 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1460.00 ft2 2612 b. N/A R= ft2 c. N/A R= ft2 Area 198.14 ft2 11. Ducts R ft2 a. Sup: Attic, Ret: Attic, AH: Attic 6 290.6 b. Sup: Attic, Ret: Attic, AH: Floor 2 6 231.8 96.00 ft2 12. Cooling systems kBtu/hr Efficiency 89.06 ft2 a. Central Unit 24.0 SEER:15.25 b. Central Unit 17.6 SEER:15.00 Insulation R=0.0 R=0.0 R= 30.00 ft2 13. Heating systems a. Electric Heat Pump 6.481 ft. b. Electric Heat Pump 0.291 Area 14. Hot water systems 1453.00 ft2 a. Electric 1159.00 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 Code compliant features. Builder Signature:,:; - , Z- Date: - -- Address of New Home: City/FL Zip: kBtu/hr Efficiency 24.0 HSPF:8.70 17.6 HSPF:8.20 Cap: 50 gallons EF: 0.95 Pstat 04, T14 E ST4 tir, COD WE v5 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. 8/ 17/2015 3:45 PM EnergyGauge® USA- FlaRes2014 -Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA ProjectName: Lotl 9ThornbrookDaphenel I IGLE BuilderName: TAYLOR MORRISON HOMES 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 Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I 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 8/17/2015 3:45 PM EnergyGauge®USA- Fla Res2014Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, 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 8/17/2015 3:44:58 PM Page 1 of 1 F FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot19ThornbrookDaphenelIIGLE BuilderName: TAYLOR MORRISON HOMES Street: Permit Office: City, State, Zip: FL, PermitNumber: Design Location: FL,Orlando Jurisdiction: Duct Test Time: Post Construction Duct Leakaae 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 Leakage Divide by 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 O ZKE ST,gT testing to Section 803 of the RESNET Standards by an energy rater certified m in accordance with Section 553.99, ., p Florida Statutes. BUILDING OFFICIAL: DATE: 8/17/2015 3:45 PM EnergyGauge® USA- FlaRes2014 - Section R405.4.1 Compliant Soft Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method ProjectName: Lotl9Thornbrook DapheneIIIGLE BuilderName: TAYLOR MORRISON HOMES Street: Permit Office: City, State, Zip: FL, Permit Number: Design Location: FL, Orlando Jurisdiction: Envelope Leakage Test Results Regression Data: C: n: R: Sinqle or Multi Point Test Data HOUSE PRESSURE I FLOW: Leakage Characteristics CFM( 50): E LA: Eq LA: ACH: ACH( 50): S LA: R402. 4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. 50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermalenvelope. 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: 04T14 E STAr tip8/17/ 2015 3:45 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 r-- wrightsoft@ Manual S Compliance Report Zone 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: TAYLOR MORRISON HOMES Design Conditions Job: Lotl9ThornbrookDaphe... Date: 5/28/2015 By: FJF Outdoor design DB: 92.5OF Sensible gain: 18122 Btuh Entering coil DB: 75.6°F Outdoor design WB: 76.3 IF Latent gain: 2385 Btuh Entering coil WB: 62.7°F Indoor design DB: 75.0 OF Total gain: 20507 Btuh Indoor RH: 50% Estimated airflow: 800 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: 25HBC524A**30+FX4DNF025L Actual airflow: 800 cfm Sensible capacity: 18943 Btuh 105% of load Latent capacity: 3390 Btuh 142% of load Total capacity: 22333 Btuh 109% of load SHR: 85% o Equipment, Design Conditions Outdoor design DB: 41.7 OF Heat loss: 17397 Btuh Entering coil DB: 69.4OF Indoor design DB: 70.0 OF Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: 25HBC524A"30+FX4DNF025L Actual airflow: 800 cfm Output capacity: 22200 Btuh 128% of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 800 cfm Output capacity: 4.4 kW 87% of load Temp. rise: 50 OF The above equipment was selected in accordance with ACCA Manual S. Capacity balance: 34 OF Economic balance: -99 OF 2015-Aug-17 15:38:09 AC- wrightsoft' Right -Suite® Universal 2015 15.0.18 RSU08057 Page 1 OsDaphenelllGL\Lotl9ThornbrookDaphenelllGLE.rup Calc = MJ8 House faces: E F__" 9 fi Manual S Compliance Report Job: Lotl9ThornbrookDaphe... wri htsoft Date: 5/28/2015 Zone 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: TAYLOR MORRISON HOMES Design Conditions Outdoor design DB: 92.5 OF Sensible gain: 13878 Btuh Entering coil DB: 78.2OF Outdoor design WB: 76.3IF Latent gain: 2495 Btuh Entering coil WB: 64.0°F Indoor design DB: 75.0 OF Total gain: 16372 Btuh Indoor RH: 50% Estimated airflow: 587 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer: Carrier Model: 25HBC518A"30+FB4CNP018L Actual airflow: 587 cfm Sensible capacity: 14290 Btuh 103% of load Latent capacity: 2767 Btuh 111% of load Total capacity: 17057 Btuh 104% of load SHR: 84% e#ling-Equipment- Ai Design Conditions Outdoor design DB: 41.7 OF Heat loss: 11289 Btuh Entering coil DB: 69.0OF Indoor design DB: 70.0 OF Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer: Carrier Model: 25HBC518A"'30+FB4CNP018L Actual airflow: 587 cfm Output capacity: 16522 Btuh 146% of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 587 cfm Output capacity: 3.2 kW 97% of load Temp. rise: 50 OF The above equipment was selected in accordance with ACCA Manual S. Capacity balance: 31 OF Economic balance: -99 OF Eb WI'1 IltSott` 2015-Aug-1715:38:09 9 Right -Suite® Universal 2015 15.0.18 RSU08057 Page 2 OsDaphenelllGL\Lotl9ThornbrockDaphenelllGLE.rup Calc = MJ8 House faces: 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 s • • • For: TAYLOR MORRISON HOMES Job: Lotl9ThombrookDaphe... Date: 5/28/2015 By: FJF Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 28 ON Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (IF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft Btuh/ft'-°F ft-`FBtuh Btuh/ft' Btuh Btuh/ft' Btu Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 329 0.091 13.0 2.58 846 2.34 770 fnsh, 2"x6" wood frm, 16" o.c. stud a 310 0.091 13.0 2.58 798 2.34 726 s 314 0.091 13.0 2.58 807 2.34 735 w 308 0.091 13.0 2.58 793 2.34 721 all 1260 0.091 13.0 2.58 3244 2.34 2952 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board n 321 0.201 0 5.69 1827 4.35 1397 int fnsh a 97 0.201 0 5.69 552 4.35 423 s 305 0.201 0 5.69 1734 4.35 1326 w 204 0.201 0 5.69 1161 4.35 888 all 927 0.201 0 5.69 5273 4.35 4034 Partitions 126-0sw: Frm wall, stucco ext, r-11 cav ins, 2"x4" wood frm, 16" o.c. 187 0.097 11.0 2.75 514 1.74 326 stud Windows 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, n 19 0.340 0 9.62 187 12.0 233 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.29); 1 ft overhang (6.3 ft s 19 0.340 0 9.62 187 13.4 260 window ht, 11.3 ft sep.); 6.67 ft head ht all 39 0.340 0 9.62 374 12.7 494 2A-2om: 2 glazing, cir low-e outr, air gas, mtl no brk frm mat, cir innr, a 20 0.340 0 9.62 192 26.4 528 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.26); 50% drapes, medium; 1 ft overhang (5 ft window ht, 1.1 ft sep.); 6.67 ft head ht a 30 0.340 0 9.62 289 26.4 793 all 50 0.340 0 9.62 481 26.4 1321 1 OC-m: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, 1/4" e 24 0.580 0 16.4 394 12.9 310 gap, 1/8" thk; NFRC rated (SHGC=0.32); 9 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, cir innr, a 39 0.340 0 9.62 374 11.4 443 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.26); 9 ft overhang (6.3 ft window ht, 0 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, cir innr, e 8 0.370 0 10.5 84 13.7 110 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.28); 9 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 2015-Aug-17 15:38:09wrightsoft` Right -Suite® Universal 2015 15.0.18 RSU08057 Page 1 4C(>- ...OsDaphenelllGL\Lotl9ThornbrookDaphenelllGLE.rup Calc = MJ8 House faces: E 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, s 15 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.29); 50% drapes, medium; 1 ft overhang (5 ft window ht, 1.1 ft sep.); 6.67 ft head ht w 30 0.340 all 45 0.340 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, s 16 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.29); 1 ft overhang (5.3 ft window ht, 11.3 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, cir low-e outr, air gas, mil no brk frm mat, clr innr, w 22 0.350 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (3.7 ft window ht, 1.1 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, w 97 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.29); 11 ft overhang (6.3 ft window ht, 0 ft sep.); 6.67 ft head ht 2A-2omd: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, w 72 0.580 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 11 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht Doors 0 9.62 144 10.5 157 0 9.62 289 28.8 864 0 9.62 433 22.7 1021 0 9.62 157 13.4 219 0 9.90 220 35.9 797 0 9.62 935 12.0 1167 0 16.4 1182 16.8 1213 11 DO: Door, wd sc type n 18 0.390 0 11.0 197 12.0 214 Ceilings 166-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1460 0.032 30.0 0.91 1322 1.74 2535 gypsum board int fnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 131 0.989 0 28.0 3664 0 0 2015-Aug-17 15:38:09wrightSOWRight -Suite® Universal 2015 15.0.18 RSU08057 Page 2 iCMA...OsDaphenelllGL\Lotl9ThornbrockDaphenelllGLE.rup Calc = MJ8 House faces: E Component Constructionsp Job: Lotl9ThornbrookDaphe... wrightsoft® Zone 1 Date: 5/28/2015 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: TAYLOR MORRISON HOMES D' • ondition Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 28 ON Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) 17 ( M) Method Simplified Wet bulb (°F) 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft' Btu h/ft2-`7= W-`F/Btuh Btu h/ft' Btu Btu h/ft' Btu Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board n 321 0.201 0 5.69 1827 4.35 1397 int fnsh a 97 0.201 0 5.69 552 4.35 423 s 305 0.201 0 5.69 1734 4.35 1326 W 204 0.201 0 5.69 1161 4.35 888 all 927 0.201 0 5.69 5273 4.35 4034 Partitions 1213-0sw: Frm wall, stucco ext, r-11 cav ins, 2"x4" wood frm, 16" o.c stud Windows 2A-2om: 2 glazing, cir low-e outr, air gas, mtl no brk frm mat, clr innr, n 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.29); 1 ft overhang (6.3 ft s window ht, 11.3 ft sep.); 6.67 ft head ht all 10C-m: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, cir innr, 1/4" e gap, 1/8" thk; NFRC rated (SHGC=0.32); 9 ft overhang (8 ft window ht, 0 ft sep.); 6.67 It head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, e 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.26); 9 ft overhang (6.3 ft window ht, 0 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, cir innr, e 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.28); 9 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, s 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.29); 1 ft overhang (5.3 ft window ht, 11.3 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, W 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.29); 11 ft overhang (6.3 ft window ht, 0 ft sep.); 6.67 ft head ht 2A-2omd: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, cir innr, w 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 11 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 187 0.097 11.0 2.75 514 1.74 326 19 0.340 0 9.62 187 12.0 233 19 0.340 0 9.62 187 13.4 260 39 0.340 0 9.62 374 12.7 494 24 0.580 0 16.4 394 12.9 310 39 0.340 0 9.62 374 11.4 443 8 0.370 0 10.5 84 13.7 110 16 0.340 0 9.62 157 13.4 219 97 0.340 0 9.62 935 12.0 1167 72 0.580 0 16.4 1182 16.8 1213 2015-Aug-17 15:38:091- wrightsoft® Right -Suite® Universal 2015 15.0.18 RSU08057 Page 3 OsDaphenelllGL\Lotl9ThornbrookDaphenelllGLE.rup Calc = M,18 House faces: E Doors 11 DO: Door, wd sc type Ceilings none) Floors 22A-tpl: Bg floor, light dry soil, on grade depth n 18 0.390 0 11.0 197 12.0 214 131 0.989 0 28.0 3664 0 0 2015-Aug-17 15:38:09wrightsoft* Right -Suite® Universal 2015 15.0.18 RSU08057 Page 4 OsDaphenelllGL\Lotl9ThornbrookDaphenelllGLE.rup Calc = MJ8 House faces: E r Component Constructions Job: Lotl9ThornbrookDaphe... wrightsofte ~ Date: 5/28/2015 Zone 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM For: TAYLOR MORRISON HOMES Design Coh'ditiohS Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 28 ON Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft Btuh/W-`F ft'-`F/Btuh Btuh/ft2 Btu Btuh/ft' Btu Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 329 0.091 13.0 2.58 846 2.34 770 fnsh, 2"x6" wood frm, 16" o.c. stud a 310 0.091 13.0 2.58 798 2.34 726 s 314 0.091 13.0 2.58 807 2.34 735 w 308 0.091 13.0 2.58 793 2.34 721 all 1260 0.091 13.0 2.58 3244 2.34 2952 Partitions none) Windows 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.26); 50% drapes, medium; 1 ft overhang (5 ft window ht, 1.1 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.29); 50% drapes, medium; 1 ft overhang (5 It window ht, 1.1 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (3.7 ft window ht, 1.1 ft sep.); 6.67 ft head ht Doors none) Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" gypsum board int fnsh Floors none) e 20 0.340 0 9.62 192 26.4 528 e 30 0.340 0 9.62 289 26.4 793 all 50 0.340 0 9.62 481 26.4 1321 s 15 0.340 0 9.62 144 10.5 157 w 30 0.340 0 9.62 289 28.8 864 all 45 0.340 0 9.62 433 22.7 1021 w 22 0.350 0 9.90 220 35.9 797 1460 0.032 30.0 0.91 1322 1.74 2535 2015-Aug-17 15:38:09 wrightsoft Right -Suite® Universal 2015 15.0.18 RSU08057 Page 5 OsDaphenelllGL\Lotl9ThornbrookDaphenelllGLE.rup Calc = MJ8 House faces: E wrightsoft" Project Summary 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 HOMES Notes: Weather: Orlando Intl AP, FL, US Winter Design Conditions Outside db 42 IF Inside db 70 OF Design TD 28 OF Heating Summary Structure 24522 Btuh Ducts 4164 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 28686 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heating Cooling Area 2) 2612 2612 Volume (ft3) 26762 26762 Air changes/hour 0.41 0.21 Equiv. AVF (cfm) 183 94 Heating Equipment Summary Make n/a Trade n/a Model n/a AH R I ref n/a Job: Lotl9ThornbrookDaphe... Date: 5/28/2015 By: FJF Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 26032 Btuh Ducts 5943 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 31974 Btuh Latent Cooling Equipment Load Sizing Structure 3946 Btuh Ducts 934 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 4880 Btuh Equipment total load 36854 Btuh Req. total capacity at 0.70 SHR 3.8 ton Cooling Equipment Summary Make n/a Trade n/a Cond n/a Coil n/a AHRI ref n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. Wrl Ilt5Oft' Universal 2015 15.0.18 RSU080579Right 2015-Aug-1715:38:09 A'C$kl Suite® Page 1 OsDaphenelllGL\Lotl9ThornbrookDaphenelllGLE.rup Calc = MJ8 House faces: E wrightsoft" Project Summary Zone 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lotl9ThornbrookDaphe... Date: 5/28/2015 By: FJF Project Information x M ' Y. r. For: TAYLOR MORRISON HOMES Notes: Weather: Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 15816 Btuh Ducts 1582 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 17397 Btuh Infiltration Method Construction quality Fireplaces Area (ft2) Volume (ft3) Air changes/hour Equiv. AVF (cfm) Orlando Intl AP, FL, US Simplified Average 0 Heating Cooling 1460 1460 13622 13622 0.38 0.19 86 44 Heating Equipment Summary Make Carrier Trade CARRIER Model 25H BC524A"30 A H R I ref 7017280 Efficiency 8.7 HSPF Heating input Heating output 24000 Btuh @ 47°F Temperature rise 27 OF Actual air flow 800 cfm Air flow factor 0.046 cfm/Btuh Static pressure 0.30 in H2O Space thermostat Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 16474 Btuh Ducts 1647 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 18122 Btuh Latent Cooling Equipment Load Sizing Structure 2385 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 2385 Btuh Equipment total load 20507 Btuh Req. total capacity at 0.75 SHR 2.0 ton Cooling Equipment Summary Make Carrier Trade CARRIER Cond 25HBC524A"30 Coil FX4DNF025L AH R I ref 7017280 Efficiency 12.5 EER,15.25 SEER Sensible cooling 18000 Btuh Latent cooling 6000 Btuh Total cooling 24000 Btuh Actual air flow 800 cfm Air flow factor 0.044 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.88 Calculations approved byACCA to meet all requirements of Manual J 8th Ed wri htsoft6 2015-Aug-1715:38:09 9 Right -Suite® Universal 2015 15.0.18 RSU08057 Page 2 OsDaphenelllGL\Lotl9ThornbrookDaphenelllGLE.rup Calc = 10J8 House faces: E r•• Project Summary Job: Lotl9ThornbrookDaphe... wrightsoft® Date: 5/28/2015 Zone 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Project• • For: TAYLOR MORRISON HOMES Notes: Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 cF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 8706 Btuh Structure 9578 Btuh Ducts 2583 Btuh Ducts 4300 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 11289 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 13878 Btuh Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 Structure 1560 Btuh Ducts 934 Btuh Heating Cooling Central vent (0 cfm) 0 Btuh Area (ft2) 1460 1460 Equipment latent load 2495 Btuh Volume (ft3) 13140 13140 Air changes/hour 0.44 0.23 Equipment total load 16372 Btuh Equiv. AVF (cfm) 97 50 Req. total capacity at 0.75 SHR 1.5 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER Trade CARRIER Model 25HBC518A'*30 Cond 25HBC518A*`30 AHRI ref 7021917 Coil FB4CNP018L AHRI ref 7021917 Efficiency 8.2 HSPF Efficiency 12.5 EER, 15 SEER Heating input Sensible cooling 13200 Btuh Heating output 17800 Btuh @ 470F Latent cooling 4400 Btuh Temperature rise 28 OF Total cooling 17600 Btuh Actual air flow 587 cfm Actual air flow 587 cfm Air flow factor 0.052 cfm/Btuh Air flow factor 0.042 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.85 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. t WI'1 htsoft` 2015-Aug-17 15:38:09 9 Right -Suite® Universal 2015 15.0.18 RSU08057 Page 3 OsDaphenelllGL\Lotl9ThornbrookDaphenelllGLE.rup Calc = M,18 House faces: E wrightsoft° Right-JO Worksheet Entire House DEL-AITR OHEAI TII NG & AIR ND 531 CODISCO WAY, SANFORD, FL3277 Ph ne:107333T Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: LotlMom brookDaphenelll... Date: 5/28/2015 By: FJF 1 Room name Entire House Zone 1 2 Exposed wall 283.9 ft 130.9 If 3 Room height 9.2 It 9.3 ft 4 Room dimensions 5 Room area 2920.0 ft2 1460.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ftz1F) Btuh/itq or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Grass N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12C-Osw 0.091 n 2.58 2.34 329 329 846 770 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 341 321 1827 1397 341 321 1827 1397 L- G 2A-2om 0.340 n 9.62 12.02 19 0 187 233 19 0 187 233 12C- Osw 0.091 a 2.58 2.34 360 310 798 726 0 0 0 0 11 2A-2om 0.340 a 9.62 26.42 20 0 192 528 0 0 0 0 2A- 2om 0.340 a 9.62 26.42 30 0 289 793 0 0 0 0 13A- 2ocs 0.201 a 5.69 4.35 168 97 552 423 168 97 552 423 10C- m 0.580 a 16.41 12.91 24 22 394 310 24 22 394 310 2A- 2om 0.340 a 9.62 11.39 39 39 374 443 39 39 374 443 2A- 2om 0.370 a 10.47 13.73 8 7 84 110 8 7 84 110 12C- Osw 0.091 s 2.58 2.34 329 314 807 735 0 0 0 0 2A- 20m 0.340 s 9.62 10.49 15 13 144 157 0 0 0 0 13A- 2ocs 0.201 s 5.69 4.35 341 305 1734 1326 341 305 1734 1326 2A- 2om 0.340 s 9.62 13.40 16 0 157 219 16 0 157 219 2A- 2om 0.340 s 9.62 13.40 19 0 187 260 19 0 187 260 Vf/ 12C-Osw 0.091 w 2.58 2.34 360 308 793 721 0 0 0 0 2A- 2om 0.340 w 9.62 28.79 30 0 289 864 0 0 0 0 2A- 2om 0.350 w 9.90 35.90 22 0 220 797 0 0 0 0 13A- 2ocs 0.201 w 5.69 4.35 373 204 1161 888 373 204 1161 888 2A- 2om 0.340 w 9.62 12.02 97 97 935 1167 97 97 935 1167 2A- 2omd 0.580 w 16.41 16.85 72 72 1182 1213 72 72 1182 1213 fi D 128- Osw 0.097 2.75 1.74 205 187 514 326 205 187 514 326 11DO 0.390 n 11.04 11.99 18 18 197 214 18 18 197 214 C 16B-30ad 0.032 0.91 1.74 1460 1460 1322 2535 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 1460 131 3664 0 1460 131 3664 0 6 c) AED excursion 2914 2934 Envelope loss/gain 18849 20070 13148 11464 12 a) Infiltration 5673 1797 2668 845 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 5 1150 Appliances/ other 3015 3015 Subtotal ( lines 6 to 13) 24522 26032 15816 16474 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 24522 26032 15816 16474 1151 Duct loads 117% 23% 4164 5943 101% 10%1 15821 1647 Total room load 28686 31974 17397 18122 Air required (cim) 1387 1387 800 800 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft6 2015-Aug-1715:38:09 Right - Suite® Universal 2015 15.0.18 RSU08057 Page 1 OsDaphenelllGL\ Lotl9ThornbrookDaphenelllGLE.rup Calc = MJ8 House faces: E wrightsoftRight-JO Worksheet Entire House DEL - AIR OHEIA TIING & AIR 531 CODISCO WAY, SANFORD, FL3277 AfiN :400T g26659ax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lotl9ThornbrookDaphenelll... Date: 5/28/2015 By: FJF 1 Room name Zone 2 2 Fposed wall 153.0 It 3 Room height 9.0 ft 4 Room dimensions 5 Room area 1460.0 ft2 Ty Construction U-value Or HTM Area (ftz) Load Area Load number Btuh/ftz-°F) Btuh/ftz) or perimeter (ft) Btuh) or perimeter Heat Cool Grass N/P/S Heat Cool Gross N/P/S Heat Cool 6 W . 12C-Osw 0.091 n 2.58 2.34 329 329 846 770 y/ 13A-20cs 0.201 n 5.69 4.35 0 0 0 0 t- C 2A-2om 0.340 n 9.62 12.02 0 0 0 0 vL 12C-Osw 0.091 a 2.58 2.34 360 310 798 726 11 G 2A-2om 0.340 e 9.62 26.42 20 0 192 528 L-{ 2A-2om 0.340 a 9.62 26.42 30 0 289 793 13A- 10C- m 0. 201 0. 580 a a 16.41 4112.9191 0 0 0 0 0 0 0 0 2A- 2om 0.340 a 9.62 11.39 0 0 0 0 2A- 2om 0.370 e 10.47 13.73 0 0 0 0 f-- G 12C- Osw 0.091 s 2.58 2.34 329 314 807 735 2A- 2om 0.340 s 9.62 10.49 15 13 144 157 W 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 2A- 2om 0.340 s 9.62 13.40 0 0 0 0 IBC2A-2om 0.340 s 9.62 13.40 0 0 0 0 V/ 12C-Osw 0.091 w 2.58 2.34 360 308 793 721 2A- 2om 0.340 w 9.62 28.79 30 0 289 864 22A-2om 0.350 w 9.90 35.90 22 0 220 797 13A- 2ocs 0.201 w 5.69 4.35 0 0 0 0 2A- 2om 0.340 w 9.62 12.02 0 0 0 0 2A- 2omd 0.580 w 16.41 16.85 0 0 0 0 f 12B-Osw 0.097 2.75 1.74 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 1460 1460 1322 2535 F 22A-tpl 0.989 27.99 0.00 0 0 0 0 6 c) AED excursion 0 Envelope loss/gain 5701 8626 12 a) Infiltration 3006 952 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/ other 0 Subtotal ( lines 6 to 13) 8706 9578 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 8706 9578 15 Duct loads 30 % 45 % 2583 4300 Total room load 11289 13878 Air required (cfm) 7 7 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrigF> ttsoft` 2015-Aug-1715:38:09 AC A Right - Suite® Universal 2015 15.0.18 RSU08057 Page 2 OsDaphenelllGL\ Lotl9ThornbrookDaphenelllGLE.rup Calc = MJ8 House faces: E wrightsoft° Right-J® Worksheet Zone 1 DEL -AIR HEATING & AIR 14 531 CODISCO WAY, SANFORD, FL3277 ND1 3- 9ax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 19Thornbtoo kDap henelll... Date: 5/ 28/2015 By: FJF 1 Room name Zone 1 mstr rm 2 Exposed wall 130.9 it 28.5 it 3 Room height 9.3 it 9.3 it heat/cool 4 Room dimensions 1.0 x 249.8 it 5 Room area 1460.0 ft2 249.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ ft2-°F) BtuWftz) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 y! 13A- 2ocs 0.201 n 5.69 4.35 341 321 1827 1397 0 0 0 0 G 2A- 2om 0.340 n 9.62 12.02 19 0 187 233 0 0 0 0 1 12C- Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 11 2A- 2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 C 2A-2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 13A-2ocs 0.201 a 5.69 4.35 168 97 552 423 0 0 0 0 1OC-m 0.580 a 16.41 12.91 24 22 394 310 0 0 0 0 2A-2om 0.340 a 9.62 11.39 39 39 374 443 0 0 0 0 2A-2om 0.370 a 10.47 13.73 8 7 84 110 0 0 0 0 Vl! 12C- Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 G 2A- 2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 13A-2ocs 0.201 s 5.69 4.35 341 305 1734 1326 149 130 739 565 2A-2om 0.340 s 9.62 13.40 16 0 157 219 0 0 0 0 2A-2om 0.340 s 9.62 13.40 19 0 187 260 19 0 187 260 12C-Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 T= 2A-2om 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.350 w 0.00 0.00 0 0 0 0 0 0 0 0 y/ 13A- 2ocs 0.201 w 5.69 4.35 373 204 1161 888 117 58 332 254 L_ 2A- 2om 0.340 w 9.62 12.02 97 97 935 1167 58 58 561 700 GG 2A-2omd 0.580 w 16.41 16.85 72 72 1182 1213 0 0 0 0 q--D126- 0sw 0.097 2.75 1.74 205 187 514 326 0 0 0 0 11 DO 0.390 n 11.04 11.99 18 18 197 214 0 0 0 0 C 1613- 30ad 0.032 0.00 0.00 0 0 0 0 0 0 0 0 F 22A- tpl 0.989 27.99 0.00 1460 131 3664 0 250 29 798 0 6 c) AED excursion 2934 928 Envelope loss/ gain 13148 11464 2616 2707 12 a) Infiltration 2668 845 580 184 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 1 230 Appliances/other 3015 600 Subtotal (lines 6 to 13) 15816 16474 3196 3721 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 15816 16474 3196 3721 15 Duct loads 110% 10%1 1582 1647 10% 10%1 320 372 Total room load 17397 18122 3516 4093 Air required ( cfm) 800 800 162 181 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 4C - wrightsoft" 2015-Aug-17 15:38 age 3Right -Suite® Universal 2015 15.0.18 RSU08057 Page 3 OsDaphenelllGL\Lo119ThornbrookDaphenetllGLE. rup Calc = MJ8 House faces: E wrightsoft° Right-J® Worksheet Zone 1 C07DEEL-AIRoHEIAITIING & AIR 531 CODISCO WAY, SANFORD, FL 32771 R!t'D'333N665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: LotlMorn brookDaphenelll... Date: 5/ 28/2015 By: FJF 1 Room name mstr bth mstr wic 2 Exposed wall 10.9 it 9.5 it 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 5 Room dimensions Room area 1.0 x 111.3 it 111.3 ft2 1.0 x 47.0 it 47.0 it2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ 112-°F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 y/ 13A- 2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 t-C 2A-2om 0.340 n 9.62 12.02 0 0 0 0 0 0 0 0 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 11 2A- 2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 II__ 2A- 2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 IOC-m 0.580 a 16.41 12.91 0 0 0 0 0 0 0 0 2A-2om 0.340 a 9.62 11.39 0 0 0 0 0 0 0 0 2A-2om 0.370 a 10.47 13.73 0 0 0 0 0 0 0 0 Vl/ 12C- Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 13A-2ocs 0.201 s 5.69 4.35 103 86 491 375 89 89 504 386 2A-2om 0.340 s 9.62 13.40 16 0 157 219 0 0 0 0 2A-2om 0.340 s 9.62 13.40 0 0 0 0 0 0 0 0 Uf/ 12C- Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 LAC 2A- 2om 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.350 w 0.00 0.00 0 0 0 0 0 0 0 0 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 2A-2om 0.340 w 9.62 12.02 0 0 0 0 0 0 0 0 2A-2omd 0.580 w 16.41 16.85 0 0 0 0 0 0 0 0 t 1213- 0sw 0,097 2.75 1.74 107 107 295 187 0 0 0 0 1,DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16B- 30ad 0.032 0.00 0.00 0 0 0 0 0 0 0 0 F 22A- tpl 0.989 27.99 0.00 ill 11 306 0 47 10 266 0 6 c) AED excursion 19 8 Envelope loss/ gain 1248 800 770 377 12 a) Infiltration 224 71 193 61 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) 1472 871 964 439 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1472 871 964 439 15 Duct loads 1 10% 100/1. 147 87 100/0 100/0 961 44 Total room load 1619 958 1060 483 Air required ( cfm) 74 42 49 21 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsoft` 2015- Aug-1715:38:09 4GCP. Right - Suite® Universal 2015 15.0.18 RSU08057 Page 4 OsDaphenelllGL\Lotl9ThornbrookDaphenelllGLE. rup Calc = MJ8 House faces: E wrightsoftRight-JO Worksheet Zone 1 DEL - AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277 ND1 193T Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: LotlMorn brookDaphenelll... Date: 5/ 28/2015 By: FJF 1 Room name mstr we mstr wic int 2 Exposed wall 0 it 0 it 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 Room dimensions 5.5 x 3.5 it 1.0 x 39.0 it 5 Room area 19.3 ft2 39.0 it' Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ ft2-°F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 Vjl 13A- 2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 6 2A- 2om 0.340 n 9.62 12.02 0 0 0 0 0 0 0 0 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 11 2A- 2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 10C-m 0.580 a 16.41 12.91 0 0 0 0 0 0 0 0 2A-2om 0.340 a 9.62 11.39 0 0 0 0 0 0 0 0 2A-2om 0.370 a 10.47 13.73 0 0 0 0 0 0 0 0 V)! 12C- Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 L-C 2A-2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A-2om 0.340 s 9.62 13.40 0 0 0 0 0 0 0 0 2A-2om 0.340 s 9.62 13.40 0 0 0 0 0 0 0 0 V)/ 12C- Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 LC 2A-2om 0.350 w 0.00 0.00 0 0 0 0 0 0 0 0 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 2A-2om 0.340 w 9.62 12.02 0 0 0 0 0 0 0 0 2A-2omd 0.580 w 16.41 16.85 0 0 0 0 0 0 0 0 f 12B- 0sw 0.097 2.75 1.74 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16B- 30ad 0.032 0.00 0.00 0 0 0 0 0 0 0 0 F 22A- tpl 0.989 27.99 0.00 19 0 0 0 39 0 0 0 6 c) AED excursion 0 0 Envelope loss/ gain 0 0 0 0 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 5 Subtotal (lines 6 to 13) 0 5 0 5 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 0 5 15 Duct loads 110% 10%1 0 0 10 % 10%1 01 0 Total room load 0 5 0 5 Air required ( cf m) 0 0 0 0 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrigt>ttsoft 2015-Aug-1715:38:09 A Right - Suite® Universal 2015 15.0.18 RSU08057 Page 5 OsDaphenelllGL\Lotl9ThornbrookDaphenelllGLE. rup Calc = MJ8 House faces: E wrightsoft° Right-JO Worksheet Zone 1 DEL -AIR oHEIANTII NG & AIR 531 CODISCO WAY, SANFORD, FL3277 Ph ne:D407I33N665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: LotlMom brookDaphenelll... Date: 5/28/2015 By: FJF 1 Room name family rm brkfst/kit 2 Exposed wall 16.0 It 36.5 ft 3 Room height 9.3 ft heat/cool 9.3 It heat/cool 4 Room dimensions 1.0 x 385.8 ft 11.5 x 25.0 ft 5 Room area 385.8 ft2 287.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-`F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 y/ 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 233 214 1216 930 G 2A-2om 0.340 n 9.62 12.02 0 0 0 0 19 0 187 233 12C- Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 11 2A-2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 LGG 2A-2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 T-= 10C-m 0.580 a 16.41 12.91 0 0 0 0 0 0 0 0 2A- 2om 0.340 a 9.62 11.39 0 0 0 0 0 0 0 0 2A- 2om 0.370 a 10.47 13.73 0 0 0 0 0 0 0 0 12C- Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 2A- 20m 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A- 2om 0.340 s 9.62 13.40 0 0 0 0 0 0 0 0 2A- 2om 0.340 s 9.62 13.40 0 0 0 0 0 0 0 0 Vf/ 12C-Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.350 w 0.00 0.00 0 0 0 0 0 0 0 0 y/ 13A-2ocs 0.201 w 5.69 4.35 149 77 440 336 107 68 389 298 2A- 2om 0.340 w 9.62 12.02 0 0 0 0 39 39 374 467 2A- 2omd 0.580 w 16.41 16.85 72 72 1182 1213 0 0 0 0 fi 12B-Osw 0.097 2.75 1.74 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 DC 166-30ad 0.032 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 386 16 448 0 288 37 1022 0 6 c) AED excursion 114571 597 Envelope loss/gain 2069 3006 3188 2526 12 a) Infiltration 326 103 743 235 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 3 690 0 0 Appliances/ other 600 1200 Subtotal ( lines 6 to 13) 2395 4399 3931 3961 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2395 4399 3931 3961 15 Duct loads 110% 100/0 240 440 10%1 100/0 393 396 Total room load 2635 4839 4324 4357 Air required (cfm) 121 214 199 192 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. Fk' wrightsoftm 2015-Aug-1715:38:09 Right - Suite® Universal 2015 15.0.18 RSU08057 Page 6 OsDaphenelllGL\ Lotl9ThornbrookDaphenelllGLE.rup Calc = MJ8 House faces: E wrightsoft Right-JO Worksheet Zone 1 DEL -AIR HEATING & AIR ONDI531CODISCOWAY, SANFORD, FL 3277 vfi ne: 40T 393N665NFax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: LotlMorn brookDaphenelll... Date: 5/ 28/2015 By: FJF 1 Room name pwdr util 2 Exposed wall 0 it 0 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 5 Room dimensions Room area 6.0 x 6.5 It 39.0 ft2 1.0 x 45.3 It 45.3 ft' Ty Construction U-value Or HTM Area (ftz) Load Area (ftz) Load number BtuhRt2-° F) Btuh/ftz) or perimeter (ft) 13tuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 y/ 13A- 2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 t-C 2A-2om 0.340 n 9.62 12.02 0 0 0 0 0 0 0 0 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 11 2A- 2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 13A-2ocs 1OC-m 0.201 0.580 a a 5. 69 16.41 4.35 12.91 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A- 2om 0.340 a 9.62 11.39 0 0 0 0 0 0 0 0 2A-2om 0.370 a 10.47 13.73 0 0 0 0 0 0 0 0 Vt/ 12C- Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 C 2A- 2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 W 13A- 2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A-2om 0.340 s 9.62 13.40 0 0 0 0 0 0 0 0 2A-2om 0.340 s 9.62 13.40 0 0 0 0 0 0 0 0 Vf/ 12C- Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.350 w 0.00 0.00 0 0 0 0 0 0 0 0 VfJ 13A- 2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 2A-2om 0.340 w 9.62 12.02 0 0 0 0 0 0 0 0 2A-2omd 0.580 w 16.41 16.85 0 0 0 0 0 0 0 0 f 126- 0sw 0.097 2.75 1.74 0 0 0 0 56 56 154 97 11DO 0. 390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 1613- 30ad 0.032 0.00 0.00 0 0 0 0 0 0 0 0 F 22A- tpl 0.989 27.99 0.00 39 0 0 0 45 0 0 0 6 c) AED excursion 0 13 Envelope loss/ gain 0 0 154 85 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 600 Subtotal (lines 6 to 13) 10 5 154 685 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 154 685 151 Duct loads 100/0 100/0 0 0 10% 10%j 15 68 Total room load 0 5 1 169 1 753Air required ( cfm) 0 0 8 33 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft` 2015- Aug-17 15:e 7 Right -Suite® Universal 2015 15.0.18 RSU08057 Page OsDaphenelllGL\Lotl9ThornbrookDaphenelllGLE. rup Calc = MJ8 House faces: E wrightsoft Right-JO Worksheet Zone 1 DEL -AIR HEATING & AIR 531 COD ISCO WAY, SANFORD, FL 3277 NDI 193N 65 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lotl9ThornbrookDaphenelll... Date: 5/28/2015 By: FJF 1 Room name dining 2 Exposed wall 29.5 it 3 Room height 9.3 it heat/cool 4 5 Room dimensions Room area 1.0 x 236.3 it 236.3 it' Ty Construction U-value Or HTM Area (ft Load Area Load number Btuh/ft2-1F) Btuh/ft2) or perimeter (it) Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 y/ 13A-2ocs 0.201 n 5.69 4.35 107 107 610 467 T_C 2A-2om 0.340 n 9.62 12.02 0 0 0 0 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 11 2A-2om 0,340 a 0.00 0.00 0 0 0 0 2A-2om 0.340 a 0.00 0.00 0 0 0 0 13A-2ocs 0.201 a 5.69 4.35 168 97 552 423 T-=-G 1OC-m 0.580 a 16.41 12.91 24 22 394 310 2A-2om 0.340 a 9.62 11.39 39 39 374 443 2A-2om 0.370 a 10.47 13.73 8 7 84 110 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 2A-20m 0.340 s 0.00 0.00 0 0 0 0 Vj/ 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 2A-2om 0.340 s 9.62 13.40 0 0 0 0IBC2A-2om 0.340 s 9.62 13.40 0 0 0 0 Ut/ 12C-Osw 0.091 w 0.00 0.00 0 0 0 0 2A-2om 0.340 w 0.00 0.00 0 0 0 0 1-- G 2A-2om 0.350 w 0.00 0.00 0 0 0 0 y/ 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 2A-2om 0.340 w 9.62 12.02 0 0 0 0G 2A-2omd 0.580 w 16.41 16.85 0 0 0 0 R I-D 12&0sw 0.097 2.75 1.74 42 24 66 42 11DO 0.390 n 11.04 11.99 18 18 197 214 C 1613-30ad 0.032 0.00 0.00 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 236 30 826 0 6 c) AED excursion 45 Envelope loss/gain 3103 1963 12 a) Infiltration 601 190 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 1 230 Appliances/other 0 Subtotal (lines 6 to 13) 3704 2383 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 3704 2383 15 1 Duct loads 1 100/0 10%1 370 238 Total room load 4074 2622 Air required (ctm) 187 116 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2015-Aug-1715:38:09 Right -Suite® Universal 2015 15.0.18 RSU08057 Page 8 OsDaphenelllGL\Lo119ThornbrookDaphenelllGLE.rup Calc = MJ8 House faces: E wrightsoftRight-J® Worksheet Zone 2 DEL - AIR HEATING & AIR 7gRNDjI N6NFax531 CODISCOWAY, SANFORD, FL 3273407-333-3853 Web: WWW.DEL-AIR.COM Job: Lotl9ThombrookDaphenelll... Date: 5/28/ 2015 By: FJF 1 Room name Zone 2 rm 4 2 Exposed wall 153.0 ft 25.5 It 3 Room height 9.0 ft 9.0 ft heat/cool 4 Room dimensions 1.0 x 152.5 it 5 Room area 1460.0 ft2 152.5 ft2 Ty Construction U- value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-' F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12C- Osw 0.091 n 2.58 2.34 329 329 846 770 131 131 336 306 W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 I-G 2A- 2om 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 12C-Osw 0. 091 a 2.58 2.34 360 310 798 726 99 69 178 162 11 2A-2om 0.340 a 9.62 26.42 20 0 192 528 0 0 0 0 2A-2om 0. 340 a 9.62 26.42 30 0 289 793 30 0 289 793 1 3A-2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 tOC-m 0. 580 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0. 340 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0. 370 e 0.00 0.00 0 0 0 0 0 0 0 0 UfJ 12C-Osw 0.091 s 2.58 2.34 329 314 807 735 0 0 0 0 G 2A-2om 0.340 s 9.62 10.49 15 13 144 157 0 0 0 0 W, 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 UGC 2A-2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0. 340 s 0.00 0.00 0 0 0 0 0 0 0 0 UV 12C-Osw 0.091 w 2.58 2.34 360 308 793 721 0 0 0 0 2A-2om 0. 340 w 9.62 28.79 30 0 289 864 0 0 0 0 2A-2om 0. 350 w 9.90 35.90 22 0 220 797 0 0 0 0 13A-2ocs 0. 201 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0. 340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2omd 0. 580 w 0.00 0.00 0 0 0 0 0 0 0 0 fj t-D 12B- Osw 0. 097 0.00 0.00 0 0 0 0 0 0 0 0 11DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 166-30ad 0.032 0.91 1.74 1460 1460 1322 2535 153 153 138 265 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 0 53 Envelope loss/gain 5701 8626 941 1578 12 a) Infiltration 3006 952 501 159 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) 8706 9578 1441 1737 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 8706 9578 1441 1737 15 Duct loads 301% 451/6 2583 4300 30% 451% 428 780 Total room load 11289 13878 1869 2516 Air required (cfm) 587 587 97 106 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed. wrightsoft" Ri ht- Suite® Universal 2015 15.0.18 RSU08057 2015-Aug-17 15:ge 9 9 Page 9 OsDaphenelllGL\Lotl9ThornbrookDaphenelllGLE.rup Calc = MJB House faces: E wrightsoftRight-JO Worksheet Zone 2 DEL - AIR HEATING & AIR ODI 531 CODISCO WAY, SANFORD, FL 3277 PhNe:407I 33Nli65 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lotl9ThornbrookDaphenelll... Date: 5/28/2015 By: FJF 1 Room name loft den 2 Exposed wall 16.5 it 26.5 it 3 Room height 9.0 it heat/cool 9.0 it heat/cool 4 5 Room dimensions Room area 1. 0 x 446.8 it 446. 8 ft2 12. 5 x 14.0 1t 175. 0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12C-Osw 0.091 n 2.58 2.34 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 12C- Osw 0.091 a 2.58 2.34 149 139 357 325 113 103 264 240 11 2A-2om 0.340 a 9.62 26.42 10 0 96 264 10 0 96 264 II: 2 2A-2om 0.340 a 9.62 26.42 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 J- 1OC-m 0.580 a 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.370 a 0.00 0.00 0 0 0 0 0 0 0 0 12C- Osw 0.091 s 2.58 2.34 0 0 0 0 126 111 286 260 2A- 2om 13A- 2ocs 0. 340 0. 201 s s 9. 62 0. 00 10. 49 0. 00 0 0 0 0 0 0 0 0 15 0 13 0 144 0 157 0 2A- 2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 V) J 12C-Osw 0.091 w 2.58 2.34 0 0 0 0 0 0 0 0 2A- 2om 0.340 w 9.62 28.79 0 0 0 0 0 0 0 0 2A- 2om 0.350 w 9.90 35.90 0 0 0 0 0 0 0 0 Uf/ 13A-20cs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2omd 0.580 w 0.00 0.00 0 0 0 0 0 0 0 0 q T- D 12B- Osw 0.097 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 166-30ad 0.032 0.91 1.74 447 447 405 776 175 175 158 304 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 88 162 Envelope loss/gain 857 1277 949 1064 12 a) Infiltration 324 103 521 165 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) 1182 1379 1469 1229 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1182 1379 1469 1229 15 Duct loads 30 % 45 % 351 619 30% 45 % 436 552 Total room load 1532 1999 1905 1781 Air required (cfm) 80 85 99 75 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wr1ghts4ofV 2015-Aug-17 15:38:09 Right - Suite® Universal 2015 15.0.18 RSU08057 Page 10 OsDaphenelllGL\ Lotl9ThornbrookDaphenelllGLE.rup Calc = MJ8 House faces: E wrightsoftRight-J® Worksheet Zone 2 DEL - AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277 f ND1 193N665 9ax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lotl9ThornbrookDaphenelll... Date: 5/28/2015 By: FJF 1 Room name bth 2 rm 2 2 Exposed wall 9.0 ft 26.0 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 5.5 x 9.0 It 12.5 x 13.5 ft 5 Room area 49.5 ft2 168.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (w) Load number Btuh/ftz-°F) Btuh/ftq or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12C-Osw 0.091 n 2.58 2.34 0 0 0 0 0 0 0 0 V1/ 13A-20cs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2om 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 12C- Osw 0.091 a 2.58 2.34 0 0 0 0 0 0 0 0 11 2A-2om 0.340 a 9.62 26.42 0 0 0 0 0 0 0 0 2A- 2om 0.340 a 9.62 26.42 0 0 0 0 0 0 0 0 VVjj!! 13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 I-- G 1OC-m 0.580 a 0.00 0.00 0 0 0 0 0 0 0 0 LAC 2A-2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.370 a 0.00 0.00 0 0 0 0 0 0 0 0 1L1M 12C-Osw 0.091 s 2.58 2.34 81 81 209 190 122 122 313 285 G. 2A-2om 0.340 s 9.62 10.49 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 V 1 12C-Osw 0.091 w 2.58 2.34 0 0 0 0 113 98 251 228 2A- 2om 0.340 w 9.62 28.79 0 0 0 0 15 0 144 432 2A- 2om 0.350 w 9.90 35.90 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2omd 0.580 w 0.00 0.00 0 0 0 0 0 0 0 0 q- D 1213- 0sw 0.097 0.00 0.00 0 0 0 0 0 0 0 0 11DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 50 50 45 86 169 169 153 293 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 39 58 Envelope loss/gain 253 237 861 1296 12 a) Infiltration 177 56 511 162 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) 430 293 1372 1458 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 430 293 1372 1458 1151 Duct loads 1309/6 459/6 128 132 30%1 451/6 407 655 Total room load 558 425 1779 2113 Air required (cfm) 29 18 92 89 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. w rightsoft` 2015-Aug-17 15:38:09 Right - Suite® Universal 2015 15.0.18 RSU08057 Page 11 OsDaphenelllGL\ Lotl9ThornbrookDaphenelllGLE.rup Calc = MJ8 House faces: E wrightsoft® Right-JO Worksheet Zone 2 CDEEL-AIR HEA TIING & AIR ODI 531 COD ISCO WAY, SANFORD, FL 3277i PhN07i 33e:: 4Nfi65 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lott 9ThornbrookDaphenelll... Date: 5/28/2015 By: FJF 1 Room name open to below rm 3 2 Exposed wall 16.5 it 24.0 it 3 Room height 9.0 it heat/cool 9.0 it heat/cool 4 Roam dimensions 16.5 x 16.0 it 11.0 x 13.0 it 5 Room area 264.0 ft2 143.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-OF) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12C-Osw 0.091 n 2.58 2.34 0 0 0 0 117 117 301 274 y/ 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2om 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 12C-Osw 0.091 a 2.58 2.34 0 0 0 0 0 0 0 0 11 2A-2om 0.340 a 9.62 26.42 0 0 0 0 0 0 0 0 2A-2om 0.340 a 9.62 26.42 0 0 0 0 0 0 0 0 WWW 13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 1OC-m 0.580 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.370 e 0.00 0.00 0 0 0 0 0 0 0 0 VN 12C-Osw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 6 2A-2om 0.340 s 9.62 10.49 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 12C-Osw 0.091 w 2.58 2.34 149 126 325 296 99 84 216 197 2A-2om 0.340 w 9.62 28.79 0 0 0 0 15 0 144 432 2A-2om 0.350 w 9.90 35.90 22 0 220 797 0 0 0 0 VN 13A-2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2omd 0.580 w 0.00 0.00 0 0 0 0 0 0 0 0 126-0sw 0.097 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 264 264 239 458 143 143 130 248 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 147 70 Envelope loss/gain 784 1699 791 1221 12 a) Infiltration 324 103 471 149 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) 1108 1801 1263 1370 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1108 1801 1263 1370 15 Duct loads 1 300% 45% 329 809 309/6 45%1 3751 615 Total room load 1437 2610 1638 1985 Air required (cfm) 75 1101 85 84 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wright90ft- 2015-Aug-17 15:38:09 Right -Suite® Universal 2015 15.0.18 RSU08057 Page 12 OsDaphenelllGL\Loll9ThornbrookDaphenelllGLE.rup Calc = M.18 House faces: E wrightsoft' Right-J® Worksheet Zone 2 DEL -AIR oHEANTIING & AIR OND531CODISCOWAY, SANFORD, FL 32771 Phone: 1 3Nt 65 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lotl9ThornbrookDaphenelll... Date: 5/28/2015 By: FJF 1 Room name bth 3 2 E)posed wall 9.0 ft 3 Room height 9.0 ft heat/cool 4 Room dimensions 1.0 x 60.5 It 5 Room area 60.5 ftz Ty Construction U-value Or HTM Area (ft2) Load Area Load number Btuh/ft2°F) Btuh/ftz) or perimeter (ft) Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12C-Osw 0.091 n 2.58 2.34 81 81 209 190 t-G 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 2A-2om 0.340 n 0.00 0.00 0 0 0 0 12C-Osw 0.091 a 2.58 2.34 0 0 0 0 11 2A-2om 0.340 a 9.62 26.42 0 0 0 0 2A-2om 0.340 a 9.62 26.42 0 0 0 0 13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 T-= 10C-m 0.580 a 0.00 0.00 0 0 0 0 2A-2om 0.340 a 0.00 0.00 0 0 0 0 2A-2om 0.370 e 0.00 0.00 0 0 0 0 VII 12C-Osw 0.091 s 2.58 2.34 0 0 0 0 t-G 2A-2om 0.340 s 9.62 10.49 0 0 0 0 y! 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 2A-2om 0.340 s 0.00 0.00 0 0 0 0IBC2A-2om 0.340 s 0.00 0.00 0 0 0 0 Vf/ 12C-Osw 0.091 w 2.58 2.34 0 0 0 0 2A-2om 0.340 w 9.62 28.79 0 0 0 0 2A-2om 0.350 w 9.90 35.90 0 0 0 0 Vf/ 13A-2ocs 0.201 w 0.00 0.00 0 0 0 0 2A-2om 0.340 w 0.00 0.00 0 0 0 0 2A-2omd 0.580 w 0.00 0.00 0 0 0 0 12B-Osw 0.097 0.00 0.00 0 0 0 0 11 DO 0.390 n 0.00 0.00 0 0 0 0 C 166-30ad 0.032 0.91 1.74 61 61 55 105 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 6 c) AED excursion 41 Envelope loss/gain 263 254 12 a) Infiltration 177 56 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 440 310 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 440 310 15 Duct loads 1301 45 % 131 139 Total room load 571 449 Air required (cfm) 0301 19 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. Wrlght50ft" 2015-Aug-1715:38:09 Right -Suite® Universal 2015 15.0.18 RSU08057 Page 13 OsDaphenelllGL\Lotl9ThornbrookDaphenelllGLE.rup Calc = MJ8 House faces: E wrightsoft" Duct System Summary Zone 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: LotlgThornbrookDaphe... Date: 5/28/2015 By: FJF Project'In brmation ' 7A MORRISON HOMES Heating Cooling External static pressure 0.30 in H2O 0.30 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.24 in H2O 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O 0.120 / 0.120 in H2O Lowest friction rate 0.164 in/ 100ft 0.164 in/100ft Actual air flow 800 cfm 800 cfm Total effective length (TEL) 146 ft Supply Branch Detail Ta le Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk brkfst/kit h 2162 99 96 0.169 6.0 Ox 0 VIFx 36.7 105.0 st1 brkfst/kit-A h 2162 99 96 0.164 6.0 Ox 0 VIFx 40.9 105.0 st1 dining h 4074 187 116 0.182 8.0 Ox 0 VIFx 27.1 105.0 sit family rm c 4839 121 214 0.181 8.0 Ox 0 VIFx 27.4 105.0 st2 mstr bth h 1619 74 42 0.205 5.0 Ox 0 VIFx 11.9 105.0 st2 mstr rm c 4093 162 181 0.185 8.0 Ox 0 VIFx 25.0 105.0 st2 mstr we c 5 0 0 0.208 4.0 Ox 0 VIFx 10.5 105.0 st2 mstr wic h 1060 49 21 0.193 4.0 Ox 0 VIFx 19.2 105.0 st2 mstr wic int c 5 0 0 0.200 4.0 Ox 0 VIFx 15.0 105.0 st2 p`4'dr c 5 0 0 0.290 4.0 Ox 0 VIFx 12.8 70.0 util c 753 8 33 0.310 4.0 Ox 0 VIFx 7.4 70.0 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st1 Peak AVF 386 308 0.164 492 12.0 0 x 0 VinlFlx st2 Peak AVF 406 458 0.181 584 12.0 0 x 0 VinlFlx 2015-Aug-17 15:38:11 A wrightsoft® Right -Suite® Universal 2015 15.0.18 RSU08057 Page 1 11,M...OsDaphenelllGL\Lotl9ThornbrookDaphenelllGLE.rup Calc = MJ8 House faces: E r— Return Branch Detail Table Name Grill Size (in) Htg cfm) Clg cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb3 Ox 0 800 800 0 0 0 0 Ox 0 VIFx wrightsoft¢ Right -Suite® Universal 2015 15.0.18 RSU08057 iCp1...OsDaphenelllGL\Lotl9ThornbrookDaphenelllGLE.rup Calc = MJ8 House faces: E 2015-Aug-17 15:38:11 Page 2 Duct System Summary Job: Lotl9ThornbrookDaphe... wreghtsoft" Date: 5/28/2015 Zone 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM A For: TAYLOR MORRISON HOMES External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.168 in/100ft 587 cfm 143 ft Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.168 in/100ft 587 cfm Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bth 2 h 558 29 18 0.308 4.0 Ox 0 VIFx 7.8 70.0 b1h 3 h 571 30 19 0.178 4.0 Ox 0 VIFx 29.7 105.0 st3 den h 1905 99 75 0.304 6.0 Ox 0 VI Fx 9.0 70.0 loft c 1999 80 85 0.276 6.0 Ox0 VIFx 16.9 70.0 open to below c 2610 75 110 0.282 6.0 Ox 0 VIFx 15.0 70.0 rm 2 h 1779 92 89 0.320 6.0 Ox 0 VIFx 5.0 70.0 rm 3 h 1638 85 84 0.170 6.0 Ox 0 VI Fx 36.1 105.0 st3 rm 4 c 2516 97 106 0.168 6.0 Ox 0 VIFx 38.0 105.0 st3 Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st3 Peak AVF 212 209 0.168 607 8.0 0 x 0 VinlFlx 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 rb2 Ox0 587 587 0 0 0 0 Ox 0 VIFx 2015-Aug-17 15:38:11 wrightSOW Right -Suite® Universal 2015 15.0.18 RSU08057 Page 3 ACCM...OsDaphenelllGL\Lotl9ThornbrookDaphenelllGLE.rup Calc = MJ8 House faces: E FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: PermitNumber: FL, MANDATORY REQUIREMENTS See individual code sections for full details. 401.3 Energy Performance Level (EPL) display card (Mandatory). The building officialshall requirethatan 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 contractfor 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 complywith 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. R402.4.2Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. R402.4.3 Fenestration air leakage.Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 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 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided foreach separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heatshall 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)(Jl ducts, air handlers, and filter boxes and building cavities thatform 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: Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm (85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 8/17/2015 3:45 PM EnergyGauge® USA- FlaRes2014 -Section R405.4.1 Compli 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 (1 YC) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. Piping insulation exposed toweathershall be protected fromdamage, 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). Waterheaterefficiencies 7 R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service waterheating systems shall be equipped with automatic temperature controls capableof adjustment from the lowest to the highest acceptable temperature settings forthe 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. R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meetthe 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. Solarwater 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 atilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.5.1 Whole -house mechanical ventilation system fan efficacy. MechanicaIventilation system fans shaIImeetthe 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 electronicallycomm utated motor. R403.5. 2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure orfor mechanical ventilation shall meetthe following criteria: 1. The design air change per hour minimums for residential buildings in ASH RAE 62, Ventilation for Acceptable Indoor Air Quality, shall be the maximum ratesallowed forresidential 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. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatoryforcooling 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 exhaustsystems. 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. 8/17/ 2015 3:45 PM EnergyGauge® USA- FlaRes2014 - Section R405.4.1 Compli Page 2 of 3 r--- - - , Ir FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRltotal capacity isanominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 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 ofthe 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 equipmentcapacity 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 foroptimum performance during base load periods is utilized. i R403. 7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall complywith Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snowand ice -melting systems, supplied through energy service tothe 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 thatwill allow shutoff when the outdoor temperature is above40°F. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy req uirementsforresidential pools and ingroundspas 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. 7 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 heaterto allow shutting off the heaterwithout 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 meetthis standard. R403.9. 2 Time switches. Time switches or other control method that can automatically turnoff 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 pumpsarepowered exclusivelyfromon-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 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 assembyofthe exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 8/17/2015 3:45 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compli Page 3 of 3 fipp r WINDOW CALL -OUTS C Z a U+ C. ro GgtS rs ig E N o i f3 D 1 U M Z in g 1 o In c m Inh• SP N P 3 3 3c 3 n N P A3 neo 0t) A qs nnSrD lA P iO 3a fiSN P SP3Q Ni SN 3 n rb o hN Q p 3tnr0Dmn h f7 N 3"xarta n 3* p o3U fi omh;o n LA h3 C0 O N ooN 0O h msmwcL n 0'—W -C N D 0 Q 7 4_n 3 a 3snmmFY N N Si CL- Qcn h SPLA P3 i IOS 3 oa o 0v> D 0Z 8 P_ x x z gp g m O V N cc W m to N fn N N 0 a mr. SL C A oOXm a Z i C+ W c \ O ' ci-17 O P -) S 3 :5 O Q 0 O <+ o n 4 dN Q CFZ bd rhlwVkNj 4 liCL F0.01. /1f -3 1BP. F LL mO `< n a 3 'p h n F ib w r 9 43 p c Lz n nc) Lnn q a N y 2 uln 1hah V Oi h 0nO73 nP< 10m 3hN D O C CD o YI = Z n D mn No ZX3 7C 07 Z i fD r A R) Cl a o oA D A O 2 L) 3R u 4% Y'- o% C O X rn 00 m a 00 V 3Eq OL{ ZD 1• 0 y CKm II Q gmm UI XON 4 BS n q a a 9L BUILDER: TAYL R M RRIS N HOMES REVISIONS Pel Air PLAN B A P H E N E III DATE By Heatinq, Air Conditioniro, & &riooration, Inc LOT 19 G L E 109 Commerce Street SUBDIVISION TH RNBR K Suite 1101 DATE: 5/28/2015 fake Mari{ FL 327 6-6206 DRAWN BY: EJE Phore; 407-8'51-2665 Fax } 0-333-3853 a 3C N4. SA N fl 3 3 3C 3 n m fli p3 nIT 0 S InSN LA UI i z C+ w c \O n O mZ0 3 O Q S Q mavC3 h O I'D O C+ gip W Ln t 3 N 1 3 N fl I o n Q m Q c o p z C z z O S x N Cf. Ao yf9 ie bCm Z o ON 0 X a,w A I.mv CrQ m N n Ri Q N O 3 Xffdfi' T1Ca Q N Q s no o X m X a+ n 3 Nx m coo O Ln C+ D N Q, _ C{- Am x \ 3 n R r x bi b O S v L EN na ZN Q- rp LA A NX Q II 0] N C Q 3- Elo fi NC X o o x_ m o Q h m Po wyw o P .. 0 o 04m O O 7 q0 o LA a` I,0 x O+ ON z Em, 0p0 u,3 A A fU O-N 'i3 A a oE m n w e z * C+ W Q \ O C* -t 00 -) zy O Q O C-F O n Q m Q c 70 -0 n z w Z7 Q O BUILDER: TAYL R M RRIS N HOMES REVISIONS Pol Air DATE BYPLANDAPHENEIII Heating, Air Conditioning & Pefrioeration, Irc, LOT 8 G L W 10 Commerce Street SUBDIVISION TH RNBR K 5uite1101 Lake Mari{ FL -52746-6206DATE: 5/28/2015 DRAWN BY: FJF Phone: 407-8 1-2665 Fax; 0-333-3853 DESCRIPTION AS FURNISHED: Lot 1.9, THORN3R00KE PHASE- 1, os recorded in Plat Book 79, Pages .> thru 7, Public Records of Seminole County, Florida. P! 0 ' PLAN FOR/C,EMYF'IED 1'0: Taylor Morrison of Florida, Inc. RECORD COPY TRACT H (FUTURE DEVF_LOPMENT) B. Q.) N 00010' 44" W 68. 40' LOT 19 26.80' 26.80' 3.5'x3.5' AC (2-TYP.) LANDSCAPE ff - -r 24.761' WALL BUFFER I 5.00' - ----------- ----- 23.4d' 40.0' G G c COV'D. PATIO 6 5,00' ----_._._- 40.0" 1 I w I PROPOSED RESIDENCEccT MODEL: DAPHENE Ill-DISCOVERY-Q L6 O 2 CAR GARAGE t_EF7' LOT 20 0) o N CD Co W i71 5 2-77 62 18. 0' 23.4.9' APPROVED PLANS ENTRY o 18.0, 23.50' i N ENG. DEPT. la R WALK 5.00' - 22.0' Dk nS " 16, S+LCiCkwJ DRIVE 2s. 2_o' 25.20' ' 10' UTIL. ESMT. 5' CONC. WALK % N 00010 .4" W— — 43. 5`' 3' 3' FLARE FLARE DRAIN INLET AS SCALED FROM TRE' AS' URIsLANE DRAINAGE PLANS 50' RIW) TRACT I G UTILITY & ACCESS R/W ti LO LU b W U J.. TT Ley 0:. Co q ? d Z" RAMP AS SCALED FROM DRAINAGE PLANS D=90° 04' 10" R=25. 00' L=39. 30' C= 35. 38' CB=N 45° 12' 49" TV RAMP AS SCALED FROM DRAINAGE PLANS 1. 0 PLL7T PLAN AREA CALCULATIONS PROPOSED = FINISHED SPOT GRADE ELEVATION LOTCONTAINS 8,083 SQUARE FEET BUILDING SETBACKS: PER DRAINAGE PLANS TOTAL ,IMPERVIOUS AREA = 2,973 SO. FT OR 36.87 FRONT = 25' Y..._____— ._--__— REAR - PROPOSED DRAINAGE FLOW 15 *PLOT PLAN O,ti1;Y* APPROAG'H-= 110 Sq. Ft. LEAD WALK- 7< Sq. Ft. SIDE = 5.0' 1 LOT GRADING TYPE A LDE'WALK= 909 Sq. F_t. DRIVE= 403 Sq. Ft. SIDE CORNER = 10' (NOT A5 Uri VL'; Y) PROPOSED F. F. PER PLANS = 22.8' CAI UST N.IEEFY-R - S CO TT & A,S`SYD C. , INC. - LA. ND S U.R V _YO.A LEGEND - LEGEND - P PLAT P.U.L. POINT TIN LINE F FIELD TYP. TYPICAL I.P. IRON PIPE P.R.C. POINT OF NE VERSE CURVATURC I.R. iRON ROD P,C.C. POINT OF CUMPUUND CURVATURE C.M. CONCRETE MONUMENT RAD. RADIAL FT I. R.= 1/2' I.R../qLB 4596 N.R. NON -RADIAL REC. RECOVERED VA. WITNESS POINT' P,O. B, POINT OF BEGINNING CALC. CALCULATED P.O. C. POINT OF COMMENCEMENT P.RA PERMANENT REFERENCE MONUMENT 2 CENTERLINE F.F. FINISHED FLOOR ELEVATION N&D NAIL L DISK D.S.L. BUILDING SETBACK LING R/V RIGHT-OF-WAY D.M. BENCHMARK ESMT. EASEMENT B.B. BASE BEARING DRAI, DRAINAGE UTIL. UTILITY CLYC. CHAIN LINK FENCE WD.FC. VOOD FENCE C/D CONCRETE BLOCK. P.C. POINT OF CURVATURE P.T. PDN7' Or TANGENCY CSC. DESCRIPTION R RADIUS L ARC LENGTH D DELTA CHORD CB. CHORD REARING NORTH THIS BUILDING/ PROPERTY DOES.NOT LIE WITHIN THE ESTABLISHED 700 YEAR F1OOD PLANE AS PER -FIRM- LONE 'X" MAP # 12117C 0055 F - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658- 1436 NOTES: 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH BY THE R. ORIOA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 5J-t7 OF THE FLORIDA ADMINISTRATIVE CODE. 2. UNLESS EMBOSSED WRN SURVEYOR'S SEAL, THIS SURVEY IS NOT VALID AND IS PRESENTED FOR INFORMATIONAL PURPOSES ONLY. J. THIS SURVEY WAS PREPARED FROM TIRE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OT14ER RESTRICTIONS OR EASEMENTS THAT AFFECT THIS PROPERTY 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) 8. (ELEVATIONS, IF SHOWN, ARE R45E0 ON NATIONAL GEODETIC VERBCAL DATUM OF 1929, UNLESS OTHERWISE NOTED. 9. CERTIFICATE ' OF AUI'HOR1ZA77GN No. 4596. SCALE _ 1- = 20- f DRAWN BY: CERTIFIED RY: DATE ORDER No. PLOT PLAN 08-13--15 2691-15 T I X. GRUS MEYER, R.L.S. ,f 4714 JAA,"' W. SCOTT, R.L.S Tf' 4807 D SCRTPTION AS FURNISHED: Lot 19, THORNBROOKE PHASE- 1, os recorded in Plat Book 79, Poges .5 thru 7, Public Records of Seminole County, Florida. PL.07- PLAN FOR/C,h;RTIFTF.D TO: Taylor Morrison of Florida, Inc. TRACT H (FUTURE DEVELOPMENT) B.a.) N 00010'44" W 68.40' I LOT 19 26.80' 26.80' 3.s'x3.5' AC (2-TYP.) LANDSCAPE- ----..— 24.761' CO WALL BUFFER-- U 5.00' — ---- -----= ----- 40.0' 23.4E ------ o d COV'O. PATIO ci 5.00' - _ ._...... 23.4'-.._........._ V40.0' co c W z 4 y p o 0) \ PROPOSED RESIDENCE w Qv O MODEL: DAPHENE 111-DISCOVERY-B Nei iCO fa r O 2 CAR GARAGE LEFT' p LOT 20 cr) ^ e W qj v 8P 15- 2 12 APPROVED PLANS 6.0' 2;3.`1' ENTRY o v 18.0' 23.50' WALK 1 k CC1S'(tiL s, !! -•{/ T 5.00' - 22.0' - RAMP AS21w • ' I 16 ......_ .......... SCALED FROM O e4 k C _...... DRAINAGE PLANS IV,"rr/ 1 j r„l S,i Q 1^ 5DRIVE 25. 20' 25.2.0' D= 90*04' 10" R= 25.00' L= 39.30' 0 10' U71L. ESMT, yo C=35.38' sue\ CB=N 45° 12' 49" W 5' CONC. WALK N 0 0° 10 4" W RAMP AS SCALED FROM DRAINAGE PLANS FLARE FLARE DRAIN INLET AS SCALED FROM TREASURE LANE' DRAINAGE PLANS 50' R/W) TRACT I UTILITY & ACCESS R/W LJ2 0 PLOT PLAN AREA CALCULATIONS PROPOSED = FINISHED SPOT GRADE ELEVATION LOT CONTAINS 8,083 SQUARE FEET BUfLOING SETBACKS: fR PROPOSED TOTAL IMPERVIOUS AREA = 2,973 SO. FT OR 36.81' FRONT 25 U— WALK= PPROACH 1 i O .S . Ft........._. -LEAD WALKT..-72 _.._ Ft. DDRAINAGEFLOW __.Y.__.__.._.-----....... ..... . REAR 15' *-PLOT PLAN ONLY* PER DRAINAGE LOT GRADING TYPE Aq Q SIDE = 5. E NOT A SURVEY DE:9U9 Sq. Ff. DRIVE-= 403 Sq. Ft. SIDE' CORNER 10' PROPOSED F.F. PER PLANS = 22.8' CR USSNMF_YF' - FS'CO_TT & A tiS"S 0C' , .INC. - .-A Nl7 SU.f V _YO.,SY LEGEND LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658- 1436 P PLAT PAT. POINT ON LINE NOTES: IP. FIELD IRONPIPE TYP. P.R.C. TYPICAL POINTOTREVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS ,SURVEY MEETS TH£ MINIMUM TEC}INICAL STANDARDS SET FORTH BY IR.= IRON ROD P.C.C. POINT OF COMPOUND CURVATURE THE' FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER :iJ-17 OF THE FLORIDA ADMINISTRATIVE CODE. C. H. CONCRETE MUIJUMENT PAD. N.R. RA DIAL NUN -RADIAL. 2. UNLESS EMBOSSED WITH SURVEYOR'S SEAL, THIS SURVEY IS NOT VALID AND IS PRESENTED FOR INFORMATIONAL PURPOSES ONLY. SETI.R. REC. I/ 2' I.R. a/NI.B 4596 a RECOVERCD VP. WITNESS POINT 1 1111S SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED 70 THE SURVEYOR, THERE MAY BE OTHER RESTRICTIONS P. U.B. POINT OF BEGINNING CALC. CALCULATED OR CASEMENTS THAT AFFECT THIS PROPERTY, PONT OF COMMENCEMENT P.RA FF. PERMANENT REFERENCE MCINUMENT FINISI{[ p FLOOR ELEVATION 11124. NO UNDERGROUND IMPROVEMENTS 1/AWE BEEN LOCATED UNLESS OTHERWISE SHOWN. NLD CENTERLINE NAIL k DISK D.S.L. BUILD $ETDACY. LOiC 5. THIS SURVEY 15 PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY O'7FIER ENTITY. RN RIGHT-OF-WAY D.M. BENCHMARK 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNLMY LINES. ESMT, EASEMENT B.B. BASE BEARING 7. BEARINGS. ARE BASEU ASSUMED UAIUM AND ON THE LINE SHOWN AS BASEBEAkINO (B. D.) DRAIN. UTTL. DRAINAGE. UTILITY8. ELEVATIONS, IF SHOWN, ARE B4SED ON NATIONAL GEODETIC VER7ICAI. DATUM OF 1,929, UNLESS 07HERWJSE NOTE-D. CLYC. CHAIN LINK FENCE 9. CERTIFICATE OF AUl'HORIZAPON No. 4596. ___.....___..............._........................_............ WD. FC. VOOD FENCE C/ D CONCRETE DLUCK SCALE I' 20 OW11VN BY: P. C. POINT OF CURVATURE DATE ORDER No. r, T, RUTNT OF TANGENCY CERTIFIED RY: DESC. RDESCRIPTION RADIUS PLOT PLAN 08— 13-- 15 2691— 15 L' = ARL LENGTH D = DELTA C CHORD C. B, CHORD BEARING NORTH Q THIS BUILDING/PROPERTY DOES. NOT LIE WITHIN --- -("/-----\-- 1' HF E:S'TAHI_ISHF_'D 100 YEAR F1000 PLANE' AS PER "FIRM" T } X. GRUSBIJMEYER,"R.LS. j 4714 CONE " X" MAP X 12117C 0055 F'. JA6 `; W. SCOTT. R.L.S N 4807 fil r 1uL OwItt tow 16, r7 7c JIL 1L4 I. r, s C? L'i to+ bo I S'owl PP 1! bi I oAI r I F i 1 Ll--- L4 LV I I- RECORD COPY r 2153 Premier Row Orlando, FL 32809 407-812-1822 Fax 407-812-7171 LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP SANFOI D Aq R`NF HOME OWNER Taylor Morrison Homes 1 5 - 2 7 6 2 HOUSE PLAN Daphene III — 9 2600 SQFT GENERAL LIGHTING X 3 VA PER SQ FT 7800 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 8000 VA 1 WATER HEATER 4500 VA 1 DISHWASHER 1200 VA 1 CLOTHES DRYER 5000 VA 1 DISPOSAL (1/3 HP) 500 VA 1 MICROWAVE/HOOD CIRCUIT 1500 VA VA SUBTOTAL OF GENERAL LOAD 33000 VA FIRST 10 KVA OF GENERAL LOAD AT 100% 10000 VA REMAINDER OF GENERAL LOAD AT 40% 23000 VA x . 4 9200 VA TOTAL NET GENERAL LOAD 19200 VA 3 TON HEAT PUMP #1 24 AMP X 240 VA = 5760 VA 3 TON HEAT PUMP #1 24 AMP X 240 VA = 5760 VA TON HEAT PUMP #2 AMP X 240 VA = 0 VA 5 KW ELECTRIC HEAT AT 65% 3250 VA 5 KW ELECTRIC HEAT AT 65% 3250 VA KW ELECTRIC HEAT AT 65% 0 VA NET GENERAL LOAD 19200 VA NET TOTAL HEAT 18020 VA TOTAL LOAD 37220 VA CALCULATED LOAD FOR SERVICE 37220 VA 1240 V= 155.08 AMP 200 AMP SERVICE RECORD COPS' RE: 26746FL1 - 26746 - Daphene III - DWP Site Information: Project Customer: Lot/Block: .. Address Taylor Morrison Project Name: Daphene III Subdivision: .. Trussway Manufacturing Inc. Engineering Department 9411 Alcorn St., Houston, TX 77093 713) 691 6900 8850 Trussway Blvd., Orlando, FL 32824 407) 857 2777 w1LD/Nc SANFORD City: .. State: FL # ) 5 — 2 7 6 2 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: n/a License #: n/a Address: .. City: .. State: .. General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.5 Wind Code: N/A Wind Speed: N/A mph Floor Load: 55.0 psf Roof Load: N/A psf This package includes 18 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Job ID# Truss Name Date No. Seal# Job ID# Truss Name Date 1 IH3500388 126746FL1 C01 8/14/015 118 IH3500405 26746FL1 IRF02 8/14/015 L_ IH3500389 126746FL1 ICO2 18/14/015 1 1 1 1 1 1 1 1 1 1 13 I H3500390 126746FL1 I CO3 18/14/015 14 I H3500391 126746FL1 I C04 18/14/015 15 I H3500392 126746FL1 IF01 18/14/015 16 I H3500393 126746FL1 I F03 18/14/015 17 iH3500394 126746FL1 IF04 18/14/015 18 I H3500395 126746FL1 I F05 18/14/015 19 IH3500396 126746FL1 I F06 18/14/015 110 1-13500397 126746FL1 IF07 18/14/015 11 I H3500398 126746FL1 I F08 18/14/015 112 I H3500399 126746FL1 I F09 18/14/015 13 I H3500400 126746FL1 I F 10 18/14/015 114 I H 3500401 126746FL1 I F 11 18/14/015 115 I H3500402 126746FL1 IF12 18/14/015 116 I H3500403 126746FL1 IF13 18/14/015 117 IH3500404 126746FL1 RF01 18/14/015 The truss drawing(s) referenced above have been prepared by Trussway Manufacturing, Inc. under my direct supervision based on the parameter provided by Trussway-Port St. Lucie. Truss Design Engineer's Name: Fernando Vinas My license renewal date for the state of Florida is February 28, 2017. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. 0%J111111111,II No 70773 X STATE OF 41J 110N Ai 0?August 14,2015 1 of 1 Fernando Vinas Truss Truss Type 746FL1 C01 GABLE Trussway Manufacturing Inc., Houston, TX Ply 126746 - Daphene III - DWP 0 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:24 2015 Page h ID:8ls7p2vjcca4j o-Na NOTE: THIS TRUSS ASSUMED CONTINUOUS LOAD PATH FROM WALL ABOVE TO WALL BELOW. NOTE: DO NOT TURNFENDFOREND t.5x3 2x3 = 2x3 = 1.50 II 1.5x3 II 1L50 3x3 = 1.50 II 1.50 A B C D E F G 01118 Scale = 1:21.3 11.50 II 1.50 I 1.5x3 1.5x3 I H I J K kr f.t. T Tl ET ETI ET ST T V U T 1.5x3 1.5x3 1.5x3 LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.3(flat) BOT CHORD 2x4 SP No.3(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. lb/size) V = 48/12-7-12 (min.0-1-8) L = 0/12-7-12 (min.0-1-8) U = 152/12-7-12 (min.0-1-8) T = 146/12-7-12 (min.0-1-8) S = 146/12-7-12 (min.0-1-8) R = 150/12-7-12 (min.0-1-8) Q = 147/12-7-12 (min.0-1-8) P = 143/12-7-12 (min.0-1-8) 0 = 146/12-7-12 (min.0-1-8) N = 152/12-7-12 (min.0-1-8) M = 120/12-7-12 (min.0-1-8) Max Grav V = 48(LC 1) U = 152(LC 1) T = 146(LC 1) S = 146(LC 1) R = 150(LC 1) Q = 147(LC 1) P = 143(LC 1) 0 = 146(LC 1) N = 152(LC 1) M = 120(LC 1) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD V-W = -44/0 W-X = -44/0 A-X = -44/0 S R Q P O N M L 1.5x3 1.5x3 3x3 = 1.5x3 1.5x3 1.5x3 11 1.5x3 1 3x3 = 1-3-8 1 CSI. DEFL. in (loc) I/defl TC 0.14 Vert(LL) n/a n/a BC 0.01 Vert(TL) n/a n/a WB 0.03 Horz(TL) -0.00 L n/a Matrix) TOP CHORD L- Y 0/0 K-Y 0/0 A- B 0/0 B-C 0/0 C- D 0/0 D-E 0/0 E- F 0/0 F-G 0/0 G- H 0/0 H-1 0/0 I- J 0/0 J-K 0/0 BOT CHORD U- V 0/0 T-U 0/0 S- T 0/0 R-S 0/0 Q- R 0/0 P-Q 0/0 O- P 0/0 N-0 0/0 M- N 0/0 L-M 0/0 WEBS B- U 138/0 C-T 133/0 D- S 133/0 E-R 137/0 F- Q 133/0 G-P 130/0 H- 0 133/0 I-N 138/0 J- M 109/0 E-Q 0/0 NOTES- ( 8-10) 1) Attach ribbon block to truss with 3-10d nails applied to flat face. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10- 0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. Ud PLATES GRIP 999 MT20 244/190 999 n/ a Y o Weight: 66 lb FT = 20%F, 11 %E 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard J1111111// I I 0N0OM. i 4" 00 9s73 STATE OF :44J i TL O R P j\ NZ % wee; 081O N A August 14,2Q 15 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is -the responsibility_ofthe building designer. For -general gul_dance regarding Orlando, FL 32824 - - fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss late Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type L6746FL1t CO2 GABLE Trussway Manufacturing Inc., Houston, TX 0" NOTE: THIS TRUSS ASSUMED CONTINUOUS LOAD PATH FROM WALL ABOVE TO WALL BELOW. Qty Ply 26746 - Daphene III - DWP 1 1 H3500389 Job Reference o tional 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:25 2015 Page NOTE: DO NOT TURN END FOR END Scale = 1:20.2 1 2x3 = 2x3 = A B C D E3x3 = F G H I J K X ETI ETIT T I T I T I E T T T V U T S R Q P 0 N M L 3x3 = LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.3(flat) BOT CHORD 2x4 SP No.3(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. lb/size) V = 48/12-4-10 (min.0-1-8) L _ 18/12-4-10 (min.0-1-8) U = 152/12-4-10 (min.0-1-8) T = 146/12-4-10 (min.0-1-8) S = 146/12-4-10 (min.0-1-8) R = 150/12-4-10 (min.0-1-8) Q = 147/12-4-10 (min.0-1-8) P = 143/12-4-10 (min.0-1-8) O = 146/12-4-10 (min.0-1-8) N = 152/12-4-10 (min.0-1-8) M = 123/12-4-10 (min.0-1-8) Max Uplift L = 18(LC 1) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD V-W = -44/0 W-X = -44/0 A-X = -44/0 K-L = 0/16 A-B = 0/0 B-C = 0/0 C-D = 0/0 D-E = 0/0 E-F = 0/0 F-G = 0/0 G-H = 0/0 H-I = 0/0 I-J = 0/0 J-K = 0/0 BOTCHORD U-V = -0/0 T-U = -0/0 S-T = -0/0 R-S = -0/0 Q-R = -0/0 CSI. TC 0.14 BC 0.01 WB 0.03 Matrix) DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) -0.00 L n/a n/a Weight: 64 lb FT = 20%F, 11 %E BOTCHORD P-Q = -0/0 0-P = -0/0 N-0 = -0/0 M-N = -0/0 L-M = 0/0 WEBS B-U = -138/0 C-T = -133/0 D-S = -133/0 E-R = -137/0 F-Q = -133/0 G-P = -130/0 H-0 = -133/0 I-N = -138/0 J-M = -11110 E-Q = 0/0 NOTES- (10-12) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Attach ribbon block to truss with 3-1 Old nails applied to flat face. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 Ib uplift at joint L. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Old (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9) CAUTION, Do not erect truss backwards. 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard o,111111111111.# O M, N 3 3 STATE OF IJJ i0• Z S •• August 14,2 ' WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 TRUSOWisforlateralsupportofindividualwebmembersonly. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of Me building designer. For general guidance regarding _Orlando, FL 32824. fabrication, quality control, storage, delivery erection and bracing, consult ANSItTP11 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777SafetyInformationavailablefromTrussPlateInstitute, 583 D' gnofrio Drive, Madison, WI 53719. 5 Job Truss Truss Type Qty Ply 26746 - Daphene III - DWP 26746FL1 CO3 GABLE 1 1 H300390 Job Reference (optional) Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:26 2015 Page ID:8ls7p2vjcca4j B9DL55wDPz_POS-EozVAF5yH ldNdJonSObITf17yw4YDFMCwR2h5EyoD 0-1H8 NOTE: THIS TRUSS ASSUMED CONTINUOUS LOAD PATH FROM WALL ABOVE TO WALL BELOW. 2x3 = 2x3 = A B C D E qR Q AP AO AN AM AL F 3x3 = G H Scale = 1:40.1 1 3x6 FP = 3x3 = I J K L M N O P O R S T U AK AJ Al AH AG AF AE AD AC AB AA Z Y X W v 3x3 = 3x6 FP = 3x3 = NOTE: DO NOT TURN END FOR END LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.3(flat) BOT CHORD 2x4 SP No.3(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. lb/size) AP = 48/24-5-12 (min.0-1-8) V = 5/24-5-12 (min.0-1-8) AO = 152/24-5-12 (min.0-1-8) AN = 146/24-5-12 (min.0-1-8) AM = 147/24-5-12 (min.0-1-8) AL = 147/24-5-12 (min.0-1-8) AK = 146/24-5-12 (min.0-1-8) AJ = 134/24-5-12 (min.0-1-8) Al = 163/24-5-12 (min.0-1-8) AG = 143124-5-12 (min.0-1=8) AF = 148/24-5- 12 (min.0-1-8) AE = 146/24-5- 12 (min.0-1-8) AD = 147/24-5- 12 (min.0-1-8) AC = 146/24-5- 12 (min.0-1-8) AB = 167/24-5- 12 (min.0-1-8) AA = 130/24-5- 12 (min.0-1-8) Z = 143/24-5- 12 (min.0-1-8) Y = 146/24-5- 12 (min.0-1-8) X = 152/24-5- 12 (min.0-1-8) W = 120/24-5- 12 (min.0-1-8) Max Uplift V = 5( LC 1) FORCES. (lb) Maximum Compression/ Maximum Tension TOPCHORD AP-AQ = -44/ 0 AO -AR = -44/0 A -AR = -44/0 CSI. DEFL. in (loc) I TC 0.14 Vert( LL) n/a BC 0.01 Vert( TL) n/a WB 0.03 Horz( TL) 0.00 V Matrix) TOP CHORD U- V = 0/4 A-B 0/0 B-C = 0/0 C-D 0/0 D-E = 0/0 E-F 0/0 F-G = 0/0 G-H 0/15 H-I = 0/15 J 0/15 J-K = 0/15 K-L 0/15 L-M = 0/15 M-N 0/15 N-0 = 0/15 O-P 0/15 P-Q = 0/0 Q-R 0/0 R-S = 0/0 S-T 0/0 T-U = 0/0 BOT CHORD AO -AP = - 0/0 AN -AO 0/0 AM -AN = -0/0 AL -AM 0/0 AK -AL = -0/0 AJ-AK 0/0 AI-AJ = -0/0 AH-AI 15/0 AG-AH = -15/0 AF-AG 15/0 AE-AF = -15/0 AD-AE 15/0 AC -AD = -15/0 AB -AC 15/0 AA -AB = 0/0 Z-AA 0/0 Y-Z = 0/0 X-Y 0/0 W-X = 0/0 V-W 0/0 WEBS B-AO = -138/ 0 C-AN 133/0 D-AM = -133/0 E-AL 134/0 F-AK = -132/0 G-AJ 120/0 H-AI = -133/0 I -AG 130/0 J-AF = -134/0 K-AE 133/0 M-AD = -134/0 N-AC 133/0 O-AB = -136/0 P-AA 117/0 Q-Z = -130/0 R-Y 133/0 S-X = -138/0 T-W 109/0 G-AI = -22/0 P-AB 22/0 NOTES- (10-12) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Attach ribbon block to truss with 3-10d nails applied to flat face. 3) Gable requires continuous bottom chord bearing. defl Lid PLATES GRIP n/a 999 MT20 244/190 n/a 999 n/ a n/a Weight: 122 lb FT = 20e/ F, 11 %E 4) Truss to be fully sheathed from one face or securely braced against lateral movement ( i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint V. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9) CAUTION, Do not erect truss backwards. 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 J'QO] 11311"pjc Grading Rules for Southern C rr+b l and its-- bb yV sjons and appendices stia I IVI , 12) NOTE: The sail dr I ales / acceptance.,W pp Qfe§ Sill f • • r spprSyi{'e* solely for t)Ze I s,Compon shown.'. +' - No 73 LOAD CAS4)* Standard o " Q STATE OF 44/ August 14,2 ' WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, Alcorn 77 9 Y 9 YPP9PHouston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 Twissw is for lateral supportofindividualwebmembersonly. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D' nofrio Drive, Madison, WI 53719. 5 Job Truss Truss Type Qty Ply 26746 - Daphene III - DWP P6746FU1 C04 GABLE 1 1 H3500391 Job Reference (optional) Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:26 2015 Page I D:81s7p2vjcca4jB9DL55wDPz_POS-EozVAF5yH IdNdJonSObITfl74w4U D FNCwR2h5EyoD 0148 NOTE: THIS TRUSS ASSUMED CONTINUOUS LOAD PATH FROM NOTE: DO NOT TURN Scale = 1:19.0 WALL ABOVE TO WALL BELOW. END FOR END 2x3 = 2x3 = A B C D E F G H I J V T T ETI ET ETI ET ETI ST U T S R Q P O N M L K LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.3(flat) BOT CHORD 2x4 SP No.3(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) T = 54/11-8-4 (min.0-1-8) K = 44/11-8-4 (min.0-1-8) S = 145/11-8-4 (min.0-1-8) R = 147/11-8-4 (min.0-1-8) Q = 146/11-8-4 (min.0-1-8) P = 147/11-8-4 (min.0-1-8) 0 = 147/11-8-4 (min.0-1-8) N = 146/11-8-4 (min.0-1-8) M = 150/11-8-4 (min.0-1-8) L = 131/11-8-4 (min.0-1-8) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD T-U = -49/0 U-V = -49/0 A-V = -49/0 J-K = -39/0 A-B = -3/0 B-C = -3/0 C-D = -3/0 D-E = -3/0 E-F = -3/0 F-G = -3/0 G-H = -3/0 H-1 = -3/0 I-J = -3/0 BOTCHORD S-T = 0/3 R-S = 0/3 Q-R = 0/3 P-Q = 0/3 O-P = 0/3 N-0 = 0/3 M-N = 0/3 L-M = 0/3 K-L = 0/3 WEBS B-S = -131/0 CSI. DEFL. in (loc) I/defl LidTC0.13 Vert(LL) n/a n/a 999 BC 0.02 Vert(TL) n/a n/a 999 WB 0.03 Horz(TL) 0.00 K n/a n/a Matrix) WEBS C-R = -134/0 D-Q = -133/0 E-P = -133/0 F-O = -134/0 G-N = -133/0 H-M = -136/0 I-L = -122/0 NOTES- (9-11) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Attach ribbon block to truss with 3-1 Od nails applied to flat face. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 57 lb FT = 20%F, 11%E j*I N 73 0 ' STATE OF 4t/ Z 0NA August 14,2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE. Engineenng Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ---Orlando, FL 32824 fabrication, quality control, storage, delivery erection and bracing consult ANSITfP11 Quality Criteria, DSB-89 and BCSIt Building Component (407) 857 2777SafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. 5 Job Truss Truss Type oty Ply 26746 - Daphene III - DWP 26746FL1 F01 Floor 1 1 H3 500392 Job Reference o tional Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:27 2015 Page 0-1-8 H 1.5x3 I 2x3 = 2x3 = A 3x3 = B NOTE: DO NOT TURN END FOR END 1.5x3 1.5x3 C D 3x3 = E 0 H8 Scale = 1:21.3 1.5x3 F M 3x4 = 3x3 = 3x3 = 3x5 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) 0.15 G-H 991 360 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) 0.26 G-H 566 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.02 G n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 1G-0-0 oc bracing. REACTIONS. (lb/size) G = 67210-3-8 (min.0-1-8) J = 678/0-7-4 (min.0-1-8) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD J-K = -101/0 K-L = -101/0 A-L = -101/0 G-M = -101/0 F-M = -101/0 A-B = 010 B-C =-1356/0 C-D =-1356/0 D-E =-1356/0 E-F = -4/0 BOTCHORD I-J = 0/923 H-1 = 0/1356 G-H = 0/939 WEBS B-J =-1077/0 B-I = 0/575 C-1 = -220/0 E-G =-1084/0 E-H = 0/562 D-H = -213/0 NOTES- (6-8) 1) Unbalanced floor live loads have been considered for this design. 2) Attach ribbon block to truss with 3-10d nails applied to flat face. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 66 lb FT = 20%F, 11 %E 1111111111111 p,N00 M. 1111 10i Q • rc STATE OF .44/• 0 ••. `V 1'' eIS10 N A- August 14,2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8860 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery erection and bracing, consult ANSIrTPII Quality Criteria, DSB-89 and BC511 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D' nofrio Drive, Madison, WI 53719. 15 Job Truss Truss Type Qty Ply 26746 - Daphene III - DWP rt6746FLt1Y' F03 Floor 1 H3500393 Job Reference (optional) Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:27 2015 Page ID:8ls7p2vjcca4j B9DL55wDPz_POS-i_XtOb5a231EETNzOj6X?sgD2KHoyeOM95nEdgyoDe 0-1-8 H I 2-6-0 1-9-2 Scale = 1:21.0 NOTE: DO NOT INSTALL TURNED 1.5x3 11 UPSIDE DOWN. 2x3 = 2x3 = 30 = 1.5x3 1.5x3 30 = 1.50 A B C D E F L 6 Q• I H G 3x4 = 30 = 3x3 = 30 = NOTE: DO NOT TURN END FOR END 12-4-10 12-4-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.13 I-J >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.24 I-J >610 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.02 G n/a n/a BCDL 5.0 Code FBC2014lTP12007 Matrix) Weight: 64 lb FT = 20%F, 11%E LUMBER- 5) Recommend 2x6 strongbacks, on edge, spaced at TOP CHORD 2x4 SP No.2(flat) 10-0-0 oc and fastened to each truss with 3-10d (0.131" BOT CHORD 2x4 SP No.2(flat) X 3") nails. Strongbacks to be attached to walls at their WEBS 2x4 SP No.3(flat) outer ends or restrained by other means. BRACING- TOP CHORD 6) CAUTION, Do not erect truss backwards. Structural wood sheathing directly applied or 6-0-0 oc 7) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. purlins, except end verticals. 8) NOTE: All truss and component designs utilize BOT CHORD manufacturer published connector design values andRigidceilingdirectlyappliedor10-0-0 oc bracing. rules -writing grading agency published lumber design REACTIONS. (lb/size) values all in accordance with truss design software J = 667/0-7-4 (min. 0-1-8) requirements and the applicable edition of ANSIlTPI 1. G = 667/Mechanical Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for FORCES. (lb) Southern Pine Lumber and its provisions and Maximum Compression/Maximum Tension appendices shall apply. 9) NOTE: The seal on this drawing indicates acceptanceTOPCHORDTO = - 101/0 K-L = -101/0 of professional engineering responsibility solely for the A-L = -101/0 F-G = -101/0 truss component design shown. A-B = 0/0 B-C =-1316/0 LOAD CASE(S) C-D =-1316/0 D-E =-1316/0 Standard E-F = 0/0 CHORDBOT I-J = 0/906 H-I = 0/1316 M. , f•, ND0 S46'9se'i B-JBS =-1057/0 B-I = 0/548 C-1 = -208/0 E-G=-1057/0 N 7 3 E-H = 0/548 D-H = -208/0 NOTES- (7-9) 1) Unbalanced floor live loads have been considered for this design. STATE O F 2) Attach ribbon block to truss with 3-1 Od nails applied to O ( flat face. 3) Refer to for truss to truss connections. i0 T ••• \ L Q ` girder(s) 4) "Semi -rigid pitchbreaks with fixed heels" Member end R • j S fl •' • • • • •'' % G! Q fixity model was used in the analysis and design of this truss August 14,2 15 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 TRUSSMisforlateralsupportofindividualwebmembersonly. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ _ _ _ Orlando,FL 32824_ fabrication, quality control, storage, delivery erection -and bracing,-consull ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss late Institute, 583 Donofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 26746 - Daphene III - DWP 26746FL1 F04 Floor Girder 1 1 H3500394 i y Job Reference (optional) Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Fri Aug 14 07:40:48 2015 Page 1 I D:SIs7p2vjcca4jB9DL55wDPz_POS-c 1 ZOJKXBTtZiB WLDAj9ouQOZKcN3NiO7gJVSl Lyo?Gj 1.5x3 1-6-0 1.5x3 11 A B 3x3 = C Scale = 1:11.1 NOTE: DO NOT INSTALL TURNED UPSIDE DOWN. 3x3 = 3x3 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d TCLL 40.0 Plates Increase 1.00 TIC 0.46 Vert(LL) 0.00 E "" 360 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) 0.02 D-E >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(TL) 0.00 D n/a n/a BCDL 5.0 Code FBC20141TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) D = 596/Mechanical E = 596/Mechanical FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-E = -161/0 C-D = -161/0 A-B = 0/0 B-C = 0/0 BOTCHORD D-E = 0/425 WEBS B-D = -598/0 B-E = -598/0 NOTES- (6-8) 1) Refer to girder(s) for truss to truss connections. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) "Hanger(s) or other mechanical connection shall be provided to support tie-in load(s). Refer to Truss Placement Plan or Structural drawings for connection schedule. Connection of tie-in loads other than truss -to -truss is responsibilty of others. " 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Dead + Floor Live (balanced): Lumber 1) Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: D-E=-10, A-C=-270(F=-170) Concentrated Loads (lb) Vert: B=-317(F) 0 c9 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 20%F, 11%E PN0 O M. N 73 0• •r'Z STATE OF :40 ANiO•. e ON A111 • August 14,201 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall_ structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D' nofdo Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 26746 - Daphene III - DWP 26746FL1; F05 Floor 1 1 H3500395 Job Reference o tional Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:28 2015 Page 3x3 = B c 3x3 = D 1!5x3 Scale = 1:12.6 2x32= 2x3 = W4 Bi G F 1.5x3 1.5x3 11 E FTE: DO NOT TURN NOTE: DO NOT INSTALL TURNED 3x3 = END FOR END UPSIDE DOWN. 3x3 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) 0.05 G-H 999 360 TCDL 10.0 Lumber Increase 1.00 BC 0.45 Vert(TL) 0.07 G-H 932 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 HOrz(TL) 0.00 E n/a n/a BCDL 5.0 Code FBC2014rrPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) H = 317/0-5-4 (min.0-1-8) E = 317/Mechanical FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD H-I 124/0 1-1 124/0 A-J 124/0 D-E 43/33 A-B 0/0 B-C 289/0 C-D 0/0 BOTCHORD G-H 0/289 F-G 0/289 E-F 0/289 WEBS B-H 335/0 B-G 50/14 C-E 434/0 C-F 0/116 NOTES- (7-9) 1) Unbalanced floor live loads have been considered for this design. 2) Attach ribbon block to truss with 3-10d nails applied to flat face. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 35 lb FT = 20 % F, 11 %E J%%1111111111 IPNIDOM- I 4,P •.•...N3 3 i STATE OF 44/ O R S1ONA11 August 14,2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ _ _ _ _ _ Orlando, FL 32824. fabrication, quality control, storage, delivery erection and bracing, consult ANSIrTPl1 Quality Criteria, DSB-89 and BCSI1 Building Component- (407) 857 2777 Safety Information available from Truss Institute, 583 D' nofrio Drive, Madison, WI 53719. Job Truss Truss Type 26746FL1 F06 Floor Girder Trussway Manufacturing Inc., Houston, TX 0-1-8 H I 1-3-0 1-10-4 3x3 = 2x3 = 2x3 = A 6x7 = 2x6 II B C 4x6 D Ply 26746 - Daphene III - DWP 1 1-131500396 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:29 2015 Page 0 2x6 4x6 E F 2-0-0 0 1 Scale = :21.6 4u6 II 2x6 II G H 3x4 = 5x5 = 1.5x3 II 4x7 = 3x5 = 34 = NOTE: DO NOT TURN END FOR END Plate LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP DSS(flat) BOTCHORD 2x4 SP No.1(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 1 = 972/0-3-8 (min.0-1-8) N = 1011/0-5-4 (min.0-1-8) FORCES. (11b) Maximum Compression/Maximum Tension TOP CHORD N-0 141/0 O-P 141/0 A-P 141/0 I-Q 86/0 H-Q 86/0 A-B 0/0 B-C 1954/0 C-D 1954/0 D-E 2816/0 E-F 2816/0 F-G 1777/0 G-H 4/0 BOTCHORD M-N 0/784 L-M 0/1954 K-L 0/1954 J-K 0/2271 I-J 0/1254 WEBS G-1 1524/0 G-J 0/810 F-J 766/0 F-K 0/670 E-K 123710 D-K 0/1322 D-L 142/0 B-N 1181/0 B-M 0/1762 C-M 1188/0 NOTES- (8-10) 1) Unbalanced floor live loads have been considered for this design. 2) Attach ribbon block to truss with 3-1 Old nails applied to flat face. CSI. DEFL. in (loc) I/defl TC 0.53 Vert(LL) -0.13 K-L >999 BC 0.84 Vert(TL) -0.20 K-L >745 WB 0.84 Horz(TL) 0.03 1 n/a Matrix) 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "Hanger(s) or other mechanical connection shall be provided to support tie-in load(s). Refer to Truss Placement Plan or Structural drawings for connection schedule. Connection of tie-in loads other than truss -to -truss is responsibilty of others. " 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Dead + Floor Live (balanced): Lumber Increase=1.00, 1) Plate Increase=1.00 Uniform Loads (plf) Vert: I-N=-10, A-H=-100 Concentrated Loads (lb) Vert. E=-596(F) Ud PLATES GRIP 360 MT20 244/190 240 n/a Weight: 90 lb FT = 20%F, 11 %E I IIIIII/IIIII I C- 1" i 73 pro• 5 ' STATE OF : 44/ E%% August 14,2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSII Building Component (407) 857 2777SafetyInformationavailablefromTrussPlateInstitute, 583 D' nofno Drive, Madison, WI 53719. 5 746FL1 '4 IF07 Trussway Manufacturing Inc., Houston, TX 0-1-8 H 1 2-6-0 1.5x3 2x3 — 2x3 — A 3x3 = B Truss Type Qty Ply 26746 - Daphene III - DWP 1 H3500397 Floor 1 1.5x3 1.5x3 C D 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:29 2015 3x3 = E DNB Scale = 1:21.8 M 3x4 = 3x3 = 3x3 = 3x5 — NOTE: DO NOT TURN END FOR END LOADING (pso SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 40.0 Plates Increase 1.00 TC 0.65 Vert(LL) 0.18 G-H 853 360 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) 0.29 G-H 521 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.02 G n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) G = 69010-3-8 (min.0-1-8) J = 697/0-5-4 (min.0-1-8) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD J-K 10210 K-L 102/0 A-L 102/0 G-M 101/0 F-M 101/0 A-B 0/0 B-C 1421/0 C-D 1421/0 D-E 1421/0 E-F 4/0 BOT CHORD I-J 0/952 H-1 0/1421 G-H 0/968 WEBS B-J 1111/0 B-I 0/622 C-1 240/0 E-G 1118/0 E-H 0/608 D-H 232/0 NOTES- (6-8) 1) Unbalanced floor live loads have been considered for this design. 2) Attach ribbon block to truss with 3-10d nails applied to flat face. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 67 lb FT = 20%F, 11 %E 111111111///1,FIPN O M- V , s 73 r C 3 ' STATE OF : 14J i August 14,2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ _ _ _Orlando,_ FL. 32824 isbrication, quality control, storage, delivery erection and bracing, consult - ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institule, 583 D' nofrio Drive, Madison, WI 53719, 26746FL1 F08 Trussway Manufacturing Inc., Houston, TX i 0-1-8 H 1 2-6-0 1-3-0 Type Qty Ply 26746 - Daphene III - DWP r 1 1 7,530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:30 2015 I D:81s7 p2vjcca4j B9D L55wDPz_POS-6ZCOOdSTL_7p5w6YhrfEdVSgsXHG9zAor3OuE 2-0-4 i i 2-6-0 NOTE: DO NOT INSTALL TURNED 2-6-0 tale = 1:27.9 1.50 II UPSIDE DOWN. 2x3 = 2x3 = 3x4 = 3x6 FP = 3x3 = 1.5x3 11 1.5x3 3x3 = 3x4 = 1.5x3 11 A B C D E F G H I 3x4 = 3x3 = 3x3 — 3x3 — 3x6 FP = 3x4 = 3x3 = NOTE: DO NOT TURN END FOR END LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.66 BC 0.73 WB 0.43 Matrix) DEFL. in (loc) I/defl Vert(LL) -0.21 K-M >924 Vert(TL) -0.31 K-M >633 Horz(TL) 0.05 J Tire Ud 360 240 n/a PLATES GRIP MT20 244/190 Weight: 85 lb FT = 20%F, 11%E LUMBER- 3) Refer to girder(s) for truss to truss connections. TOP CHORD 2x4 SP No. 1(flat) "Except' 4) "Semi -rigid pitchbreaks with fixed heels" Member endT1: 2x4 SP No.2(flat) fixity model was used in the analysis and design of thisBOTCHORD2x4SPNo. 1(flat) *Except* truss. B2: 2x4 SP No.2(flat) 5) Recommend 2x6 strongbacks, on edge, spaced at WEBS 2x4 SP No.3(flat) 10-0-0 oc and fastened to each truss with 3-1 Old (0.131" BRACING- X 3") nails. Strongbacks to be attached to walls at their TOP CHORD outer ends or restrained by other means. Structural wood sheathing directly applied or 6-0-0 oc 6) CAUTION, Do not erect truss backwards. purlins, except end verticals. 7) NOTE: Refer to the attached Trussway Notes, BOT CHORD Appendices and T-1 sheet for more information. Rigid ceiling directly applied or 10-0-0 oc bracing. 8) NOTE: All truss and component designs utilize REACTIONS. (lb/size) manufacturer published connector design values and 888/MechanicalJ = nical rules -writing grading agency published lumber design P = 888/0- 88 ( min. values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1. FORCES. (lb) Where Southern Pine lumber is specified, Supplement Maximum Compression/Maximum Tension No. 13 to the 2002 Standard Grading Rules for TOP CHORD Southern Pine Lumber and its provisions and P-0 = -102/0 Q-R = -102/0 appendices shall apply. 10 1-1A-R = -102/0 I-J = -102/0 9) NOTE: The seal on this drawing indicates acceptance A-B = = -106/0 of professional engineering responsibility solely for the C-D =-1656/0 D-E =-2297/0 truss component design shown. 1111111 E-F =-2297/0 F-G =-2297/0 79/0 H-I = 0/0 LOADCASE(S) 40....0 A4. ill j BOT CHORD Standard G i O-P = 0/1277 N-0 = 0/2021 9s ; M-N = 0/2297 L-M = 0/2033 N 73 K-L = 0/2033 J-K = 0/1279 WEBS H-J =-1492/0 H-K = 0/635 r G-K = -562/0 G-M = 0/529 t F-M = -202/0 B-P =-149110 STATE OF B-0 = 0/602 D-O = -579/0 O jV D-N = 0/628 E-N = -343/0 i T ••• A, P ,• , NOTES- (7-9) s O R •O!•.` a-\ % 1) Unbalanced floor live loads have been considered for I N AL ` %%`, this design.I1111, 2) Attach ribbon block to truss with 3-10d nails applied to August 14,2 flat face. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Engineering Department 94 Alcorn Design valid for use only with Mi7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, 7ston, TX 7093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall_ structure is the responsibility of the building designer. For general guidance regarding _ Orlando, FL 32824 fabrication, quality control, storage, delivery erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 15 Truss Type Ply 26746 - Daphene III - DWP 6746171_1'1 F09 Floor 1 1 H3500399 Job Reference (optional) Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:31 2015 Page ID:8ls7p2vjcca4jB9DL55wDPz_POS-bm mO Dz956H Fgj4gkFZATAi?orxZZuQ Ux4j ISmSyoDeg 2-&0 1-3-0 1-10-8 2-6-0 i 2-6-0 NOTE: DO NOT INSTALL TURNED UPSIDE DOWN. Scale = 1:27.7 1 3x3 = 1.5x3 3x4 = 3x6 FP = 1.5x3 11.5x3 3x3 = 3x4 = 1.50 I I A B C D E F G H I 0o5 3x4 = 3x3 = 3x3 = 3x3 = 3x6 FP = 3x4 = 3x3 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 40.0 Plates Increase 1.00 TC 0.83 Vert(LL) 0.22 K-M 888 360 TCDL 10.0 Lumber Increase 1.00 BC 0.98 Vert(TL) 0.32 K-M 602 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.05 J n/a n/a BCDL 5.0 Code FBC20141TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) SOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) J = 880/Mechanical P = 880/0-4-0 (min.0-1-8) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-P 102/0 1-1 106/0 A-B 0/0 B-C 1637/0 C-D 1637/0 D-E 2258/0 E-F 2258/0 F-G 2258/0 G-H 1659/0 H-I 0/0 BOTCHORD 0-P 0/1264 N-0 011994 M-N 0/2258 L-M 0/2007 K-L 0/2007 J-K 0/1266 WEBS B-P 1476/0 H-J 1477/0 H-K 0/625 G-K 552/0 B-0 0/592 D-0 56810 D-N 0/605 E-N 327/0 G-M 0/510 F-M 193/0 NOTES- (5-7) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 6) 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. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 83 lb FT = 20%F, 11 %E V11111111111/I,, O M• V i NS 3 ' STATE OF 44/ O R 1 R . Nam ; 1 August 14,2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, Alcorn 79Y9YPP9PHouston, TX 77093 Allchh Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ __ _Orlando,. FL 32824_ fabrication, quality control, storage, delivery -erection and bracing, consult - _ ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss late Institute, 583 D'Onof io Drive, Madison, WI 53719. 5 Job Truss Truss Type Qty Ply 26746 - Daphene III - DWP 26746FL1 F10 Floor Girder 1 1 H300400 Job Reference o tional Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:31 2015 Page ID:8ls7p2vjcca4j B9DL55wDPz_POS-bm mODz956HFgj4gkFZATAi?gdxdGu Izx4jlS mSyoDe 1-7-14 1-7-14 130 2-2-4 Scale = 1:27.2 NOTE: DO NOT INSTALL TURNED UPSIDE DOWN. 2x6 11 6x7 11 3x6 FP = 3x6 FP = 6x6 = 6x6 = 3x6 11 B C D E F G U H 3x6 6x6 I I 2x6 11 J V K 4x5 = 3x6 FP = 5x7 = 5x6 = 1.5x3 I 1.50 5x6 = 5x6 = 4x6 = Plate Offsets (X Y)-- [K:0-3-0 Edgel [L:Edge 0-1PlateOffsetsY)-- [K:0-3 0-1-8L T:Ed LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC20141TPI2007 LUMBER - TOP CHORD 2x4 SP No.2(flat) `Except` T3: 2x4 SP SS(flat) BOT CHORD 2x4 SP No.2(flat) `Except' 132: 2x4 SP SS(flat) WEBS 2x4 SP No.3(flat) 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, Except: 6-0-0 oc bracing: S-T,Q-S. REACTIONS. (lb/size) L = 2308/Mechanical S = 2735/3-8-0 (min.0-1-8) S = 2735/3-8-0 (min.0-1-8) T =-619/3-8-0 (min.0-1-8) Max Uplift T =-823(LC 7) Max Grav L = 2309(LC 4) S = 2764(LC 7) S = 2735(LC 1) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-T = -70/0 K-L = -31/99 A-B = 0/0 B-C = 0/2287 C-D = 0/2287 D-E = 0/2287 E-F =-1043/0 F-G =-1043/0 G-U =-3119/0 H-U =-3119/0 H-1 =-4230/0 1-1 =-3169/0 J-V = 0/0 K-V = 0/0 BOT CHORD S-T =-1049/0 R-S =-1006/198 Q-R =-10061198 P-Q = 0/2074 O-P = 0/4230 NOTE: DO NOT TURN END FOR END CSI. DEFL. in (loc) I/deft TC 0.72 Vert(LL) -0.11 N >999 BC 0.75 Vert(TL) -0A6 N >934 WB 0.90 Horz(TL) 0.04 L n/a Matrix) BOTCHORD N-0 = 0/4230 M-N = 0/4230 L-M = 0/2105 WEBS C-S = -211/0 B-T = 0/1384 B-S =-1634/0 E-Q = 0/1900 E-S =-2192/0 G-Q =-1871/0 G-P = 0/1622 H-P =-1677/0 J-M = 0/1649 J-L =-3172/0 I-N =-131/64 H-0 =-40/157 I-M =-1597/0 NOTES- (7-9) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 823 lb uplift at joint T. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). L/d PLATES GRIP 360 MT20 244/190 240 n/a Weight: 109 lb FT = 20%F, 11%E 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Dead + Floor Live (balanced): Lumber Increase=1.00, 1) Plate Increase=1.00 Uniform Loads (plf) Vert: L-T=-10, A-U=-100, U-V=-544(F=-444), K-V=-100 III111111'' PN M• ji''i N AW3 0 STATE OF 41J, T S; c O R 5/0 N AC'-_ August 14,2 1 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general. guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery erection and bracing, consul ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777SafetyInformationavailablefromTrussPlateInstitute, 583 D' nofrio Drive, Madison, WI 53719. 5 ob Truss Truss Type Qty Ply 26746 - Daphene III - DWP 6746FL, F11 Floor 1 1 H3500401 Job Reference (optional) Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Fri Aug 14 07:47:24 2015 Page 1 I D:8ls7p2vjcca4jB9DL55wDPz_POS-OCUjQkKbDYS WiNcKMuGgxxPJ2FZD9rCPtwRPeOyo?AX 1.5x 11 1-& 8 1 1.5x3 A B 3x3 = C Scale = 1:11.1 E " NOTE: DO NOT INSTALL TURNED UPSIDE DOWN. 3x3 = 3-4-0 3x3 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) 0.00 E "" 360 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) 0.03 D-E >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 D n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) D = 17610-4-0 (min. 0-1-8) E = 176/0-4-0 (min.0-1-8) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-E = -61/0 C-D = -61/0 A-B = 0/0 B-C = 0/0 BOTCHORD D-E = 0/104 WEBS B-D = -144/0 B-E = -144/0 NOTES- (3-5) 1) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 4) 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. 5) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 20 lb FT = 20%F, 11 %E 00 Ir,lllllllll/, R, •' iti ''. N 73 STATE OF 41J a O R S/ONALE' 1/11111110% August 14,201,1 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 BEFORE USE. Engineering Department Design valid for use onlywith MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, Alcorn 799YPP9PHouston, 6 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the TRUSOM 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility _of the building designer. For general guidance regarding _ _ _ _ _Orlando, FL 32824._ fabrication; qualdy control;-sto}age, tlelivery election d bracing,. consult — - ANSIITP11 Quality Criteria, DSB-89 antl BCSI1 Building Component (407) 657 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 26746FL1 F12 Trussway Manufacturing Inc., Houston, TX 0-1-8 H 2— 6-0 1 3- L5x3 2x3 = 2x3 = 4x6 = 4x4 = A B C l 02 Pi Truss Type oily Ply 26746 - Daphene III - DWP Floor 1 1 H3 00402 Jab Reference o tional 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:33 2015 Page POS-X8u8eeALevVOyOq7N_DxF749mlEIMGvEXlEYrKyoDeE 1-8-12 2-66-0 Scale = 1:42.6 NOTE: DO NOT INSTALL TURNED UPSIDE DOWN. 3x3 = 3x3 = 3x3 = 1.5x3 1.50 11 3x3 = 3x6 FP = 4x4 = 4x6 = 1.50 D E F G H I J K L M X W V U T S R O P O N 3x6 = 05 — 04 — 3x12 MT20HS FP — 3x3 — 3x3 — 04 — 05 = 3x5 1.5x3 SP = 3x3 = 3x3 = NOTE: DO NOT TURN END FOR END LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plates Increase 1.00 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.1(flat) *Except* T2: 2x4 SP No.2(flat) BOTCHORD 2x4 SP No.1(flat) `Except' B2: 2x4 SP SS(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-14 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: S-U. REACTIONS. (lb/size) N = 1353/0-4-0 (min.0-1-8) X = 1353/0-7-4 (min.0-1-8) FORCES. (lb) Maximum Compression/Maximum Tension TOPCHORD X-Y = -104/0 Y-Z = -104/0 A-Z = -104/0 M-N = -104/0 A-B = 0/0 B-C =-2815/0 C-D =-4095/0 D-E =-4937/0 E-F =-5371/0 F-G =-5371/0 G-H =-5371/0 H-I =-4937/0 I-J =-4937/0 J-K =-4095/0 K-L =-2815/0 L-M = 010 BOTCHORD W-X = 0/2047 V-W = 0/3552 U-V = 0/4622 T-U = 0/5230 S-T = 0/5230 R-S = 0/5371 Q-R = 0/5230 P-Q = 0/4622 O-P = 0/3551 N-0 = 0/2048 WEBS B-X =-2389/0 L-N =-239010 L-O = 0/1218 K-O =-1170/0 K-P = 0/862 J-P = -837/0 J-Q = 0/501 H-Q = -520/0 H-R =-243/641 CSI. DEFL. in (loc) I/dell L/d TC 0.81 Vert(LL) 0.49 R-S >608 360 BC 0.97 Vert(TL) 0.76 R-S >389 240 WB 0.68 Horz(TL) 0.14 N n/a n/a Matrix) WEBS G-R =-334/73 B-W = 0/1218 C-W =-1170/0 C-V = 0/863 D-V = -837/0 D-U = 0/500 E-U = -518/0 E-S =-242/641 F-S =-335/72 NOTES- (8-10) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Attach ribbon block to truss with 3-1 Od nails applied to flat face. 4) The Fabrication Tolerance at joint T = 11 % 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 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/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. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES MT20 MT20HS Weight: 131 lb GRIP 244/190 187/143 FT = 20%F. 11 %E AD0 M' opC; ' F • ;9cS N 3 rc STATE OF s,0 N A' r--' August 14,2 WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE M11-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding_ _ Orlando, FL 32824 fabrication, quality control, storage, delivery erection and bracing, consult ANSVTPII Quality Criteria, OSB-89 and BCS11 Building Component (407) 857 2777SafetyInformationavailablefromTrussPlateInstitute, 583 D'nofrio Drive, Madison, WI 53719. 15 Job Truss uss Type - Oty Ply Daphene III - DWP 26746FL1t F13 Floor 1 1 26746 H3500403 Job Reference o tional Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:33 2015 Page ID:8ls7p2vjcca4j B9DL55wDPz_POS-X8u8eeALevVOyOg7N_DxF748hlJ WMMBEX1 EYrKyoDe 0-1-8 H 2-3-12 r 1- Scale = 1:19.8 NOTE: DO NOT INSTALL TURNED UPSIDE DOWN. 1.5x3 II 2x3 = 2x3 = 3x3 = 1.54 11 1.5x3 11 3x3 = 1.5x3 I A B C D E F L 0ei 6° 6° d I H3x3 = o° 3x3 = 3x4 = NOTE: DO NOT TURN 3x3 = END FOR END 11-8-4 r 1184 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.88 Vert(LL) -0.19 I-J >737 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.70 Vert(TL) -0.34 W >407 240 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.02 G n/a n/a BCDL 5.0 Code FBC2014fTP12007 Matrix) Weight: 60 lb FT = 20%F, 11%E LUMBER - 4) Recommend 2x6 strongbacks, on edge, spaced at TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) 10-0-0 oc and fastened to each truss with 3-10d (0.131" WEBS 2x4 SP No.3(flat) X 3") nails. Strongbacks to be attached to walls at their BRACING- outer ends or restrained by other means. TOP CHORD 5) CAUTION, Do not erect truss backwards. Structural wood sheathing directly applied or 2-2-0 oc 6) NOTE: Refer to the attached Trussway Notes, purlins, except end verticals. Appendices and T-1 sheet for more information. BOT CHORD 7) NOTE: All truss and component designs utilize Rigid ceiling directly applied or 10-0-0 oc bracing. manufacturer published connector design values and rules -writing grading agency published lumber design REACTIONS. (lb/size) values all in accordance with truss design software J = 629/0-7-4 (min. 0-1-8) requirements and the applicable edition of ANSI/TPI 1. G = 629/0-4-0 (min. 0-1-8) Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for FORCES. (lb) Southern Pine Lumber and its provisions and Maximum Compression/Maximum Tension appendices shall apply. TOP CHORD 8) NOTE: The seal on this drawing indicates acceptance J-K = -96/0 K-L = -96/0 of professional engineering responsibility solely for the A-L = -96/0 F-G = -11210 truss component design shown. A-B = 0/0 B-C =-1139/0 LOAD CASE(S) C-D =-1139/0 D-E =-1139/0 StandardE-F = 0/0 BOT CHORD 1%Ilt111111f', H-I = 0/1139 0/846 PNDON "'' WEBS B-J = B-I = 0/446• S•'•, 979/0 C-1 = -175/0 E-G = -988/0 3 E-H = 0/564 D-H = -339/0 NOTES- (6-8) 1) Unbalanced floor live loads have been considered for this design. 3 STATE OF 2) Attach ribbon block to truss with 3-10d nails applied to flat face. 3) "Semi -rigid pftchbreaks with fixed heels" Member end O R \ fixity model was used in the analysis and design of this truss. lS • • • • • • •'r \ 0Is N A, August 14,2 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSWW erector. Additional permanent bracing of the overall structure is the responsibility ofthe building designer. For general guidance regarding _ _ 8850 runs ay Blv- fabrication, quality control, storage, delivery erection antlbracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI7 Building Component (407) 857 2777 SafetyInformationavailablefromTrussPlateInstitute, 583 D' nofrio Drive, Madison, WI 53719. Job Truss Truss Type Oty Ply 26746 - Daphene III - DWP 26746FL1 RF01 FLOOR 1 Job Reference (optional) Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug I D:8ls7p2vjcca4j B9DL55wD Pz_POS-?LS Ws_BzPCdFaYPJwhkAnLd 2-1-8 4-62 6-5-14 8-5-10 10.10.4 12-11-1 2-1-11 2-4-10 1-11-12 1-11-12 2-4-10 2-1-8 NOTE: DO NOT INSTALL TURNED UPSIDE DOWN. 1.5x4 II 4x7 = 1.5x4 II 3x9 = A B C 3x9 D E F 4x7 = H3;00404 13 15:19:34 2015 Page x8fr5gVOmh_6NmyoDe Scale = 1:22.4 1.5x4 G 5x5 = 3x10 II 2x4 II IOx12 = 2x4 11 3x10 II 5x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 40.0 Plates Increase 1.00 TC 0.84 Vert(LL) 0.22 K 690 360 TCDL 10.0 Lumber Increase 1.00 BC 0.69 Vert(TL) 0.33 K 467 240 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.03 H n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-11 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) N = 2762/0-5-4 (min.0-1-8) H = 2762/0-3-8 (min.0-1-8) Max Grav N = 2967(LC 3) H = 2967(LC 4) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-N 0/149 A-B 49/0 B-C 5432/0 C-D 8376/0 D-E 8376/0 E-F 5432/0 F-G 4910 G-H 0/149 BOTCHORD M-N 0/5432 L-M 0/5432 K-L 0/5432 J-K 0/5432 I-J 0/5432 H-1 0/5432 WEBS B-N 6431/0 B-M 0/2884 C-L 1700/0 C-K 013588 D-K 568/0 E-K 0/3588 E-J 1700/0 F-I 0/2884 F-H 6431/0 NOTES- (8-10) 1) 2-ply truss to be connected together with 10d 0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Girder carries tie-in span(s): 12-5-0 from 0-0-0 to 12-11-12 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) "Hanger(s) or other mechanical connection shall be provided to support tie-in load(s). Refer to Truss Placement Plan or Structural drawings for connection schedule. Connection of tie-in loads other than truss -to -truss is responsibilty of others. " PLATES MT20 GRIP 244/190 Weight: 141 lb FT = 20% 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Dead + Floor Live (balanced): Lumber Increase=1.00, 1) Plate Increase=1.00 Uniform Loads (plf) Vert.A-G=-100, H-N=-288(F=-278) Concentrated Loads (lb) Vert: K=-596(F) PN0 O M 0773 STATE OF 41J Z A August 14,2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1i BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUMM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery erection and bra consult consult ANSIITPIt Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss late Institute, 583 D'Onchic, Drive, Madison, WI 53719. fb Truss Truss Type Qty Ply 26746 - Daphene III - DWP 6746FL1t' RF02 FLOOR 1 i C f H3500405 L Job Reference o tional Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:35 2015 Page I D:8ls7p2vjcca4jB9DL55wD Pz_POS-TXOv3KCbA WI6C i_V UPF PKYASjYxzg51X?LjfvDyoDe 2-2-4 5-7-12 8-3-7 10.11-2 13-6-13 16-2-8 19-8-0 1 21-10.4 2-2-4 3-5-8 2-7-11 2-7-11 2-7-11 2-7-11 3-5-8 2-2-4 NOTE: DO NOT INSTALL TURNED UPSIDE DOWN. Scale = 1:40.3 1 6x10 = 1.5x4 II 1.5x4 11 3x6 = 3x8 = 3x7 = 3x6 = 1.5x4 11 1.5x4 II 6x10 = A B C D E F G H I J T S 3x10 MT20HS 11 1002 = R 4x5 — Q P 0 4x4 = 6x7 = 2x4 N 4x4 = U M 4x5 = V L K 10x12=3x10MT20HS 11 1 2-2-4 5-7-12 8-73-171 I 1-2 4 2-2 3-5-8 2-7-11 3 27-1-4 3-111 2-2-4 Plate Offsets (X,Y)-- [L:0-318,0-5-0) S:0-3-8,0-5-0] LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.97 Vert(LL) 0.50 N-0 >516 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.95 Vert(TL) 0.78 N-0 >330 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.06 K n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 233 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 `Except" W3: 2x4 SP No.1 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: S-T. REACTIONS. (lb/size) T = 1766/0-7-4 (min.0-1-8) K = 4601/0-4-0 (min.0-2-5) FORCES. (Ib) Maximum Compression/Maximum Tension TOPCHORD A-T 2651/0 A-B 4376/0 B-C 4376/0 C-D 4376/0 D-E 8288/0 E-F 10607/0 F-G 10607/0 G-H 8791/0 H-1 8791/0 1-1 8791/0 J-K 542810 BOTCHORD S-T 61/0 R-S 0/4376 Q-R 0/8288 P-Q 0/9518 O-P 0/9518 N-0 0/9518 N-U 0/10607 M-U 0/10607 M-V 0/8791 L-V 0/8791 K-L 0/73 WEBS B-S 768/0 I-L 719/0 H-M 0/134 C-R 0/94 D-Q 0/1483 E-0 150/0 G-N 0/432 A-S 0/5232 J-L 0/10316 D-R 4384/0 E-Q 1383/0 WEBS G-M =-2051/0 E-N = 0/1228 NOTES- (9-11) 1) 2-ply truss to be connected together with 10d 0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (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 floor live loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint F = 20%, joint P = 20% 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) "Hanger(s) or other mechanical connection shall be provided to support tie-in load(s). Refer to Truss Placement Plan or Structural drawings for connection schedule. Connection of tie-in loads other than truss -to -truss is responsibilty.of others. " 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Dead + Floor Live (balanced): Lumber Increase=1.00, 1) Plate Increase=1.00 Uniform Loads (plf) Vert: A-J=-100, T-U=-10, U-V=-450(F=-440), K-V=-10 Concentrated Loads (lb) Vert:L=-2309(F) ```1111111111/IJJ, p,Ng O MJ• lr l i N 73 O: STATE OF off O R 1 tJ JJ0 N All 11% August 14,2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, Alcorn 7 9Y9YPP9PHouston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _Orlando, FL.32824__ fabrication, - quality control, storage, delivery erection and bracing —consult ANSIrrPl1 Quality Criteria, DSB-89 and BCSl1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, 15 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' * Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0-11s" For 4 x 2 orientation, locate plates 0- ",s' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 6-4-8 dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS C1-2 C2-3 o WEBS AO0- O ac7-s C6-7 BOTTOM CHORDS Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI-B1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 4. Cut members to bear tightly against each other. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TP11. 8 7 6 5 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. Plate location details available in MiTek 20/20 software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT The first dimension is the width NUMBERS/LETTERS. 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING CONNECTOR PLATE CODE APPROVALS Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 by text in the bracing section of the output. Use T, I or Eliminator bracing ICBO 4922, 5243, 5363, 3907 if indicated. BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. __® E d ?a[ Industry Standards: MiTekANSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. • BCS11: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 MiTek® r RE: 26746RF1 - 26746 - Daphene III - DWP Site Information: Project Customer: Taylor Morrison Project Name: Daphene III Lot/Block: .. Subdivision: .. Address: .. City: .. State: FL Trussway Manufacturing Inc. Engineering Department 9411 Alcorn St., Houston, TX 77093 713) 691 6900 8850 Trussway Blvd., Orlando, FL 32824 407) 857 2777 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: n/a License #: n/a Address: .. City: .. State: .. General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.5 Wind Code: ASCE 7-10 Wind Speed: 139 mph Floor Load: N/A psf Roof Load: 40.0 psf This package includes 39 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Job ID# Truss Name Date I No. Seal# Job ID# Truss Name Date 1 IH3500406 126746RF1 JHR01 8/14/015 118 H3500423 126746RF1 JR03 8/14/015 12 IH3500407 J26746RF1 JHR02 18/14/015 119 IH3500424 126746RF1 JR04 18/14/015 13 IH3500408 126746RF1 IHR03 18/14/015 120 IH3500425 126746RF1 JR05 18/14/015 1 4 IH3500409 126746RF1 IHR04 J8/14/015 121 IH3500426 126746RF1 JR06 18/14/015 1 15 IH3500410 126746RF1 IJ01 18/14/015 122 IH3500427 126746RF1 JR07 18/14/015 1 16 IH3500411 126746RF1 IJ02 18/14/015 123 IH3500428 126746RF1 JR08 18/14/015 1 17 IH3500412 126746RFI IJ03 18/14/015 124 IH3500429 126746RF1 JR09 18/14/015 1 18 I H3500413 126746RF1 IJ04 18/14/015 125 I H3500430 126746RF1 I R 10 18/14/015 1 19 I H3500414 126746RF1 IJ05 18/14/015 126 I H3500431 126746RF1 JR11 18/14/015 1 110_ IH3500415 126746RF1 IJ06 18/14/015 127 IH3500432 126746RF1 JR12 18/14/015 1 Ill I H3500416 126746RF1 IJ07 18/14/015 128 I H3500433 126746RF1 IR13 18/14/015 1 112 IH3500417 126746RF1 IJ08 18/14/015 129 IH3500434 26746RF1 IR14 18/14/015 1 113 iH3500418 I26746RF1 IJ09 18/14/015 130 IH3500435 I26746RF1 IR15 18/14/015 1 114 IH3500419 126746RF1 IJ10 18/14/015 131 IH3500436 126746RF1 JR16 18/14/015 1 115 IH3500420 126746RF1 IJ11 18/14/015 132 IH3500437 126746RF1 IR17, 8/14/015 J 116 IH3500421 126746RFI IR01 18/14/015 133 IH3500438 126746RFI JR18 18/14/015 1 117 IH3500422 126746RF1 JR02 18/14/015 134 IH3500439 126746RF1 IR19 18/14/015 1 The truss drawing(s) referenced above have been prepared by Trussway Manufacturing, Inc. under my direct supervision based on the parameters provided by Trussway-Port St. Lucie. Truss Design Engineer's Name: Fernando Vinas My license renewal date for the state of Florida is February 28, 2017. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. No 70773 10 O'.• • STATE OF : U/ ` NA111111110 August 14,2015 1 of Fernando Vinas RE: 26746RF1 - 26746 - Daphene III - DWP Site Information: Project Customer: Taylor Morrison Project Name: Daphene III Lot/Block: .. Subdivision: .. Address: .. City: .. State: FL No. Seal# Job ID# Truss Name Date 35 H3500440 26746RF1 R20 8/14/015 136 I H3500441 126746RF1 V01 18/14/015 1 137 I H3500442 126746RF1 IV02 18/14/015 1 138 I H3500443 126746RF1 IV03 18/14/015 1 139 I H3500444 126746RF1 IV04 18/14/015 1 2 of 2 Db Truss Truss Type oty Ply 26746 - Daphene III - DWP 6746RFI HR01 Diagonal Hip Girder 1 1 H3500406 Job Reference (optional) Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:47 2015 Page I D:81s7p2vjcca4jB9DL55wDPz_POS-7rkRaRL7LCGPeYvpBwTDp4fe0006ei011Ce IKWyoDe1 i -1-5-0 6-2-11 9-9-5 1-S0 6-2-11 3-6-10 Scale = 123.3 3x7 % LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.41 TCDL 10.0 Lumber Increase 1.25 BC 1.00 BCLL 0.0 Rep Stress Incr NO WB 0.20 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-0-15 oc bracing. REACTIONS. lb/size) B = 416/0-8-2 (min. 0-1-8) E = 597/Mechanical Max Horz B = 217(LC 4) Max Uplift B = 108(LC 4) E _ 256(LC 8) FORCES. (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/28 B-I =-1209/0 B-C =-523/150 C-D = -83/49 D-E =-191/137 BOT CHORD B-J = 0/1350 B-E =-297/474 WEBS C-E =-556/348 NOTES- (8-10) 1) Wind: ASCE 7-10, Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. DEFL. in (loc) I/defl Lid Vert(LL) -0.20 E-H >566 240 Vert(TL) -0.63 E-H >182 180 Horz(TL) 0.01 E n/a n/a 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 108 lb uplift at joint B and 256 lb uplift at joint E. 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. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Dead + Roof Live (balanced): Lumber Increase=1.25, 1) Plate Increase=1.25 Uniform Loads (plf) Vert: A-B=-60 Trapezoidal Loads (plf) Vert: B=40(F=30, B=30)-to-1=35(F=27, B=27), 1=-5(F=27, B=27)-to-D=-147(F=-43, B=43), F=O(F=10, B=10)-to-E=-49(F=-14, 8=-14) axv — PLATES GRIP MT20 244/190 Weight: 43 lb FT = 20% WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 IRUSSMisforlateralsupportofindividualwebmembersonly. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ Orlando, Fl 32824 . _ fabrication, quality control, storage, delivery, erection and bracing, consult - ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component— (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D' nofrio Drive, Madison, WI 53719. 1b Truss Truss Type Oty Ply 26746 - Daphene III - DWP 6746RF1 HR02 Diagonal Hip Girder 1 1 H3 01 Job Reference (optional) Trussway Manufacturing Inc., Houston, TX 7,530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:48 2015 I D: Bls7p2vjcca4jB9D L55wDPz_POS-bl IponMl6WOGGhU?ld_SM ICo7oMpNAkR_sNrs 7 1-SO 7-1-4 2-8-0 1.5x4 11 J 3x4 = 3x7 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-10 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 9-10-6 oc bracing. REACTIONS. lb/size) B = 424/0-10-15 (min. 0-1-8) E = 589/Mechanical Max Horz B = 144(LC 4) Max Uplift B = 139(LC 4) E _ 225(LC 8) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/19 B-I =-1196/20 B-C =-619/239 C-D = -55/20 D-E =-119/86 BOTCHORD B-J =-88/1250 B-E =-326/583 WEBS C-E =-685/383 NOTES- (8-10) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Scale = 1:20.7 CSI. DEFL. in loc) I/defl Lid PLATES GRIP TC 0.48 Vert(LL) 0.19 E-H 613 240 MT20 244/190 BC 0.97 Vert(TL) 0.60 E-H 191 180 WB 0.17 Horz(TL) 0.01 E n/a n/a Matrix-M) Weight: 39 lb FT = 20 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 139 lb uplift at joint B and 225 lb uplift at joint E. 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. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Dead + Roof Live (balanced): Lumber Increase=1.25, 1) Plate Increase=1.25 Uniform Loads (plf) Vert:A-B=-60 Trapezoidal Loads (plf) Vert: B=40(F=30, B=30)-to-1=35(F=27, B=27), 1=-5(F=27, B=27)-to-D=-147(F=-43, 13=43), F=O(F=10, B=10)-to-E=-49(F=-14, B=-14) fIlrrrlrl/ PN0 O M• 4t 0 O'... STATE OF :441ORIV T ` IO N A11 I' August 14,2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building componen9411 Alcorn St.t. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSM erector. Additional permanent bracing of the overall_ structure is the responsibility of the building designer. For general guidance regarding — Orlando, FL 32824 -- - fabrication, quality control, storage, delivery erection antl bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 SafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 26746 - Daphene III - DWP 26746ROI HR03 n Roof Special Girder 1 1 H3500408 Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:49 2015 ID:8ls7p2vjcca4jB9DL55wDPz_POS-3DsB?7 N NspW7t2BJ LVhuVI?fBx46fYbD W7 PPI 1-5-0 - 0-9-13 2x3 = Scale = 1:6.8 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2014fTP12007 CSI. TC 0.36 BC 0.00 WB 0.00 Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 B >999 240 Vert(TL) -0.00 B >999 180 Horz(TL) -0.00 C n/a n/a PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% LUMBER- 4) This truss has been designed for a 10.0 psf bottom TOP CHORD 2x4 SP No.3 BOA CHORD 2x4 SP No.3 chord live load nonconcurrent with any other live loads. BRACING- 5) ' This truss has been designed for a live load of TOP CHORD 20.Opsf on the bottom chord in all areas where a Structural wood sheathing directly applied or 0-9-13 oc rectangle 3-6-0 tall by 2-0-0 wide will fit between the purlins. bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 244 lb uplift at joint REACTIONS. (lb/size) B and 180 lb uplift at joint C. Semi B = 318/0-8-0 (min. 0-1-8) 8) -rigid pitchbreaks with fixed heels" Member end D = 5/Mechanical fixity model was used in the analysis and design of this C = -180/Mechanical truss. Max Horz 9) NOTE: Refer to the attached Trussway Notes, B = 39(LC 4) Appendices and T-1 sheet for more information. Max Uplift 10) NOTE: All truss and component designs utilize B =-244(LC 4) manufacturer published connector design values and C =-180(LC 1) rules -writing grading agency published lumber design Max Grav values all in accordance with truss design software B = 318(LC 1) requirements and the applicable edition of ANSI/TPI D = 9(LC 3) 1. Where Southern Pine lumber is specified, C = 145(LC Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its provisions 1 j, 11eFORCES. (lb) and appendices shall apply. 11) NOTE: The seal on this drawing indicates Q M N Maximum Compression/Maximum Tension acceptance of engineering responsibility P`• • • TOP CHORD professional P Cr• A-B = 0/18 B-C =-148/103 solely for the truss component design shown. i BOTCHORD LOAD CASES) 73 B-D = 0/0 Standard NOTES- (9-11) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) p ; Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. i •. STATE O F 44/ 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end O zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 iC` P •: 2) Truss designed for loads in the the truss j lss •' • • •'Gwindplaneof only. For studs exposed to wind(normal to the face),see I,,Q Standard Industry Gable End Details as applicable, or 11 11 consult qualified building designer as per ANSlf7PI 1. August ) 4,2( 3) Gable studs spaced at 2-0-0 oc. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component, Houston, Alcorn 79Y9YPP9PHouston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer, Bracing shown (713) 691 6900 TRUSWWisforlateralsupportofindividualwebmembersonly. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Tmssway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility ofthe building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery erection and bracing, consult - - ANSI/TPI1 Quality Criteria,-DSB-69 and BCSI1 Building Component-__- (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D' nofrio Dnve, Madison, WI 53719. Trussway Manufacturing Inc. HR04 Houston, TX Truss Type Diagonal Hip Girder 1-5-0 1-5-0 CONNECTION RE B) 3x3 26746 - Daphene III - DWP H35P0409 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:50 2015 Page 0-9-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.00 B n/r 120 TCDL 10.0 Lumber Increase 1.25 BC 0.31 Vert(TL) 0.00 B n/r 120 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-9-13 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. lb/size) B = 313/0-9-13 (min.0-1-8) D -170/0-9-13 (min.0-1-8) Max Horz B = 46(LC 4) Max Uplift B = 254(LC 4) D = 170(LC 1) Max Grav B = 313(LC 1) D = 150(LC 4) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C = -17/0 BOTCHORD B-D = 0/0 NOTES- (10-12) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. Il; 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) 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. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 254 lb uplift at joint B and 170 lb uplift at joint D. 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. 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:&0 PLATES GRIP MT20 2441190 Weight: 5 lb FT = 20% J11i11r,r11Ii.# iPNDOA4 No 73 STATE OF U/ i 4All OR ki.0- August 14,2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston. Alcorn 779Y9YPP9PHouston. TX 77093 AChlb Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 TRUSSMisforlateralsupportofindividualwebmembersonly. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - Orlando, FL 32824— - -- fabrication, quality control, storage, delivery erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss late Institute, 583 D'Onofrio Drive, Madison, WI 53719. Truss Truss Type Qty Ply 26746 - Daphene III - DWP 46RR1 Joi Jack -Open 1 1 H3500410 Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:50 2015 I D:8ls7p2vjcca4j B9DL55wDPz_POS-XQQZCS NOd7e_V?dOs2OwRj H E EbHBr6okSAsy) 1-0-0 0-10-15 1-0-0 0-10-15 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.12 TCDL 10.0 Lumber Increase 1.25 BC 0.01 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 0-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. lb/size) B = 136/0-6-0 (min.0-1-8) D = 8/Mechanical C = 13/Mechanical Max Horz B = 39(LC 12) Max Uplift B = 56(LC 12) C = 13(LC 1) Max Grav B = 136(LC 1) D = 17(LC 3) C = 12(LC 8) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/25 B-C = -32/18 BOTCHORD B-D = 0/0 NOTES- (7-9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.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. Scale = 1:6.9 2x3 = i 0-10-15 DEFL. in (loc) I/defl Lid PLATES GRIP Vert(LL) -0.00 B >999 240 MT20 244/190 Vert(TL) -0.00 B >999 180 Horz(TL) -0.00 C n/a n/a Weight: 5 lb FT = 20% 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 56 lb uplift at joint B and 13 lb uplift at joint C. 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 11111111//// IOM. 3 3 STATE OF :44/ Al 11 August 14,2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 TRUSSMisforlateralsupportofindividualwebmembersonly. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of_the building designer. For general guidance regarding _ _ _ _ _ _ Orlando, FL 32824_ fabrication, quality control, storage, delivery erection and bracing, consult — ANSIITPI1 Quality Criteria, DSB-89 and BCSI7 Building Component (407) 857 2777 Safety Information available from Trusslate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 26746 - Daphene III - DWP 26746RF1 J02 Jack -Open 1 1 H300411 Job Reference (optional) Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:51 2015 Page ID:Bls7p2vicca4iB9DL55wDPz POS-?czyQoOeORmg79CaQmX9zwgOK?cdaZ2uggcVTHyoDe 1v6 1-0-0 2-10-15 2x3 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.16 TCDL 10.0 Lumber Increase 1.25 BC 0.13 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. lb/size) C = 60/Mechanical B = 197/0-6-0 (min.0-1-8) D = 26/Mechanical Max Horz B = 82(LC 12) Max Uplift C = 53(LC 12) B = 58(LC 12) Max Grav C = 60(LC 1) B = 197(LC 1) D = 52(LC 3) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C = -54/35 BOTCHORD B-D = 010 NOTES- (7-9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.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. DEFL. in (loc) I/deft L/d Vert(LL) -0.00 B-D >999 240 Vert(TL) -0.01 B-D >999 180 Horz(TL) -0.00 C n/a n/a 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint C and 58 lb uplift at joint B. 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale: V=V PLATES GRIP MT20 2441190 Weight: 11 Ito FT = 20 r STATE OF :441Z I O •, i s`SO N A; "%%%%0 / August 14,2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the over-all structure is the responsibility of the building designer. For general guidance regarding Orlando, -FL 32824 - fabrication, quality control, storage, delivery erection and bracing, consult ANSIrrPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777SafetyInformationavailablefromTrussPlateInstitute, 583 D' nofno Drive, Madison, WI 53719. Type Qty Ply 26746 - Daphene III - DWP H3500412 Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:52 2015 Page ID:8ls7p2vjcca4j B9DL55wDPz_POS-ToXKd8PG9kuhkJnm_T20 W8N WFPuoJ011 vU L3?kyoDel 1-0-0 4-10-15 3x3 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.34 TCDL 10.0 Lumber Increase 1.25 BC 0.26 BCLL 0.0 Rep Stress Incr YES WE 0.00 BCDL 10.0 Code FBC2014rTP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) C = 128/Mechanical B = 269/0-6-0 (min.0-1-8) D = 46/Mechanical Max Horz B = 126(LC 12) Max Uplift C = 102(LC 12) B = 67(LC 12) Max Grav C = 128(LC 1) B = 269(LC 1) D = 92(LC 3) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C = -89/66 BOTCHORD B-D = 0/0 NOTES- (7-9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.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. 4-10-15 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.03 B-D >999 240 MT20 244/190 Vert(TL) -0.07 B-D >823 180 Horz(TL) -0.00 C n/a n/a 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 102 lb uplift at joint C and 67 lb uplift at joint B. 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:17.1 Weight: 17 lb FT = 20% 1`11,1111111/t11.# ` PND 0 M. N4aV7 C STATE OF 44/ Ire; S OIVA E% August 14,2 I WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11411.7477 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability o1 design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - _ __ _ _ _ Orlando, FL 32824 fabrication, quality control, storage, delivery erection and bracing,"consult— ---ANSIITP11 Quality Criteria,-DSB49 and BCS11 Building Component -" (407) 857 2777 Safety Information available from Truss Plate Institute, 583 Donofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 26746 - Daphene III - DWP 26746RF1 J04 Jack -Open 1 1 H300413 Job Reference o tional Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:53 2015 Page 1-0-0 7-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 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 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. lb/size) C = 194/Mechanical B = 350/0-6-0 (min.0-1-8) D = 67/Mechanical Max Horz B = 172(LC 12) Max Uplift C = 151(LC 12) B = 79(LC 12) Max Grav C = 194(LC 1) B = 350(LC 1) D = 134(LC 3) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0126 B-C =-110/94 BOTCHORD B-D = 0/0 NOTES- (7-9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.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. IN CSI. DEFL. in (loc) I/deft L/d TC 0.80 Vert(LL) 0.12 B-D 669 240 BC 0.58 Vert(TL) 0.30 B-D 268 180 WB 0.00 Horz(TL) 0.00 C n/a n/a Matrix) 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 151 lb uplift at joint C and 79 lb uplift at joint B. 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 122.2 PLATES GRIP MT20 2441190 Weight: 24 lb FT = 20% Illllll//II!! IPNDOM• tr !!! I0P N 73 fir 3 STATE OF :441Z 40 S,I, INA; `,%% August 14,2( WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 BEFORE USE. Engineering Department De sin valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, 69 6 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown (oust 697 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility ofthe 8850 Trussway Blvd. erector. Additional permanent_ bracing of the overall structure is the responsibility of the building tlesigner. For general guidance regarding -- Orlando, FL32824 -- - fabrication, quality control, storage, delivery erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Trusslate Institute, 583 D'Onofno Drive, Madison, WI 53719. 46RR1 Type K-OPEN Ply 126746 - Daphene III - DWP H3500414 Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:53 2015 Page I D:8ls7p2vjcca4jB9DL55wDPz_POS-x?5irUQuw2OYMTMzYBad3LvlWp I92TYA885cYAyoDe 1-0-0 1-10-15 1-0-0 1-10-15 2x3 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.12 TCDL 10.0 Lumber Increase 1.25 BC 0.06 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. lb/size) B = 156/0-8-0 (min. 0-1-8) D = 18/Mechanical C = 36/Mechanical Max Horz B = 47(LC 8) Max Uplift B = 86(LC 8) C = 27(LC 12) Max Grav B = 156(LC 1) D = 37(LC 3) C = 36(LC 1) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/18 B-C = -26/15 BOT CHORD B-D = 0/0 NOTES- (7-9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.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. DEFL. in (loc) I/defl L/d Vert(LL) -0.00 B >999 240 Vert(TL) -0.00 B-D >999 180 Horz(TL) -0.00 C n/a n/a 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint B and 27 lb uplift at joint C. 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:7.7 PLATES GRIP MT20 244/190 Weight: 8 lb FT = 20% 1111/IIIII/III', PN`01 O M' 3 • 33 ' STATE OF 4/ i Off. 1(/ I''Ss NA %% August 14,2( WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based on upon parameters shown, and is for an individual building component. Houston, Alcorn St. 9 Y 9 t i P P 9 P Houston, 6 77093Applicabilityofdesignparametersandproperincorporationofcomponentisresponsibilityofbuildingdesigner -not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSWW erector. Additional permanent bracing of the overall structure is the responsibility of the building tlesigner. For general guidance regarding Orlando, FL 32824_ fabrication, quality control, storage, delivery erection and bracing,consult ANSI/TP11 -Quality Criteria, DSB-89 and BCSI1 Building Component - - - -- — Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ( 407) 857 2777 lob Truss Truss Type Qty Ply 26746 - Daphene III - DWP 26746RF1 J06 Jack -Open 1 1 H3100415 Job Reference (optional) Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:54 2015 Page I D:8ls7p2vjcca4jB9D L55wDPz_POS-PBf42gQ WhM8P_cx95u5sbZSvHCdTnwoKMogA4cyoDe 1-0-0 2-10-15 1-0.0 2-10-15 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. lb/size) C = 54/Mechanical B = 202/0-8-0 (min. 0-1-8) D = 25/Mechanical Max Horz B = 61(LC 8) Max Uplift C = 41(LC 12) B = 105(LC 8) Max Grav C = 54(LC 1) B = 202(LC 1) D = 50(LC 3) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/18 B-C = -38/23 BOTCHORD B-D = 0/0 NOTES- (7-9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.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. 2x3 = CSI. DEFL. in (loc) I/deft L/d TC 0.18 Vert(LL) 0.00 B-D >999 240 BC 0.12 Vert(TL) 0.01 B-D >999 180 WB 0.00 Horz(TL) 0.00 C n/a n/a Matrix) 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 41 Ib uplift at joint C and 105 lb uplift at joint B. 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 19.4 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% N 1%J1111111111.* PD O M. M. N 73lo STATE OF IJJ01 SO N A 'to% 11111110,* August 14,2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based on upon parameters shown, and is for an individual building component. Houston, Alcorn St. 9 Y 9 ti P P 9 P Houston, TX6977093Applicabilityofdesignparametersandproperincorporationofcomponentisresponsibilityofbuildingdesigner - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Twssway Blvd. erector, Additional permanent bracing of the overall_ structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824— fabrication, quality control, storage, delivery erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D' no(rio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 26746 - Daphene III - DWP 26746R01 J(07 Jack -Open 1 1 H3500416 Trussway Manufacturing Inc. Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:55 2015 I D:81s7p2vjcca4j B9DL55wDPz_POS-uN DSGAR8SfGGbm WLfbc68m?23cxf WN 1 TbSajc 1-0-0 4-1 n-15 1-0.0 4-10.15 3x3 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plates Increase 1.25 TC 0.31 TCDL 10.0 Lumber Increase 1.25 BC 0.25 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014rrP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. lb/size) C = 124/Mechanical B = 272/0-8-0 (min. 0-1-8) D = 45/Mechanical Max Horz B = 91(LC 8) Max Uplift C = 85(LC 12) B = 117(LC 8) Max Grav C = 124(LC 1) B = 272(LC 1) D = 90(LC 3) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/18 B-C = -61/44 BOTCHORD B-D = 0/0 NOTES- (7-9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.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. DEFL. in (loc) I/defl Lid Vert(LL) -0.02 B-D >999 240 Vert(TL) -0.06 B-D >869 180 Horz(TL) -0.00 C n/a n/a 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint C and 117 lb uplift at joint B. 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:12.7 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% 111111111j1J, PN00 A40. i No 773 3 STATE OF ' 4/J; 11`IS11 August 14,2( 0 WARNING - Verify design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building tlesigner- not truss designer. Bracing shown (713) 691 6900 TRUSSMisforlateralsupportofindividualwebmembersonly. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibilityof the building designer. For general guidance regarding _ _ _ .. Orlando, FL32824_ fabrication, quality control, storage, delivery erection and bracingg; consuH _ ANSIITPI1 Quality Criteria, DSB-89 and BCSIII Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss _ Truss Type Qty Ply 26746 - Daphene III - DWP 26746RF1 J08 Jack -Open 1 1 H3100417 Trussway Manufacturing Inc., Houston, TX 1-0-0 7-0-0 3x4 = 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:56 2015 Scale: 3/4"=1' LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.76 BC 0.57 WB 0.00 Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.11 B-D >695 240 Vert(TL) -0.29 B-D >278 180 Horz(TL) -0.00 C n/a n/a PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% LUMBER- 3) " This truss has been designed for a live load of TOP CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a BOT CHORD 2x4 SP No.2 rectangle 3-6-0 tall by 2-0-0 wide will fit between theBRACING- bottom chord and any other members. TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 4) Refer to girder(s) for truss to truss connections. purlins. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 127 lb uplift at joint BOT CHORD C and 134 lb uplift at joint B. Rigid ceiling directly applied or 10-0-0 oc bracing. 6) "Semi -rigid pitchbreaks with fixed heels" Member end REACTIONS. (lb/size) fixity model was used in the analysis and design of this C = 190/Mechanical truss. 7) NOTE: Refer to the attached Trussway Notes, B = 352/0-8-0 (min. 0-1-8) Appendices and T-1 sheet for more information. D = 66/Mechanical 8) NOTE: All truss and component designs utilize Max Horz B 121(LC 8) manufacturer published connector design values and Max Uplift rules -writing grading agency published lumber design 2Cli127(LC 12) values all in accordance with truss design software B =-134(LC requirements and the applicable edition of ANSI/TPI 1. Max Grav Where Southern Pine lumber is specified, Supplement C = 190(LC 1) No. 13 to the 2002 Standard Grading Rules for 1B = 352(LC 1) Southern Pine Lumber and its provisions and D = 132(LC appendices shall apply. 9) NOTE: The seal on this drawing indicates acceptance FORCES. (lb) of professional engineering responsibility solely for the 1tit11111111111 vl:./! Maximum Compression/Maximum Tension truss component design shown. h \ P,400 A BP CHO O/D18 B-C = LOAD CASE(S) C j .' '•• 74/63 Standard BOT CHORD IN73 B-D = 0/0 NOTES- (7-9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) 10 Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. STATE O F / II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end O ; zone and C-C Interior(1) zone; cantilever left and right for forces & MWFRS for T' T p : ; i 4exposed ;C-C members and reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 O l • • • • • • •' 2) This truss has been designed for a 10.0 psf bottom N chord live load nonconcurrent with any other live loads. August 14,2( WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the TRUSS`r8850TrusswayBlvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - 8850 Tr, FL ay Blvd. 24 fabrication, quality control, storage, delivery erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777SafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719, Job Truss Truss Type Qty Ply 26746 - Daphene III - DWP 2674601 J09 Jack -Open 1 1 H3500418 Job Reference (optional) Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Fri Aug 14 07:56:23 2015 Page ID:81s7p2vjcca4jB9DL55wDPz_POS-_Ba_xZQ1 FGYdgOyAonB_nbEPkWY9xbWIgHVQ4fyo?2 1-0.0 0-8-0 CONNECTION REQ'D. BY OTHERS) o A 2x4 11 Scale = 1:7.1 Plate Offsets X Y -- [B:0-1-7,0-0-31 1.5x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(ILL) 0.01 A n/r 120 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.00 Vert(TL) -0.00 A n/r 120 BCLL 0.0 " Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 4 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-8-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. lb/size) B = 368/0-8-0 (min. 0-1-8) D 281/0-8-0 (min. 0-1-8) Max Horz 7 B = 23(LC 12) Max Uplift B = 199(LC 8) D = 281(LC 1) Max Grav B = 368(LC 1) D = * 159(LC 8) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/18 B-C =-274/297 BOTCHORD B-D = 0/0 WEBS C-D =-323/293 NOTES- (8-10) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf, BCDL=5.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) 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. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 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 199 lb uplift at joint B and 281 lb uplift at joint D. 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 ANSl1TPI 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 00 11111111I11' I V 00, ft No 3 13 rc p ' STATE OF :44/ i Off. 1C/ 111/111111101%. August 14, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 BEFORE USE. Engineering Department 9411 Alcorn Sl. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. IRUSWW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _. _Orlando, FL 32824_ — qqz_ fabrication, quality control, storage, delivery erection and bracing, consult ANSIrrPl1 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss late Institute, 583 Cr nofdo Drive, Madison, WI 53719. 15 Job 7iluoss Truss Type Qb Ply 26746 - Daphene III - DWP 26746RF1 Jack -Open 1 1 H300419 Job Reference (optional) Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:57 2015 Page ID:Bls7p2vjcca4jB9DL55wDPz_POS-gmLDgsTP_HW r4gknOeaDB4GIQg0_HXm3m3ghxyoDe 2-0-0 o-ate CONNECTION 2-0-0 REQ' D. Scale = 1 8.8 6x6 BY OTHERS) B 6.00 12 MQ) N_ O d B1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) 0.02 A n/r 120 TCDL 10.0 Lumber Increase 1.25 BC 0.00 Vert(TL) 0.02 A n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-8-0 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly. applied or 10-0-0 oc bracing. REACTIONS. lb/size) D = k-867/0-8-0 (min. 0-1-8) B = 1015/0-8-0 (min.0-1-8) Max Horz B = 48(LC 12) Max Uplift D = 867(LC 1) B = 517(LC 12) Max Grav D = 449(LC 12) B = 1015(LC 1) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/46 B-C =-862/1016 C-D =-1102/932 BOTCHORD B-D = 0/0 NOTES- (8-10) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.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) 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. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 cc. 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 867 lb uplift at joint D and 517 to uplift at joint B. 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 6 lb FT = 20% 1`1111111111111,, ADO V i 4',SF -ys N3 00 ee Q CC STATE OF I/ is'0 N A August 14,2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvtl. TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 — - fabrication, quality control, storage, delivery erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777SafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Type Ply 26746 - Daphene III - DWP 46RR;1 J11 (Jack -Open I1 1 I H3500420 Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:58 2015 I D:8ls7p2vjcca4jB9DL55wD PZ_POS-IyvbuCT1 IafrSEFwKk9pm PddKq?FjknwHQoN D I b0-0 1 0-8-0 1-0.0 0-8-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP NQ.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-8-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A = 29/Mechanical B = 89/0-6-0 (min. 0-1-8) B = 89/0-6-0 (min. 0-1-8) Max Horz B = 33(LC 12) Max Uplift A = 8(LC 12) B = 32(LC 12) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = -13/21 B-C = -19/0 NOTES- (6-8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.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 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. Scale = 1:8.8 0-8-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TC 0.05 Vert(LL) 0.00 A 999 240 MT20 244/190 BC 0.00 Vert(TL) 0.00 A 999 180 WB 0.00 Horz(TL) 0.00 A n/a n/a Matrix) Weight: 4 lb FT = 20% 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint A and 32 lb uplift at joint B. 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 ANSIfrPI 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PN00 M. i N 3 3 ' STATE OF idJ 00 0 • .c : C? O N A1- IIIIi1111 August 14,2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility ofthe building designer. For general guidance regarding _ Orlando, FL fabrication, quality control, storage, delivery erection and bracing, consult ANSIITPII Quality Criteria; DSB-89 andBCS11 Building Component— - - (407) 857 2777 Safety Information available from Truss late Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 26746 - Daphene III - DWP H3500421 26746RF1 R01 Half Hip Girder 1 1 l Trussway Manufacturing Inc., Houston, TX 7_530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:19:59 2015 Page 1-0-0 7-0-0 2-10-8 4x4 1.5x4 II Scale = 1:20.4 3x4 = 3x5 = 7-0-0 9-10-8 7-0-0 2-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(ILL) 0.06 B-F 999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.54 Vert(TL) 0.17 B-F 669 180 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(TL) 0.02 E n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 43 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 'Except" T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-3 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. lb/size) E = 956/Mechanical B = 658/0-8-0 (min.0-1-8) Max Horz B = 123(LC 4) Max Uplift E _ 333(LC 4) B = 241(LC 4) Max Grav E = 1031(LC 18) B = 658(LC 1) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/18 B-C 1101/250 C-D = -0/0 D-E 182/112 BOTCHORD B-F =-278/983 E-F 272/931 WEBS C-F =-98/849 C-E 1232/360 NOTES- (11-13) 1) Wind: ASCE 7-10, Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.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) 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 333 lb uplift at joint E and 241 lb uplift at joint B. 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 mechanical connection shall be provided to support tie-in load(s). Refer to Truss Placement Plan or Structural drawings for connection schedule. Connection of tie-in loads other than truss -to -truss is responsibilty of others. " 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 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. 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. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Dead + Roof Live (balanced): Lumber Increase=1.25, 1) Plate Increase=1.25 Standard Uniform Loads (plf) Vert: A-C=-60, C-D=-133(F=-73), B-F=-20, E-F=-44(F=-24) Concentrated Loads (lb) Vert: F=-513(F) 0 I i N 3 STATE OF 44/ Zi0 ••. s O N A E August 14,2 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824- fabrication, quality control, storage, delivery erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719, Job Truss Truss Type Oty PIY 26746 - Daphene III - DWP 126746RF(1 R02 Half Hip 1 1 H3500422 Job Reference (optional) Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:20:00 2015 Page ID:8ls7p2vjcca4jB9DL55wD Pz_POS-ELOLJtVH HCvZiXOJ S9CHrpipgd WpBbDCI kH U IGyoDeD 9-0.0 9-10-8 1-0.0 6-3-3 2= 0-1IN 3x4 = 1.5x4 I ( Scale = 1:21.9 D E T2 1.5x4 4.00 12 C tn2 M Tt B c A d B1 6. 6• G F 30 3x4 = i 9-0-0 9-10-8 9-0.0 0.10-8 Plate Offsets X Y -- B:0-3-14 0-1-8 D:0-2-0 0-2-13 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.21 F-I >567 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.52 F-1 >223 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 F n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 42 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 4) ` This truss has been designed for a live load of BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a WEBS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING- bottom chord and any other members. TOP CHORD 5) Refer to girder(s) for truss to truss connections. Structural wood sheathing directly applied or 5-0-8 OC 6) Provide mechanical connection (by others) of truss to purlins, except end verticals. bearing plate capable of withstanding 68 lb uplift at joint BOT CHORD B and 72 lb uplift at joint F. Rigid ceiling directly applied or 10-0-0 oc bracing. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this REACTIONS. (lb/size) truss. B = 480/0-8-0 (min. 0-1-8) 8) NOTE: Refer to the attached Trussway Notes, F = 359/Mechanical Appendices and T-1 sheet for more information. Max Horz 9) NOTE: All truss and component designs utilize B = 108(LC 8) manufacturer published connector design values and Max Uplift rules -writing grading agency published lumber design B = -68(LC 8) values all in accordance with truss design software F = -72(LC 8) requirements and the applicable edition of ANSI/TPI 1. Where Southern Pine lumber is specified, Supplement FORCES. (lb) No. 13 to the 2002 Standard Grading Rules for Maximum Compression/Maximum Tension Southern Pine Lumber and its provisions and TOP CHORD appendices shall apply. 10) NOTE: The seal on this drawing indicatesA-B = 0/19 B-C =-1179/167 D Q A ,rIVI C-D = -63/3 D-E = 0/0 acceptance of professional engineering responsibility solely for the truss component design shown. r I P........ 1 E-F = -22/11 BOTCHORD F••,q LOAD CASE(S) B-F =-225/1293 Standard N 73 WEBS C-F =-593/258 NOTES- (8-10) 1) Wind: ASCE 7-10, Vult=139mph (3-second gust) i '. STATE F / Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. Q II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C T Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; I Q R ` lS • • •' • • • • • •' • • • \ Lumber DOL=1.60 plate grip DOL=1.60S Q N A` I t, 2) Provide adequate drainage to prevent water ponding. r 3) This truss has been designed for a 10.0 psf bottom August 14,2 chord live load nonconcurrent with any other live loads. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, AlcoTXrn 79Y9YPP9PHouston, 6977093 agelhb Applicability of design parameters and proper incorporation of component is responsibility of building designer -not buss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _Orlando, FL 32824. _ .. qopmmmmm- _ _ . fabrication, quality control, storage, delivery erection and bracing, consul ANSIITP11 Quality Criteria, DSB-89 and BCSI1 BuilAirig Component _ (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Type Oty Ply 26746 - Daphene III - DWP opitch 1 H31 Q0423 Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:20:00 2015 Page ID:8ls7p2vjcca4j B 9DL55wDPz_POS-E LOLJtVH HCvZiXOJS9CHrpivgd WrBcgClkH U IGyoDeD 6-3-3 + 9-10-8 1-0.0 6-3-3 3-7-5 Scale = 122.2 3x7 % 3x4 - Plate Offsets (X Y)-- [B'0-3-14 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.31 Vert(LL) -0.20 E-H >575 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.53 E-H >221 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 E n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 42 lb FT = 20% LUMBER - 3)' This truss has been designed for a live load of TOP CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a BOP CHORD 2x4 SP No.2 rectangle 3-6-0 tall by 2-0-0 wide will fit between theWEBS2x4SPNo.3 bottom chord and any other members. BRACING- TOP CHORD 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to Structural wood sheathing directly applied or 5-0-1 cc bearing plate capable of withstanding 70 lb uplift at jointpurlins, except end verticals. Band 71 to uplift at joint E. BOT CHORD 6) "Semi -rigid pitchbreaks with fixed heels" Member endRigidceilingdirectlyappliedor10-0-0 oc bracing. fixity model was used in the analysis and design of this REACTIONS. (lb/size) truss. 7) NOTE: Refer to the attached Trussway Notes, B = 487/0-8-0 (min. 0-1-8) Appendices and T-1 sheet for more information. E = 351/Mechanical 8) NOTE: All truss and component designs utilize Max Horrz manufacturer published connector design values and B 115(LC 8) rules -writing grading agency published lumber design Max Uplift B li 70(LC 8) 8) values all in accordance with truss design software E _ -71(LC requirements and the applicable edition of ANSI/TPI 1. Where Southern Pine lumber is specified, Supplement FORCES. (lb) No. 13 to the 2002 Standard Grading Rules for Maximum Compression/Maximum Tension Southern Pine Lumber and its provisions and TOP CHORDTO appendices shall apply. 9) NOTE, The on is drawing indicates acceptance J+1 1111/// 0/19 B-C =-1194/103 r f•,,,, jC-D = -48/18 D-E = -74/40 of professional engineering neerinngresponsibility solely the truss component design shown. 1" P, ,. V BOT CHORD C B- E _-16411311 LOAD CASE(S) 9 WEBS C- E _-476/189 Standard i NOTES- ( 7-9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) cc Vasd= 108mph; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. i STATE OF .' / II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Q ' (v Interior( 1) zone; cantilever left and right exposed ;C-C for P : ; members and forces & MWFRS for reactions shown; Lumber plate Q i' This trussfor a 0.0psfboom eOI SII;`,,, NA`chordiv ad onretwith any t O August 14,210 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd, erector. Additional permanent bracing of the overall structure is the responsibility of -the building designer. For general guidance regarding Orlando, FL 32824 -- - fabrication, quality control, storage, delivery erection and bracing, consult ANSIrrPl1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available fromTrussPlateInstitute, 583 D'Onofno Drive, Madison, WI 53719, Truss Truss Type Qty Ply 26746 - Daphene III - DWP 1 R04 ROOF SPECIAL 1 1 H3500424 Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Fri Aug 14 08:00:33 2015 I D: Bls7p2vjcca4jB9DL55wDPz_POS-fHhUPSRrN429gp3D RHgcvJb4oleTVWvYJB3fl 1-0-0 F 7-0.0 11-0.0 15-0-0 22-0-0 1-0-0 7-0-0 4-0.0 4-0-0 7-0-0 44 = 47 = 46 = E 0 4x7 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.24 J-K 999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.91 Vert(TL) 0.71 J-K 360 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 HOrz(TL) 0.61 H n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' B3: 2x4 SP No.3, B2: 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-4 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) H = 951/0-8-0 (min.0-1-8) B = 1036/0-8-0 (min.0-1-8) Max Horz B = 75(LC 9) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-B 0/18 B-C 1645/86 C-D 4393/0 D-N 2107/0 E-N 2001/0 E-O 2001/0 F-0 2107/0 F-G 4405/0 G-H 1643/91 BOTCHORD B-M 19/1365 L-M 4/1638 C-L 0/3804 K-L 0/3858 J-K 0/3869 G-J 0/3813 I-J 10/1652 H-I 2511376 WEBS C-M 2040/40 E-K 0/1369 G-1 2055/47 D-K 2133/74 D-L 0/1416 F-K 2144/79 F-J 0/1426 NOTES- (7-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) 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) 200.01b AC unit load placed on the top chord, 11-0-0 from left end, supported at two points, 2-0-0 apart. 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) "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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:41 4x4 = PLATES GRIP MT20 244/190 Weight: 112 lb FT = 20% 1 11111111/I1' I 0 STATE OF .' 44/- N A 00"l August 14, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ _ _ Orlando, FL 32824_ fabrication, quality control, storage, delive erection and-bracin consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Buildin Com onent9Y9rygY9P (407) 857 2777 Safety Information available from Truss P lale Institute, 583 D'Onofdo Drive, Madison, WI 53719. 15 Job Truss 26746RF1 R05 Trussway Manufacturing Inc., Houston, TX 1-0-0 7-8-9 as Type Dty Ply 26746 - Daphene III - DWP mmon 1 1 7,530 s Jul 14 2014 MiTek Industries, Inc. Thu I D:8ls7p2vjcca4j B9DL55wD Pz_POS-fwi UxvX9Z7H7Z?7u7 HI_l 3-3-7 337 7-8-9 4x6 = D H35100425 13 15:20:03 2015 1-0-0 Scale = 1:40.8 Id 45 = 4x5 = 7x10 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.22 B-H 999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.86 Vert(TL) 0.62 B-H 415 180 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.04 F n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) B = 933/0-8-0 (min.0-1-8) F = 933/0-8-0 (min.0-1-8) Max Horz B = 115(LC 12) Max Uplift B =-231(LC 12) F =-231(LC 13) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/18 B-C 1337/285 C-D =-1078/246 D-E 1078/246 E-F =-1337/285 F-G 0/18 BOTCHORD B-H =-248/1083 F-H 152/1084 WEBS D-H =-191/868 E-H 387/264 C-H =-388/264 NOTES- (7-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.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 231 lb uplift at joint Band 231 lb uplift at joint F. 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 97 lb FT = 20% 1111111111111,'' o M• J,i 773 1 ' STATE OF IJJ v August 14,26 15 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, Alcorn 779Y9YPP9PHouston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 IRUSSWisforlateralsupportofindividualwebmembersonly. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. NIPMEMEMerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 - — fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSl1 Building Component (407) 857 2777 Safety Information available from Truss late Institute, 583 D' nofrio Drive, Madison, WI 53719. 746R' l Trussway Manufacturing Inc., Houston, TX 1-0-0 7-8-9 Truss Type Qty Ply 26746 - Daphene III - DWP GABLE 1 1 H3500426 7.530 s Jul 14 2014 MiTek Industries, Inc. Fri Aug 14 08:03:07 2015 Page I D:8ls7p2vjcca4j B9DL55wDPz_POS-9v_ij6J R6OS I8TrpTdQj9ozJQNCgcEjCj8MpEEyo_1 11-0-0 14-3-7 22-U 123-0-0 3-37 337 7-8-9 1-0-0 Scale = 1:41. 46 = G 4x4 = 1 a K u r v N 44 = 6x7 = LOADING (ps> SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.11 S-T 999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.90 Vert(TL) 0.34 S-T 763 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.41 Horz(TL) 0.08 L n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 132 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) B = 1483/0-8-0 (min.0-1-12) L = 1483/0-8-0 (min.0-1-12) Max Horz B = 115(LC 12) FORCES. (Ib) Maximum Compression/Maximum Tension TOP CHORD A -AA 0/14 B-AA 0/22 B-C 2180/0 C-D 2004/0 D-E 1974/0 E-F 1761/0 F-G 1565/0 G-H 1565/0 H-1 1761/0 1-1 1974/0 J-K 2004/0 K-L 2179/0 L-AB 0/22 M-AB 0/14 BOT CHORD B-T 0/1753 S-T 0/1753 R-S 0/1753 Q-R 0/1753 P-Q 0/1753 0-P 0/1753 N-0 0/1753 L-N 0/1753 WEBS H-Q 731/0 G-Q 0/1089 F-Q 731/0 E-R 0/308 D-S 153/0 WEBS C-T = 0/71 I-P = 0/308 J-O = -153/0 K-N = 0171 NOTES- (10-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.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 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 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). I 0 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Dead + Roof Live (balanced): Lumber Increase=1.25, 1) Plate Increase=1.25 Uniform Loads (plf) Vert: A-AA=-60, G-AA=-11O(F=-50), G-AB=-11O(F=-50), M-AB=-60, B-L=-20 PND O M• G E.NS 0 70773 t]-Zn I ' STATE OF 44141 N A, August 14 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility o_f the building designer. For general guidance regarding _ _ _ _ Orlando,_FL.32829_ fabrication, quality control, storage, delivery erection and bracing, consult - AWI 5371I Quality Criteria, DSB-89 andBCSl1 Builtling Component Orlon 857 L277732SafetyInformationavailablefromTrusslateInstitute, 583 D' nofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 26746 - Daphene III - DWP 26746RF1 R07 Monopitch i H35r00427 Trussway Manufacturing Inc. Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:20:05 2015 Page ID:8ls7p2vjcca4j B9DL55wDPz_POS-blq EMbZQ5kXroJ HGFinSYtPdUeCgsu WyuO?FzTyoDef 1-0-8 7-10-8 Scale = 1:17.8 3x8 11 1.5x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.20 A-C 455 240 TCDL 10.0 Lumber Increase 1.25 BC 0.77 Vert(TL) 0.50 A-C 182 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014lfP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-4-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) C = 304/Mechanical A = 304/0-3-0 (min. 0-1-8) Max Horz A = 80(LC 8) Max Uplift C = 55(LC 8) A = 27(LC 8) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = -68/72 B-C =-260/119 BOTCHORD A-C = 0/0 NOTES- (7-9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) 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 55 lb uplift at joint C and 27 lb uplift at joint A. 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 29 lb FT = 20% 1111111/////' IPNDOM. 73 l7: :C. 13 STATE OF :•441 i o ••• 1510 N A' fill August 14,2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, AlcoTXrn 79Y9YPP9PHouston, 6977093Applicabilityofdesignparametersandproperincorporationofcomponentisresponsibilityofbuildingdesigner -not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance_ regarding Orlando, FL 32824 - fabrication, quality control, storage, delivery erection and bracing, consult ANSIITPH Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D' nofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 26746 - Daphene III - DWP 26746RRI R08 Monopitch H3500428 Job Reference (optional) Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:20:06 2015 Page 1-0-0 7-10-8 Scale = 1:17.8 3.8 II 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.20 B-D 455 240 TCDL 10.0 Lumber Increase 1.25 BC 0.77 Vert(TL) 0.50 B-D 182 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) D = 299/Mechanical B = 377/0-3-0 (min. 0-1-8) Max Horz B = 94(LC 8) Max Uplift D = 53(LC 12) B = 70(LC 8) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/18 B-C = -69/71 C-D =-256/118 BOTCHORD B-D = 0/0 NOTES- (7-9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) 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 53 lb uplift at joint D and 70 lb uplift at joint B. 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 31 lb FT = 20% DO No 73 STATE OF 44/Z sC-_ONA 11111111 August 14,2( WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of tlesign parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the — 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ _Orlantlo, EL 32829_ fabrication, quality control; storage, delivery erection antl bracingg, consult ANSIlTPI1 Quality Criteria, DSB-89 and BCSI1 Builtling Component (407) 857 2777 SafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 26746 - Daphene III - DWP 26746RF1 R09 Half Hip 1 1 H35t00429 Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15i20:O6 2015 Page ID:8ls7p2vjcca4j B9DL55wDPz_POS-3V NdZxa2s2fiOSsToP Ih44yrT2cAbLm57gkoVwyoDe 1-0-0 7-a0 7-10-8 1 1-40 7-ao 0-1 a8 LOADING (ps1 TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 4x5 Scale = 1:17.5 C 3.8 11 3x4 11 1-0-8 SPACING- 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) F = 585/Mechanical B = 396/0-3-0 (min. 0-1-8) Max Horz B = 161(LC 12) Max Uplift F = 187(LC 12) B = 143(LC 8) FORCES. (lb) Maximum Compression/Maximum Tension TOPCHORD A-B = 0/18 B-C 344/50 D-G =-32/137 C-D 137/108 D-H =-156/42 E-H 156/42 E-F =-543/116 BOTCHORD B-G =-94/310 F-G 42/156 NOTES- (10-12) 1) Unbalanced roof live loads have been considered for this design. CSI. DEFL. in loc) I/defl L/d PLATES GRIP TC 0.61 Vert(LL) 0.06 B-G 999 240 MT20 244/190 BC 0.57 Vert(TL) 0.17 B-G 543 180 WB 0.00 Horz(TL) 0.00 F n/a n/a Matrix) Weight: 32 lb FT = 20% 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) -1-0-0 to 7-8-12 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 187 lb uplift at joint F and 143 lb uplift at joint B. 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 mechanical connection shall be provided to support tie-in load(s). Refer to Truss Placement Plan or Structural drawings for connection schedule. Connection of tie-in loads other than truss -to -truss is responsibilty of others. " 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Dead + Roof Live (balanced): Lumber Increase=1.25, 1) Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-60, D-E=-60, B-F=-20 Concentrated Loads (lb) Vert: H=-305 p, o O M. / . YY N 3 r. C[ STATE OF 41/ 4 O R 1 P X ifs10NA\- * August 14,2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Hou Alcorn 7Houston, 7093 69Applicabilityofdesignparametersandproperincorporationofcomponentisresponsibilityofbuildingdesigner -not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Tmssway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding_ Orlando, FL 32824 fabrication, quality control, storage, delivery erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss late Institute, 583 D' nofrio Drive, Madison, WI 53719. b Truss Truss Type Qty Ply 26746 - Daphene III - DWP 6746RR..1 R10 Hip Girder 1 * H3500430 2 Job Reference (optional) Trussway Manufacturing Inc., Houston, TX 7,530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:20:08 2015 Page ID:8ls7p2vicca4jB9DL55wDPz POS-?tVN_cblOfvQfm?rwgL9AV17GsEi3430a DvaoyoDe 7-0.0 6-5-2 6-6-14 6-614 6-5-2 7-40 'I-0-0 1.5x4 II 5x6 3x4 = 3x6 = 3x4 = R nn 5x6 = Scale = 1:69.6 4x6 = O P O N M L K 4x6 = 1.5x4 4x6 _ 3x8 = 4x6 = 1.5x4 II 4x6 = 4x6 = I 7-0- 13-5-2 20-0-0 26-6-14 330 40.0-0 7-0-0 6-52 6-6-14 6-614 6-5- 0- 2 7-0-0 Plate Offsets (X Y)-- B:0-0-8 Edge] [1:0-0-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.49 N 961 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.83 Vert(TL) 1.01 N-0 467 180 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(TL) 0.27 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 383 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 'Except' T273: 2x4 SP SS BOTCHORD 2x4 SP No.2 'Except' B2: 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 7-6-1 oc bracing. REACTIONS. lb/size) B = 3439/0-6-0 (min. 0-2-1) 1 = 3439/0-6-0 (min. 0-2-1) Max Horz B = 77(LC 12) Max Uplift B = 1147(LC 5) 1 = 1147(LC 4) Max Grav B = 3529(LC 18) I = 3529(LC 17) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-B 0/26 B-C 7195/2405 C-D 9555/3382 D-E 10603/3752 E-F 10603/3752 F-G 10603/3752 G-H 9555/3382 H-I 7195/2405 1-J 0/26 BOTCHORD B-Q 2106/6386 P-Q 2101/6348 0-P 2101/6348 N-0 3322/9651 M-N 3286/9616 L-M 2055/6290 K-L 2055/6290 I-K 2060/6329 WEBS C-Q 137/947 C-0 1453/3830 D-O 1546/852 WEBS D-N =-461/1232 E-N =-872/563 G-N =-461/1232 G-M =-1546/852 H-M =-1453/3830 H-K =-137/948 NOTES- (12-14) 1) 2-ply truss to be connected together with 1 Od 0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.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 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall.by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1147 lb uplift at joint B and 1147 lb uplift at joint I. 9) Girder carries hip end with 7-0-0 end setback. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) "Hanger(s) or other mechanical connection shall be provided to support ti-ifl l9aI ) Refer to Truss Placement Plar ,R% lctuM a #Zj for connection schedule. C the l.0®4id-in ds ptl(ty an truss -to- yjs 5B?M ty-ofojhebs`^,'' 12) N %X19Zu§s1 7 tes, AQp "``e%dIVVVVVVcsheet for or€inf6%rStion. 13) Q0TE: All true p1(1d cp(yrMt designs ut&e Zaqufacturer pubiished connector desi n valAes and It4ritin* Mgtte ency publishedL*bQ design waluesall iwith truss desgn sofaare ZegJ3rA% meplicable editiorj t? lrI1TPI 4. & elu p is spe rtSe22 Standa ICyLeding sAQr 4td 1 rn Pine Lu bi afed ' Qvislons an ((be$ sl@IfRp'W. .•' 1 14) NOT2j M18 811 thin Id I t s accept rjiP; r fc g g responsibility solely for the t/I4 IpIS sign shown. LOAD CASE( S) Standard Dead + Roof Live (balanced): Lumber Increase=1.25, 1) Plate Increase=1.25 Uniform Loads ( plf) Vert: A- C=-60, C-H=-133(F=-73), H-J=-60, B-Q=-20, K-Q=- 44(F=-24), I-K=-20 Concentrated Loads ( lb) Vert: 0=- 513(F) K=-513(F) August 14, 2 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibilAy of the building designer. For general guidance regarding _ _ _ _ Orlando, FL 32824_ fabrication, quality control, storage, delivery erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI7 BuildingComponent(407) 857 2777 Safety Information available from Truss late Institute, 583 D' nofrio Drive, Madison, WI 53719. Truss 746RF1 R11 Type Ply 126746 - Daphene III - DWP H31PO431 Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:20:09 2015 Page ID:8ls7p2vjcca4jB9DL55wDPz_POS-T431Cycw9zl HHwal UYsOijaHtFYzocuXpdzS6FyoDe 6- -0.0 66 2-5-10 1 8-0.14 6-11-9 2-5-10 6-6-6 1-40 5x5 3x4 = 3x4 - 3x6 = 5x5 Scale = 1:69.7 4x6 = P „ L 4x6 = 3x8 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt E-P, G-L REACTIONS. (lb/size) B = 1655/0-6-0 (min.0-2-0) J = 1655/0-6-0 (min.0-2-0) Max Horz B = 62(LC 11) Max Uplift B =-129(LC 9) J =-129(LC 8) FORCES. (lb) Maximum Compression/Maximum Tension TOPCHORD A-B 0126 B-C 2991/642 C-D 2792/625 D-E 2495/575 E-F 34711777 F-G 3471/777 G-H 2495/575 H-1 2792/625 I-J 2991/642 J-K 0/26 BOTCHORD B-P 473/2568 O-P 655/3321 N-0 655/3321 M-N 658/3322 L-M 658/3322 J-L 484/2572 WEBS C-P 255/134 D-P 176/1011 E-P 1130/309 E-N 0/295 G-N 0/295 G-L 1130/309 H-L 176/1011 I-L 255/134 4x6 = 3x4 = 4x6 = 3x8 = CSI. DEFL. in (loc) I/deft L/d TIC0.92 Vert(LL) -0.28 L-N >999 240 BC 0.95 Vert(TL) -0.87 L-N >543 180 WB 0.42 Horz(TL) 0.21 J n/a n/a Matrix) NOTES- (8-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) 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 129 lb uplift at joint Band 129 lb uplift at joint J. 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 191 lb FT = 20% 111111111111/1 I a op 773 p C. STATE OF 441 i August 14,2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 IRUSSMisforlateralsupportofindividualwebmembersonly. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery erection and bracing, consult ANSIfTPl1 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 U nofrio Drive, Madison, WI 53719. Job Truss Truss Type Oty Ply 26746 - Daphene III - DWP 26746R 1 R`12 Hip 1 1 H3500432 Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Fri Aug 14 08:05:05 2015 Page ID:8ls7p2vjcca4jB9DL55wDPz POS-ic6JUSkSJeKZlcsVNPYOxgsSMxUtFdyasVy2NOyo_ 1-- -- -- -- -' 7-8-4 3-3-12 6-2-7 5-7-3 6-2-7 3-3-12 7-8-4 Scale = 1:72.: M Mm 7 F 0 5x5 = 3x4 = 3x6 = 3x4 = D 5x5 zz H 46 = P U U H N S I M L 4x6 = 3x8 = 4x6 = 3x4 = 46 = 3x8 = 1 11-0-0 I zoo-0 29-0-0 40-0-0 11-0-0 9-0.0 9-0-0 11-0-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.31 B-P 999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.92 Vert(TL) 0.91 B-P 522 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 Horz(TL) 0.19 J n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 198 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 'Except" T2,T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.1 'Except' B2: 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt E-P, G-L REACTIONS. (lb/size) B = 1655/0-6-0 (min. 0-2-1) J = 1655/0-6-0 (min. 0-2-1) Max Horz B = 74(LC 11) Max Uplift B =-108(LC 12) J =-108(LC 13) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-B 0/26 B-C 3082/632 C-D 28301600 D-E 25081554 E-F 3116/676 F-G 3116/676 G-H 2508/554 H-1 2830/600 I-J 30821632 J-K 0/26 BOTCHORD B-P 455/2660 O-P 491/2984 0-0 491/2984 Q-R 491/2984 N-R 491/2984 N-S 492/2985 S-T 492/2985 M-T 492/2985 L-M 492/2985 J-L 463/2663 WEBS C-P 365/175 D-P 163/1025 E-P 743/199 WEBS E-N = 0/197 G-N = 0/197 G-L =-743/199 H-L =-163/1025 I-L =-365/175 NOTES- (8-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint B and 108 lb uplift at joint J. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10 0 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 11j1111111111ItOM• 0'e N 73 STATE OF . 44/- C? 11111111 August 14,2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 9411 Alcorn St. g p proper p P responsibility 9 g 9 9 Houston, TX 77093 Applicability of desi n parameters and ro er incorporation of component is res onsibillt of building tlesi ner - not truss tlesi ner. Bracin shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando,. FL 32824 fabrication, quality control, storage, delivery erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777SafetyInformationavailablefromTrussPlateInstitute, 583 D' nofrio Drive, Madison, WI 53719. r- Job Truss Truss Type 26746RF1 R13 Hip Ply 126746 - Daphene III - DWP H3500433 Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:20:12 2015 ID:8ls7p2vjcca4jB9DL55wDPz POS-uflucLepSuPsBOJc9gP5KLCrATaz?zlzVbB6j 5-11-11 7-0.0 5-11-11 7-0-51-0.0 5x5 r.. 1.5x4 5x5 E F Scale = 1:69.7 1 4x6 = N um Y L V — J 4x6 = 3x4 = 4x6 = Us = 4x6 = 3x4 = 1 9-3-11 3-8-5 7-0-0 7-0-0 13-8-5 LOADING psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Lid TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.36 J-L 999 240 TCDL 10.0 Lumber Increase 1.25 BC 0.87 Vert(TL) 0.83 J-L 568 180 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.16 H n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 9-2-0 oc bracing. REACTIONS. (lb/size) B = 1655/0-6-0 (min.0-2-2) H = 1655/0-6-0 (min.0-2-2) Max Horz B = -86(LC 10) Max Uplift B =-122(LC 12) H =-122(LC 13) FORCES. (lb) Maximum Compression/Maximum Tension TOPCHORD A-B 0/26 B-C 3305/617 C-D 3107/620 D-E 2813/610 E-F 2813/610 F-G 3107/620 G-H 3305/616 H-I 0/26 BOT CHORD B-N 450/2846 N-0 310/2305 M-0 310/2305 M-P 310/2305 L-P 310/2305 L-Q 313/2306 K-Q 313/2306 K-R 313/2306 J-R 313/2306 H-J 460/2849 WEBS C-N 362/196 D-L 91/629 E-L 4771220 F-L 91/629 G-J 362/196 D-N 76/694 F-J 76/694 NOTES- (8-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) 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 boftom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint B and 122 lb uplift at joint H. 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 198 lb FT = 20% IIIIIIIII' I N 3 STATE OF : W O • . A, I August 14,211 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Engineering Department 9411 Alcorn st. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Anhill Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSW erector. Additional permanent bracing of the overall structure is the responsibility of_the building designer. For general guidance regarding _ Orlando, FL 32824 fabrication, quality control, storage, delivery erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss late Institute, 583 D' nofrio Drive, Madison, WI 53719. 15 Job Truss Truss Type Ply 26746 - Daphene III - DWP 26746RF 1 R14 Hip Qty 1 1 H3500434 Job Reference (optional) Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:20:13 2015 Page ID:8ls7p2vjcca4jB9DL55wDPz POS-MrJG1KfRDBXjlXupjNxKtZkzvtu6kRE7kFxgFOyoDe 1-0.0 7-0.5 7-11-11 5-0.0 5-0.0 7-11-11 7-0.5 -0.0 Scale = 1:70.9 5x5 = 1.5x4 II 5x5 6.00 12 D E F 7x8 7x8 C G rno 4 roA B I c H-------------- cIo dd 44 - N M O L P K J 4x6 3x4 = 4x6 = 3x8 = 4x6 - 3x4 = 9-3-11 15-0-0 20.0-0 25-0-0 30-8-5 4 -0-0 9-311 5-8-5 5-0.0 5-0.0 5-8-5 9311 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL) -0.39 J-L >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.84 J-L >563 180 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.16 H n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 204 lb FT = 20% LUMBER- 2) Wind: ASCE 7-10, Vult=139mph (3-second gust) TOP CHORD 2x4 SP No.2 'Except' Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. T2x4 SS BOB CHORD 2xx 4SP No.o.1 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C WEBS 2x4 SP No.3 Interior( 1) zone; cantilever left and right exposed ;C-C for BRACING- members and forces & MWFRS for reactions shown; TOP CHORD Lumber DOL=1.60 plate grip DOL=1.60 Structural wood sheathing directly applied. 3) Provide adequate drainage to prevent water ponding. ROT CHORD 4) This truss has been designed for a 10.0 psf bottom Rigid ceiling directly applied or 1-4-12 oc bracing. chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of REACTIONS. ( lb/size) 20.Opsf on the bottom chord in all areas where a B = 1655/0-6-0 (min. 0-2-3) rectangle 3-6-0 tall by 2-0-0 wide will fit between the H = 1655/0-6-0 (min. 0-2-3) bottom chord and any other members, with BCDL = Max Horz 10. Opsf. B = - 98(LC 10) 6) Provide mechanical connection (by others) of truss to Max Uplift bearing plate capable of withstanding 135 lb uplift at joint B =- 135(LC 12) B and 135 lb uplift at joint H. Semi H =- 135(LC 13) 7) - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this FORCES. ( lb) truss. Maximum Compression/Maximum Tension 8) NOTE: Refer to the attached Trussway Notes, TOP CHORD Appendices and T-1 sheet for more information. A- B = 0/26 B-C =-3413/614 9) NOTE: All truss and component designs utilize manufacturer connector design values and 111 1 published lumber design E- F =-2525/537 FD-G =-3206/623 rules -writing grading agency published values all in accordance with truss design software p, N .M. J#I G- H =-3413/614 H-I = 0/26 V BOT CHORD requirements and the applicable edition of ANSI/TPI 1. j , '9 F•`•• s B- N =-452/2949 M-N =-255/2208 Where Southern Pine lumber is specified, Supplement Standard Grading Rules for 773 M- O =-255/2208 L-O =-255/2208 No. 13 to the 2002 L- P =-257/2209 K-P =-257/2209 Southern Pine Lumber and its provisions and J- K =-257/2209 H-J =-462/2952 appendices shall apply. WEBS 10) NOTE: The seal on this drawing indicates C- N =-122/ 830 D- N =-438/ 236 acceptance of professional engineering responsibility solely for the truss component design shown. i ', STATE O F F-J =-122/830 G-J =-438/236 O .• ` FD- L =-56/497 E- L =-305/128 LOAD CASE(S) i' `• Q p;•` , RStandardS (j 1 lIS O lN A; 1) Unbalanced roof live loads have been considered for this design. August 14,2 WARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 114I1.7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 6916900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ _ Orlando,. FL 32824 fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 -Building Component - (407) 857 2777 Safety Information available from Truss late Institute, 583 D' nofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 26746 - Daphene III - DWP 26746RF1 R15 Hip 1 1 H3,00435 Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:20:15 2015 Page ID:8ls7p2vjcca4j B9DL55wDPz_POS-IDQOSOhhlpoR?r2Bgozoy_gMSgb9C KtQBZQnKuyoDe 40 7-0.5 6-9-0 3-2-11 W. 3-0-0 3-2-11 6-9-0 7-0.5 -a0 Scale = 1:70.5 1 5x12 MT20HS 6.00 12 3x8 5x12 MT20HS = F G H c V M vIA Iv 4x6 = R Q S P T O N 4><6 = o 3x4 = 4x6 = 3x8 = 4x6 3x4 9-3-11 17-0-0 20.0-0 23-0-0 30-8-5 40.11 9-311 7-8-5 3-a0 3-0.0 7-8-5 9-3-11 Plate Offsets X Y -- F:0-4-5 Ede H:0-4-5 Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.44 N-P 999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.90 Vert(TL) 1.02 N-P 464 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.16 L n/a n/a BCDL 10.0 Code FBC2014(TP12007 Matrix) Weight: 209 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 'Except' T3: 2x6 SP DSS BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-14 oc purlins. BOTCHORD Rigid ceiling directly applied or 9-4-10 oc bracing. WEBS 1 Row at midpt E-P, I-P REACTIONS. (lb/size) B = 1655/0-6-0 (min. 0-2-3) L = 1655/0-6-0 (min. 0-2-3) Max Horz B = 110(LC 11) Max Uplift B =-145(LC 12) L =-145(LC 13) FORCES. (lb) Maximum Compression/Maximum Tension TOPCHORD A-B 0/26 B-C 3354/592 C-D 3150/583 D-E 3051/597 E-F 2190/481 F-G 1987/451 G-H 1987/451 H-1 2190/481 I-J 3051/597 J-K 3150/583 K-L 3354/592 L-M 0/26 BOTCHORD B-R 43012894 Q-R 270/2259 Q-S 270/2259 P-S 270/2259 P-T 272/2260 O-T 272/2260 N-O 272/2260 L-N 439/2898 WEBS C-R 408/210 E-R 92/755 E-P 564/191 WEBS I-P =-564/191 I-N =-92/755 K-N =-408/210 G-P =-171/1193 NOTES- (9-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) 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, with BCDL = 1 O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint B and 145 lb uplift at joint L. 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 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard itIIII111111!!! PND0 M. N 3 0 0 cc STATE OF 144/ i 4uAl IN August 14,2 I' WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 TRUSSWisforlateralsupportofindividualwebmembersonly. Addtional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery erection and bracing. consult ANSIITPIII Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss late Institute, 583 D'Onofrio Drive, Madison, WI 53719. 5 as Truss Type Qty Ply 26746 - Daphene III - DWP 6 Hh) 1 1 H3500436 Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:20:17 2015 Page ID:8ls7p2vjcca4jB9DL55wDPz_POS-EcYnthixGQ28E9BayO?G1 PvfXUGcgEejftvtNny )Dd 4 4 1-0.0 7-0.5 " 6-9-0 4-315 1-10-12 1-10-12 4-3-15 6-9-0 7-0.5 -0.0 Scale = 1:70.5 1 3x8 = 2x6 II 6.00 12 3x8 = F G H tl M CIF' Iv 4x6 = 3x4 = 4x6 = 4x6 3x4 3x8 = 9-3-11 18-1-4 20-0-0 1-10.12 30-8-5 40-0-0 9-3-11 8-9-9 1-10-12 1-10-12 8-9-9 9-3-11 Plate Offsets X Y -- F:0-4-0 Ede H:0-4-0 Ed e LOADING (psf SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.88 Vert(LL) 0.43 P-R >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.90 Vert(TL) 0.99 P-R >477 180 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.16 L n/a n/a BCDL 10.0 Code FBC2014/7PI2007 Matrix) Weight: 204 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 `Except' T3: 2x4 SP SS BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 9-5-14 oc bracing. WEBS 1 Row at midpt E-P, I-P REACTIONS. (lb/size) B = 1655/0-6-0 (min.0-2-3) L = 1655/0-6-0 (min.0-2-3) Max Horz B = 118(LC 11) Max Uplift B =-152(LC 12) L =-152(LC 13) FORCES. (lb) Maximum Compression/Maximum Tension TOPCHORD A-B 0/26 B-C 3357/581 C-D 3155/572 D-E 3055/587 E-F 2186/472 F-G 1943/449 G-H 1943/449 H-I 2186/472 I-J 3055/587 J-K 3155/572 K-L 3357/581 L-M 0/26 BOT CHORD B-R 420/2896 Q-R 264/2275 Q-S 264/2275 P-S 264/2275 P-T 266/2275 O-T 266/2275 N-O 266/2275 L-N 429/2899 WEBS C-R 395/206 E-R 89/743 E-P 665/218 WEBS I-P =-665/218 I-N =-89/743 K-N =-395/206 G-P =-211/1343 NOTES- (8-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 lb uplift at joint B and 152 lb uplift at joint L. 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard witllll/////' IPN0OM- 1,'' 773 y y STATE OF : 44/ Al l1`; S 0 N Afilllo %. August 14,2 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE. Engineering Department Design for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, Alcorn St. 9 Y 9 Y P P 9 P Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding_ _ _ _ _ _. _ _ _ _ _Orlando,-FL.32824- - fatincation,quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Flate Institute, 583 D' nofrio Drive, Madison, WI 53719. 15 b Truss Truss Type Qty Ply 26746 - Daphene III - DWP H3,00437 6746RF1 R17 Jack -Closed Girder 1 1 Job Reference (optional) Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:20:17 2015 Page ID:8ls7p2vjcca4jB9DL55wDPz_POS-EcYnthixGQ28E9BayD?Gt PveJUF2gKUjftvtNnyoDd i 7-40 i 7-0-0 Scale = 1:23.7 2x4 11 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) 0.13 A-C 590 240 TCDL 10.0 Lumber Increase 1.25 BC 1.00 Vert(TL) 0.34 A-C 231 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-6-12 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied. REACTIONS. lb/size) A = 817/0-6-0 (min. 0-1-8) C = 892/Mechanical Max Horz A = 149(LC 8) Max Uplift A = 209(LC 8) C = 308(LC 8) Max Grav A = 878(LC 15) C = 964(LC 15) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-B =-105/72 B-C =-198/151 BOTCHORD A-D = 0/0 C-D = 0/0 NOTES- (9-11) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.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) 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 209 lb uplift at joint A and 308 lb uplift at joint C. 6) Girder carries tie-in span(s): 11-8-0 from 0-8-0 to 6-8-0 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Dead + Roof Live (balanced): Lumber Increase=1.25, 1) Plate Increase=1.25 Uniform Loads (plf) Vert: A-B=-60,A-D=-20, C-D=-211(F=-191) PLATES GRIP MT20 244/190 Weight: 33 lb FT = 20% t1111111111j//!! 0 N 73 O ' STATE OF 41J 0cL OR O P N.: August 14,2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE. Engineering Department Design valid for use only with Alcorn St. MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) on, X 7 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway916900 TRUSSW Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ 8850Orlando, FL 32824 - - - — fabrication, quality control, storage, tlelivery erection antl bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSH Building Component (407) 857 2777 SafetyInformationavailablefromTrussPlateInstitute, 583 D' gnofrio Drive, Mad n WI 53719. Job Truss Truss Type Qty PIY 26746 Daphene III - DWP 126746RAl. R18 Common 1 1 H3500438 Job Reference (optional) Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:20:18 2015 Page 1-0-0 I D:8ls7p2vjcca4jB9DL55wDPz_POS-io6951ja 1 jA?sJm m VxVWZcSxFul7Pm6suXeRvDyoDd 5-10-0 11-8-0 1-0.0 5-10-0 5-10-0 Scale = 122.1 4x4 = C 6. 00 12 5 T2 M T1 W1 D B 61 b E 1. 5x4 3x5 = 3x5 5- 10-0 11-8-0 5- 10-0 5-10-0 Plate Offsets X Y -- B:0-0-4 Ede D:0-0-4 Ed e LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.04 D-E >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.10 D-E >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 D n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 43 lb FT = 20% LUMBER- TOP CHORD 2x4 SP No.2 4) This truss has been designed for a live load of BOP CHORD 2x4 SP No.2 20. Opsf on the bottom chord in all areas where a WEBS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING- bottom chord and any other members. TOP CHORD 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to Structural wood sheathing directly applied or 6-0-0 oc bearing plate capable of withstanding 103 lb uplift at joint purlins. BOT CHORD D and 139 lb uplift at joint B. Rigid ceiling directly applied or 10-0-0 oc bracing. 7) " Semi -rigid with fixed heels" Member end usedsfixitymodelwasusedintheanalysisanddesignofthisintheREACTIONS. ( lb/size) truss. 8) NOTE: Refer to the attached Trussway Notes, D = 450/Mechanical B = 533/0-6-0 (min. 0-1-8) Appendices and T-1 sheet for more information. Max Horz 9) NOTE: All truss and component designs utilize B = 74(LC 12) manufacturer published connector design values and Max Uplift rules -writing grading agency published lumber design D =- 103(LC 13) values all in accordance with truss design software B =- 139(LC 12) requirements and the applicable edition of ANSI/TPI 1. Where Southern Pine lumber is specified, Supplement FORCES. ( lb) No. 13 to the 2002 Standard Grading Rules for Maximum Compression/Maximum Tension Southern Pine Lumber and its provisions and TOP CHORD appendices shall apply. 10) NOTE: The seal on this drawing indicates A- B = 0/26 B-C =-672/138 N M• 8/ 130 acceptance of professional engineering responsibility solely for the truss component design shown. P. • BOTCHORDCi• S L B- E =-67/516 D-E _-67/516 LOAD CASE(S)10 C(: '\ WEBS Standard i N 3 C- E = 01273 r NOTES- ( 8-10) 1i 1) Unbalanced roof live loads have been considered for V this design. STATE O F , 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) O ( Vasd= 108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS i • • A` I envelope) gable end R j SS........ zoneandC-C Interior(1) zone; cantilever left and right exposed members A, 1, V A]IM actonsshown; 1 60 plate grip DOL=1.60 i,+,` 3) This truss has been designed fora 10.0 psf bottom August 14,2 chord live load nonconcurrent with any other live loads. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 114II-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ _ _ _ _ _ _ _ Orlando, FL 32824___ _. fabrication, quality control,_storage; delivery, erection and bracing, consult ANSIITPII Quality Criteria,-DSB-89 and BCS11 Building Component (407) 857 2777 SafetyInformationavailablefromTrussPlateInstitute, 583 D' gnofrio Drive, Madison, WI 53719. 15 Job Truss Truss Type Qty Ply 26746 - Daphene III - DWP H3 O0439 26746RF1 R19 Common Girder 1 1 fa Job Reference (optional) Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Fri Aug 14 08:07:07 2015 Page 1-0-0 I 5-10-0 4x4 = D 5-10-0 1-0-0 Scale = 1 3x4 — 1.5x4 11 1.5x4 11 1.5x4 11 3x4 = 5-10-0 b-10-u LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) 0.05 B-J 999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.65 Vert(TL) 0.12 F-H 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.14 Horz(TL) 0.02 F n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 50 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) B = 689/0-6-0 (min.0-1-8) F = 689/0-6-0 (min.0-1-8) Max Horz B = -65(LC 9) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-B 0/26 B-C 857/0 C-D 756/0 D-E 756/0 E-F 857/0 F-G 0/26 BOT CHORD B-J 0/675 1-1 0/675 H-1 0/675 F-H 0/675 WEBS D-I 0/360 C-J 130/41 E-H 130/41 NOTES- (9-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.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 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) Gable studs spaced at 2-0-0 oc. 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) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 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 ANSITTPI 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Dead + Roof Live (balanced): Lumber Increase=1.25, 1) Plate Increase=1.25 Uniform Loads (plf) Vert: A-B=-60, B-D=-90(F=-30), D-F=-90(F=-30), F-G=-60, B-F=-20 0% 11 lllliilloM. Vi eeIt N 3 r a r i STATE OF : OR I 0 N A August 14,2015 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 BEFORE USE. Engineering Department 9411 Alcorn St. .9111111111111 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 11111111 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown (713) 691 6900 TRUSSMisforlateralsupportofindividualwebmembersonly. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - - Orlando, FL 32824 - fabrication, quality control, storage, delivery erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Db Truss Truss Type Qty Ply 26746 - Daphene III - DWP 6746RFYl, R20 Hip Girder 1 * H3500440 2 Job Reference (optional) Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:20:21 2015 Page ID:8ls7p2vjcca4jB9DL55wDPz POS-7NnHj31SKeYajmVLB34CBF4Kg5e_cwYlaVt5WYyoDd 0.0 7-0.0 6-52 6-514 6-6-14 6-52 7-0.0 1-0.0 Scale = 1:69.4 1 1.5x4 II 5x7 3x4 = 3x6 = 3x4 = 5x7 6.00 12 I „ 4x6 = Q P O N M L S T K 4x6 = 2x4 II 6x8 = 4x8 = 4x8 = 2x4 4x8 = 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL) 0.37 N-P 999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.94 Vert(TL) 0.98 N-P 483 180 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.17 1 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix) Weight: 447 lb FT = 20% LUMBER - TOP CHORD 2x4 SP NO.2 `Except* T2,T3: 2x4 SP SS BOTCHORD 2x6 SP No.1 `Except` B2: 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) B = 3493/0-6-0 (min. 0-2-1) 1 = 3270/0-6-0 (min.0-1-15) Max Horz B = 77(LC 8) Max Uplift B =-553(LC 5) 1 =-580(LC 4) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/30 B-C 7048/1136 C-D = 9560/1561 D-E 10710/1776 E-F = 10710/1776 F-G 10710/1776 G-R = 984111828 H-R 9842/1828 H-1 = 6635/1238 1-1 0/30 BOTCHORD B-Q = 983/6187 P-Q 982/6155 O-P = 1501/9559 N-0 1501/9559 M-N = 1731/9841 L-M 1731/9841 L-S = 1025/5794 S-T 1025/5794 K-T = 1025/5794 I-K 1026/5812 WEBS C-Q = 37/751 C-P 649/3946 D-P = 1545/528 D-N 283/1341 E-N = 886/368 G-N 0/1021 G-L = 1173/320 WEBS H-L =-853/4678 H-K =-57/494 NOTES- (11-13) 1) 2-ply truss to be connected together with 1 Old 0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 . oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10, Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.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 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 553 lb uplift at joint B and 580 lb uplift at joint I. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) "Hanger(s) or other mechanical connection shall be provided to support- t Re,fCer to Truss Placement PI t,.,4[a t;' for connection schedule. e tQs1 1 dfViA-i ads,,oIiirP,than truss-to-tli S1i14r sponsl 11 o4pthWpy 11) N R@fcf ic7,& gt h& us yiptes, 0.414 iG8s aM T-1 sheet fo ol't I re0ion. 12).b TE:•AII trtl t nd?QQ"q pgpSit designs Aze InaP[7ufectur pullished connector desig vIues and ul€srvritin dir ency publishec;ltbC design aluel al ' with truss desagn sclware Ketoi me pplicable editiaJXAL*SlfTPI I.yj17¢re S hFgtTif Iurrllr is specr p.Nent o. to e 2 0 StarA;(0 (; ceding e5or 6p6ih rn Pine Lu. qnd *visions anaY Odite d1o sQyY.••('. 13) NOT j1Y ie.ee I drrthisKlr&lt lhdiep es accept i ye iffiPQ1Ll a Kiting responsibility solely forthe-Essi}9rpli"t eslgnshown. LOAD CASE(S) Standard Dead + Roof Live (balanced): Lumber Increase=1.25, 1) Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-60, C-R=-133(F=-73), H-R=-60, H-J=-60, B- Q=-20, Q-S=-44(F=-24), I-S=-20 Concentrated Loads (lb) Vert: Q=-513(F) T=-964(F) August 0 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Hou Alcorn Houston, 7093 adchb 6 7 Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown (713) 697 900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ Orlando, FL 32824 fabrication, - quality control, storage, delivery erection and bracing, consult ANSIITPI1 Quality Criteria,-DSB-89 and BCSI1 Building Component (407) 857 2777 SafetyInformationavailablefromTrussPlateInstitute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 26746 - Daphene III - DWP 26746RF1 Vol Valley 1 1 H35i(0441 Job Reference o tional Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Fri Aug 14 08:09:36 2015 Page I D:8ls7p2vjcca4jB9DL55wDPz_POS-GI_m N70SVvT6J F4alpvyQgawuB73FGVTA95uOByo_ i 2-64 2-5-4 Scale = 1:6. 4.00 12 B 0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014rTP12007 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SIP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc puffins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) C = 78/0-3-8 (min. 0-1-8) D = 48/1-0-0 (min. 0-1-8) Max Horz D = 23(LC 8) Max Uplift C = 30(LC 8) D = 5(LC 8) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = -29/0 BOTCHORD A-D = -40/9 A-C = 0/0 NOTES- (6-8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. ll; Exp B; Encl., GCpi=0.18; MWFRS (envelope) 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 30 lb uplift at joint C and 5 lb uplift at joint D. CSI. DEFL. in (loc) Ildefl L/d TC 0.22 Vert(LL) 0.00 A >999 240 BC 0.30 Vert(TL) 0.01 A-C >999 180 WB 0.00 Horz(TL) 0.00 C n/a n/a Matrix) 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 6 lb FT = 20% PN O M. V I I N 7 3 STATE OF 0 N A August 14, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent_ bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 - fabrication, quality control, storage, tlelivery erection and bracing, consult ANSIITPII Quality Criteria, DSB49 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D' nofrio Drive, Madison, WI 53719. Db Truss Truss Type Qty Ply 26746 - Daphene III - DWP H35004426746RFi1V02Valley11 Job Reference (optional) Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:20:22 2015 Page ID: Bls7p2vjcca4j B9DL55wDPz_POS-baLgwPm45ygRLw4Xkm bRkSchNV9nLa2So9ce2yoDd i 4-4-13 5-5-4 r 4-4-13 1-o-7 Scale: 1 "= 1, 3x3 1.5x4 11 LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid TCLL 20.0 Plates Increase 1.25 TC 0.17 Vert(LL) 0.00 B n/r 120 TCDL 10.0 Lumber Increase 1.25 BC 0.20 Vert(TL) 0.01 C n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.04 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 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-4 oc puffins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A = 126/5-4-0 (min.0-1-8) E = 234/5-4-0 (min.0-1-8) Max Horz A = 44(LC 8) Max Uplift A = 9(LC 8) E _ 35(LC 9) FORCES. (Ib) Maximum Compression/Maximum Tension TOP CHORD A-B = -60/47 B-C = -20/0 BOT CHORD A-E = 0/0 D-E = 0/0 WEBS B-E =-198/147 NOTES- (7-9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph, TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) 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 9 to uplift at joint A and 35 Ito uplift at joint E. 5) Non Standard bearing condition. Review required. 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the . truss component design shown. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 16 lb FT = 20% PNo o M A\ . • G • • v/ ' jam N 3 ft STATE OF 44/ LS, ONA\', . August 14,2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. TRUSSIM erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824_ fabrication, quality control, storage, delivery erection and bracing, consult - ANSIITP11 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Oty Ply 26746 - Daphene III - DWP H3590443 26746RF1 V03 Valley 1 1 Job Reference (optional) Trussway Manufacturing Inc., Houston, TX 7.530 s Jul 14 2014 MiTek Industries, Inc. Fri Aug 14 08:10:20 2015 Page ID:8ls7p2vjcca4jB9DL55wDPz_POS-zCfOc9Y280?sbOR1 K3iGC6PRywBuZ90x101Dyeyo_ 2-11 2-0 0 Scale = 1:7.9 B 6.00 12 0 4 A v o D C 3x3 = 2-0-0 1-11-8 Plate Offsets X Y -- A:0-1-8 0-1-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.00 A >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.01 A-C >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 5 lb FT = 20% LUMBER - 5) "Semi -rigid pitchbreaks with fixed heels" Member endTOPCHORD2x4SPNo.3 fixity model was used in the analysis and design of thisBOPCHORD2x4SPNo.3 truss. BRACING- TOP CHORD 6) NOTE: Refer to the attached Trussway Notes, 111111111 Structural wood sheathing directly applied or 2-0-0 oc Appendices and T-1 sheet for more information. 7) NOTE: All truss and component designs utilize t%J11 Q AN M, purlins. CHORD manufacturer published connector design values and P` • • BOT Rigid ceiling directly applied or 10-0-0 oc bracing. rules -writing grading agency published lumber design Ciy-9 values all in accordance with truss design software 4k REACTIONS. ( lb/size) requirements and the applicable edition of ANSI/fPI N O 73 • D = 48/1-0-0 (min. 0-1-8) 1. Where Southern Pine lumber is specified, 1 C = 71/0-3-8 (min. 0 1-8) Supplement No. 13 to the 2002 Standard Grading Max Horz Rules for Southern Pine Lumber and its provisions _ and appendices shall apply. 10 25( LC 9) 8) NOTE: The seal on this drawing indicates 13 •, S TAT E 0 F MaxUpliftp= acceptance of professional engineering responsibility Q C19LC9solely for the truss component design shown. i'T •, ` O Q e' \ ` OR1. FORCES. (lb) Compression/ Maximum Tension AD LOandaj S O dSE(S) N A E TMaximumOPCHORDA- B = -37/0 BOT CHORD A- D = -54/12 A-C = 0/0 NOTES- ( 6-8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd= 108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) 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 19 lb uplift at joint August 14,2 C. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Engineering Department Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, Alcorn 77 9Y9YPP9PHouston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Orlando, FL 32824 fabrication, quality control, storage, delivery erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCS11 Building Component (407) 857 2777 SafetyInformationavailablefromTrussPlateInstitute, 583 D'gnofrio Drive, Madison, WI 53719. D15 Type Ply 126746 - Daphene III - DWP 746Rk Trussway Manufacturing Inc., Houston, TX a 0 2x3 i H3500444 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Aug 13 15:20:24 2015 2-11-1 1-0-15 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) 0.00 C n/r 120 TCDL 10.0 Lumber Increase 1.25 BC 0.08 Vert(TL) 0.00 B n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A = 71/3-11-0 (min.0-1-8) E = 198/3-11-0 (min.0-1-8) Max Horz A = 49(LC 12) Max Uplift E _ -44(LC 9) FORCES. (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = -86/53 B-C = -29/0 BOTCHORD A-E = 0/0 D-E = 0/0 WEBS B-E =-172/160 NOTES- (7-9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (envelope) 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 44 lb uplift at joint E. 5) Non Standard bearing condition. Review required. 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Scale = 1:13.0 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% II111111 I If ii //'/ 10 i 73 STATE OF U/ 44/ Al August 14,2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE. Engineering Department 9411 Alcorn St. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Houston, TX 77093 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown (713) 691 6900 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 8850 Trussway Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding -Orlando, FL 32824__ _ _ _ _ __ - - fabrication,-quality control; storage, -delivery, erection antl bracing, consult - ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component— (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719, Symbols 4_ PLATE LOCATION AND ORIENTATION 3/ " * Center plate on joint unless x, y 4 offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of trussf and securely seat. 0-tips' T For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary butdkreactionsectionindicatesjoint number where bearings occur. RE Industry Standards: ANSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths 1 2 3 TOP CHORDS C1-2 C2-3 0 WEBS °' v 4 L) p n 1 ' U O o- C7-8 C6-7 CS-6 BOTTOM CHORDS General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 4. Cut members to bear tightly against each other. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 8 7 6 5 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TP11. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A TEE-LOK MiTek Engineering Reference Sheet: MII-7473 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. 2004 MiTek® k k 0 0 i rr i I ' ' 11 ` f J05— Joe_ 1",' I\ pparsIN J06 FO FO 1 FO Fo 1 I s 11 1 I 1 11 e 6Ei!lIlls, Dori'/= 1: 1• ill 111i Oil 11 11 11110iil50 krllY' A WOO 104 I- 111111111millR04111ROSE, 1P 111f Ifl/I JI If lill I Ji I IV/11' 1 • 11 11, r3) - ( 0. 146 x 3 114" P-not/) TOE-NA#.S O 70P B BOTTOM CHORD CONNEC7I0V. WAILS 7HROU6H BALYr SJD£ OF IN OF WCWO TRUSS NOT ALLOMED) 5b7 GL7f2 C/YJ,V FAS _,ALG/R.7 d AND ( 12) NAILS ALONG VER77CAL END IIEB OF 7HR" GIRDER INTO 7H£ HIP GIRDER TRUSS 0. 148"x3 114" P-noA) TOE -NAILS O d BOTTOM CHORD CONNEC7I1W. WHERE CONNECTIONS AM -- SPECIFIED IN PLACEMENT FLOOR HANGER SCHEDULE MARK DESCRIP77ON USP FH1 US410 FH2 HD48 FH3 THD48 FH4 THDH410 FH5 MSH222-2 FH6 I MSH422 FH7 MSH422-2 FH8 THD210-2 FH11 TH046 FH12 USH426 ALL MARKS MAY NOT BE USED. ROOF HANGER SCHEDULE MARK DESCRIP77ON LISP RH1 WS24 RH2 WS26 RH3 HUS26 RH4 MSH29 RH5 MSH222-2 RH6 SKH26L RH7 SKH26R RHB THD210 RH9 7HDH26-2 RH10 H C26 ALL MARKS MAY NOT BE USED. 1 Jol I Jo?-- r QDc 1- sv c al e',cs alieee,asi.lcacelor icrce a.r,raaenrs r ca oselcrelr sec.lrv ei s v,` 1 1 1 P R111PiF s1 t r 1F 01 1 Lsi ICRinfO el c„I 1- I e FOcNc IrrV ICiClcsc"C Clvar:uCse r Cllm,• 1 11 V;gTWU'l I VCIC,IV`CIJIC rD dIyY11 Hatch Legend 9, 4„ 20'- 3/4" 20" DEEP FLOOR TRUSSES @ 24" O. C. FIELD ADJUST SPACING FOR PLUMBING AND A/C CHASES 49::= 6 79MM' TRUSSWAY MANUFACTURING 9411 Alcorn HOUSTON, TX 713) 691-6900 713) 699-7342 FAX INTERNET www. trussway, con j v, o or C,( L a o I Y M O c0 Q a` W v I 3 A. cn 3 REFER TO SHT."T-1" E FOR IMPORTANT INFORMATION! DRAWN BY: DWP ° DATE : 8/13/15 THIS TRUSS PLACEMENT DIAGRAM is an illustration that identifies the assumed location of each Truss based on Trussway's review of the PROJECT ID: 26746 ConstructionDocuments. The sealed Truss Design Drawings depict the individual Trusses to be manufactured. Trussway's scope of work shall be limited to thcr responsibilities of "Truss Manufacturer" and "Truss Designer" under Chapter 2 of the National Design Standard for Metal Plate Connected ORDER # : L Wood Consr- uction ("TPI-1"). The terms and definitions of TPI-1 shall further apply. The design of the Truss support structure, including headers, SCALE : NTS c beams, walls and columns is the responsibility of the Building Designer. Trussway shall depict on its Truss Design Drawings the maximum axial REVISIONS a compression forces in the web members and required Permanent Individual Truss Member Restraint. The size, connections, and anchorage of Lateral A Restraintan:! Permanent Building Stability Bracing shall be the responsibility of the Building Designer. All temporary bracing to ensure stability during construction shall be the responsibility of the Contractor. Permanent and temporary bracing details can be found in the Building Component Safety B i Information (" BCSI") guide published by the Structural Building Components Association and the Truss Plate Institute or in the BSCI-Summary Sheets. C tt See www.sbcindustry.com <http://www.sbcindustry.com>. D E NOTES F 1. REFER TO SHEET T-1 FOR TRUSS DETAILS MARKED ON PLACEMENT SHEETS lu ALL BEAMS ARE DESIGNED BY OTHERS U.N.O SHEET NOTE: ALL TRUSSES SPACED AT 24' O. C. RE.STRUCTURAL PLANS FOR BEAM SIZES OBO=) DROP- Br- OTHERS r T —XX o UNLESSNOTEDOTHERWISEBEAEAMMHERSFBBO=FLUSH BEAM BY OTHERS U RECORD •' City o Sanfordham. Building and Fire Prevention Product Approval Specification Form Permit # All 5 - 2 7 62 Project Location Address Lot 19 - 432 Treasure Lane j\LDINC SANFORD As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category/Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging Therma-Tru Corporation Swinging Exterior Door (front door) FL15225.R3 Sliding MI Windows Sliding Ext. Door- Standard SGD FL15332. - IDfS Sectional Amarr Garage Sectional Exterior Doors FL5302.10-R6 Roll Up Automatic Other 2. Windows Single Hung MI Windows Single Hung FL1521725,28,31,32 Horizontal Slider Casement Double Hun Fixed MI Windows Fixed -PVC Picture Window FL15278.R3/FL15278.17 Awning Pass Through Projected Mullions MI Windows Mullions FL15333.04-R2 Wind Breaker Dual Action Other June 2014 G Category/ Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding Soffits Alpha Aluminum 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 Atlas Roofing 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 Category Subcategory Manufacturer Product Description Florida Approval # include decimal) 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates 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 Sign Applicants Name Please Print) June 2014 L-I,52 Tr2c,Sore L-C-A- EY s TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS # Ie• n• 3r a• Rg w— rwnr•• ww C. KRFYr<:(Mtr OfR ALlU y MMA VARY KR ffR F 2 • Yb1FdLi efR A19 YiLEGiQN R3i1tMRWR RAK WR NRE GF VIaOU WED 1uG :HCP FlENr GfI1,ORNQJ FWAAA FGI Ju E GuEnLRUGcc£eM[GmNxGn `t9.xo[w mta \ Oxon narncr.ery mme mn I umrlea nxrKp ed xurrwrtta x:Nr tonrwara9rMASIERSUITE FAMILY ROOM g mmmx. ITE U g I armEn CAB - cr, y I wr DIN rm.—fret— 1 m ao1 -1 I GARAGE I— ,-H Are ur. .ream. r1. I I o W O 0 z 64- m O O Vi.cAC O J RAIN FLOOR 1— sr, 2600 IA-PkR FLO<kt "" 5F, t5F LANAI IO9 5F. MRL4. 144 5F. Tl— tOIAL 90 FT. 361, 33SF MAIN FLOOR PLANNOTES GARAGE LEFT L Arr T'PI[i1L WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS # IB• 11• ' Ie' y_+ i t0' 1' 0 36' wlrvrww F^ GB FG WBFG. BJB SN uvla.rls t00 fG fG. 40 FG. BtO FG Bk3 °.H 3010 F4 0A 91 10J0 FG 10YD & 010 EN Jd091 10e0Y1b' b105N 50` ViO EN NhO UI IdA B! IB5001 tIX25H 60 EN owlf' tl60 EN GL. VERiY PQG4OPF,N`Y..S FOR ALL GlWllS. LL0DGW 913E5 AV0 N5141d1YM ttdi VdAT FtiR O M4FALLffRA\D :({CRICAIKNS R}FER IV fICU,t fi445 fOR SALE RUWOil usEots, ui sicaxr'em cs t, a+r+ao GLAH FGl V 4EAR LPE1RG 14.Yd115 r ealW nEy NRYYE xam rnefxre ervmm Ll C) L.n W O z m O z O LL O G I ce OyF / OF- 2600 UPPER FLOOR PLAN NOTES GARAGE LEFT 1 T4 Florida Building Code Online Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.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 Pagel of 3 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 LJ Date Pending FBC Approval Date Approved 07/05/2015 Summary of Products FL # 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 RL.``1 f 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 (68 Door Products), INST FL15225 R3 II.,j_R"Z&j&0 dj 15225.1-80 (8'0 Door Products) and INST 15225-68M (6'8 522.5 R3_i2 INST 15225.1•$O odF '. Door Products Direct to Masonry) for installation 225 R3 '1# `INST 15?M pdf 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 FL15225 R3 AE Eval 522511 68 odf 15225 R AE EVAL 25225 1-80.ndf FL15225 R3 AE EVAL5.g,SR9f', Created by Independent Third Party: Yes 15225.2 b. "Construction Series" and 6/8 Opaque Steel Door with and without Sidelites. Inswing Benchmark by Therma-Tru" and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No15225 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 aa—Li NsT 1 2.25.2_68 df 15225-68M (6'8 Door Products Direct to Masonry) For FL15225 R3 11 'INST 152255-OM;i?dF 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 EL15225 R3- AE EVAI IS77.- ' f+ FLI5225 R3 AE EVALJ51 ZZ5. .4itif;. 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 R3 C C1kf 1225.3 NAM1 tens. f 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 f =-All )i 1 1 2113-68 odf 15225.3-80 (8'0 Door Products) and INST 15225-68M (6'8 FLI S225 R3 II Door Products Direct to Masonry) for installation FLM25 R3 11 INSJ., ,5L66-M instructions. Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F, Schmidt, P.E. 43409 04. (This product approval requires the use of "P' 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 FLI5 25 R3 AE EVAL 1512$..:.&pdf Benchmark Door Panels.) FL 5225,93, ANAL j522 S,34R0,ptL Created by Independent Third Party: •Yes 15225.4 d. "Premium Series" and 6/8 and 8/0 Opaque and Glazed Steel Door with and without° Benchmark by Therma-Tru" Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15225 R:3 G -CAC 15225A NAMI cents<bd Approved for use outside HVHZ: Yes Quality Assurance Contract ExpirationDate Impact Resistant: Yes 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.4-68 (6'8 Door Products), INST 1y 5 R iI-'INST 1522 15225. 4-80 (8'0 Door Products) and INST 15225-68M (68 P1 15";_R.1 I1; jNT 5 4QP..i.( Door Products Direct to Masonry) For installation F I5 1 2$..sRiifi< 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, F A 4 1 R, 3 .A Vp krg') a'.MM.pAt Created by Independent` Third Party: Yes 15225. 5 e. "Smooth -Star" and "Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therma-Tru" without Sidelites. Inswing, and Outswing https:// www.floridabuilding.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 "I" part number doors and sidelites, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) 12/31/2021 Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent 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 R3 ll A 15 25.6 N0.hi carts Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.6-68 (6'8 Door Products) and I1 i225 I II' INST 15225 f-68 ncif 15225,6-80 (8'0 Door Products) for installation instructions. M,15225 R3 fI'INST 15225 6 80 Brlf Note - Glazing Shall comply with ASTM E1300-04) Verified By: Lyndon F, Schmidt, P`E. 4340 Created by Independent Third Party: Yes back ;! Ntxt Contact Us :: 194o ftortlt f4ohroe s'-r JAIIiiha 5a &32399 Phone: UQ-A i-182a• The State of Florida is an AA/EEO employer. copyright 2007.2013 State of Flend& :: 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 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 record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Company: Therma-Tru Corporation 108 Mutzfeld Road. Butler, IN 46721' Certification No.: NI005327=R5 Certification Date: IW15/2003>;> Expiration Date: 12/31/2021 Revision Date: 02/24/2015' ing/Outswing w/ and w/o Sidelites; Sidelites NOTICEi:OF PRODUCT CERTIFICATION'' Company:. Therma-Tru Corporation Certification No.: NI005329-I14 108'Mutzfeld Road Certification Date: 10/15/2003'. Butler, IN 46721, Expiration Date: 12/31/202.1 RevisionDate: 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/E33.1/TAS202 NOTICE OF PRODiJCT 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 Certificationlabel 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 r_ ..__ e•_<<s_ Y.:wr uie_::/+ as-.:a::....U.»...........:.............a-d 1 u TY n: Aenn titrnnFNot:nnaFCMnri rdc tncf hifP.ANAl _ NA sCertifiedu Inswing Glazed Design Missile Test Report Number Configuration; or or Maximum Pressure Impact Outswing Opaque Size Pos/Neg Rated .. Comments X I/S Glazed 31011 x 618" 47/47 No NCTL-210-1940-1.23.4/TTF-256F> Single._ X O/S Glazed 3'0" x 6W' 47/-47 No NCTL-210-1940-1.2.3.4/TTF-255F Single XX us Glazed 6'0" x 6'8" 40/-40 No NCTL-,210-1.940-1.2.3.4/TTF-256F Double Standard Aluminum Astra al XX O/S Glazed 6'0" x 6'8" 40/-40 No NCTL-210-1940-1.23.4/TTF-255F Double Standard -Aluminum Astra al XX 1/S Glazed 6'0" x 6'8" 47/-47 No NCTL-210-1940-1.2.3.4/TTF-25617 Double Coastal Aluminum Astra al XX O/S Glazed 6'0" x 6'8" 4Z/,47 No NCTL-210-1940-1.2.3.4/TTF-255F Double Coastal Aluminum Astragal OXO/ OX/XO I/S Glazed Door 5'4" x 6'8" 40/-40 No. ETC-01=741-11008.0/L-2151/TTF-256F Single w/Sidelites Glazed Sidelites OXO/ OX/XO O/S Glazed Door 5'4" x 6'8" 40/40 No ETC -01.741-1.1008.0/L-2151/TTF255F Single w/Sidelites Glazed Sidelites OXXO 1/S Glazed Door 8'4" x '6'8" 40/-40 No ETC-0 1-741-11008.0/L-215 I MF-256F: Double w/Sidelites Glazed? Sidelites Standard Aluminum Ast al _ OXXO O/S Glazed Door 8'4" x 6'8" 40/-40 No ETC-01-741=I11008.0/L=2151/I"IF255F Double w/Sidelites Glazed Sidelites Standard Aluminum Astra al.. OXXO 1/S Glazed Door 814" x 6'8" 47/-47 No ETC-01-741-1'I008.0/L-2151/TTF-256E Double w/Sidelites Glazed Sidelites Coastal Aluminum Astra al OXXO O/S Glazed Door 1 1 8W' x 6'8" 47/-47 No ETC-OI'=74141008.0/L-2151/TTF255F' Double w/ Sidelites Glazed Sidelites Coastal. Aluminum Astra al National Accreditation Management Institute, Inc./4794 George Washington Nlemora y/Hayes; VA 23072 Tel: (804) 684-5124/Fax: (804)>6845122 NAMI AUTHORIZED SIGNATURE: Al NOTICE OF PRODUCT CERTIFICATION:: Company: Therma-Tru Corporation 10$ Mutzfeld.Road' Butler, IN 46721';, 1H,E RMAITRU'* 105.50' MAX. OVERALL FRAME W1D THERMA TRU DOORS 1 1 B INDLIDT Il DR., EDGER N, OH 43517 Smooth -Star" and "Benchmark by Therma-Tru" eT.' x i-,It 11 rr ,1 II II f r& r l 1K II, II II 1 rr 11 II 6'8" SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS w " W/ & W/OUT S DELITES INSWING/OUTSWING k` INSULATED FIBERGLASS DOOR WITH WOOD FRAMES a s . I i' General Notes T This product anchoring drawing has been developed incompliance with the Sth Edition DOUBLE W/ SIDELITES 2014) Florida Building Code (FBC),excluding,the "High Velocity Hurricane Zone". See the MAX DESIGN PRU Certification Agency Certificate for saes, specifications and ratings. 55.0 -55.0 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. 37.5T MAX. OVERALL 3. Wood screws shall be installed following installation instructions of ANSI/AF&RA NDS 2012. WIDTIH 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 be less than in I 4g 1, 1' '1specifiedbythefastenermanufacturerbutinnoinstanceshalltheyshown 5 r I rl 5 this drawing. O W 5 rl 1' i, rr g 15 N:s 5. Where shims are used, they must be a "rigid / stiff' material that complies with the 6 a 5 requirements of the FBC. I 1 I 1 6. 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. 7. Site conditions not covered by this drawing are subject to further engineering analysis. I TABLE OF COMENTS SHEET t DESCRIPTION l T ical elevations, design pressures 8 eneral notes ... 2 Buck anchori - - 3 Frame anctwrirlg 4 Frame anchoring & bill of material - 5 Horizontal & vertical cross sections " 6 VeftiCOI cross sections SINGLE X MAX DESIGN PRESSURE 67.0 -67.0 7I a KAAY 66.50" MAX. OVERALL WIDTH t 2 3 5 5 5 SINGLE W/ SIDELM OXO MAX DESIGN PRESSURE 40.0 -40.0 53:1 OVER DOUBLE XX MAX DESIGN PRESSURE 55.0 -55.0 LOCK HARDWARE MFG A SERIES` 11 n C z o WZ 0 F 2 Woz 2a W Im w XT MAX. ii ALL WIDTH' c v r_14 II II I' 'II II f 11I _ 'II 1I I y o r< r Y' t1 ax; I l it 1IIlisI1I IILA Z F SINGLE W/SIDELITE OX ' 2,12: MAX DESIGN PRESSURE sCALF-- N. 40.0 -40.0 ewe sy: er.__ nw • 1/4" l-1/4 P 4" TAPCON UMACM , SINGLE DOOR W/SIDELITES VIEW "D"—"D I' SINGLE DOOR W/SIDELITE'' VIEW `'8"—"B SINGLE DOOR" VIEW A"-- A" IU CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the comers may be adjusted to maintain the min. DETAIL "6 TA edge distance to mortar joints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to Wf 2X BUCfi 2maintainthemin. edge distance to mortar joints, additional concrete anchors 1NSTAL91iTION may be required to ensure the'MAX. ON CENTER" dimension are not exceeded. 3_ Concrete anchor table: W/1X'BUCK, p2 AMCift)R AAi tit3 MK A1tt%C4EAIP,AtjGE IN ClfllittJ4Na Ad8 L1Ir1EiiT TO, MASON1' TOADJ T1' 6CANCHORITW ® TAPCON 1/ 4. 1"1/4,. 2' 4. TAPCON® 3/16' 1-114" 3" 171/7 INSTALLATION DETAIL " 1'DEWL "4"s IM IM I VIEW- 'C"- MOMMM 9 INTERIOR EXTERIOR t!: , a' I ll-:::::;; d. mwa.cunTa EXTERIOR INTERIOR: 4 INS5.1 THERMAIT,RU THERMA TRU DOORS 1 1 El INOUE—AL DR., EoocQTON. OH 4351 7 Smooth -Star" and "Benchmark by Therma-Tru" o W B'0" SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ & W/OUT SIDELITES m INSWING / OUTS WING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes I. This product anchoring drawing has been developed in compliance with the 5th Edition 2014) Florida, Building Code (FBC) 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 detail. Anchor embedment to base material shah be beyond wall dressing, stucco, foam, brick and other wan coverings. 3. Wood screws shall be installed following 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 1igid / stiff" material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with this drawing shall be determined by others for speck jobs in accordance with the governing code. 7. Site conditions not covered by this drowing are subject to further engineering analysis. TABU OF CONTENTS SHEET# DESCRIPTION 1 Typical elevations, design pressures & general notes 2 Buck anchoring 3 Frame ancho 4 _ , Frame anchoring & bill of materials 5 Horizontal & vertical cross sections 6 7 c across secs - 105.50' MAX. OVERALL FRAME WIDTH r-- OVERALLWIDTH II II 1iitII F I IIL I I 1 III P1I 1I it tl RR-' F_JI Y O li ii 3 s itit Oii Fi- I I I I I 1 I I Ill I 1 I d 1 1 I I I I I 1 1 I 11 1 I I 1 t f'1 DOUBLE W/SIDELITES OXXO SINGLE W/SMEUTES OXO MAX DESIGN PRESSURE E M R' SERIES MAX DESIGN PRESSURE 47.0 -47.0 40.0 40.0 0"CEIISIGNAIURE SERIES M DEADlaIT 37.50" MAX. OVERALL WIDTH 74 50 MAX. OVERALL WIDTH : 53.00' MAX. OVERALL WIDTH 1- 2 3 N 23' t 15: = ?I N- Z 4. H, n n: I 6 1 I Ir-71 r=71 Ir-71 Ir-7 11 II 1 I i Q WW 7 s 1I II II II11 II II II II II 11 II II II tl ti.. Y{ II II if.: i3 I;II 11 I' I I I 1 I I I I 11_I 11 I 11-I 1_ JI 4 II II I' II 'IL11 0 5 f o 4-%I rl-I I I I Ir-11 IT-71 Ir 71 Ir-71 s II a II ZIA F -' 1 I I 1 P_ 1 II 'I I' I +f Y$, iV II II II 11 9j. II II II 'I 11 II II II II 1 a1. Y dP: It I I I I J IL11I 11_,1i I_I 11 fl 11_11 ti 11; It=3l 1I }111 I 1 I(_-y IL-_1 IS 6 SINGLE X DOUBLE XX SINGLE W/SIDEUTE OX MAX DESIGN PRESSURE MAX DESIGN PRESSURE MAX DESIGN PRESSURE 67.0 -67.0 47.0 47.0 40.0 -40.0 r IX IMEAMArca. ,urn. c i , i k Nr Tq MAt7sttrtY IN r> iArrcnox mr TAPCONa t[r •r/a" z^< a' uttaAccN. 1/9" 1.1/4" 1 c JNG(_ # _. _ VIEW SINGLE P• • SWWW w/. OPTIONAL CORRUGATED "> FASTENERS.. REM J30 (nP,-. ALE. ARE NOTES: SIOEUTE TO, MDR.. JAMS CONNECWNS): , ect set into, the jamb: with (12) #8 x 7' pfh. wood screws. There are (4) at each m the top down at:13.5", 31, 48.5" S 66". There are (2) at the header at 4" from Iers of the frame. There ore (2),at the sil, 4" from the outside comers. Bite construction with.stoples, siderite is direct set into fhe jamb with (5) %s• X < T g ales along each jamb (6" from ends and equally spaced thereafter).: and hinge', locations vory. See Certification Agency Certificate and est reports for specific dimensions and design pressure ratings. HOR NOTES: t x locations at the comers may be adjusted to maintain the min. DETAIL "4" DETAIL "6"< to mortarjoints. - - - x locations noted as "MAX. ON CENTER" must be adjusted to'a n. edge distance to'mortarjoints, additional concrete anchors o to ensure the "MAX ON CENTER" dimension are not exceeded. c table:.. AN ffC3tt i4NCifCiR; Mt%t R(tN. Ci A"Mct CLEWNCE hl site,E#4$EbAdENT TOMASY7NRY . Ei7GE " AbAD JACEM' AR1CtfOR. >. rtw.. TAPCON® 1/4" 1t/4^.. 2" 4" t 1 . DETAIL " 1"DETAIL 72" 7-- a . -,- I W - drr•' JK M M. LFS 3 n 152255- 80 "o ra®Iln U w ^ F- OzE" y n Wa Cx Q WWr S DETAIL 3" ' w/2x BUCK I NSTALLATION SEE 'NOTE 3 w/!x BUCK SHEET 3 - MULLION &PAM Sp SHOWN FOR' REFERENCE' ASTRA L SHOWN FOR REFERENCE;' ONLYSEE E YS t f !8 DETAIL; o 4" - 12' 31Jll, A-'a W)Jv a C. VIEW "E"= "EDOUBLEDOORW%SIDELITES,I, ESCRIFMON H"'WOOD SCREW I WOOD < SCREW` ID SCREW H WOOD SCREW` Hin a to Frame' H ELCO' OR iT.W i:CONCRETE SCREW PFHiCONCRETE..SCREW" PFHtCONCRETE, SCREW W W PFH!iCONCRETE SCREW PFHCC: CONCRETE .SCREW S! MIN: CONCRETE CONFORMING TO: AC 00K CONFORMING TO ASTM C90'__„ H fTW CONCRETE SCREW: SG > I= 0.42 2E TREATED SIDELITE PAD.. 1. CORRUGATED:: FASTENER 9 EXTERIOR f. 2 ' VERTKAL CROSSSECTION' 6 Oursing conru,7 ytbn: -- EXTERIOR a INTERIOR VERTPCA! CRCs tectom C"F" conrworlon THERMA,.1 U THERMA TRU DOORS 1 18 INDUBTRIAL DR.. EDG[ ., off 43517 6r811 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 5th 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 fisted and spaced as shown on details. Anchor embedment to base material shall be beyond wag 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 1igid / 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. 6. Site conditions not covered by this drawing are subject to further engineering analysis. USLE OF CAtiiEMfS SHEET* DESCRIPTION 1 T I eievatiwls, deli n ensures 6 enerai notes 2. Fla9ZtNltal'crosS SLCtfOrtS mOSOrUy :.:-:.... 3 Vei9CoI cr0SSSLCif Mmi0W MY' 4 - From once Oft 5 - From e ' & tza:af:frOteflOb 105.517' MAX. OVERALL FRAME WIDTH z 3 3 11 ,1 X{ it If I{ ii <liQw 1{ III II III 1I I 11IBL 4Al icA Y iFk { 4 it11II 1 I I I II II II 11 i 11 11 1ilL {i; P DOUBIE W/ SME1DES oxxo MAX DESIGN PRESSURE 55.0 -55.0 37.50` MAX. OVERALL WIDTH 1 2 3 3 :: Oi 11 9f yt;: t,ll 2 b V I I 1 I II If II1 I SINGLE X MAX DESIGN PRESSURE sft-dwd " +55.0 -55.0 s«IlrRy w" +65.0 -65.0 7AVT' MAX. MAX DESIGN PRESSURE 55.0 -55.0 MAX DESIGN PRESSURE 55.0 -55.0 53.If MAX. OVERALL WIDTH swGU: W/smsff ox MAX DESIGN PRESSURE 55.0 -55.0 LOCK NAWINARE MiG i SERIES KWIKSET MAGNANRE SEM LATCH KVAKSErSIGNATURE SERIES 730 DEADSOLT OffT+11 o o i c.- m Ctd00. 4 t[2 - SCALE -N.T.S. WG,. BY: ' JK-' I m' x+K. BY: LFS - 3 RAWWG N04 Iz FL-15225-66M o sNEEr 1 cs 5 . t° r EXTERIOR INTERIOR 3 VElMCAL CR0$IS SKITO +t EXTE 2 vE L c'OSS SECnC?MW lon w r4-"N VEIMCAL CRt7 SS SEC1 QN 3 CCYi IgtAA3w EXTERIOR 0VNIMMNI o S i"kfiCAL CROSS. aa>E 2 21 12 Uu4svtby61[furr tkM' Scar.: N.T.S. Mr. er: JK m,'. a«. ar: LFS 3 wx"NC-: No,::. R FL-15225-68M o,l ns ster, 3 0 5 0 VIEW "C-"C" SINGLE'DOOR W/SIDELITES VIEW "E"-"r VIEW "D ="D"'' SINGLE DOOR W/SIDELTTEVIEW "B"-"B COS At FGtOR Nti#FS; 1. Corctute anchd trxaticns at the comers maybe aclusted to maintain the mtn. e ' tea to matarloints. _. 2. Concrete anchorkxalibns noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortorMnts. additional concrete anchors may be requred-to ensure the MAX. ON CENTER" dimension are not exceeded.': 3. Concrete anchor table: liN GN'(}i! fi ;' M1N. C2fRtbf7CE a4itN. CifAk%fAt SI g t€83wGi16I:h1T', itT< itF1AS tY,JhUfR€PIT 71` FE JTW U ttACGN 3/ 16" 1.1/4" ASSNOWN AS SHOWN 1QNe11 SINGLE DOOR ``' VIEW A" -"A" r N DOUBLE DOOR;W/$IDEUJES VIEW TF-"E"' BILL OF MATERIALS REM# DESCRIPAON _..: MATERIAL... C - 1 /4" MAX. SHIM SPACE D 1/4" X 2-3/4'' ELCO.OR TTW PFH CONCRETE SCREW _ STEEL , E' ` MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE' F ' I X )(2-1 /4" ELCO OR ITW PFH `CONCRETE SCREW STEEL G 3/16"X2-3/4"ITWPFH `CONCRETE SCREW STEEL H' 3116" X 2-1/4" ITW PFH CONCRETE SCREW` STEEL. 5 1/4'x 1 3/4 ELCO;OR ITW PFH CONCRETE CREW STEEL i l 3/16" x 3-1 /4" ITW PFH CONCRETE SCREW. STEEL 12 1 /4" x3-1 /4" ELCO OR ITIN PFH'CONCRETESCREW _.. STEEL. 16 1 1/4" X 2 1/4" PFH ITW CONCRETE SCREW :- STEEL 24 9 X,3/4" PFH WS STEEL 26'"' 9 X V PFH WS STEEL 27"" 10 X "/4" PFH'WOOD SCREW '"" STEEL DOUBLE DOOR VIEW "A" -"A" DRA" ING IVO.: p: FL— I522s-68m .o n vim $ OF---$ R W R W Building Consultants, Inc. 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 Aulliorization No. 9813 Product Sub Category Manufacturer Product Name Category Therma 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 Edgerton, OH 43517 Inswing I Outswing Assemblies Phone 419.298.1740 Insulated Fiber lass Door with Wood Frames9 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. 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, 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 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-15225.5-68, 5. Where shims are used, they must be a "rigid I 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 FL-15225.5-68 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: t Test Roji6 t 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. Drawing No. Prepared by No. FLAU25.5-68 RW Building Consultants, Inc. (CA#9813) 3. Calculations Prepared hX Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Testing l abgratory ETC Laboratories ETC Laboratories Testing i Evaluation Lab. Signed by Wendell W. Haney, P.E. Joseph L. Dolden, P.E. Lyndon F. Schmidt, P.E. Stttned & Seated b9 Lyndon F. Schmidt, P.E. Sfdned & Seated'hi Lyndon F. Schmidt, P.E. 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.U. Box 230'Valrico, Fl- 33595 Phone 813,659.9197 Florida Board of Professional Engineers Cenificale of Authorization No. 9813 Product Category Sub Category Manufacturer Product Name Therms Tru Corporation Smooth -Star" and "Benchmark by Therma-Tru" Exterior Swinging 118 Industrial Dr 8'0 Single & Double Opaque or Glazed Panels w/ & wlo Sidelltes Doors Exterior Door Assemblies Edgerton, OH 43517 Inswing I Outswing Phone 419.298.1740 Insulated Fiberglass Door with Wood Frames 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. 614320-3, 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, 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 AF&PA 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 specified 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 requirementsfor 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 820ort No., Test Standard Testtnrt Labotatory Signed by ETC- 01-741-10593.0 ASTM E330-02 i TAS 202-94 ETC Laboratories Mark D. Passero, P.E. ETC- 01-741-10703.0 ASTM E330-02 i TAS'202-94 ETC Laboratories Wendell W. Haney, P.E. NCTL 210-1940-1,2,3,4 ASTM E330-02 / TAS 202-94 NCTL Barry Portnoy, P.E. TEL 01460147 ASTM E330-02 / E1886-027 E1996-02 Testing Evaluation Lab, Lyndon F. Schmidt, P.E. 2. Drawing No. Prepared by Slaned'& Je_M!24 by No. FL-15225.5-80 RW Building Consultants, Inc. (CA#9813) Lyndon F. Schmidt, P.E. 3. Calculations Prepared by Stoned & Seated by Anchoring RW Building' Consultants, Inc. (CA #9813) Lyndon F. Schmidt, P.E. Lyndon F. Schmidt, P.E. FL PE No. 43409 Sheet 1 of 1 2/6/2015 R R W Building Consultants, Inc. WConsulting and Engineering Services for the Building IndustryBP.O. Box 230 Valrico', FL 33595 Phone 813,659 9197 Florida Board of Professional Engineers Certificate of Authorization No. 9813 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. 611320-3, Method 1A of the State of Florida Product Approval, Dept. of Business & Professional Regulation. Limitations: 1A 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. excluding Icco, foam, 3. Wood screws shall be installed following installations instructions of ANSI AF&PA NDS 2012. All other fastener types to be installed following fastener manufacturers installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no instance shall they be less than shown in drawing FL-15225-68M. 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 specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of; drawing ;FLA5225-68M 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 Testlno Laboratory` Testing EvaluationCab. ETC Laboratories Sinned by Lyndon F. Schmidt, P.E. Joseph L. Dolden, P.E. Sinned I& Sealed by Lyndon F. Schmidt, P.E. Shined $ Sealed I* Lyndon F. Schmidt P.E. Y.,..,,.... .. nidtI P.E. FL PE No. 43409 2/ 6/2015 Florida Building Code Online deg Page 1 of 1 M rixlkzl L a Florida Department4` BCIS Home I Log In user Registration Hot Topics 4 Submit Surcharge Starts & Facts Publications 1 FBC Staff I BCIS Site Map I Links I Search i Busines(,) Product ApProfessibral0USER: PubliccUpseeroval Regulation Product Approval Menu > Product or Agolication Search > Application List Search Criteria Refine Search Code Version 2014 FL# 15332.08 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 FL# Tyoe Manufacturer Validated By Status FL35332- Affirmation MI Windows and Doors Steven M. Urich, Approved R2 FL#: FL15332.8 PE History Model: SERIES 430/440 ALUMINUM SGD 717) 932-8500 Description: SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED Category: Exterior Doors Subcategory: Sliding Exterior Door Assemblies Approved oy UCFK. Approvals oy UbrK snap oe reweweo ana raunea ay uie ry dnuiuT Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyriqht 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: WM sChxc is Credit53r , i`- , ' A https://www.floridabuilding.org/pr/pr_app_lst.aspx 8/12/2015 Florida Building Code Online Page 1 of 3 Florida Departments BCIS Home Log In i User Registration Hot Topics j Submit Surcharge I Stats & Facts ! Publications FBC Staff BCIS Site Map Links search Businesyy Professibnal USER: PubliApproval Regulation IMIRNTMEW""MProduct Aooroval Menu > Product or Application Search > Application List > Application Detail D 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 Ext 2560 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 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 FL15332 R2 COI FLCOI.odf Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2005 c/,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 No ON/A https://www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEV XQwtDgtH8 572gvdWI... 8/ 12/2015 Florida Building Code Online Page 2 of 3 FL15332 R2 COC FL15332-COMP.odf Product Approval Method Method 1 Option D Date Submitted 04/30/2015 Date Validated 04/30/2015 Date Pending FBC Approval Date Approved 05/06/2015 Summary of Products FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-00500C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510807B:odf 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 R2 II 08-00498C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510805B.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 FL15332 R2 II 08-02248A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512968A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-02249A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512969A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-02250A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512970A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-00499C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510806B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/ 12/2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-00501C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510808B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x8O" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-00502C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510809B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-00503C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510810B.odf PRESSURE RATINGS 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: eCAec C ed ArFE https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQWtDgtH8572gvdwl... 8/ 12/2015 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL, WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHI-ECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS, 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063-T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DE -AILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063-T5 1/8" THICK MINIMUM 15. APPROVED CONFIGURATIONS: XIX. TABLE OF CONTENTS SHEET NO.I DESCRIPTION i 1 NOTES 2 ELEVATION 3 - 9 INSTALLATION DETAILS REVISIONS DESCRIPTION DATE APPROVED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L. SIGNED: 1210612013 MI WINDOc LLC R Co ooWw. RoseY00 RS S 9 y CARROLLTON, TX 75006 GENs Oy6g61_ SERIES430SGD*• 143" x 80" NON REINFORCED NOTES It OF -Air ORG\ DRAWN: DWG NO. REV O8 C//S QNA\\\\ SOOSO2GALEGATENTS02/23/09 1 OF 9 143" MAX FRAME WIDTH f N FR HE 6" MAX SERIES 430 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING DESIGN PRESSURE RATING IMPACT RATING 40.OPSF NONE 25.01-33.OPSF NONE WITH 2-1132" SILL SEE CHARTS #1 & #2 FOR OTHER UNITS RATINGS 5 3/8" ---1 2 1/32" 2 1/32" SILL ALUMINUM 6063-T5.055 THICK WITH 1-112"SILL SEE CHARTS #3 & #4 FOR OTHER UNITS RATINGS CHART #1 WITH 2 1132" SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 REVISIONS DESCRIPTION DATE APPROVED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/O6/13 R.L. CHART #3 WITH 1 112" SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (pso Frame Single Panel and Total Frame Width (in) Height 30.0 36.0 1 42.0 1 47.7 90.00 108.00 1 126.00 1 143.00 in) PosI I Neg Pos I Nag Pos I Neg Pos 1 Neg 80.0 40.0 54.0 40.0 1 48.0 40.0 1 43.2 40.0 1 40.0 Design pressure chart (psn Frame Single Panel and Total Frame Width (in) Fkight 30.0 1 36.0 1 42.0 60.0 in) 90.00 Pas I Nag 1 108.00 I Pos I Neg 1 126.00 I Pos I Neg ji 180.00 I Pos I Neg 80.0 25.01 50.8 1 25.0 1 44.4 25.0 1 40.0 1 25.0 1 33.0 CHART #2 CHART #4 WITH 2 1132" SILL WITH 1 112" SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET 1 SEE NOTE 9 SHEET 1 Design pressure chart (psQ Single Panel and Total Frame Width (in) Frame 30.0 1 36.0 1 42.0 47.7 Height 1 in) 90.00 Pos I Neg imoo Pos Neg 1 126.00 I Pos I Neg 143.00 Pos I Neg 80.0 54.9 54.9 48.0 48.0 1 43.2 1 43.2 41 40.0 5 3/8" - 1 1/2" 1 1/2" SILL ALUMINUM 6063-T5.055 THICK CHART #5 Design pressure chart (psq Single Panel and Total Frame Width (in) Frame 30.0 38.0 42.0 60.0 Height 90.00 f08.00 128.00 180.00 in) Pos Neg Pos Neg Pos Neg Pos Neg 80.0 50.8 50.8 44.4 44.4 40.0 40.0 33.0 33.0 Number of anchor locations required Frame Single Panel and Total Frame Width (in) Height 30.0 90.0 36.0 108.0 42.0 47.7 128.0 143.0 in) H&S I Jamb I H&S I Jamb H&S I Jamb I H&S I Jamb 80.0 8 1 5 1 7 1 5 8 1 5 1 9 1 5 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430 SGD 143" x 80' NON REINFORCED ELEVATION DRAWN: DWG NO. F.A. 08-00502 s77 NITS DATE 02/23/09 sNEEr2 OF 9 RI I I L O/// iNJq dD YAT 6EOF •;A C i4' 'c(OR P• NAL1E?G`\ 1 /2" MIN. EDGE DISTANCE 1 3/8" MIN. WOOD FRAMING -- "" EMBE MENT OR 2X BUCK — BY OTHERS 7/4" MAX. SHIM 10 WOOD SPACE MIN. SCREW EMBEDMENT i 1/2" MIN. EDGE DISTANCE EXTERIOR INTERIOR I 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 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 SET IN VULKEM 116 PION ADHESIVE SHEET 2 SILL IONS 10 WOOD MIN. SCREW BENT WOOD FRAMING OR 2X BUCK BY OTHERS 1/4" MAX. SHIM SPACE EXTERIOR REVISIONS DESCRIPTION DATE APPROVED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L. INTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430 SGD 143" x 80" NON REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWG NO, F.A. 08-00502 scA E NTS °ATE 02/23/09 SHEET 3 OF 9 M ETAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 REVISIONS REV DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. 4 MAX. B REVISED PER NEW TESTING 10/15/13 R.L. SHIM SPACE C :ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 1 /4" MAX. SHIM SPACE 7/8" MIN. JIS OR EDGE DISTANCE INTERIOR TRILLING 10 SMS OR SELF DRILLING 1 SCREWS 0 BE SET IN OF VULKEM 116 RUCTION ADHESIVE UAL SEE SHEET 2 FOR SILL OPTIONS METAL STRUCTURE BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430 SGD 143" x 80" NON REINFORCED FRAME INSTALLATION DETAILS DRAWN, DWG NO. F.A. 08-00502 GALE NTS DATE 02/23/09 SHEET 4 OF 9 J S 1R I ILIo 9 it os.6 25 •- 0 'TATT`rE 2 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. 1 1/4° MIN. EMBEDMENT EMBEDMENT CONCRETE/ MASONRY BY OTHERS 1. 2 1/2" MIN. OPTIONAL EDGE DISTANCE 1X BUCK TO BE I PROPERLY SECURED 1/4" MAX. SHIM SPACE SEE NOTE 3 3/16" TAPCON SHEET 1 3/16" TAPCON CONCRETE/MASONRY BY OTHERS EXTERIOR INTERIOR TO BE SET IN OF VULKEM 116 rm RUCTION ADHESIVE QUAL 3/16" TAPCONSEELOR SHEET 2 FOR SILL OPTIONS MASONRY/ II= CONCRETE BY OTHERS 1 1/4" MIN. EMBEDMENT 4 a VERTICAL CROSS SECTION 2 1 /2" MIN. CONCRETE/MASONRYINSTALLATION EDGE DISTANCE i /4" MAX. IF SHIM SPACE REVISIONS REV DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. INTERIOR EXTERIOR x " L11— JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETE/MASONRY INSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOoo Ww. c Rosev00oRS LLC ,\\``\S\tP. I ILI0 /// / CARROLLTON, TX 75006 `•ceros9s', SERIES 430 SGD *• Oy&25 * - 143" x 80" NON REINFORCED — (c — FRAME INSTALLATION DETAILS TATE OF ` O`. P•• DRAWN. DWG N0. F. A. 08-00502 scaEE NTS DaTE 02/23/09 SHEET 5 OF 9 0111lll\ WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR 1 /2" MIN. EDGE DISTANCE 1 3/8" MIN. EMBEDMENT 1/4„ MAX. SHIM SPACE INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 3/8" MIN. EMBEDMENT T 1/2" MIN. ECGE DISTANCE 10 WOOD SCREW SET IN VULKEM 116 ION ADHESIVE SHEET 2 2 SILL IONS WOOD FRAMING OR 2X BUCK BY OTHERS MIN. VENT 1 /4" MAX. FSHIM SPACE REVISIONS REV DESCRIPTION DATE pPPROVEO A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C .ADDED FLANGE INSTALLATIONS 12/06/13 R.L. INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430 SGD 143" x 80" NON REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DWG NO. F.A. 08-00502 SCALE NTS DATE 02/23/09 SHEET6 OF 9 RI lL bM% OENSF 0, 61251 = DSTATE OF ; .% icy` OR10P•N ijs ONAt1E G`\ METAL STRUCTURE BY OTHERS EXTERIOR 1/4" MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR 7/8" MIN. EDGE DISTANCE III 10 SMS OR SELF DRILLING SCREWS i /4" MAX. SHIM SPACE REVISIONS REV I DESCRIPTION DATE I APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C .ADDED FLANGE INSTALLATIONS 12/06/13 R.L. INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 a u1CONSTRUCTION .ADHESIVE 10 SMS OR OR EQUAL SELF DRILLING tu tu METAL SCREW SEE SHEET 2 STRUCTURE FOR SILL BY OTHERS EXTERIOR OPTIONS METAL JAMB INSTALLATION DETAIL STRUCTURE _ METAL STRUCTURE INSTALLATION BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430 SGD 143" x 80" NON REINFORCED FLANGE INSTALLATION DETAILS DRAWN: OWG NO.. F.A. 08-00502 KALE NTS DATE 02/23/09 SHEET7 QF 9 R1 11L/O EENSF9 f r. Q-5'. o . sT• TAAA-T.E.•O, 5OP; Q ?) iS/0NAt1. REVISIONS 2 1 /2" MIN. REV DESCRIPTION DATE APPROVED CONCRETE/ EDGE DISTANCE A ADDED CHARTS 03/06/12 R.L. MASONRY BY OTHERS - B REVISED PER NEW TESTING 10/15/13 R.L. 1 1/4" MIN, C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. a EMBEDMENT 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE OPTIONAL 2 1 /2" MIN. 1X BUCK EDGE DISTANCE v TO BE PROPERLY INTERIOR SECURED 1/4" MAX. SEE NOTE 3 SHIM SPACE v SHEET 1 3/16" TAPCON 3/16" TAPCON v EXTERIOR INTERIOR CONCRETE/MASONRY BY OTHERS EXTERIOR3/16" TAPCON v SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL JAMB INSTALLATION DETAIL OPTIONAL IX BUCK CONCRETE/MASONRY INSTALLATION TO BE PROPERLY MASONRY/ SEE SHEET 2 SECURED CONCRETE FOR SILL SEE NOTE 3 SHEET 1 BY OTHERS OPTIONS NOTES: 1 1/4" MIN. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, EMBEDMENT_ NOT SHOWN FOR CLARITY. 8 °° ° 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION 2 1 /2" MIN. CONCRETE/MASONRY INSTALLATION' EDGE DISTANCE MI WINDOc ND OOoRS LLC tR IILl019/// ooWw. RosB J\S CARROLLTON, TX 75006 r,•\CENS,J SERIES 430 SGD k•/ 0 5 143" x 80" NON REINFORCED y(k f FLANGE INSTALLATION DETAILS p,. STATE OF \ n F ORtQP DRAWN: DWG N0. REV 08 C//7VS'ONA;t a\ G\\ cAAEDATE NTS500502 02/23/09 8 OF 9 REVISIONS DATE APPROVEDREVOESCRIPDON A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 5/8" MIN. EDGE DIST. TRIM d 6 1 1 /4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE METAL STRUCTURE PROPERLY SECURED BY OTHERS 3/16 TRIM TAPCON EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION INTERIOR MASONRY/CONCRETE HOOK STRIP SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE INTERIOR TRIM 1 3/8" MIN. EMBEDMENT HOOK STRIP S10 WOOD SCREW NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE EXTERIOR PANEL INTERLOCK DESIGNED IN ACCORDANCE WITH ASTM E2112 HOOK STRIP INSTALLATION 2XBUCKANOODFRAMING MI WINDOWS AND DOORS LLC IIIIIIIIi 1001 W. CROSBY RD Ft• L0 CARROLLTON, TX 75006 v •\6ENS 95 SERIES 430 SGD 1Oy6125 1 x 8ST NON REINFORCED OHOOK INSTALLATION DETAILS 0 • TAT OF5 DRAWN: OWG N0. REV O• ORIdIN• E.A. 08-00502 C ss/pNAI ECG` SCALE NTS °A,e 02/23/09 SREE9 OF 9 L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24541 434-688-0609 rllomas@lrlomaspe.com Manufacturer: MI Windows and Doors LLC 1001 W. Crosby Road Carrollton, TX 75006 Engineering Evaluation Report Product Line: Series 430 Aluminum SGD 14SWO" Non -Reinforced Report No.: 510809E 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 08-00502, Revision C, titled Series 430 Aluminum SGD, prepared, signed and sealed by Luis Roberto Lomas P.E. 2. Report No.: CCLI-12-118 signed by Wesley Wilson Construction Consulting Laboratory International, Carrollton, TX AAMA/WDMA/CSA 101/I.S.2/A440-05 Design pressure: ±40.Opsf Water penetration resistance 6.Opsf 3. Report No.: C1716.03-109-47 signed by Michael D. Stremmel, P.E. Architectural Testing, Inc., York, PA AAMANVDMA/CSA 101/I.S.2/A440-08 Design pressure: ±25.Opsf Water penetration resistance 3.76psf 4. Anchor calculations, report number 510809-1A, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: Refer to approval document. Maximum unit size: 143" x 80" Approved configurations: XIX Units must be glazed per ASTM E 1300-04, see installation instructions for glass options. This product is not rated to be used in the HVHZ. This product is not impact resistant and requires impact protection in wind borne debris regions. Frame material to be aluminum 6063-T5. Installation: Units must be installed in accordance with approval document, 08-00502, Revision C. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 NN 4-TAT. 051 OF 0'n••;c10RI0P; •G N ss ONAL ti IlIII11 Luis R. Lomas, P.E. FL No.: 62514 12/11/2013 Florida Building Code Online (4&492C CSF)l Page 1 of 4 F Submit Surcharge i Stats & Facts i Publications I FBC Staff I SCIS Site Map I Links Search AAilS ti4ll:lSit >"Appltcatlbn Aetbil; FL5302-R6 Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence 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 Dannyloyner Amarr Garage Doors 165 Carriage Court Winston-Salem, NC 27105 djoyner@amarr.com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Thomas L. Shelmerdine PE-0048579 Intertek Testing Services NA Inc. - ETL/Warnock Hersey 01/01/2016 Steven M. Urich, PE I Validation Checklist - Hardcopy Received 4Z_6t._Cf' .n n Ddf Referenced Standard and Year (of Standard) Standard Year ASTM E 330 2002 DASMA 108 2005 Equivalence of Product Standards Certified By Sections from the Code https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online r Page 2 of 4 i-/>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 `. No ' °N/A Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved summary of Product`s'. Method 1 Option D 03/30/2015 03/30/2015 03/31/2015 FL # Model, Number or Name Description 5302.1 Stratford (M600); Heritage (M950); Dwg. IRC-6009-110-11,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL5302 R6 it IR (iQ09<lit? 11 ilrawlno L10 EL2d Verified By: TOM SHELMERDINE 0048579... Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +19.1/-22.6 Other: Design Pressure +19.1/-22.6, Not for use in HVHZ. Evaluation Reports. FL5302 R6 AE IRC-6009-110-11 Reoort 7=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 Approved for use outside HVHZ: Yes FL 02 R6 II IRC 009-100-11 drawino 7-1 Seakcl.6dF Verified By: TOM SHELMERDINE 0048570 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.8/-18.7 Other: Design Pressure +15.8/-18.7,Not For use in HVHZ. Evaluation Reports. L5302 R6 AE-IRC'-6009-100-11 regart 7-10 sealed:Ddf Created by Independent'Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.3 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-120-15,Thru 9' wide. limits of Use Installation Instructions Approved for use in HVHZ: No FL5392 R6 II Ti;C 6009 0-1 Brawlnrt 7-i0 FL odf Verified By: TON SHELMERDINE "0048579ApprovedforuseoutsideHVHZ: 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, I t"S3fI3 R6' AE IRC-6009,22Q-15 Rebtirt 7-10 FL,odf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door is a replacement door. 5302.4 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 .. _ .. I 02 116 11 IRC 60099_130-I5Qrawincl 7-10 FL.Adf Approved for use outside HVHZ: Yes Impact Resistant: No Verified By: TOM SHELMERDINE 0048579' " 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 FL 362 R6. flE-mrt711 ,pff 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 [102 116 II-IRC`110?' I40 1S-j}_r vyng=(i( 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 w T. Florida Building Code Online Page 3 of 4 Other: Design Pressure +31.0/-35.1, Not for use in HVHZ. ` `FL5302 R6 AIRr j)di1 )i`Rpoii T01?F Glazing option shall not be used in wind-borne debris region Created by. Independent Third, Party. Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.6 Stratford (M600); Heritage (M950);. Oak Summit (M650) Dwg. IRC-6009-150-15,Thru 9' wide. Limits of Use :': Installation Instructions Approved for use in HVHZ: No SQ [3 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. 02 R6 AE 11RG 60,09 150_1 Reoor 7 df Glazing option shall not be used in wind-borne debris region Created by Independent TFiird Party: Yes 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 Approved for use outside HVHZ: Yes FL5302 kill: IRC-6016-110 kS Orawina Lib FL odf Verified By: TOM SHELMERDINE 0048579 " Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +18.3/-20.8 Evaluation Reports Other: Design Pressure +18.3/-20.8, Not for use in HVHZ. EL53,02 R6 AE IRC-60'16-11Cl-7K i2egg 7- 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. 5 03Z10 , Stratford (M600); Heritage (M950); Oak Summit (M650) iDwg; IRG 601"6 120'-15 10 Thru 16 wider Limits of Use Installation instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FI 502 R.-,jT IRS=6016"120 15I7rawinj 7`14 Fi Ddf' Verified By: TOM SHELMERDINE 0048519 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. F1 30 R6 A'E IRC,6016420.15'lteport 740 P'L odf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.11 7 fford (M600); Heritage (M950); F,O.,rk.S.,u,,m,mit Dwg. IRC 6016 130 15, SO' Thru 16' wide. M650) Limits of Use Installation.Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes 2 R6 Ii RC p16-13(-15 Drawing 7' 1 _ pff 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.,502'. Glazing option shall not be used in wind-borne debris region R6 AE IR - 7wlO FLJW: Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.12 Stratford (M600); Heritage (M950); Dwg. IRC-6016-140-17, 10' Thru 16' wide. Oak Summit (M650) 1. 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 Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6A.i4gpg;eva[brt;if;; Created by IndependentThird'Party: Yes 5302.13 Stratford (M600); Heritage (M950); 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. Installation Instructions Verified By TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports EL5 Q2 R6 AE`IRG 6016 140-24 report 7=31) sealed llilf Created by Independent Third Party: Yes 5302.14 Stratford (M600); Heritage (M950); Dwg. IRC-6016-145-24, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +31.9/-37.2 Other: Design Pressure +31.9/-37,2, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door, Verified By TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports EL53DZ_A§_AE IRC SLQ1ti 14 ? S Str %®iQ 4f Created by Independent Third Party: Yes 5302.15 Stratford (M600); Heritage (M950); Dwg. IRC-6018-110-15, 16'2 thru 18' wide. Oak Summit (14650) 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 I,nstructions FL5302 R6 II IRC-601s_110-15 Drawing 7-10 FLpdf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports 5302.16 Stratford (M600); Heritage (M950); Dwg. IRC-6018-120-15, 162 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 replacement door. Installation Instructions E53_02 A6 I1 IRC-6018-120.15:brawina 7.10 FL odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 96 AE IRC•60 8420.45 Report-7_10-EL,D3 f Created by Independent Third Party: Yes Sank , I!IC><t Contact Us :: 1940 North Monroe Sireot, Tailatcaasc F1 32199 Pfaone: 85t# 4871824; The State of Florida is an AA/EEO employer:•. 7- Priyrryry,Stement :: Ar sibBitY 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: https:// www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEV XQwtDqunL7seVZMF... 7/20/2015 ADXSTABLE ROLLER CARRIER... 116A: 1RM ATTACHED V/ 1 1/4' x 12':'.':'. MILT :'& NUT: PER: BRACKET....... CENTER W V/..C4),I/ NEX WAD 3' 20GX STRUTS ATTACHED: V/:C2) If4' x 3/4' HEX MEAD SCREVS. AT EACH CENTER STME:'. zx .cap zl axar ExQ Nara ITA MITAKN 4 GRACE IHNt MORN lA'0' WNW WAOS t , - = NOTE 2 0 WOOD JAMB. ATTACHMENT TO...S..FRUUlUHE gn -a ffmc: ME Short Off Dw cm l TABLE. HEkt# A MEN IRMEM ME MAX. SIZE j DES" LoAtis 4.:< t8 PSF a , E TEST LOADS..:R y 377 3T2PSF c' - g" FL 9 C7P Nam aMESS= RZA wal sun Duress STRUCTURAL NOLUTIONS P.A. Structural Engl'neering A. Invest;lgat[ons a C;.onsultl,ng GARAGE DOOR STATIC PRESSURE TEST REPORT. Garage Door No.: IRC-6016-120-15 Test Date;. 11/8/2012 Progect No.;, 1 - 1 Design. Pressures:. +21.8 psf,-24.8_psf Report Date: 12/6/2012 'Model # 600 Test Pressures: +32.7 psf, -37.2 psf Test Location: Amarr Garage Doors, Winston-Salem; NC ASCE 7-10 U to 5;Feet of Door Width in Zone 5• An Roof Slope; Enclosed Buildin Criteria: Exp. B, 30' MRH Ex C,, 15MRA Exp. C, 25' MRA Ex . D,.15' MRH Ex . D 25' MRH 155. m h_.. 141 mph... 134 m h. 128.m h 122 mph Witnessed By: Brandon Gentle Amarr Garage Doors; Thomas L. Shelmerdine,PE - Structural Solutions, P.A. Description of.Test Specimen. A 16'-0" wide x T-0" high 11 residential steel sectional garage door, one section wide by four sections high, each section being 2" thick by 2 1 " high 25 gauge galvanized steel sheet. Each section was reinforced with two 3" 20 gauge galvanized steel struts, except 1 strut on the top section. The door sections were connected together with one`14 gauge galvanized steel end hinge at each end stile and one 14 gauge galvanized steel center hinge at three interior stiles as shown on the drawing. Garage door Model 600 manufactured by Amarr Garage Doors was used in the test. The test unit is further described on, Drawing IRC-6016-120-15. ivlariner of Testi` 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 in substantial conformance with the procedures described in DASMA 108 "Standard Method for Testing Sectional Garage Doors - Determination of Structural Performance Under Uniform Static Air Pressure Difference", and ASTM E330 "Standard Test Method for Structural Performance of Exterior Windows, Curtain Walls,, and Doors by Uniform Static Air Pressure Difference". Both positive and,, negative pressures were tested. The specimen was installed in an enclosure measuring approximately 5' deep, 9' high, and 25' long. The enclosure was framed with shop welded structural steel square tubing and covered with 3/4" thick plywood. The door was covered with 2 mil plastic sheeting to prevent leakage of air pressure. One pressure blower was attached to the enclosure with flexible ducting to provide the positive and negative pressures. Pressure transducers connected to a computer were used to measure and record the pressures in the enclosure. Test Procedure:. The specimen was subjected to the above pressures for the following durations. Positive pressure was applied on the exterior face of the door first, and then negative pressure was applied. Step 1: Preload the door to 50% of the Design Pressure and 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 1 to 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 i after both positive and negative tests. Summary A 16'-0"x7'-0" Model 600 as described on drawing IRC-6016-120-15 meets or exceeds the testing criteria as described above. By, comparison to the, construction of the 16'-0"x7'-0" Model 600, the following doors also meet or exceed the above testing criteria; when constructed. in accordance with drawing IRC-6016-120-15: 16' x 7' Model 950 doors (which are constructed of thicker 24 gauge steel in lieu of 25 gauge steel) 16' x 7' Model 650 doors (which have the "Oak Summit" embossment pattern in the skin) Model 600, 650 and 950 doors with widths up to 16'-0" and heights up to 14'-0" Short, Long, Flush, and Oak Summit Panels, which are alternate embossment patterns in the skin 8 short panel (18-1/8" x 10-5/8") or 4 long panel (38-1/8" x 10-5/8") windows (3/32" annealed glass minimum meets ASTM E1300-04) may be installed in 1 section Submitted By: STRUCTURAL SOLUTIONS, P.A. (Florida: dba Structural Solutions of North Carolina, Inc., Firm #29412) mas L. Shelmerdine, PE.. (NC PE #14654; F i921- G West Friendly Avenue O'Greensboro PE # 0048 Carolina 27410 (336) 856-2686 0 1 Florida Building Code Online Page 1 of 1 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 Search Results"- Applications pl ifrationl. M 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 lZeflne aearcfl,. 15217.31 ALL ALL ALL ALL ALL ALL ALL L# Type Manufacturer Validated Ay Status FL15217- Revision MI Windows and Doors Steven M. Urich, Pending FBC R4 FL#: FL15217.31 PE Approval Model: SERIES GA 7050 PVC TWIN SH 717) 932-8500 Description: SERIES GA 7050 PVC TWIN SH NI CONTINUOUS HEAD AND SILL 72X72 Category: Windows Subcategory: Single Hung Approved by DBPR:SApprovals by DBPR shall be reviewed and rabf1ed,by the;POC a4dfor the Commission ir necessary. Contact Us :: -1940-North Monroe Street'Tailahassee FL 32399 Ebd ie:,8W4873824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Floiidii : Privacy StatemenRefund 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 650.487.1395. -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 ff Approval Accepts: re ; t 1tr E....: A https:// www.floridabuilding.org/pr/Pi_app_lst.aspx 7/20/2015 Florida Building Code Online Page 1 of 4 SCIS Home Log In ( User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map C Links search Product Approval USER: Public User S6 gSrL t > Pf3# k# 6AJt11C t1 LS§ lL{L' a-gitation List a Appilcatlan Retoll 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 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 Single Hung Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer FJ 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 Validation Checklist - Hardcopy Received Certificate of Independence FLiS?17 R4 Ct t. FL9-Q Referenced Standard and Year (of Standard) Standard YAW 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 https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Page 2 of 4 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Method 1 Option D 06/25/2015 06/30/2015 07/06/2015 Summary of Products Go to Page Ia ® Page 2/2® FL # Model, Number or Name Description 15217.21 SERIES GA 505 ALUMINUM SH SERIES GA 505 ALUMINUM SH NI 44X84 AND 52 1/8X72 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15217 R4 II 08 005Q", Approved for use outside HVHZ: Yes FLt52A7 - Qi QQ 81H. 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. ' 4 Created by Independent Third Party: Yes 15217.22 J SERIES GA 505 ALUMINUM TRIPLE SH SERIES GA 505 ALUMINUM TRIPLE SH NI CONTINUOUS HEAD AND SILL 108X72 Limits of Use Installation Instructions_ Approved for use in HVHZ: No FI I52X 7 R4 II $=Q02ipp 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 15217 R4 A 20g.W; PRESSURE RATINGS Created by Independent Third Party: Yes 15217.23= SH A 505 ALUMINUM TRIPLE `SERIES GA 505 ALUMINUM TRIPLE SH NI CONTINUOUS HEAD ANDSILL 72 1/2X84 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15217 R4 00209[} 0f 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 IFF1 I7R4-AIr,_- PRESSURE RATINGS Created' by'Independent'Third Party: Yes 15217.24 SERIES GA 505 ALUMINUM TWIN SERIES GA 505 ALUMINUM TWIN SH NI CONTINUOUS HEAD SH AND SILL 72 1/2X72 Limits of Use Installation. Instructions» Approved for use in HVHZ: No FL1 17 AA II 08-002571)11df Approved for use outside HVHZ: Yes FL1 217' 114 Ii (i8- Q 8L1 pdF 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. 17 R4`}4E "a10 Created by Independent Third Party: Yes 15217.25 SERIES GA 7050 PVC SH SERIES GA 7050 PVC SH NI 53 1/8 X 72 FLANGE Limits of Use Installation Instructions Approved for use in HVHZ: No 15Z17' R4 11 08-0025M.odf Approved for use outside HVHZ: Yes FL15n7`"R4 11 Q8r00251b.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 FL152i2 f FROM VEKA AAMA CERTIFIED (VK-1) Created by Independent' Third' 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: NoIS' Approved for use outside HVHZ: Yes elf 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 f4. 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 4BX72 https://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 Florida Building Code Online Page 3 of 4 Limits of Use Installation Instructions Approved for use in HVHZ: No P9 Approved for use outside HVHZ: Yes 1*ul A -11- )DOAD-9 It 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 FL15717 R4 ,e 51,Q,Q4$, ((' FROM VEKA AAMA CERTIFIED (VK-1). Created by Independent Third 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: No51 Sai.._))I2 Approved for use outside HVHZ: Yes LL15W k4 . Q249D.g 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 Pi4 10 510328C.Ddf. FROM VEKA AAMA CERTIFIED (VK71) Created by Independent Third Party: Yes 15217.29 SERIES GA 7050 PVC SH W/ TRANSOM SERIES GA 7050 PVC SH W/ TRANSOM 47 1/2X83 3/4 NON' IMPACT Limits of Use Installation Instructions Approved for use in HVHZ: No Rm 4. 3(:. (?_8 Z4%jjdf' 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 f LI5217 R4 AE" Y2 66A ' AAMA CERTIFIED (VK-1) Created by Independent Third Party: Yes 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 FL15217 R4 11 08-02726,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 FL15217 R4 AE 513 15O:2df; PRESSURE RATINGS. Created by Independent Third Party: Yes 15217 31 SERIES GA 7050 PVC TWIN SH SLI Z GA 7050 PVC TWIN SH Nw NTINUOUS HEAR AND X72.. ,.. Limits of Use Installation Instructions Approved for use in HVHZ: No FL15217 R4 11 08-005848 ndf Approved for use outside HVHZ: Yes FL15217 R4 11 OQ-00585B.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 AE 5109390bdf' 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 LF 1.52V_IL4 II 0—_0 LQA5R 4f Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes N A Evaluation Reports DesignPressure. / Other: REFER TO APPROVAL DOCUMENT FOR DESIGN E.L1,2I 134 A QQ"-D--Of . 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: NoE1%?L 30 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 Ff'15217 R4 AE 511942 , -'Odf 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 15?.1 i* L-Q3LQ1.UKA ft 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 1 Q... 7/20/2015 Florida Building Code Online Page 4 of 4 Other: FRAME MATERIAL TO BE RIGID PVC FROM VEKA F-JAR4 M-51:19 I 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: Noi rI17 R4_j QQ}1111, 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 , Other: FRAME MATERIAL TO BE RIGID PVC FROM VEKA 7 4 AF il75AQ&df 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 NON - IMPACT FLANGE Limits of Use Installation Instructions Approved for use in HVHZ: No JUIZ P4 I.L-0;_4i4 _i 6df Approved for use outside HVHZ: Yes Verified"By: Luis RobertoLomas'62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN 7 4 A 1 417 -: d PRESSURE RATINGS. FRAME MATERIAL TO BE RIGID PVC treated by Independent Third Party: Yes FROM VEKA AAMA CERTIFIED (VK-1) Go to Page 42 i _ NR m ® Page2/ 20 m Contact us :: , 1240-Nortlrt Mor 5trM, Taltahazsee E 12394 Phone; 850-441-1824 The State of Florida Is an AA/EEO employer. oovdahj ,Z007-2011-04ate-of Etnri,ta,.:: privacy statement :: 1i :: Ri!f,lnd; atemeist'. Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455. 275(1), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one.The emails provided may be used for official communication with the licensee. However email addresses are public record, If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click bare . Product Approval: Accepts: M re https:// www. floridabuilding.org/pr/P _app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ1Q... 7/20/2015 r V DATE g .vi b E .:Jti niLc -OSI/03/15 R L NOT S: I_ HE PRODUCT „°.'N `, RW fJ S ,:SP E.: AND MANW ACIURLU iC C—MHCY" W III REOUIREMENIS 0 'i' :"? c. .,DE:' 2. >`WCOki^P D -. Ws N. AA-) , t C E O Sr G_ ;°J li ADD ANCRFD TO I . LY" TRANSEER,,)AU LOADS TO AND P,,ASONRY OPENNG S TIIE- R...op-), S. L;..:, K. SF -Al ! rY.l.' _, , ,` i, a ...,.Iti CR Fr S) MAT i-iU I +.1:F S : 'OR- F' c vIU_D,,; S M. AS 'NEED__ ,,:I f LOA 'a.. R. J,> O ,1."._ al"1 Ai 1E,?L 'S" 1 CFF I 1 ^" S SHALL L_ _ F ,.?C i • l',: -_F P )M mATFG At 5 AND illICKNES, Q SUSIA,INI,.., D.i 2N.( IC^ i - OR ''A'001) ANCHOR UL,`.;UJ. PAtv. VATr IA_: d, .,FPRi,VPD 1,1?AC F, P,Qu[F.ED I r'r FIII_ PRODUM IN; Ir , L_,::,1_'. Fit B I S - RE,E iE lf;. iP.C<i AN.hII€.INv d-`, .,...,:I' ,.,.:. ''0, , ZX ri3t,K USE '-:8 NA,._ OR #3 `NCOD : ,•'S. 4't'-I SUFPlGl FF4 "c, >.. -A MINNUM EMBEDMENT INTO SUF3. :ATf - LOCA-F ANCHORS s° _. h4,.<P.I' N _ u`.S "a0 NS-ALLF I ON DE?_nL. T>-N RS iO' y? CORROS ON R :S`' ANT 2,'(MSFAUs ICJ AN HC ,. S' ,-'- 3_ NSTAv_:J "R'ACCORDANCE 'AiTH ANCHOR VANU AC'IURE S ; NS ._LAt".C+ J t.S AND ANCHORS SHA: NO- LE US---- .P S1,L51FAT: S 'T--> T„„--IS LESS I-:IAN PIL'MINIMUV S€ ENGI-I SrECHf[, F.LOVJ. SIGNED: 0511912015' " MI WINDOWS AND DOORS LLC tirtt 11tt r it f CARROLLTON, XB7506 IN, i I i r,+. m.••< SERIES GA 70. 50 WiN-TILT RECTANGULAR S-i i • Q' yE F 72" X' 72" NON - IMPACT SHEE NOTES LLC`A- I v _. L. as—aos$a e''S• i NOTC_c•,awP. ., rrt, . .r.d3 .A[0:'\` S vS"A[i„ICN UE 5 A=_ NTS one 1GfO8fG6 `- ='i OF 3_ /[1Xliiitltl_ MAX C,C 11AY--.. AX SERIES GA 7050 SINGLE HUNG VIEWED FROM EXTERIOR DESIGN PRESSURE RATING IMPACT RATING, 40.OPSF NONE Maximum deli n sure ca Height (n) T4tatLLnit wtGtlt And sln a unttwtdlh"(in 35,50` 39 50 4750 55.50 59.50 80.00 72:00 17:75` .:..... 19.75 23.75 27.75.. 29.75 32.00 36.00 Total Lower Upper Ros Neg Pbs Pos Neg Pbs. Neg Pos Neg Pb$, Fbs 27:5' 13:8 138 600. 6b.0' 60.0 600 60.0, 60.0 60. 0P,, 60.0 60.0 60.0 60,0 60.0 60.0 60.0 35.5 17.8 : 17.8'" 60 0 60.0:: 60.D 6D 0 60.0 . 60,0 60,0 60,0 :' 6D,0 60,0 60.0 53.8 53.,843.5 21.8 N ''60-o' 60.0, 6D.0 60,b 600. 60.0 60,0 60,0•:; 60.0 56.4 56,4 47,4 47;4. 47.5' 23.8' 23.8 60.0 60;0 60„0 6,0 60.0 60.0" 60,0 60:D': 60,0 54.2 54.2 45.2 45.2 51.5"25.8 25.8 60.0 .. 60.0 ` 60„0.'. 6D,.0 60.0 60.0 - 60 0... 59.7 -: 59:7 52 6•- 52,6 43.5 43,5 . 53.5 26.8 26.8 60.0" 60.0' 60.0 60 0 60:0 600 -:: 60 0 59,2 - 59'2. 62 0 52.0' 59:5 29.8 60060,0 60.0 60 0 60:0 `60 0 58:6 < 58 6 . 50 9 50,9 41 2 41.2 65.5 32.8 1. 32.8 60.0 60.0 60.0 60.0 60i0 60,0 54,3 54,3 1 51:6 72.01 36.0 -1,36.0-1 60 7FO 60,0 1--60.0 1 60 b ' 60,0 1_ 60.0 1 60.0 5&6 ;1 58 6 5D.6 ' 50,6`1 40,0'-j 40.9 In areas where water resistance is required, positive design pressure is7imited to +40.0psf Number ofanchors required Total Unit width (in) Heigh (in) 35.50 39.50 47 50 55.50,. , 59.50 64.00 72.00' Total Lower Upper H 6 S' Jamb H d S Jamb H d S Jamb H d S Jamb J H d S Jamb H 8 S Jamb H 8 S Jamb . 27.5 13.8 ;: 13.8 . 3 2 3 2 4 2 4 2 4 2 35.5 17.8 17.8 3 3 `I 3 3 4 3 :: 5 3 5 3 5 3- 5: 3 _. 43.5 - 21.8 21.8,.3 3 4 3 5 3 '': 5 3 6 -: 3 6 3' 6 3 47.5 23.8... 23.8 1,, 4 4 4 4 5:. 4.1. 6 4 6 4 6 A... Sfr5 256 25.8 4 4> 4 4 5 .. 4 6 4 7' 4 8 4 6 4. 53.5 26.8 __.26.8; 4 4 4 4 5_4 6 4 7--- 4:-7 4..... 6-';...4 59.5 29.8 . 29.8 4 4 _._ 5 4 6 :. 4 .....::.. 7 ..._: 4 7-: _ 5 7 ::::4..: 7 4 65.5 € 32.6 32.8. 5 5 5 5 6` 5 ...,. 7 5 7 -' 5 7 - 5 7 5 72:0 36.0 3&O 5 5' 6 5 7 J. 5 8 6 8 6 8 5:, 7 5 z SIGNED: 0511912015, ; Wlom« ¢¢' 440R cu Ltr# ( I F _ Whw VVWd FIFOCeN.51m r D 27 MI WINDOWS AND DOORS LLC 4 tttiu ull/rl i 1 M 1X,141 1 t '€! I < < 112 1001 W. CROSBY RD. 1, it,Eli e7PAAXUJ -1 !,. :I , )" o CARROLLTON, TX 75006 se 5-0 a tin 5s vz M 112 i 40 n iiz zas } 6 in SERIES GA 70:50 TWIN.' TILT R CTANGULAR SH 72" X 72" NON IMPACT k q sa 64, as , s,.az ELEVATION saCL.t>._ n s-0 1 seta OIA:N: t„",,. -- ,.... f.:.`r ap 0..,a ff:,i y 1!`. SPCI rz R. L. 08 00584 e r i IQNAi.4` SCALE NTS' :`E 10/08/08 s _'72 OF 3:. t11it1[11t{i` APPR-O'VED. ., I Si Ai, ANI HEHIND F!N F-? wWOOD OOD SCREW FRAMING BY 0 hEfiS 1/4" VAX, EDGE ool.tkvx-'--:.- SHIM SPAI-t 1/4" MAX S-' %'. SPACE J;ppp-')VF'n ca/15 1R.,L, CIS BY 1 fh fVAX SHIN4 SPACE INTERIOR Fr T r) EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 7 /16 " M: N STANCE woc)D RAWINGDVENT By orHL*Rs SIGNED: 0511912015 SEALANT E•11N.", R'N VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 4t9 - L'o 1001 W. CROSBY RD. CARROLLTON, TX 75006 CIEN SERIES GA 7050 TWIN TILT RECTANGULAR SH *.v' 72" X 72" NON - IMPACT NOTES: 7. INTERIORAND EXTERIOR FINISHES, BYOTHERS. INSTALLATION DETAILS NOT SHOWN FOR CLARITY. IRN. ad*, NOr 2, PERIMETERANDJOINTSEALANTBYOTHERSTOBER,L, 08-00583:4 DESIGNED IN M ACCORDANCE THAS77A E2112 SCA: NTS OAT,- J8 3 OF 3 All, it PQC'dF^ NOTES: THE PdE;JJC :OWN L"r_':^ _ES:G h'ANU ACTL.RiD 10 COPMP: ECJ REnaE c OF -I. ! OR! RLI d 7, IiAOOC FR;":, it NG AND _NI AO TO 6 Es DESK,NED AND ANCHCRED, TO P TRA..NSER ALL _Ca S u STRUCTURE -,Aht h0`.: AND MASC'tNRN' OPENING IS. -H E_ aP -NF-,IB L I I i.F:' [ _ P r E:R C- RE-CC-%'l ,... BUCK_ ' SHA F,<;- , .F :aND ,IDr,,:',, ;:ACF S' T:iA'eE1,.. FRAMT SJPPfRC 4, HIM. AS NEEDED LEA- -_A ,I NG3'. f SHIM 'WF-ER aPl•CE'507 1I G I 0 ) R a >.AAYI[.,l P „, ,;. 4 TO =BE 1 / _. SHINIS SHALA. BF ;"' , L, . L AND _ f'O,4 VAT. IA... --"`tN r IICKi'N .,i•B J_ss l F ._U..TA:N, N., t ,? L+.) AI.) MJR/'.' , N ..I OR LE ra ;-_ I, f G -r1 )OD ,iN,,:1., IFRAME MATTER AL - A :.:;EC '' Rv- MTS MIDST BE _d:; ,`..:, iA- CRC•vLD Ia PA,'_ 7 E., :`FM rCJ (_J HIS PP(K.) I::T :NI ,M.ND . ORNE J TOR ANC K)R' N G 1011,1,0OR2X -=LJ .K USLJ'' S.D NAIL OR #'8.' NOOD .,... WITH Sil CILN LEN 1 0 AC V A 1;'4"- MINIMUM r_Pi..Ft,UEfdl WO,SUBS,- SUBS, ^'A',. LOCATEANCHORS >:S _ .., 0," - IN ANDINSTA!:G ILN DETAILS, 11 ALL "ASTEiNEZS 7C:4,. CC- RQSION 1 _, INS AL1.".! Oti Ah HC^ .AJL --C .._''LEC N. A.,COR'?A J E VdTH . P. ,-I-::4..,. MANU ACT'uRER S N S7Au_ CN T4CNc BAND ANCHORS SMALL N`;T BE JS-,. SUBS R ILA ' JJII'^. C <-, S :;`AD, ' °E't?Id14J' ;1'?LR^TH SEERED S__ SIGNED::0511912015 MI 'WINDOWISAND DOORS L!_. 0 Ei W. R Lo CARROLLTON, TX 7SO06 y+ENSF"` t r. A y NU , ` z ( 1 ,'": SERIES GA 7050 'Ylh TILT DESIGNER ',SN 72" X 72' NON — IMPACT NOTESZZ 0 y A ATE 0F y. lttrNh -' .Y,. N:r — — r- Viti, 9 R CS 00585 8 hti NTS..-. .< 1::0 3 6 , x L Maximum desiVn pressure capaf PsQ JTotalunitwidthand $1 ku T Height(in) YK7M. 50 .39.$0 4- 55110- F " 11M 64.01 1200 Number ofanchors TotalUnitwidth n) Height(n), 35.50.- 39.-W50 55.50 59.50 64.00 72.00 Total Lower Upper H&S Jamb' H&S 4mb: H 6S Jamb H & S I Jamb H&S Jamb jH&S Jamb IH&S,IJamb 27.5 13.8 ; 13.8 3 2 3 4 2 4 2 4 2 1 5 2 5 2 35.5 17.8 ' 17.8 3 3 3 3 4 3 5 3 5 I. 3 3 5 21. 8 21.8 3 3 4 3 5 3 5 3 6 r 3 6 3 6: 3 47.5, 23.8, 23.8 4 4 4 5 4 6 4 41.. 6 4 6 4 51.5 25.8 25.8 4 4 4 4 5 4 6 4 7 4 6 4 6 4 53.5 26.8 26.8 4 4 4 1 4 1 5 4 4 7 4 6 4 59.5 29.6 29.8 4 4 lil J 6 4 7 5 7 4 7 4 65.5 M3Z8 32.9 5 5 5 5 7 5 7 6 7 5 72.0 36.0: 3- - 5 g 6 5 i 5 8 b 8 6 8 5 7 5 7 SIG/ st. IF D cm 1 9. MI :WINDOWS AND DOORS LLC 3-6 1001, W: CROSBY RD. 7734 a79' ! 2 I CARROLLTON, TX 75006 4-0 E 47 is 12 so 3- 5 43 V2 I 6112 E SERIES CA70110TWINTI: - T DSt z 51 v2 72" X 72" NON - IMPAC` 64 53 112 ELEVATION. LIML 72 5- 6 65 li'"Y R.L. ALc NTS C../ 08/"`0p- T 2 OF 3 WOOD FRAMING OR 2X SUCK INSTALLATION> 00'C JAMB 1NSTA,LLATION-DETAIL WOOD: F 'AMING OR2X BUCK INSTALLATION>.. NOTES: •' 12' X 72" NON MPACT 1. INTERIOR AND EXTERIOR FINISHES, SY:OTHERS, INSTALLATION DETAILS A,$ OF Wes. NOT SHOWN FOR CLARITY 2.: PERIMETER AND JOINT SEALANT BYE1'rntiw` aL, EZSTOBE r8 DESIGNED INACCOADANCWfTAS /O H L. Roberto Lomas P.E. Engineering Evaluation Report 233W. Main St. Danville, VA 24541 Report No.: 510939D>' 434- 688-0609 Manufacturer: MI Windows and Doors LLC 1001 W. Crosby RID. Carrollton, Texas 75006 Product Line: Series GA 7050 PVC Single Hung 72" x>72" Continuous head and'sill Twin — Non -Impact Revision B, prepared, signed and led by Luis Roberto Lomas P.E; by Luis >Roberto 'Lomas P.E. Maximum design pressure:'' See approval document. Maximum' unit size: 72" 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 bome debris regions.`, Frame material to be extruded rigid PVC: Installation: Units must be installed in accordance with approval document, 08-00584, Revision B and'08-00585, Revision B. 1 of I a N Florida Building Code Online r L I S l _7- ,_ Page 1 of 1 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 Search Raculic--Arin!li n*inns" ism" Submit Surcharge I Stats & Facts ' Publications I F8C Staff BCIS Site Map I Links I Search pplication.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 Wine Search. 15217.32 ALL ALL ALL ALL ALL ALL ALL Tvue Manufacturer Validated BX Status, FL35217- Revision MI Windows and Doors FL#: FL15217.32 Steven M. Urich, PE Pending FBC Approval84, 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 ry.r........,..r........ .«.... w:...z..N o, . ,ow„ vT-u .w anwvo u,r wunm aron-re n-ary. Cqntj;t Us ::1ya0 North Monroe SLbtii tagahas fk 12329Phone. asa4gj-lsa4 bi . k-C tity statemen:: t aerunc StatementTheStateofFloridaisanAA/EEO employer. Coovrioht 20t17-2t1135tateot Florida .::@rfvacv Statement Under Florida law, email addresses are public records. If you do not wanCyOYr e n1a. ddresS released in response, to a public-records`request; do not send electronic mall to this entity. Instead, contact the office by phone or by traditWnal mall. If you have any questioM, please contact SWA07 1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S: mustprovide 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 AcgWts: iiCftiir3t •al i •t utl"' https://www.floridabuilding.org/pr/pr_app_lst.aspx 7/20/2015 Florida Building Code Online Page 1 of 4 G Submit Surcharge Slats & Facts Publications FBC Staff BCIS Site Map links I Search j}Ip(uaUan Cl#t>:1 pplieationO¢tail FL15217-R4 Hppucduon I yNn Rev1s on Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Category Windows Subcategory Single Hung Compliance Method 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 It, Validation Checklist - Hardcopy Received Certificate of Independence FL15217' R4 COI F Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard ea 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 https://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 FloridaBuilding Code Online' Page 2 of 4; Product Approval Method' Method ssI Option 'D'a Date Submitted''' 06/25/2015ss Date Validated 06/30/2015'' Date Pending FBC Approval, 07/06/2015 https:// www.floridabuilding.org/pr/pr_app_dtlaspx?pararn=wGEVXQwtDgv3yV VKJZ 1 Q:. 7/20/2015 '! Florida Building Code Online Page 3 of 4 Limits of Use 'Installation Instructions Approved for use in HVHZ: No - Approved for use outside HVHZ: Yes,SZ R±{Q QQQ4f' 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 ELINIZ-B& At 510048C.odf FROM VEKA AAMA CERTIFIED (VK-1). Created by Independent Third Party: Yes 15217.28 SERIES GA 7050 PVC SH SERIES GA 7050 PVC SH NI 53 1/8X72 11, Limits of Use Installation Instructions Approved for use in HVHZ: No EL15217 R4 JL jW4.6Qp&, Approved for use outside HVHZ: Yes f 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 ELI_U a AE' 510328C.od FROM VEKA AAMA CERTIFIED (VK-1) I., Created by Independent Third Party: Yes 15217.29 SERIES 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 FL15217 84 11, N-Q2246A.Ddf 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 1 2 7 RA AE 5j2_0§fi&p& AAMA CERTIFIED (VK-1) Created by Independent Third Party: Yes 1521730 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 FLi5217 R4 It 08=0272 .r:df Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN F„IIUIZ A AEf 5135i„ lldf, 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 EL15217 R4 11 08.00584B_Qdf Approved for use outside HVHZ: Yes FL15217 R4 11 08-00585B.ndf` 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 FL15717 R E 510'4390.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 aZjj R9 L $-00445( bdf` Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15217 R4 =AE'• 5I O049D,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 FFL15217 R4 11 08-0133Qft,&df Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FI 12 3.,iI14Cf 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 11 53 1/8X72 IMPACT FIN Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +50/-50 Installation Instructions Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 0 Florida Building Code Online Page 4 of 4 Other: FRAME MATERIAL TO BE RIGID PVC FROM VEKA I EL=.Z-R-A-AF-5JM4X-Adf 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: No at%''9 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 Other: FRAME MATERIAL TO BE RIGID PVC FROM VEKA JRUJJj4 AAMA CERTIFIED (VK-1) Created by IndependentThird Party: Yes 15217.36 SERIES GA 7750 PVC SH SERIES GA 7750 PVC SINGLE HUNG 53 1/8X72 NON - IMPACT FLANGE Limits of Use Installation Instructions Approved for use in HVHZ: No FLISZ17 R4 II: 08-0031 ridf 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[_152}7 R4 AE S1Q 17 f PRESSURE RATINGS. FRAME MATERIAL TO BE RIGID PVC Created by Independent Third` Party: Yes FROM VEKA AAMA CERTIFIED (VK-1) Go to Page i l 42 io 0 Page 2 / 2 Contact Us :. 194P North M T II h FL 32322 P :_ -4 7-1 2 The State of Florida is an AA/EEO employer. Capvraht 2007 30t3 Salta of filth a Privacy Statement :: AwJT—jA stLty5tbtameiiE.:: 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 mailL 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: u tYlrYki' att Halt;" https://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 A k 1_4_ j S1j I/01Bl 8 C E', _.0CR - 5/12 R'_.. D ... _. z lop F ': Ok;S U_ hA6iuE :i TR; Lfs OR SE," CR_ ,G 1. Th-L PRO ul_f S. 11 LP -IN IS C< . 7'"sANUF ACi. ?EG I,) C3fdpt Y''„ rV . l FF U FNT -NGTH TO A.,HI _ ; FF . .fi J J YONC STRUCTURE w . REOUIJEMENTS THE O' fJ IN --I ,,.A'WL_ LO7 ANCHORS I, SH- I _ _ C . _, ATIC'd>C TAI'_S';'- M : r ~ \ '" 2, WOOD FRAr,. tlNC, AN" ..SON- 7C.. 7., DESIGNED AND ANCHOR -El) F,. P :,. Q t .: bS _. nt._hE.R.7 c, 1_:-:U„1•.rc,S'(Jfti Ji 'A . TRANSF._ Z .A__ LOADS w S_Rl , AIJ rh ,SCNRY O`%E91' S THE A' OfJ AP. ( z5 Sr„LL BE ti AWL' .• CT L. RES C NIS HI'_ _ A N. EROF " ECOVD dJC P. CATl U) ItiA^, S, 1X 8L,K, CVLP h L` i aS Ji a_ iJ Nh. S i CIF I I? 5i C4 W41E<L S:h .:.IUf _ ;: HI,.KN, `.:. .,-::::.. , A.ti'' 1,%.:"- ifvl, .,"'l,i 1T.> L15.1 F>.. SF C FiC ':,RAV TY 0F 2 n. a_. 0 fIINI 1.J L : A.: .. _ ;:; .J .,F. :11`i L4:iVJ rCaUk 'J. i:3tl..k-L'J' T , ._TF' L'it`,I1;TUt, c.OF9'P .>... i;f 1.,`•'r>:.. INKS, f ~\ 1T1 ":.J d >., •i7 -i F F 1FzF _'f a TF = C C E ECTL.] ^.`:.:: pxm r , -; C, I - P :C, = t. F 1 (CCU Cr, AVER) J PtASON Y,. CONC ' IL f I' tiJ.a., .. BSTRATI_ 6 ,Il ZL1 ,_ J, U. .I. . IRU(CTURE STEEL 18"A, 33KS(' OR lv' NUM B" THICK MiNM_1,1 n. 4HE:5 WOOD-31:.. L,Y S 1': 2: BUCK _4.A_ L_ STENCG TO ,fl .R. STRJ. RA i'h; RA I E, V,IND,0 JNI :" 'a16+Y Bf. AVC:h?OE„1T AMi: 0 .'. ;t, , .:> WOOD SI-CK N .,<..ols,''AdC2 WWI MAIIJ ACIUIPL '/,'L__ __ C '`,'HERE. I I UC. 1. .`. J.: t. :.RI Uii Ri: ._. .,' 1 . I'A ( `'2,,._S-. COATING U2 i_t._^,r:. _L_J. (,P. 7, BI,S -1-ALL _X END, . _ND'41 ND W I N r.i'.'.. FACE C --{A FULL I RAI."E: S, ,)P- ., E,: SHE _HALL BE _ - itiC V AF-s=ROP. VATEFALS AND IHICKNESS 0- 5Lr ;,N]N( APP: A,L—:f 1NC LOAD sDUh AC OR eG rrla D _OR WOOD ANCHOR CALCULA, .S va <AFAE MATEf2 AL = X D R , [. 11, UNITS ' VUST BE _L,7ED PER' a d , 1,4:.OR=T_JS UC-` iN-.W J17, A":fCVF)I1'ACR.lh.:-.Y.F DEBRIS, REGIONS, 13, FOR ANCHC SING Gt L.. IN-IN- 0 FRAM: NG CP 2X LUCK USE #5 wJ, SCPEtvs P,'il SJ h t I Li T u n 1 t f4• MI v V. M, EMDEC ENE S B's IP,n _:; LOCI'I_ S N AS S 0- _L4AHONS :AN NS r -A. P. DEI 14.:.ri`,f~ h..,ti"?RINt, , ,h K1nL, i`. ,^li r. -,:3j 1b:Y{,, ONS VY-H> Si:f-flC€'PJf, tk`'lIiTF 'C A le. Tvl': 1I IM(E1Gas.'til N7c) U ..[j'A k ? 1Ei . MIN 's1-1 d EDP:; - _. S .... i..? . .F. A \ j., ...-> A . :130."`f7 N I:E J,= i ON ANI. I MI 'WINUUW) ANU UU 1001 W. CROSBY::RE, CARROLLTON, TX 750 SERIES GA 7050 > MULL PVC TWIN 72" : X, 72" INSTALLATION DETAILS AND DESIGN R- L.i. W..........::08-COC QED =`< 2010 CODE ;) 02;13/1:2 R<_.- _.. l m NAnaaw Nh dcx MtfCcav Yrnaow MMMgtuMINMWIWWWYYYNK I F0MI WINDOWS AND Dt II, SASH '5I 3,'. 3 X ` : m 1 27112 -.( 100-1 W. CRQSBY F 1, MIAXIMUM J, .4; :0 as 1/2 30 s la J CARROLhON. TX 75i 4-047 i2... 38 - d2 1Y1 1 a - a SERIES GA 7050 MULL PVC TWIN: 112 72" X>I72°> SPC[ € 72 5-0: II s?c53 12 56 1P2 z2 W; INSTALLATION DETAILS AND DESIGN R; L, 08-00 s NTS a"rw 121,, 1 /66 sr t BE`S17T. C VID VERTICAL CROSS SECTION, WOOD FRAMING OR 2X BUCK. INSTALLATIONI r` NOTES.. 1. INTERIOR AND EXTERIOR I FINISHES, BY OTHERS, I NOT: SHOWN. FOR CLARITY. 2. PERIMETER AND JOINT SEALANTBY OTHERS fTOBE. - DESIGNED IN ACCORDANCE WITH ASTM E2112 IIY II III,I II IIIIIIIIIIIIIII;IIIIIIIIIIIIIII 111 VAX, m V*'? Si I( 'SPA,, II. a FI INTERIOR II. I j a EXTERIOR L GX 9 a SE,",LAN I>' JAMB INSTALLATION DETAIL WOOD FRAMING OR2X BUCK INSTALLATION SERIES GA 7050 V.UL: PVC I TWIN 'TILT SH LWINDOW,II 72" X 72" INSTALLATION DETAILSI R.,L; 08 00G451 D MA SA,y r IJ P,'iv F. ij , INTERIOR. 5 CF a 3[ia,a na EXTERIOR gJ INTERIOR EXTERIOR_ JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION TO 3L 'ISc CI S'-ALAN W C ER ROD APPROVED 't VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION` NOTES:a. 1. INTERIOR.AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN I FOR CLARITY. ' 2, : PERIMETER AND JOINT SEALANT BY OTHERS TO BE :' DESIGNED IN ACCORDANCE WITH ASTM E2112. i R. L.,> 08-00045'< 0 i.:f^.w n7F EDGE '.CJItJANCE.. CaN .;ETE 'h.. 4 dR1'..'.. .. ter- r k[ 3Y'DT f2 6.1 EV_ .^ F_.. ,...... e. I /' R1 LM8E0M-ti i G E '. 1. d 5/77/ ? S f F a Fli;cN f i; i JTERIOR KTERIOR JAMB INSTALLATION DETAIL CONCRETE'MASONRY INSTALLATION NOTESaa. 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 LLG f L Roberto Lomas P.E. 233i 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'' er 08-00045 revisionD, prepared, signed and sealed byLuis Roberto Lomas 2. Test repoIrt,.No.: CCU-10-156 signed by Jeffrey Crump Construction Consulting Laboratory, International, Carrollton, TX 3. Comparative analysis with anchor calculation, report number 510049-1 B, prepared,, signed and sealed by Luis borne debris regions: Installation: Units must be installed in accordancewith, approval document 08-00045 revision"D. 1 of 1 r M2_17,'2,S Submit Surcharge i Stabs & Facts Publications ppiicatlon List Search Criteria Code Version 2014 FL# Application Type ALL Product Manufacturer Category ALL Subcategory Application Status ALL Compliance Method Quality Assurance Entity ALL Quality Assurance Entity Contract Expired Product Model, Number or Name ALL Product Description Approved for use in HVHZ ALL Approved for use outside HVHZ Impact Resistant ALL Design Pressure Other ALL Saar'r•ti RamrM-,Annitrs 7,nw.s.: Page 1 of 1 Refine Seacch 15217.25 ALL ALL ALL ALL ALL ALL ALL TVDe 1janufacturer- Validated By Status. L1 217- Revision MI Windows and Doors S11 teven M. Urich, Pending FBC R4FL#: 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 4y DBPR. Approvals by,DBPR shall be reviewed and ratified by the POC and/or the Contact Us :: 1940 North nlanroe StreeL Tallahassee F32M'Phgpe: 850-487-1824 The State of Florida is an AA/EEO employer. Ccgrlohj 2007.2013 gl tg gl1lerld.9 -:: Privacy Statement :, ArcrcSlbihty State>nant :: Refund-StateIiM 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(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 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 clldc here Product Approval Accepts: wk t: uPili elf °t uar.:; https://www. floridabuilding.org/pr/pr—at)l)—Ist.aspx 7/16/2015 NOTES:_ 11, PRODUCI :SHOWN HENZEIA :S O__ w N A.NL ACTJ ;ED f0 COMPLY Mll REQUIREMENTS F.r _C 2. WOOD FRAMING AND MASONRY PE`. v TO BE CESIrNEJ AND ANCHORED TO PROPER_'. RANSFCR ALL:LOADS TO _ RUCTUR_, FRAM. .0 A, VAS 0NRY 0PENIN0 S THE, RESPONSIBlUTY Or THE AR„ !.-EC' _ VG:N LER OF RECORD. 3, 1X DUCK OVER 4- WHEREJ.H. RE SH M OR BUCK S . 1, _ -w iJL!. Al LN.:'`, 'dU`_;1' BE A'>: HOR D TH RO FRAME' N '-WA_;_:' VVITH MANUFA, TI f PU USHLD INSTALLA11IO J INS 1R G,NS h c A. C: RELe A IF N •_J A/A:0Nf Y- CONCRETE ,T RE WOOD LUCK 1 "'K I _,"`Erb, 3J,K SHALL BEE SE"UR'ELY FA:ENEC TO MASONRY, Y, i RE I... ."R O H'.h .. .;C J•.A:.:SUNS -R lf".. WINDOW LINE [}_ . NC,h•C f<U.:'Thy1,:31.:,. r ..,U_ 'r _L - < OMR A _. 0 DUCK f'4IU.y.,^„C... NI, „Ili-;.. JAPUJF' F IU(3 it S rJ .oa L IN.::=•._ F ^ IONS. r,,. rrl .:3t.': 1X BUCK IS NOT _ _ l k•. V 2ALS MUIST SE SEPARA'I U Ahll APP.l, COMING OR MEMBRA" ., SE... ' ON C . -.,.' H .. t;.P. ktFFJ^RA NE : [HE: THE A2C,f:I:.0 OR .v" F;. O. f.... _ _.. 7, P ,CKS, SHALL.EXTEND :,;T' , WINDOW SO j*(HAI FULL ;:,,.AM_ S..<. PROVIDED_ 8. S _ IMS SHALL BE LOCT_1)APPLIED rNt; MADE ROM MAT-Et'<,.IA.LS..AND THICKNESS A".ABL._. Cr SUSTA NING r T 'l l <AB. •:S:, 9. WIND LOAD DURATION TA:C C, .- WAS USED -C R WOOD ANC IOR CA,LULATIONS,. 1 D,' FRAINAE MATERIAL EX R:.;D C R::.;D t'..LNIfS MUST BE GLAZE_S PER ASTt. 17 APPROVED IMP11"CIT fR_--E,...,_ S"STE'•1 _S FOR HIS PRODUCT...N W,NtD BORNE DEBRIS 4F CIONS,; .... 11 FOR < ANC ORING THROUGH AM Nl O 'WOOD MING OR 7X BUCK USE +#8 WOOD SCREWS WITH SUF. 'ICE-NT NC Tr; _:TND „H_EVI A 1. /»" MiMMJi1 EMt T. FMAM .N- INTO: SUBSTRATE., LOCATE ANCHCS AS SHOWN .Nv LW, J'ONS AND INSTA_JTION DETAI_S 14: FOR ANCFsORING THROUGH A•AE f : S CON RE. USE 16'• TAPCONS VVTH SJFRCIEN LENG'lh 10'A. 'E A". t `'M1 v t ;V EMBECMENI INTO S BSIC A-::E W H 1/2" VhNItdUA4 - D ......?A'1 u;s, l C :95; <,NOWN IN. ELEVA.iIONS ,AND NS-T,AI. Y ATION D AILSe I.FFF.o" Ul'... g.......... ::...,._. C° ':....._»...:..,:..,.-- E t 15: •17 R.:...,,» ...... 5, FOH ANC O : Nr THROUGH FRAME INTG METAL-_ R CT R #5 SMS OR SELF DR LL NG. F._RS V1, 11H SUFFiC.LN'C L_NC 'H '0 ACHIEVE u LAIS , 4 VJ, . IRJCTJRE:C. I.0CA7t. ANCHORS AS SFOP.N N ELFV-.Tint v • A.:.:- tv .-,C(.4 :;h- DETAI!S. 6 , _ TO <BE ': ORk OOh' KStS1ANT,.. 7, IJ T,_. L:A J .A\.CHORS SHALL 3E. NS7AH ED iN CC .PP N 0fl ANC tN1..FA: , =R` S INaTAU !ON INSTRUCTIONS A - RS _ JS, N STM+_ ,ITH S2ENMHS _LSc:.` HAN THE't.P.l.l,f•1:-ST _ C.'F:.L.:E.., UE:.O'W: A, tMMUA•1. , .;i.Clf!,; GRAVITY Of G-0.42 RFNC F 9 -' 1, Il. C+ ): Aa.3.r.. 17 } I ? t v ...;.>.., _, N 8" Tf IC.F,C h:.J 1. r, Ll j; TRF Jr MI WINDOWS ANDDOORSLLC 1001 W.:CROSBY RD. CARROLLTON, TX 75006 SERIES GA 7050 RECTANGULAR PVC SH TILT Wit s _. 53 1 /'8 X 72 NOTES 1 , :NOTES _ R.L. 08- 00250 5 NSIALLATION UE7, _S AND DESIGN '. RESSIIR _ •.3' sc••..e NT`5.- DATE 9'.%09/'1T _`.1 Oa 5. 15 lw NO'i ES MAXIMUM. A.. it 51" X 2'L MAXIMUNI X 2C 3/P,- MaWmum designpressure (pso Frame HeJght 17.50, 19.50 21S0 1 27.50 29.50 1 -31.75 XW :1 39.50 41"50-A 4X50 47.W 53.13 pos Neg I P.. I Ng I Pas I Neg I PoseI.Nog. Pos Neg I P fNag J.P. Neg I Pas° 1. Alev 1,PGS: NV..j Pw Neg. Pas': Neg: Pos 27.50 52.6 52-5 1 52.5 1525 62:51- 525 1-52,51 52.S' '52.5 525 I 525`J: 52,5 152,5. 525 1 525' 525 152,5 5251 515 52.5 52.5 525 52S 35,50 cZS 52S 52.51 525 52,5 SZS'; 52.5 162.5' 52.5 52;5 52,5 52,5 525 52,5 1 S2;5 52.5 525 52,5'1 52.5 52,5 52.5' 52.5 52.5. 62.6 43M 52.5 525 52,5 525 52,5 525 52,5'1 525 525 52.5 52.5 52.5 545 52,5 152.5 525 52.5 545 52;5? 525 52:5 52.5 48,2 r48.2. 47M 525 52.5 52:5 US 52 (5 521 13 5 2, -12-1 52,6 5Z5 515 L' 2.5 62.5•. 52,5 52.5 52,6, 525 S 2,3 52.3 45,2 452 51. 50 5Z5 545 52.5 62,5 7_ 2.51f 92t 525 52.5 52.5 52.5 727, 4;2 5-5 525: SZ5 525 52.6 52,5 49Z 49.6 427 41,7 52.5 524 62 5 5Z i S24 525f 27r5-2.51 SZ5 72-, 5 52.5 62.5 s" 526 5251 525..525 525 625 525 525 47A 47.4 40.6 4018 15 111 52.5 52.5 52.51 52.5_ 72- 5 5 52 S 2..,S 52,5 52.5 52-5 1 52.5 51.9 L 455 I 45.5 3ka 38A 2.SL 25 52 5 52 5 52Z rT2.5 F52.51 -5 52 5 52.5 52.5 52.5 1 I I EMS SZ5 2 3 8 46.2 141 J] 41 >7 3S.0 35.0 re#smmeisr"-f'"i is lfdes!fprsmre mMdlfo.+3&Wpodif 2:11 2,1 -2. 1.:.2 2 wlraow CNI N d- IFD vyb": SLSt. C.l , Wln6- 11 F C, rl 27 1121 SIGNED: 0510612015 8 I gr 112 3.0 1 S if2 L 20 i231,2 I81 43 "2 V'SMIWINDOWS AND DOORS' LLc 2-4 2-6 27 112 29 112 j 1-1 44 E 22-1 1 t2 1001 W. CROSBY RD. N%AMMILit" L F/ N 2 CARROLLTON;. TX..75CO6 s35112 S,PCL j ERIES GA..705C RECTANGULAR LL PVC SH. TILT WINDOW g* 72 53 1 /8 X 72 3 -6 41 1! 2 r2 INSTALLATION DETAILS AND DESIGN PRESURE CHART AT ZZ: 34 4_0 1 47 V2 ALWN! 3 116 08 002 0O ZONAtR. ALENTSJ ATE9 S- s'CR 0907 1 S"M 2L F 5 I.,,..1ANCE W 0 0, D T R,A S I N G OR X PUCK B. OTHERS I w. BACKER ROD fe APPRCc_ I 1,1AX, 5 A..AN S f I SP Ct. I S WOOD SCR= v EXTERIOR IF, 1 INTERIOR'- Ll. 10 BF cc.T.. i IN A R (i : Gh CACKLR RC' APPROVED SEALANT APPRC` E SEA ANT 11¢° MAX., 5HtVS^ PACE WOOD Fk OTHERS VERTICAL . CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION'. NOTES: I;, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR. CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH AS TM E2112 IT) 6'S 5 /t R.L 3 SHY S IAU' INTERIOR RE; N 1 EXTERIOR, JC,. I'. _ BAr KFP RG:' THER> & AP RO`J JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION M` l WINDOWS AND DOORS I LLC 1001 W. CROSBY W CARROLLTON, TX 75006 RIESr, GA 7050 RECTANGULAR PVCaSH TILT WINDOH 53 1/6 X"72 STALLATION DETAILS AND DESIGN PRESURE CHART. 08- 00250 D E NTg JjDATE 9/D9,/0Er7 .,,z OF5 .. 015 r 4 1. ?vlAX' lt,i SPACE YOR Yl SE.I N APPROVED S:-A:t.ANi v Ax: SPACE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES., L INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. Z PERIMETER AND JOINT SEALANT BY OTHERS TO BE: DESIGNED IN ACCORDANCE WITH ASTM E2112 I / 1 4" LIAX. SHINI SPACE INTERIOR W DISTV% E EU D.':"-N EXTERIOR C) E SLALINI JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION ERIES GA 7050 RECTANGULAR F 53 1/8 X 7; INSTALLATION DETAILS AND DESI R. L: DAT NOTE S:'. 1, THE -PRODUCT SHOWN ,HEREIN IS C__.G't._0 AND MANfif'ACIURED 10 COMP 1,111- REWREMENITS O =LOK A '3. __, I , CO_ i. „OOD FRAMING AND ,ASONR _ 0 _ 3NED AND ANCHORED TO<;=.ROPEPLYi:RANSI E-R ALL -LOADS TO 5 ''1,;'C-F!, . .K,Aht ,- A,d.D-iUA50'VRY 01-r_NiJG iS..HE SPGNSE31_ TY`` OF THE CH R E^!G: N_ REC0RD. 3, IX BECK OVER MASCNR . 1. ,r7_ S 4, , _ TTL 5.,1M OR Bu..K..'S THAN 1...:li_-.NNDOW UNIT', MUST Etc tNCIIO._ J ItiPOI i f< N >,_ . J.,_ ," T MA,IJ--F . C 9,ELY A5TENED C R_GTLY 1NfC MASONRY, (, C .. NC RETt , - . T . RT,.. 6hATE IN 5, vs i.J2E 'WOOD :0> K T CY, ._ 1 f .%TER, a.JCiK SHALL':Ki?' NE L 10 MASON 7 T. 2 ..: rl_R PU Ci URAL. >Ea 3 iATE. NIN 9(%4^J UNITS MAY BE AKHORED 'T RO i 1 JR D vi^00 .BUC1, h, ACCORDANCE VITH W. I..RF IX HUCF` a <OTH Ak f- .,__.., _o .di_e , : , A::__, ti L_, _p'sl .T r; h2i; C? COATING' OR META R - ON (,,..A NG mE.IM.BRANE S iHE: FES,PONSIIS L /:+:: Iu E C'': QRIN ( E< D 7,1 B, J.,K,.> SHALL IE tTEP C (.. N , v,.^„lt,. AL SO rEiNT FULL RAN'_ SUE T- R' .. . PROv!DED; 8, SHIMS. SHALL BE LOC F L.I:E._ D I,:,-C_ ''^M MALE-liALS AND THICKNESS CAPABLE OF SUSIA.N N G' A'R .A...i )A..,:::, 9 WIND LOAD DOF, A vN r:ACTGR CJ= I 5 USED FCR ,WOOD_ ANCHOR CALCIJIATICNS_ IC .FRAV.E MATERIAL EXTK.10. • 4.>? 1 i UNI.S MUS1 BE GLALJ r Aoh - 12. APPROVED IMPACT PROTECTIVE SYSTEM _ R =C FOR THIS PRODUCT r rrlND:BORNE DEBRIS RFCIONS. _ _ 1-1- 1 OR ANCHOFMG T iROUC RAM- t V,.'CL : AI:NC• OR 2X BUCK USE #, 8 1t0OD SCREW W:-! H SUIFPFIC. ENT ) A H A 1 1 j d'• MINIM.JM FMRF `MEN'. INTO SUBSTRATE; LOCATE c J< Sv:S O'NN IN [__ ,A`0NS ANG>INSTAL 1TTC" DETAILS, 14. _OR ANCtiOR;IVv T'iROUGk R ME MASONRY EGh>uRE'E USE 3;116" TArCONS SUFF]C EN! LENGTH A M .Ukl <EMBEDMEN INTO SJEI TRA';_ r'r'TF 2 h'•i;T"AL'. I A IGNE, _J A C + tiG N==2„Wh. tJ ELEVATIONS ANDNCNIMUM DE S. 5 ..' ''NSTA' LATION DETAILS AN s_• '!ij Cz!L_ ING SCR S ,. T. ,SSUF- iCIEN` -:LENGTH TO ACHIEVE - . D" S RUGIU?c R 'ATE .ADN.T: , ASF tYIs. ANiI !S7 . v Cf AlI S:, AL A5 _-S TO BE CORROSION IiESIS:.ANIi>: Z, ANCHORS SHA_ BE INSTALL EP IN AC, , r. 'ANCE VVITHc , FOR fA , Lk`S' JNSTALLATJON J; ?4JCT C 5 .,hC - k S: A _ SED IN ER, N. H STRENGTHS SS THAN THE d,.,.`,i S RE 5:, -1..0 LOfWr M. t ...., :. r I E 1 . C.f ,. ,.-AVID' ij M 3 G N Y 5 _ N .1 C0N, 0RN1AN . I C > M, 9 0. E N, 0R G R FA = R IM i;1. .R UC I <, S I.F. LS A; ,,,I/,., 0, I.':NUIII _53- 1, ,K MINIMUM .. ikt? R.L. MI WINDOWS AND D 1001 W. CROSBY CARROLLTON,. TX 7! ES GA 7050' RECTANGULAR >f:P\ LLC 2612015 - 0140 SERIES GA>7050 SINGLEHUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING € IMPACT RATING 35. OPSF, NONE N0 1: mAXI+, 11V -SASH r - 7 2, MAXIMUtf :act >":,.X •,?•. I { CIS _10 .'. EC SEE t P7 O)R 1 = R OF AMC-Jw R,--n-R_C PF.' e C ::=flP;)^i 3ATi:: nFira ;a+:U No- s 05/155/12 R.L., R .._.., y, ,Mr .._. 10/. 5/1,3 jR,L,.,. IST Maximum desi ii 19 Frame Frame wiCtb (Inl Neigh 1ZS0 27.50 27.80 .............29.5p 31:75 35.50 29.50 41.50 43.50 47.50 5113 in) Pos Neg PostI Neg I POS= Nag Pose Neg, Pos Neg Pos:I Neg Pw Neg Pos.:.`Neg- Pose Neg, Pos'..N Pos- Neg Pos NOD: 27. 50 ` 5Z5' 52.5" 52.5( 52.5 52.5'[52, 52,5: 52.5 52.5 52.S 525 52.5 '52,5 52.5. 52.5 52-5 52.59 52,5. 5Z5' 525' 52.5 524 52.5.:52 5 35. 50 '.'SZ5'.: 52.5: SZ5 52.5 52.5-52.5' 5Z5: 52,5 52.5 5Z5 52.5152.5 SZ5 52:5 SM 5Z5':-52,5 525 52.5 52.5 52,5 52b 5-6 43, 50, 52;5' 52.5, 525, 52•Se 52:5 52.5s 52.5 52.5 52.5 525' 52.5 52,5 S2S 52:51 52,5 SZ5: 52,5 525. 52.5 525! 52,5 48;2. 48,24Z50 52;5 52S` S25 52.5 52:5 52.5` 5 525 525 5215 52.5 .62:5- 52:5 525 52,5 52 5 5Z.5 52.5 62.5 52.31'52.3 45;2 45:251.5052S52552552S52.5 52:525515 52S 525 %525. 52.5 52.5 52.5 SZS 5Z5 r52,5 52.5 49.8 49.6 427 42752:5' 545r 52.5" 5Z5 52.5- 52.5: 525 52552.5 52,5 52.5 52.5 52S S2:5'. 625 52,5: 52.5" 5Z,S' 525 47.4 47A 40.6`40.;659.75SZ55Z552,5 52,5 52 5: 52,5 525" SZS 52.5 52.5 52.5 52 5•. 52,5 52.5''. 52.5: SZ5 52-5 51.9. 51;9 45,51 45,5 36:8 38;872.00- SZ5' 624' 52.5. 525 52:5 52,5 12.5`. 52.5 52.5 5P:5- 52.5 _SZS` 525 52.5-: 52S 523- 52.3` 462; 48,2; 417 41,7: 35:0 35:0 In ane wrlere warer rvws nce is requlma,,powure.aesrgn pi -afire is nrnrrea w -aa.apv. Numb" o/anchors load _ ....... Frame Frsme wiAth'(In1. Heightr, 250, mao, 27.50. 27.50 in( Ymb N6:S Jamb N6.3 Jamb b'S jamb Has S. 4ma Nd & Ymb Nd:S 4mb 6S'' amb N:t:`S' ame A mb S mD d5' ma 2ZS0. 2 2:..` 2' 2`°• 2 2._: 2 3"` 2 3 2 3:'. 2. 3":; 2 3;, 2 3 :.i 2 4" 2 2 3550 3 2 . 3 2 3 2. 3 3.. 3 3 _: 3 3:';, 3, 3': 3 3 _ 3 3- 3 4-- 3 4'... 47. 50 3 2 3 2 3 -: 2 3 3 3 3. 3. 3r 3 3; 3 3 ". 3 3 3 4_ 3 4: 3' f 47. 50 4 4 2' - 4 2 4 3 4 3: 4 3, 3'.' 4 3 4 4 4 4• 4 1. 50 4 2 `. 4 ' 2-" 4 2..... 4 4 3;. 4' 3', 4 3-;`4 3•..:. 4 3 4 4._. 4" 5550 1 2-" 4 - 2- 4 .... 3_ 4 3•._4' 4 3:,: 3.:4 3:: 44:::. 4 4:... 49:7542. 4 Y 4 2 1 2 4 3. 3': 4 3". 3:I 4 3 4 4 4 Y.... 4 ':. 72. D0 2 r. S 3._. 3, 3 ! 5. 3 -.,. S 3.' 5 3 : 5 4 ti wftzm V,5", HAron181o&t Callaxe Hwi[m61 IFU... tin5ed CaE..izc fA:al 7. 1/2 2-4 11121• a 19 ':2 3A 35 112 i.. r72• 0, 23 1,2 3-8_ 43112 .` MI ' WINDOWS AND DOORS LLC 2- 1/2 27 1f2 ;, 4.0 47 7 1j2 1001 W. CROSBY 'RD. i - 2- r---•••--•. 29 4.4 I st n CARROLLTON, TX 75006 2- 031 314 4-8 a 551/2 3, 0 3s 1/2 sa Ss 3/4SERIES GA. 7050 RECTANGULAR PVC Cr SH TILT WINDOW 34 39 1 2 C 72 53 1 /8 X 72 3- 6 41 uz = t i INSTALLATION -DETAILS .AND DESIGN. PRESURE CHART 3- 8 43 112 1 SPCL.' 23.:1M i R,L. 08-00250 D NTS o"=E 9/09/07 151IM2 OF '5 c M WOOD 1:RAIVING 42 ?X;4UCK By CT FR2 BACKER ROE APPROVE SEAI Hf ' fish,. 4 HIM INTERIOR: EXTERIOR i INTERIOR E, EXTERIOR; t. N r i =X J.. uK 9 AOK - ;ROD r Rs & A PiOV_D SEALANT 4 0 SETf , JAMB INSTALLATION DETAIL BACKER ROE)t •.. 't APPROVFD SEAL,4N WOOD FRAMING OR2XBUCK INSTALLATION Ac APPROVED Sf A_Af I 1 i 4' K/.AX- I SHIM SPACE WOOD - RAW NG I ti 2X BJCK 3 e CTI ERS VERTICAL; CROSS: SECTION SIGNED: 05/06/2015 WOOD FRAHfING.OR 2X-BUCK INSTALLATION MI WINDOWS AND DOORS LLC rkttIltrll 1001 W. CROSBY RD. L0 CARROLL' ON, TX,7500fi ,EN yrr NOTES: FRIES GA 7050 RECTANGULAR PVC 'SH TILT WIN,fi 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, : SS 1 N8: X 72 NOT SHOWN FOR CLARRY. INSTALLATION DETAILS ANDDESIGN PRESURE-.CHART 2-PERIMETER AND JOINT SEALANT BY OTHERS TO BE - ,V a .,.,, .,.., ,.,, Y S _ • C j}h `.v` DESIGNED INACCORDANCEWITHASTME2112 `y4 08-00250 NTS oar.•, jG5fit7 „' sHe,z OF 5 filsl ii:\t VETAI S I Ruc J.;N: BY OTHERS APP I' vvV A•yi SACKER RCO APPROVED SEALANTII MAX 51 IS4A4 SPACE j. W.8 SkAs OR D!--,rL IN TERIORNTERIOR X N A 6 G A'r A: AN I ILI J il-:.wA VERTICAL CROSS SEC ' TION, METAL STRUCTURE INSTALLATION NOTES! 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. Z PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 I /I IVAX, JIM SPACE INTERIOR N. DISTANCE_ BACKE:Z RoC APPROVED EXTERIOR 9, RS SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION 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 INSTALLATION DETAILS AND DESIGN PRESURE CHART 08-00250 NTS nrt 9/09/07 I OF 5 05 0 4 , I I EXTERIOR I INTERIOR JAMB INSTALLATION DETAIL CONCRETE1MASONRY:INSTAL LATION NOTES:, 1,;INTERIOR-AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWNI FOR CLARITY. Z PERIMETER AND JOINT SEALANT BYOTHERS ITO.BE DESIGNED IN ACCORDANCE WITH ASTM E2112 . SIGNED: 0510612015 MI WINDOWSAND DOORS LLC 1001 N R N+tR it rf` CARROLLTON, TX 75006 FRIES GA 7050 RECTANGULAR PVC SH TILT WIND6.W 9C' 7k L1 /8: X 72 INSTALLATION DETAILS S AND DESIGNPRESURE" CHART _.-VAT, itj l4.t? R `uha 08-00250 0 /` to d' ,f1VA I/j jfGS75OF5..., scks onrE , -- NTS 9'/,0l?`li NOTES: THE PRODUCT SHOWN H=R_'v S DESIGNED N ANUFACTUREG -:U COMPLY MTEi REQUIREMENTS Of T T z .,f.. J _ ,INi; Z WOOD Fr7AVING,. AND .• AS_ J 1 . NG -C B : GNED AND. ANCHORED TO PRCPER'_Y TRANSFER ALL OARS .0 S ,,_ : RE, 'RA-V.K. AND, .1ASONP:Y OPENING IS ]HE RESPCINSIBIL1171 OP THE :-.R.: OR _ NG NNE--^: C: RECORC', 3„ I X B C'CK OVER: MACCNR( C 0NCI ,E _ S OP TCNA: a E,.` 1I IN OR BECK ! f .. 1 f 2', VND()AI UNITS ,'JS. 3. AtN, ,-O EC:.' HF?C tP' F. THrE E a E - , .,.,0 ::, ,NCF 1 TH "AJNI FACT ..REF, `. PUB . SHECt INS ALLA"ON n.S__ U"f Ot . Al- `.::C., I_Y F-A; t I. D I R C ",.INM MASONRY, C. ?NCRF E .. - SIP., 'S - ATE' MATED ,I:.. 5. t'tiI LF2E WOOD RUCK -';: N _ ,. CF. TE .. BUM,-M..1..-'EE .. C 1:;R..L\ ISN:Ni.D TO NIIAS NF, NC 2 21 .fG Al SI3_1 vk 6;. 'WINDOW--l;'v. BE ANCHCFIE;)-^R01,^:H =RA'sF ` CURE- 9UCK IN XICCRDaNt:F.. TrTH LA 0,N .CNS. 6. Vqi'.f..RF X BUCK I., GU; S .. .,b _A::I wArE ALS UST. BE SEPARATED W.".I1 COATING, OR f.'E.bAR ,F.: F.., .;;J .. .,..,, ...> .)R MEMBIRANE L. THE ..: 'JiYSI ,P.. THE. ARCF I1'tCf OR 'Nt 2 OFto 7, SUCKS SHALt.. EX . ND RE'OND, .AN'?. VT. 0 , ;.;. F 511 THAT FJ:..: FRAME SU PROVIDED., 8,. SHIMS SHALL BE LOCAT ED, x PL ED ANIO TAD_ .-ROM MAT ER`A S AND T flCKN:=SS CA=AG; OF Si,S:AINING APf I 9. ININD It OAD DURATION G:4AS JSED FOR 'NOOD ANCIM? CAL.UlAIiONS, 10, FRAME MAI.;---.RIA,I EXTRUC _ R.-"ID: '.C' - . 1, UNITS MIST BE -ALED 12, APPROVED IMPACT PROTE . I.._ SYSTEM iS REQUIRED FOR THIS PRODUCT IN WIND BORNE Df PRIS' REGION',, _ 3: OR ANC ORINC 1R:..LG i ti..: .: 0 '6`3 . .r7:NG OR 2X DUCK W )"0 SCREWS ' dr.ITH SUFF:CIEN:. i_ENGT TO. A.C: V- A. ': i/.. MNIh1;JV E.h.B.-.:7!:ENT INTO 7,. 95TPA -:at'L.00fi N;:= ..S -i!: ,".: ':N `-:0 1','AND INSTALLATION .)E4%ILSi FOR ANCHORING THPO:U.;Y t,E S f :CVCREIE US, 3/16' TAPCON' W1:E. SUFFiCI_ NT 'LEND H TO -AC '-F INMLI.PV ' EMBEDMENT INTO SUBSTRATE VV-.^ 2 2" MINIMUM EDGE "S LOCA.TE) a••a- OWN IN L_ /^FUNS • ,";;D PJ . A ION. D 1M\ .S<Y C L . uG NA'VE '0/15/ 3 R,ys R ..., I. <NG HRO: Gli FRAVE INTO ME AL C'JTI J._ a.- d SL_t Uf.. ING S ' v^, SUE CIENI LENGTH TC ACHIEVE - R., V'11MjN4 HION1D SfRUC. URE N OR A%,i.., iOC.ATE.ANC'HORS AS SHJWN AN-, LNES TAN: , .R0,, nSaLLA ANCHORS S.IALL BE' .1N51 LIED A,.,, RD- NC,};M-N,!-".C;?'' aliFAS RER S INSTAL14TION !NSTRUC:IONS Y... k :.' a S: EL `,,.._3`. JSED IN SUBSTRATES ,:'(Tr,,.TF- NGTHS LESS THAN :FiE ,P,,%i C`!F..1 BE:.i.V2t. M iNIMt t+ , ITCI I". GRAVY OF ,=:.4L' i C0 N, : E "" 1:?MIN1'tii,JM C.1Ap E*s`_:I V ASC ; Y ... 1 3EP,C'f F CONI C'r'?,d; lJ ,_ Ic .. ! 9C G J ;qR G .ATFR). 4'JL."IjP', SIEF*L 18GA. ',,W_,1 _'I ..v.. J.,..,: .,',! M11`1 i4:::M 2-5 . INSIALLAUON D_lAi ;NI; „CSCN PRESSURE C. API MI WINDOWS AND DOORS LLC 1001 W. CROSBY M CARROLLTON, TX 75006 SERIES CA 7050 DESIGNER PVC'SH TILT WINDOW 53 1/8 X'72' NOTES R,L, 08- 00251 [ SC -LE NTS - OAT- 9/(54/07 jsl?[ETI O: ffil 0510612015 C 53 MA`.F.7;At,,4F C MAX. a-c, I 17" MAX 12 01. C, MAY F RAME H 'Hi X la fJe 6" MAX i. SERIES GA 70501SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 35.OPSF NONE VAXIMUM SASH SIZE:, X 2. MAXIMUM. 48" x 1, MAX ANCHORS TC -17 SPACED; SEE CHAST NUMBER =OF ANC: 10. A v,sv p- R 2 B T -V P c : .,AI,!s - c)'( 5/13:: 1 Rl Maximum deli p- (psi) Frame Frame width fin) Hafghf 1Z50v 11 923.50 27.50 29.W. 31.75 3&50 1- 39.50 41.50 43.W: 47.50' 53,13: in Pas I tm Pos: Nip" Pos Nep, Pos" l Neg, P" Nag Pos I Neg' Pos N,: eg Pos 1-NegI, po s No"o PosI Nag: Pas meg Pos Nev 27.50" 52.5 1:52,5 52,51 52 5 525 52,5:15251523 Us' 52:5 525 I 52,5 525 52,5 62SI 52,5':`:.52;5 526 52,5zI 524 5Z5' 52.5 515 1525 52.5 52.5 525 5Z5 525 52,51525' 52,5 525 52:5 52,5 1.52,5 525 52,6 52,5 152,5,..52,5 5Z5i 52,6152.5 5Z5 52.5 525152.5 43.50, 52.5 152,5 521 5 5Z552.5 52,5 152,5 525 525 525 525 1.52,5 525: 52,5 52.5 52,5 52,5 SZ5 52,5 52,5t 52.5 52.5 402 482 2 47.W 52,51 5Z6 545 5ZS' 52:5 545' U 5 525 5Z5 52,5 SZ 5 52 5 52.5 2LI H 2 52,5 52,5- 52.5: 525 51,3 5273 452 41 2 51.50, Z 52.5 52,5 52:5 52- 5 2 5 1Z 525 52, 52.5 52,6 52 5215 515 523: 525 4 4 11 42,,j 42-7 56.S0 52-5 5Z5 5,2.5515 52.6 52,5 52.5 52.$ 52.5 52,5 k52,5 52, 5 52,1 52,5 52„5 5 2,5 525 5Z5: 47 59.75 STSZ5TS2.5 52-5, 52 5 52.5 SZ5 52,5 52.5 52.5 52.5 5Z 52.5 52,5 E52 2 4515 72.00 525 1525 1 2.5 52.5: 523, 52,5 545 52 -S 525 48,2 41,7. 41.7' 35.0 35Z From.; Frame. whilb lia), Haight 17. 60 1 19.50, 21:50 1 21.60 V.W I 131js I fo,%,60 11 11 W; A 41.40:: w: 50: 1 5113 in) ; fW- dPamMh-K-& Jamb H&S Jamb 09 4pambH S Jamb Rd 5 Jamb H & S Jamb HA SIJambIh(A.3 Jamb H,&S JJamb W&'S Jamb M&SjAmb 2-_.2; 2'.1, 2 2 2 2 3 2 73 2 3: 2> 3 2 2 2, 4 2- 4 1 2: lssol., 2,,,: 3 3 2 3 2 3 2.. 3 3 3 73.7=3,_ 3, 717--3 3 3 3 4 3 4 77T7: 7 T, 31 4-4 22 2 3 3 3 3- 3 73- 3 3 T-3, 3 3 77--4 1 Z- 77 37 47.50, 2 4 i7', 2 4 4 3 4 r- 4 S- 4 3 4 4 51.90 2 2 4 4 2 , 2 4..-- 2 4-2 4 4 3 4 7E 4'7 4 4 d, 4w 55.4501 4.:i 2 2 4': 17 a 4 74 3, 4 3 3-1 A 1 44:: A,: 59,753 1,2 4 4 7T7 777 T- 77- 5 4:1 3 4 l 4 A 4 72.00, 2' 5 9- -"F- 3,- 737 T. C.2 SLZ. 24- 21if% 2 3-0 A--35 1.11 1 V 2- 023112 as1 43 1 r2 i MI WINDOWS AND DOORS LLC 24 27 111 4-0 1 47 1.12 1001 W. CROSBY RD. 1-2 29 1 4-.4. 1 51 112 CARROLLTON,, TX, 75006 27 313/4 5-0 59 314 SERIES GA 7050 DESIGNER PVC SH TILT WINDOW 53 1 / 89 X: 72: 3 -6 41 1/2 INSTALLATION DETAILS AND CE.SIG N..PRESURE:CHART 3 84311294-0 1 7- - 7 1/2 T7 V4 40, R.L. 08-00251 NTS OF 5 WOOD I RA'flN' is BY (,Ti FFRS CR 2x 9(J A CK RLAPPRO,;O- SIALAN EXTERIOR BACKER RO APPROVE WOOD FRAMING OR 2X, BUCK BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1- INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. Z PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH A STM E2112 EMDEDIMEN- 1/ 4" tvi S M SPACE U8 1! WCCD SCREW f- & JI INTERIOR LL Ft) BE 'SET A BED 0" PROVE; SEALANT I IIAX•. I SPACE R V A, Q REVISED itil TM j 71 15 Vit' ll 4" k4AX, m, sHim si,,va INTERIOR J' I V EXTERIOR OR 2X BUCK 0' HERS A. PRO VI - D S Ud-A'41 JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD, CARROLLTON, TX 75006 ERIES GA 7050 DESIGNER PVC SH TILT WINDOW 53 1/8 X 72 STALLATION DETAILS AND DESIGN IPRESURE CHART L. 08-00251 0 NTS 9/09/07 js.E'3 OF 5 SIGNED: 0510612015 INTERIOR SILL T.0 HE --SALT I l;tCV. Sl-AI..AN1. PACKER POD., -` OD -- APPROVED SEALANT ', } 1 VAX. TR4.0 T R: VERTICAL CROSS SECTION' METALSTRUCTURE 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'- TERIOR' STF c .;R :. nr >P ; e c tATERIOR AL , V is JAMB INSTALLATION DETAIL METAL. STRUCTUREINSTALLATION SIGNED: 0510612015 M.i WINDOWS AND DOORS LLC tffi I lllrf, 1001 W. CROSBY RD CARROLLTGN, TX 75006 V.1jEm`56+; f: SERIES GA 7050r DESIGNER PVC SH TILT WINDOW `1k #- 53 1/8 X 72 INSTALLATION DETA LS AND DESIGN PRESURE CHART Art ty ^; cut no A* R. RLE DATE MA 9/ 3f07' 08 <Go2 s1G' D rr i D, I; 1' M:N: r S. ANC 1/4" MIN, OPI[ONAL. BUCK —J. It MB 'MEN SHEET ...... ,.. ,., .[,. J 4 MAX, . CKEP SHIM Sf'AC> Sf AP,IRC)11C : z ;1 F. t,r,^-CON EXTERIOR r INTERIOR r BA; OPTIONAL SEE NO COIJ RUEl 4 RY i BE - . MAX, SPACE m.... ,z ...... ., ,:.. ..._,.,:., ..;;:............... t3; r _. SL C..:.......... ._ f55/I5/•12 ( R,L. C: R-;:SED rtMA--- _.... C: 1_s 1.3 R.L,. L,.D..,. ED. n T _ ...., 04/t5R.1, 4" MIN: FX EMBEDMENT t Z $ t s GE ,. r- _.. INTERIOR r L:STA IEE-' t EXTERIOR CON OTHERS fix Fc , C.-;. SEALANT JAMS INSTALLATION'.DETAIL CONCRETE/MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112' SIGNED: 051061201 MI WINDOWS AND DOORS LLC t R 1001 W. CROSBY RD. CARROLLTON. TX 75006 ;V 0; .%d SERIES GA 7050 DESIGNER PVC SH TILT WINDOW `!r p d 53 1ND X 72 W INSTALLATION DETAILS AND DESIGN PRESURE CHART: Ai REV R.L. 08002s1 0?rjQ DWL:j SCALE N7S ATE 4/09/07 _`"5 Of 5 {Illtiflli 4 % 46. .l N 0, 1l 2, k1A,/1 9J 1 ., ...,J, iNaXiflyfit dasi si} Frame. FraritewiON (in) Height 17.50 '.: 19.50 .. 23.50 ". 27.50 '•: 29.50 ` :' 31,75 35.60 >: 39.60 41.50 42.80 4L50 3.13.: rni Pon N Pos Neg: Pos Nag =. Pas Neg.l Pos Neg..; Pos Nag jPos Nay',.:'Pos Nag Pas Nag- Pos Neg IPos Nag, Pas Neg; 27.50:' 525 52,4 52,5 52.5: 525 5250 525 525 25 52.5 :. 525 52.5 525 525) 525 52,5: 525 52.5`.'. 523 52,5. 52Z 52,5 525 52,5 35.50f'. 525 52a5! 52,5 525': 525 52,5,1 525 525: 525 525,`, 52.5 52.5 152 5251 tS2.5 525I 525 521-5 525 52.5': 525 525i. 152,5 I52-5 43.501 525 525 52.5 52.51 52.5 52:5` 525 52,5:'. 525 52,5 525 52,5 1525 525-': 52.5 525:-525 52.5'. 52.5 52,5 525 525`. 148.2 48,2' 47.50(- 525 525. 525 52,5 525 52,5' 52.5 52,5J. 52,5 525`: 72F5 52,5 52,5 525, 52,5 52,5 525 525 52,5 525. 523 52,3E 1452 45,21 51.50: 525 52,5' 525 525I 525.. 525`. 52,5 525`-. 52,5 525: 52.5 52.;5 525 525- 525 525.:.525 52,5; 525 525; 49.5 49.6, 42,7 4i 55.50 52,5 5251 525 525 525 52,5 52,5 525 = 5215 5215 - 52 5 525 525 525 52,5 52,5'. 525 525 52,5 52,5'.. 47A 47A 40,6 40 6 59.75'. 525 52,5, 525 525" 52,5 52SI: 52,5 525' 525 525: 525 525' 525 525 52.5 52,5 52,5 52.5': 519 5191. 455 45;5'-.38.8 38'a 7200I 525 52,5 525 52.5 52,5 52,51 52,5 52.5J. 525 525. 52,5 52,5 52S 52,5 525 52,5.S23 523': d82. 482s.A1J 41,7, 35A 35.0' 4i are9s where-xaler resistance is required, pasitive design pressure istimiled to +35.Opsf; NumbarofanWtars requMed- Frame Frame lam M) Height as0 ,:1 19,50, 23:M ' 2460 ' 20,50 31.15 ' U$Q 11 3aCso : 41.55 43. 040 1 0.13 in) Need mblH,,& S4J#rnb HAS Jamb. N&SIlambl 6SJ4-3 amb SS-amb S omb S5 amb 5S amli d3 amb N65 mb 27.50I 2 2 2 2: 32. 3 3. 2 +. 2'.'' 4 4 2 35.50E 2 3 2 2. 3 2 3:::.'. 3 3 3i:f. 3 3 <:. 3 3 3 -:' 4 3 'i 443.50v 2 3< 2 3 's. 2 3... 2 3 33 3 3,:. 3 3 3- 3 3 3 -'.4 3 -:.4 3475p42'4..: 2 42 4 r:.34< 3 43 4 ,. 3 4 ". 3 4 4 a s 4 4# 2 4 - 4 ''34 l' 4 >: 3 L 3 2 2'.# 4 _:.2 i :. 34 3 • 3 4, fi 3 4 2 4 4. 3 3 4 T2.00<.2' S:' ,,2 5 :: 2 ,5,., 2 3: 35. 3 5: 3 3 S 3 3. 4 5..: 4 3: na v4 ao« I v;a 1 wl cIXo4zonral I F 0 Verii.':x VF D Ga9:ds I- i- 6 17 73ii 21 7r2 :; r ': i-A 19 1F2 341 35 :tat ;; 27 23IL a Q 112 MI WINDOWS f2. 4-0 47 -: 112 2-4 27.11001 - W. 2- 6 29 1i2 4-4 S1 aM C•ARROLLT( 2. 8 31 314 4.8 55 112 i 30 35 112 so € 53 a SERIES 'GA 7050 DESK sr as Ira sccL I 72 53 3s ' INSTALLATION DETAILS 'A I'. 3e3 ;. 43:.112 4": 112 1Lr•1A`5' ` CWG 1-47SPCL, 531J8 :. R. L. scs- r N 1 S 111T q DIYIIIIIIYYIIIIYIIYilrl41 ILT WINDOW i SURE CHARTL; a AN 1 a''. EXTERIOR ; WTERIOR 1 5 £ METALI STRUCTURE INSTALLATION'. NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,;, NOT SHOWN FOR CLARITY..,' 2. -PERIMETER AND JOINT SEALANT BY OTHERS TO BE'a DESIGNED IN ACCORDANCE WITH ASTM E2112 WINDOWS AND DOORS LLC 1001 W. CR'OSBY RD. CARROLLTON, TX 75006 GA 7050 DESIGNER PVC SH TILT WINDOW 53 1/8',X 72 TION DETAILS AND I,DESIGN ;;:PRESURE;;CHART 08-00251, D a [ 9/09/07 OF 5 rr m rnoar rr 7 1%/ % Wry AAAG. SPACE INTERIOR 1 :: « t a .. r m& 2 d\° e. EXTERIOR 15m;& _ L. Roberto Lomas RE:, 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. Product Line: Series GA 7050 PVC Single Hung 53 1/8" x 72" — Non -Impact, Flange Support 1: 2., 3. Report No.: 510329-1 C nts of the Florida Department ofl' 05 method 1(d), The product listed' vision C,and 08-00251 revision C, prepared, signed and rump'' Carrollton TX ort number 510329A, prepared, signed and sealed, by Luis' document. npact protection in wind borne debris regions. 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 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 Roberto Lomas'P.E 233 W. Main St. Danville, VA24541 434-688-0609 Manufacturer: MI Windows: and Doors LLC 1061 W. Crosby RD. Carrollton, Texas 75006 Engineering Evaluation Report Product Line: Series GA 7050 PVC Single Hung 53 1/8" x 72" - Non -Impact, Flange Report No.: 510329-1 C' 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. cpalarl hv'I ijk Rnhartn I mmnc p F 2. Test report'No.: CCLI-11-137 signed by Jeffrey Crump Construction Consulting Laboratory International; Carrollton TX AAMA1WDMA/CSA 10111.S.2/A440-08 Design pressure`. t35.0psf' 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 bome 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 l 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). 9>'of 1 FL No:: 62514 06/16/2015 S\ Florida Building Code Online tpPoc atton List Search Criteria R flne Searc Code Version 2014 FL# 15217.28 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 Tvoe Manufacturer Validated Bit Status. L115217 R4 Revision MI Windows and Doors FL#: FL15217.28 Steven M. Urich, PE 717)932-8500 Pending FBC Approval Model: SERIES GA 7050 PVC SH Description: SERIES GA 7050 PVC SH NI 53 1/8X72'' Category: Windows Subcategory: Single Hung APPMv Y Yrrt >t,a t r,ci,cM a1„ec.r vY w•c • vv .v, + r+ . ,..w•v.... ,, contact Us :: 144Mdrth Moilyde Slicer :TallahaeR fine, 8550-167-1$24.! The State of Florida is an AA/EEO employer. fdcviiaht 2007-2013 State of Florldai :: lacy Statement :: Atgll sW aitaty Siatemeaat::: 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 emails provided may be used for official communication with the Ilcensee:.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: 4-c li".It 41f aiF 6t https://www.floridabuilding.org/pr/pr_app_ist-aspx 7/20/2015 Florida Building Code Online Page 1 of 5 Y IP Meng BCIS Home Log In j user Registration Hot Topl[s Submit surcharge Stats & Facts Publications FBC staff ( BCIs site Map f Links Search - --- f A.i - Product Approval VfJJIa USER: Public User CC }} J¢gJ{yy prig rqgyglbqnu > Q,{,i,l,p,(,CatttK.> AooliptlonList > Application Detail i 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 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitiinger 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 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Standard 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 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 r Florida Building Code Online Page 2 of 5 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 FL # Model, Number or Name 15217.1 SERIES 5500 PVC SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS. Pagel/20 Description SERIES 5500 PVC SH TWIN NI CONTINUOUS HEAD AND SILL 84X84 Installation Instructions F1,,1517 R4 1108-01928A adf-: Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes 15217.2 SERIES 5500 PVC SH SERIES 5500 PVC SH NI 42X84 Limits of Use Installation Instructions Approved for use in HVHZ: NoL15217 R4 II'08 Q17 pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN11 R4 A '' '2fA rtdE` PRESSURE RATINGS.. Created by Independent Third Party: Yes 15217.3 SERIES 5500 PVC SH SERIES 5500 PVC SH NI 4BX72 Limits of Use Installation Instructions Approved for use in HVHZ: No F1.15Zj4 LS8-02719 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 Ft 152T7 IZ4 513503'aldf PRESSURE RATINGS. Created by Independent Third Party: Yes 15217.4 SERIES GA 195 ALUMINUM SH SERIES GA 195 ALUMINUM SH 1. NI 1. 44X84 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15217 114 II 08-62 `'E: df Approved for use outside HVHZ: Yes FL15217- R4 11 08-00262E per' 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 FL,1521, 7 .1 4 AE:.51{I338 p{l ' Created by Independent Third Party: Yes 15217.5 SERIES GA 195 ALUMINUM SH SERIES GA 195 ALUMINUM SH NI 54X72 Limits of Use Installation Instructions Approved for use in HVHZ: No F7 152 71 Rd II 'q8 Q3318MApprovedforuseoutside 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 7. , 4 AE" 511943C odf`' PRESSURE RATINGS Created by Independent Third Party: Yes 15217.6 SERIES GA 195 ALUMINUM SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS. 15217.7 1 SERIES GA 195 ALUMINUM SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No SERIES GA 195 ALUMINUM SH NI 44X84 Installation Instructions Verified By: Luis'Roberto Lomas»62514 Created by Independent Third Party: Yes Party: Yes NI 54X72 62514 https:// www.floridabuilding. org/ pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 7/20/2015 Florida Building Code Online Page 3 of 5 0 Design Pressure: N/A Created by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS. 15217.8 SERIES GA 195 ALUMINUM TRIPLE. SH SERIES GA 195 ALUMINUM TRIPLE SH NI CONTINUOUS HEAD AND SILL 108X72 NON IMPACT Limits of Use Installation Instructions Approved for use in HVHZ: No 4 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 62&Z t4 A a PRESSURE RATINGS, Created by Independent Third Party: Yes 15217.9 5ERIESGA195 ALUMINUM TWIN SERIES GA 195 ALUMINUM TWIN SH NI CONTINUOUS HEAD AND SILL 88 1/8X72 Limits of Use Installation Instructions Approved for use in HVHZ: No 1.L15217 R4 II 2 D.pdf Approved for use outside HVHZ: Yes Et15217 R4 II 08-00256D,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. FL15217 R4 AE510,E 5D oa Created by Independent' Third Party: Yes 15217.10 SERIES GA 195 ALUMINUM TWIN SH SERIES GA 195 ALUMINUM TWIN SH NI CONTINUOUS HEAD AND SILL 105 3/8X71 Limits of Use Installation Instructions Approved for use in HVHZ: No F2_8 ,QQD,Rdf' Approved for use outside HVHZ: Yes 5217 ji4 II 08-0011 df 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.1; 2.17 R4 AE' 510053D,Aiif: Created by Independent Third;Party: Yes 15217.13 SERIES GA 275 THERMALLY BROKEN ALUMINUM SH SERIES GA 275 THERMALLY BROKEN ALUMINUM SH NI 48X84 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15217 R4 II, 08-02715.p-0f 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=1' R4 A '4 f' PRESSURE RATINGS. Created by Independent Third Party; Yes 15217.14 SERIES GA 275 THERMALLY BROKEN ALUMINUM SH SERIES GA 275 THERMALLY BROKE11 N ALUMINUM SH NI 36X60 FINLESS. Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15W O AE 513MAZt,f, PRESSURE RATINGS. Created by Independent Third Party: Yes https://www.floridabuilding.org/ pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Page 4 of 5 15217.15 I SERIES GA 275 THERMALLY I SERIES GA 275 THERMALLY BROKEN ALUMINUM SH NI BROKEN ALUMINUM SH 4BX72 FINLESS Limits of Use Installation Instructions Approved for use in HVHZ: No a=zJ9 i j _"__ ." 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 FC1S21S' PRESSURE. RATINGS, Created by Independent Third Party: Yes 15217.16 SERIES GA 275 THERMALLY SERIES GA 275 THERMALLY BROKEN ALUMINUM SH NI BROKEN ALUMINUM SH 48X84 FINLESS Limits of Use Installation Instructions Approved for use in HVHZ: No pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS. Created by Independent Third Party: Yes 15217.17 SERIES GA 275 THERMALLY SERIES GA 275 THERMALLY BROKEN ALUMINUM TILT TWIN BROKEN ALUMINUM TWIN SH SH NI 88 1/2X72 Limits of Use Installation Instructions Approved for use in HVHZ: No fLI5,217 R4 II 0-408176ndf ` Approved for use outside HVHZ: Yes EL15217 R4 II'-08-00B'; 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. L15217 R :A a11361G odf' Created by Independent Third Party: Yes 15217. 18 SERIES GA 505 ALUMINUM SH SERIES GA 505 ALUMINUM SH NI 44X84 FINLESS Limits of Use Installation Instructions Approved for use in HVHZ: No FLiS 17 R4 I ; 0 aQ2723., gf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN F i 2L7 84 AE 5AA5gZ.pdf..' PRESSURE RATINGS. Created by Independent Third Party: Yes 15217. 19 SERIES GA 505 ALUMINUM SH SERIES GA 505 ALUMINUM SH NI 52 1/8X95 1/2 FINLESS Limits of Use Installation Instructions Approved for use in HVHZ: No tLW7 R4 ii 2724. .t 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 FLI 217 R4 AE 5135QU ff', PRESSURE RATINGS. Created by Independent Third Party: Yes 15217. 20 SERIES GA 505 ALUMINUM SH SERIES GA 505 ALUMINUM SH NI 53 1/2X71 1/2 FINLESS Limits of Use Installation Instructions Approved for use in HVHZ: No 2 R4 I iZZLS&& Approved for use outside HVHZ: Yes Verified By: LuisRoberto `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 f PRESSURE RATINGS, Created by Independent Third Party: Yes Go to Page = '® 0 0 Page 1/ 2 0 0 I8nek 14oxt Contact Us 19 IQ TallabjuIM Ft, 32399Sihorte .8aO-487-1024 The State of Florida is an AA/EEO employer. r'enti+rlah4 2tlo7.2 13 State of norada::: 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 tirm,, Product Approval Accepts: W No E x'Cttrilya t Iim'N" https://www. floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 Q... 7/20/2015 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE. DESIGNED AND ANCHORED_ TO PROPERLY TRANSFER: ALL LOADS TO STRUCTURE. FRAMING AND MASONRY'' OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME :SUPPORT IS PROVIDED. 4, SHIM AS NEEDED WITH LOAD BEARING. SHIMS. SHIM WHERE SPACE OF 1/16- OR GREATER OCCURS'. MAXIMUM. ALLOWABLE SHIM STACK TO BE 1/4 5. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS' CAPABLE` OF SUSTAINING APPLICABLE 'LOADS 6. WIND LOAD ':DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 7. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5 8. UNITS MUST BE.GLAZED PER ASTM E1300-04. 9. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIREDFOR THIS PRODUCT iN WIND BORNE DEBRIS REGIONS. 10. FOR ANCHORING INTO WOOD FRAMING OR.2X.BUCK USE 8D NAIL OR #6'WOOD SCREWS WITH SUFFICIENT LENGTH TO:ACHIEVE A 1 1/4.", MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN. IN ELEVATIONS AND 1NSTALLA7)ON 'DETAILS; 11. ALL FASTENERS TO BE CORROSION' RESISTANT. 12. INSTALLATION ANCHORS . SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER' S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED. IN SUBSTRATES WITH STRENGTHS LESS THAN THE 'MINIMUM STRENGTH SPECIFIED BELOW:'' A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 DESCRIPTION DOWS AND DOORS" LLC 1601 W. CROSBY RD; TILT' WINDOW 53 1/8 X 72 NOTES R. L; 08-00248 D-REV 13 IR.L 15 R.L. 53 1/8" MAX FRAME WIDTH 72' MA) FRAN HEIGI NOTES'. 1. MAXIMUM SASH SIZE: 51" X 29" 2. MAXIMUM D.L.O.: 48" X 26 3/8" REVISIONS REV D6CRIFTION MAX A REVISED PER 2DO7 F8C DETAILS DATE APPROVED 8/13/D8 R.L„ ^ 01/25/12 R:L,. 10/15/13 R.L. 05/19/15 R,L nso bA13 Maximum deSF rmUre' Frame Framawidth" Nelghl 17.50 '1 19.50 23.50 27.50 29:Sa 31.75- 35.50- 39'So L L41i50 43.50 w:+ reM"ea5 wnere waror 7-w=nce tS'78QYIreu, pva,A4"SieSgr+:preati re rs rrausu:-q- Ei Horizon tot W'dox NAndaw" Verticol N4nCOw NMdaw NON nl& Fbd'tani C:dl'Sl:a ...."IF. U 1-6 17'112 Ve'Jvl---. CaSlza 24 -' vvtfcel 271!2 - SIGNED: 0511812015' 1-8 2-0 224 19 112 231/2 271n 3-0 38 4.0 351/2 43112 471rz MI WINDOWS AND DOORS LLC 11ttt11tti!l f 2.5 29 '112" 44 51'1f2- 1001 W. CROSBY RD. 2 3+ 3r4.: 48 ss, rz.:' . CARROLLTON, TX 75006 4 ,;•ZC,ENy + 3,0 35 10 54 5s 314 SERIES GA 7050 RECTANGULAR PVC SH 3-4 39 uz sa( 72 TILT WINDOW - 53 1 j8 X 72 ELEVATION & DESIGN PRESURE CHARTS 38 4-0 43 112 47 vz . owwN OMC ato:: REV A sPOE.. s3 v9 R.L. 08-00248 D NAL ' w-ALE NTS 3A'E 8%09 07" sNEET2 OF 3 t!ltjtll{ltit APPROVED' SEALANT BEHIND FIN: 8D NAIL :OR 6 WOOD SCREW 3/8" 'MIN EDGE DISTANCE WOOD FRAMING OR 2X BUCK INSTALLATION WOOD' FRAMING BY OTHERS 1/4' MAX SHIM..SPACE WOOD FRAMING BY OTHERS REYSi0N5.' REV DESCRIPi'DN ...... DAT:: MPROVED A ' REVISED: PER 2007. FBC - 8/13/08 8. ADDED ANCHOR CHARTS , 01/25/12 R.L. ' G REViSED NAME.' 10/15/13 R,L.'. C REVSED INSTALLATION DETAILS 05/ 19/15 WOOD FRAMING 1/4" MAX BY OTHERS SHIM SPACE. 8D NAIL OR 6 WOOD SCREW INTERIOR 1 1/4" ...... MIN. ... .. EMBEDMENT APPROVED. SEALANT BEHIND FIN 3/8., MIN EXTERIOR. EDGE DISTANCE JAMB INSTALLATION DETAIL WOODFRAMINGOR.2X BUCK INSTALLATION clnnll= n> nkifai n t c MI WINDOWS AND DOORS L'LC 1001 W. CROSBY RD. CARROLLTON, TX 75006s SERIES GA'>7050 RECTANGULAR PVC'SH, NOTES: TILT =WINDOW -- 53 1 /8", X 72 1. INTERIOR AND EXTERIOR FINISHES, 3YOTHERS, INSTALLATION DETAILS AND DESIGN;PRESURE CHART NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 'DRAW,:owc ND; DESIGNED IN ACCORDANCE. WITH ASTM. E2112. R.L. 08-00248D STALE NTS I0AIT .0/b9/67, s'W3 OF 3'' N 0 T US: I HE PRODU,1:f SL`:)*WN HEREIN S DES.ICNED, AND IMANUFACTURU) u^ COMPLY VI REOUiREMEN S 0 FLORIDA P-M-DING CODE, 2WOOD FRAMING AND t,.,ASnN-?" N'3 r.; FF UFSiGNED AND ANCHORED 0P` I, GP E RL Y TRANSFER ALL -O.A-'S _R;-VOINC AND MASONRY CPENIING IS J:- RESPONSIBLE y '.j'r- THE ARCH:l EJll'G:NUR , RECORD, 7, 1 BUCKS SI Al.i. 8;YCIINWI.-ND—Av, N7F,20r, FACE SO TIAT Fl, FRAME S—P0`1- IS PROVIDED. 1- SHII' vi AS NEEDED 'N.TH 1,0A5, S-;V.S, &CM VVI-1ER1. <,pgl;: 01:- 1/16 OR (;rcA--R OCCURS, `0AXlIV,;.;;Ml --; NABILE S I DE 1/1 5SHIMS SHAL.J.. BE U-l---%,':l-,, APPILli:1, A"' ` FROM MAT. .IAI S AND THICKNES.S., Fl, A.:ND LOAD DUR-17''C'N :A-fjK AS SU) Ui VJ00' ANC -OR (,ALCI.A.Al:0N,,-,, 0 D FRAME MATERIAL: P J C AlJUlV.qN;.,V 606,3 Sz,ss.. NITS KAUST BE ,.AA7-D PE.PZ AS"V P m - . S. APPROVED NAPAC: PROII-'!Vz.. SYS - 5 I.E.-,;LLEM j w DEBRIS R<EGi,)NS, 1 fOR ANCtiORINC N- O V00l'i ;:RAM.I:'qG .2.X 5EL1''.J." USE 8D NAIL OR #6 VVOOD S""RE"S XiTH SUFFICIEN- jUNGT 10 AC-- A 1 -1/4" MINIMUM E.M.BEDN0,N1 N10 SUBSTRATE, LOCATE ANCHORS AS SHDIVN, Il,NS AND INSTALLtOlON CEIAILE,, Al FAS-ENRS ;0 BE COR, '-!SRESISTAt :v R INS A—ATH-D-NA\ CHORS SwA PENSTAI—E-D N ACCORDANCE WITH ANCHO, MANJ'ACTFURER'S INS-1ALLATION ISTP% ji--T!DNS AND ANCHORS SHALL NOT BE USED IN SUBSIRA-:-S - WITH SiRENCTHS S MUNIMUM S.F-ENCIH SPLC.R-D 3EL0;VV A, WOOD SPEC FiC 'S R,,,' v 0 F G = UQ 4 2 PF*P 2-00-' fli(.'l MI WINDOWS AND DOORS LL 1001 W. CROSBY RD. CARROLLTON, TX 75006 SERIES GA. 7050 DESIGNER PVC SH TILT WINDOW — 53 1/8 X 72 NOTES R:L. 08-00249 SCILE NTS 9/09/07 1 OF 3 m f OE/19/15 I RL, SIGNED: n 3 7 x r Mazimum::d ' 11, tx3ssure Psr9 .................. Frame Frame wldth{76) Haight I217.50 19.50 23.50 i Z7.50 i28.S0 731.75 3450 39.50 41.50 1 tin) 1 Pos I Nag, Pas Nog I Pas Nag,[Pos Meg Pas Nei, Pos Nei I Pas Nep I'Pas I Nog,:Pos Nag Pas Nap Pas I Neu Pas mg 27.50 . 52,5E522.5 52.5 525 52.5 52:5 52.5 52.5 52.5 52.5 525 52.5 525 525' 52.5 524 52.5 52.5 52.5 52.5 52.5 525 52 5 52,5- 35.50 i. 52,5'525 52.5:52-5 52.5 52.5 624 52.5 525 52:5 52,5. 525 525- 52.5 52,5:'52.5 52.5 525 525 52.5 52S` 52;5 52.5' 43.50 52;5. 52.5 525 52,5 52.5 i 52.5 52.5 525 525: 52.5 52.5-: 52,5 52.5 52.5 S25 r52.5 52-5 S2;5' 52.5 S25 52S 48:2 4B8 47.50 52.51, 52.5 525 52S S25 524 525 525 525: 525 S2;S 52.5 52:5 52.5 525->S25 52.6 525 525 523 3: 45,2 45;2 SY.50 52S f52:5 32;5 52:5 525 525 52,5 5265 525! 52S' 525 S2S 52.5: 52l5 525. 52S 32„5. 525 525 4k6 49.fi. 42742.7 55.50 . 52S;525 525. 525 525 52.5 S2,5. 525 525': 52.5' 525' 52,5 525, 52.5. 525 5Z5 52,5: 525 52,5 47,4 47.4 46A 40.6. 59.75 ' 52.5 152-5 52.5 I'.52.5 52552.5 525 i52,5 525I i525 52.5 525 52.5 15215 525 1525 525 51.9 51.9 45:5 45.5 38;8 38.0: 72.00 52.5 525 525 52.5 525`-525 52.5 1525 52S' 525 52.5 52,5 52S 52.5..,52.5 523 52.3 48;2 48.2 417 41.7 35.0; 35.0- In areas where water restsmnre is t eti osltiva design ressure4s Ilmitud to t35utred, P. „ 8 P mtr"eG:al;tnrJiorsiequirad.....,.... Ffamo::... Height 117,30...,:-2dS0 5039.50 41,Sp:" 4'.i.dA -'- it7.50 531?'• . in) Netd mb lfA mb N:dS ma ffA SjJAmb a Atmb N;4 Spomb 0-4: sF 4'5 mb a it a S mb nib.:4S 27.S0. 2 2 "2 2 2, 2' 2; !`:3 2 3 2 31 2 3; 2 3„ 2 4F: 3• 4^ J5.50 2 3 :2 3 2 3= 2' J' r3 3 33 3- 3 3 3 3 3`: 3 4:, 4' 4 ,. 43.58 2 : 3 2 3 2 2 3 3 3 -' 3 9 3: 3 4 3" 4 3. 4 4°. 4 4. , 4 4ZSi1 2 4' 2 4 2 4': 2 4 3 4-.- 3 4 3-.:3. 4 3,' 4 3'. 4 4;4.:.,4.. F 2 3• 4 55.50 4 Z ' 4'-2 4 3 4 ;;=3 4 3...-:3. 4 3i 4 43 S, 4- 5, 4- 2 4....'°:Z 4 2 4.::..' 2 l 3 4 ,' 3 4 3-3 3 3 5; S8.75 2 4 :? 4 Z 4-: 2. 4 s:3 4 3, 4 3 3 5 3 5 3 5 5 d 52 5 3 5 s3 3 3 3 6 3- 6- 3 6 4s 6 4: 1812015 AP,ROVED I ALAN!I 9EHIND FIN 8D NAIL OR 6 WOOD SCREW FAN EDGE DISTANCE 00' AMING IY OTHERS 1 / " MAX, SHIM SPAC Shill SPAC_- 3/8 MIN D 67 ANCE 0 D I OF' .. AP'F20VFI: JY 0,+I::RS` SFALANI' y IND FIN 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 MI WINDOWS AND DOORS LLC 1001 W.:CROSBY RD. CARROLLTON, TX 75006 SERIES GA 7050 DESIGNER PVC 'SH TILT WINDOW — 53 1/8 X 72'' INSTALLATION DETAILS AND DESIGN PRESURE CHART% Rom, R.L. 08-00249 D NTS i't 9 fbO f07 ':' >C 3 OF 3 M L.'Roberto Lomas P.E. 233 W. Main St. Danville, VA24541 434=688-0609 Manufacturer: MI Windows and Doors LLC 1001 W. Crosby RD. Carrollton, Texas 75006' Engineering Evaluation Report' Product Line: Series GA 7050 PVC Single Hung 53 1/8" x 72" — Non -Impact Report No.: 510328C 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 69G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-06248, Revision D and 08-00249,-Revision D, 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: t35.Opsf Water penetration resistance 5.25psf' 3. Comparative analysis with anchor calculation,; report number 510328-1 B, 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 protectionin wind borne debris regions. Frame material to be extruded rigid PVC. Installation: Units must be installed in accordance with approval documents: 08-00248, Revision D and 08-00249, Revision',: 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 Search Criteria Refine Search Code Version 2014 FL# 15278.15 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 Cesre f Qnm.ltc'._ a,nnfi:.t....e:. Tvoe Manufacturer Validated ft Status FL15278-R3 Affirmation MI Windows and Doors FL#: FL15278.15 Steven M. Urich, PE 717) 932-8500 Approved - History Model: SERIES GA 7050 PVC FIXED Description: SERIES GA 7050 PVC FIXED WINDOW FLANGE Category: Windows Subcategory: Fixed Contact Us :: lli) t(6!lti Mont tiikt, :. iTaIahasseryFL !2349 Phojpe: 850.487-18t4: The State of Florida is an AVEEO employer, t~oudrictit 2007.20S3 state of Flontlan :: Prwcv statement :: Agsg%t Refund s"tatertsent. 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 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: NfY'gl'"t nai,4it it ,z https://www.floridabuilding.org/pr/pr_app_lst.aspx 7/20/2015 Florida Building Code Online Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitiinger bsitlinger@miwd.com Windows Fixed Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Luis Roberto Lomas PE-62514 National Accreditation & Management Institute 12/31/2015 Steven M. Urich, PE CI Validation Checklist - Hardcopy Received F 527—"-3 I1J 1.ndf Standard Yam[ 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 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 Florida Building Code Online Page 2 of 5 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 ' No " 'N/A Product Approval Method. Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 05/01/2015 05/01/2015 05/10/2015 FL # Model, Number or Name Description 15278.1 SERIES GA 195 ALUMINUM SERIES GA 195 ALUMINUM PICTURE WINDOW PICTURE WINDOW RECTANGULAR AND DESIGNER Limits of Use Installation Instructions Approved for use in HVHZ: No FLi 27$ Ali1 Q8.00504C p-0 Approved for use outside HVHZ: Yes FL15278 R3 II 08-00505C bdE 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, UNITS MUST BE GLAZED IN FL35 21 FQ At 5168 '1:- B.odf' ACCORDANCE WITH ASTM E1300-04. Created by IndependentThird Party; Yes 15278. 2 SERIES GA 195 ALUMINUM PICTURE WINDOW SERIES GA 195 ALUMINUM PICTURE WINDOW RECTANGULAR AND DESIGNER Limits of Use Installation Instructions Approved for use in HVHZ: Noi 1537$ R3 II 'Q8 00S3B odF Approved for use outside HVHZ: Yes PLTS27$ R3 11 >08= 05230 bdf ; 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. UNITS MUST BE GLAZED IN FL152 8 R3 E 51482 28 i ACCORDANCE WITH ASTM E1300-04. Created by Independent Third Party: Yes 15278. 3 SERIES GA 195 ALUMINUM SERIES GA 195 ALUMINUM PICTURE WINDOW CONTINUOUS PICTURE WINDOW HEAD AND SILL DOUBLE AND TRIPLE Limits of Use Installation Instructions Approved for use in HVHZ: No T15276 13311"08-00088'Jidf'> Approved for use outside HVHZ: Yes F05278 R3 '11'08-00489B pdf 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. UNITS MUST BE GLAZED IN FL1528 113 AE" 510800B.odf' ACCORDANCE WITH ASTM E1300-04. Created' by IndependentIThird Party: Yes 15278. 4 SERIES GA 195 ALUMINUM PICTURE SERIES GA 195 ALUMINUM PICTURE WINDOW WINDOW RECTANGULAR AND DESIGNER Limits of Use Installation Instructions Approved for use in HVHZ: No FI.15278' R3 [( g$ OOSjpC;>atlf Approved for use outside HVHZ: Yes rawiS»R ri3 II '08-00521'C:nd Impact Resistant: No Verified By: Luls"Roberto Lomas 62514 Design Pressure: N/A Created by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports PRESSURE RATINGS. UNITS MUST BE GLAZED IN ACCORDANCE WITH ASTM E1300-04. Created by Independent Third Party: Yes 15278. 5 SERIES GA 195 ALUMINUM SERIES GA 195 ALUMINUM PICTURE WINDOW PICTURE WINDOW RECTANGULAR AND DESIGNER Limits of Use Installation Instructions Approved for use in HVHZ: Noa3„R3 Approved for use outside HVHZ: Yes 4 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. UNITS MUST BE GLAZED IN I11528 R3Q{: ACCORDANCE WITH ASTM E1300-04. Created by Independent Third Party: Yes https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 7/20/2015 Florida Building Code Online > Page 3 of 5 10 SERIES GA 195 ALUMINUM SERIES.GA 195 ALUMINUM PICTURE WINDOW PICTURE WINDOW RECTANGULAR AND DESIGNER Limits of Use Installation Instructions. Approved for use in HVHZ: No Approved for use outside HVHZ: Yes 1S278 R,3 1t..1t.E04A?B a F,Z BIQ 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 PRESSURE RATINGS. UNITS MUST BE GLAZED IN Evaluation Reports 7 ,ALt"10.Q e, ACCORDANCE WITH ASTM E1300-04. Created by Independent Third Party: Yes _.......... 15278.7 SERIES GA 195 ALUMINUM SERIES GA 195 ALUMINUM PICTURE WINDOW PICTURE WINDOW RECTANGULAR AND DESIGNER Limits of Use Installation Instructions Approved for use in HVHZ: No8 R3.11 08-005M Approved for use outside HVHZ: Yes i i527$ R3 T1, 8?i7-Q5t18.pdf 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. UNITS MUST BE GLAZED IN FL15i7B R3 ;q; 510814=2B,IIttf ACCORDANCE. WITH ASTM E1300-04., ,. Created by Independent Third Party: Yes 152711. 8. 8 SERIES GA 195 ALUMINUM SERIES sGA,195 ALUMINUM PICTURE WINDOW PICTURE WINDOW RECTANGULAR ANDDESIGNER Limits of Use Installation Instructions Approved for use in HVHZ: No F "1 "7 I3.0-OQat$df Approved for use outside HVHZ: Yes I t 5 78 R3 IL 0'005178.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. UNITS MUST BE GLAZED IN ELWS R3 A_5tf1d"- Pat ACCORDANCE WITH ASTM E1300-04. Created by Independent Third Party: Yes 15278. 9 SERIES GA 195 ALUMINUM SERIES GA 195 ALUMINUM PICTURE WINDOW PICTURE WINDOW: Limits of Use Installation Instructions Approved for use in HVHZ: No, 578 R3 II--t13,QC1#C.o Approved for use outside HVHZ: Yes F1,15278 R3 11 06, 0K 9C.bdf 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'. UNITS MUST BE GLAZED IN7 ACCORDANCE WITH, ASTM E1300-04. Created by IndependentThird Party: Yes 15278.10 SERIES GA 275 ALUMINUM SERIES GA 275 ALUMINUM WINDOW RECTANGULAR AND PICTURE WINDOW DESIGNER Limits df Use Installation Instructions Approved for use in HVHZ: No FC15270R3"`I1-08-00820A odi Approved for use outside HVHZ: Yes FL152Z8 93' 11 Oil- 9 iufl 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. UNITS MUST BE GLAZED IN i A R3 AE 511k1:2%Pff ACCORDANCE WITH ASTM E1300-04. Created by Independent Third Party: Yes 15278.11r SERIES GA 505 ALUMINUM SERIES GA 505 ALUMINUM PICTURE WINDOW PICTURE WINDOW RECTANGULAR AND DESIGNER Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes 2 R 1 0 - Impact Resistant: No Verified By: Luis' Roberta Lomas 62514 Design Pressure: N/ A Created, by Independent Third Party: Yes Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports .4._.. PRESSURE RATINGS, UNITS MUST BE GLAZED IN 7 A 4 f ACCORDANCE WITH ASTM E1300-04. Created by Independent Third Party: Yes 15278.12r SERI7ESGA505 ALUMINUM SERIES GA 505 ALUMINUM PICTURE WINDOW ICTINDOW RECTANGULAR,. AND DESIGNER Limits of. Use Installation Instructions Approved for use in HVHZ: No 111527 Approved for use outside HVHZ: Yes 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. UNITS MUST BE GLAZED IN ACCORDANCE WITH ASTM E1300- 04. Created by Independent Third Party: Yes 15278.13 https://www. floridabuilding.org/ pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 7/20/2015 Florida Building Code Online Page 4 of 5 SERIES GA 505 ALUMINUM SERIES GA 505 ALUMINUM PICTURE WINDOW CONTINUOUS PICTURE WINDOW HEAD AND SILL DOUBLE AND TRIPLE Limits of Use Installation Instructions Approved for use in HVHZ: No F1j1QQgg,p F, Approved for use outside HVHZ: Yes FL15278 Rjjj_QQQQ,, gam' 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. UNITS MUST BE GLAZED IN gdf ACCORDANCE WITH ASTM E1300-04. Created by Independent Third Party; Yes 15278.14 SERIES GA 7050 PVC FIXED SERIES GA 7050 PVC FIXED WINDOW FLANGE Limits of Use Installation Instructions Approved for use in HVHZ: No Of Approved Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Design Pressure: +50/-50 Created by Independent Third Party: Yes Evaluation Reports , Other: FRAME MATERIAL TO BE RIGID PVC FROM VEKA FL1578 R AE-510256C'odf AAMA CERTIFIED (VK-1). UNITS MUST BE GLAZED IN Created by. Independent ThirdParty: Yes ACCORDANCE WITH ASTM E1300-04. 15278. 1S SERIES GA 70SO PVC FIXED SERIES GA 7050 PVC FIXED WINDOW FLANGE Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS278 R3 II' 08-00318C odf" Approved for use outside HVHZ: Yes F 78 R3 t[ Q8-Qp3 pdf'': 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. FRAME MATERIAL TO BE RIGID PVC Fes? # - Ldf FROM VEKA AAMA CERTIFIED (VK-1). UNITS MUST BE Created by Independent Third Party: Yes GLAZED IN ACCORDANCE WITH ASTM E1300-04. 15278. 16 SERIES GA 7050 PVC PICTURE SERIES GA 70SO PICTURE WINDOW CONTINUOUS HEAD WINDOW AND SILL TRIPLE Limits of Use Installation Instructions Approved for use in HVHZ: No Li527$ R'Il 08D 1tidf 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 FL1527£3 R3 AE_51333O.Ddf PRESSURE RATINGS. FRAME MATERIAL TO BE RIGID PVC Created by Independent Third Party: Yes FROM VEKA AAMA CERTIFIED (VK-1). UNITS MUST BE GLAZED IN ACCORDANCE WITH ASTM E1300-04 15278. 17 SERIES GA 7050 PVC PICTURE SERIES GA 7050 PVC PICTURE WINDOW WINDOW Limits of Use Installation Instructions Approved for use in HVHZ: No FLI5a78 R1'-11 t!8 00 6 of Approved for use outside HVHZ: Yes FLIS27$ 113 lt' hD-11o4978 odf 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. FRAME MATERIAL TO BE RIGID PVC Rof FROM VEKA AAMA CERTIFIED (VK-1). UNITS MUST BE Created by Independent Third Party: Yes GLAZED IN ACCORDANCE WITH ASTM E1300-04. 15278. 18 SERIES GA 7050 PVC PICTURE SERIES GA 7050 PVC PICTURE WINDOW WINDOW Limits of Use Installation Instructions Approved for use in HVHZ: No FL15V8 R3 It 0&00155C pdf Approved for use outside HVHZ: Yes f? I5278 R3 Ir 08_ 1 Q A ndf Impact Resistant: Yes Verified `By: 'Luis Roberto Lomas 62514 Design Pressure: +50/-50 Created by Independent Third Party: Yes Other: FRAME MATERIAL TO BE RIGID PVC FROM VEKA Evaluation Reports -- AAMA CERTIFIED (VK-1). UNITS MUST BE GLAZED IN ACCORDANCE WITH ASTM E1300 04. F 2Z0--P ' A-F- ,IQ 4Q;t,:pdf z? i P2 -IOf: Created by Independent` Third Party: Yes 15278. 19 WINDOW SERIES GA 7570 PVC PICTURE SERIES GA 7570 PVC PICTURE WINDOW Limits of Use Installation Instructions Approved for use in HVHZ: No 7 f' Approved for use outside HVHZ: Yes 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. UNITS MUST BE GLAZED IN F 1 7$ . A 10 f.O='AAA ACCORDANCE WITH ASTM E1300-04. Created` by Independent Third Party: Yes .. . https:// www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ1Q... 7/20/2015 Florida Building Code Online Page 5 of 5 15278.20 SERIES GA 7570 PVC PICTURE WINDOW SERIES GA 7570 PVC PICTURE WINDOW Limits of Use Installation Instructions Approved for use in HVHZ: No 1 21-6JUIL01-MRIC-R9 Approved for use outside HVHZ: Yes FL7 R3_.II_"37 Udf' Impact Resistant: Yes Verified By: Luis Roberto Lomas 62514 Design Pressure: +50/-50 Created by Independent Third Party: Yes Other: FRAME MATERIAL TO BE RIGID PVC FROM VEKA Evaluation Reports AAMA CERTIFIED (VK-1). UNITS MUST BE GLAZED IN FU5X7$ _MJ1 2 Q,(,P1if, ACCORDANCE WITH ASTM E1300-04. UZZ9_A1_A _ ` 9" _Pdf Created by Independent Third Party: Yes Contact Us ::4940'Manh`Monrde Street %Tallahassee. FL 32399-Phone: 850-487-1824: The State of Florida Is an AA/EEO employer. 4VRw- ht 2607.2013 SLaEe of Florida.:::.p64cy stittemepj :: li _ :::BOWA Stjj m_,,rrj Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487,1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The 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: Utx7tlFli! btrrrd+'` 23 https:// www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 7/20/2015 TYR-- MAX, V.AX, TY., T -7 7 HAXc EE N C'. E 53 e* FAX -YP- N X N07 ES: THE '?RC'D(jC J -0 0D S COMPLY R E OU R E MNTS C, T., 0 R: DA R 1,, Ol N C 0 Q CN i) AnANC10- RANSF - T ' I : i I-APS ST;L;-'a'E, SPGN:, BJ!TY OF ARC qR C- C RA IITECT OR FI-V 3) CONT %,f "RITY Of ORAISr 111 1'4t_-- qO OPE", AND A: RA'. t ARO, I - k p S 18 b L. 1), S- U-C:-NCO j L' AF1 : ANY i-LICASLE O'>L NANCES OR OTHER RE U" i, . . Ew S B ; - -NAZZINE'- of J[L',: N'G OWNER OR Cr;N'.*kC-:0R. IMPACT APP OVI- Mo fs I t M, pg. rK W AS R t R' * 'D A : FAV,4 !%'-"A:j.A:C'-'Y Al.-.KDR HARNG F S A"-E OllOR MAxIm'M SHIM S(A 0 Ht '/4", 8, AL.I. FASIE. Nv.'6' '10 LE: "'r OR R 0 S 'S:SIAN% DR ANC) tYiINO UNPS IN 0,, M, A eir"M SE MASOMRf Al<ORS Or- l-FICIENI EN I j -3114 0 Jf 'VE A -I!' WN 'AUM E LIA'Ak N I IN 10 J9FJRATF. W1.n FVAIION, t", CAULK R AROUND R; WATER 'E"r'.'ANif: 0 AD APP:JFS, POSIVIV. OF, -1. 1,7 TO WA F R M.LOWAf.fl..,- STRESS fW- RASE t ASINO' jS"-' iN HE er-SGI` OF il F, Rr 0 1; tj C .10 w I'l f. F, E W 7 D A:- RA N A.-T"R 'WAS USED OR WOOD ANCH J) R CA -Ll' 'LA 1 J; EXACT WINDOW SJZt, IO- N-XT $ACFR S:7.r..FQR THE AI?PROPRAIL PRLSSLRE, UMfAJSBE Ol-lQ-L0 : N vIm ASr' I,, D, Height ILS, 1 27,5 31,-5 r35,5. . 139.5 41,5 4as ... 0'$- 1 :610 in) 77s7TArea; Fos AW9 PbS Ak9 Pas. Meg I Pbs A- Neg, Fbs ft Pbe I Aft PO4 xv 11.5 KO: 75:0 50,0 W,-O 75, 0 50.0.1 0 7M C) 75.0 WO 75,0 1 50,075,6 5 o 75,0 WC 1.75,0 175 50,0 WD- W-0 75.0 50.0 1; M-) 0 7= 0 50; W* 0 75 O 75 O 150,0 150,0 75,050,0 n, 0. Wo75"0 W.T 75 "01 79-5- WT 50,0 115-zO 01: 75.0 5M0 75 0150 75,0 50,0 75.0 50,0, 75 '0: 50,0: 7 7N" 0 0 A MO 75.0 50.0 7302.15 50,0 75,0, PK-01 solo, 750 Mo..; WD-- 5_0 7&0" 50.0e 75;0 50- 07nT go 75,C)" 50:0,; 507 75-6, ff-- 7 .5 i 07 50.0 75,0 50.0,:' f5_0 t) 79_ 0 1 a O ff— 0 W- 0 75-0 70-0 76_0 967 75--0 Z TO 75-0 50,0 75.0 50 0, 75.0 50,0 75X, so.5 75- T-797-57K-07 0 079707TT75-7 5a 0, 779r 7W.—T 7ff —0, 795 T 75.0 Xo V-6 31.5 50:0 75.0 50,0 7" 5OX 75,0 500 MID 0 50,0 7!547 W MTO 7 MID 70 WO75.6: W W7 T 76 7375- 3S.5- 01 7&0 J500 175 -0 50. 0, M'0 50.0, 0 7&0 0 50 * O 75.0, 1 5 0j,'MO 75,0 IW 50. 0 73,2 71-5 0 5010 75401079rro- a , 7-0. 7SO 75, 0 50.0. 75,0' 500710' 50,0 75.0 50,0' 75;0 50X 74-7 50,0 M7 Vq 0 50,0 75.050,0 06- 7507510 5010 f 7610 75„0: 50, 1 75, 0 so 3 Wy-5- W7--5 Mo 79 00- 0 7r(-) 75. 02 1 50.0, 175.0 5010 75 q Mo 1'75,0 411-) 7 3 0: N 905! 6 2 50.0, d5M 67,3 5a'o 75,0. W, 75 0W70 fif 910- 4'k 0. 1 50.0, 17S 0 50. W 74,8 76-7 50,'0 T 719- 7§0 —0 2-150-ff73. 7ZTI S)-O A 7&,Q- 50,6' 75505T- 50,0 71tt Q, I'l 500 163 W TO 79-0, 500 -1 57r; W6. 1504 52,9 50.0 Number ofandiors per comparative analysis Units anchored uSi 3<78' mason Screws HeightL_, 11,5 ".'. 23.5 1 27.5 31.5 351$ A 54.0 1 :rf 5 in) I HLS-jJ4mbj K&S IJamb W&S IJambiH&S iambi-H&S JJambtH&S lJamb ] H&S 144, 1 - 29.5 1 1 4 I 1, 3 I 4 I , , 4 4 I y- : 4. I - I . 1, q , k 1: 5- j_'4 --: 7. . 1; Y , 4 1: 0 1 J5 4 4 1 b 6 1. 4, 41 J 1 1 4 3 4 4 4 4. 4 5, J_ 4 7 4. 6 4 6 4 7' 1 2 2 4 5 4;-..5._5 7 5 6 5 T 39.5 1 5 4 5 4 5- 5 >7 5 6 6 5 7 6 3 6 4 5 77' 6 6 779 6 6 7- 43.5 1 6-C 3 6r 4 7747 777 5.1 6 7 1 7 4 7:: 774 1 7 6 76 5 7 11 3 il 4 11 4 5 iv " t WL,tl ' wkd,- VAMIN, CA S- M o 11 f2 r Z I11/2 20- D_2 SIGA2- 8 . . 31 1.12 3-0 1 24 7 2V2 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD. ti 2 rsr .2-6 39 la 0 I CARROLLTON TX 75006yJ 31 3a112 SERIES GA 7050.::PVCPWDESIGN ER 5" 76" L,3 8 43 112 E. EVATION, NOTES AND DESIGN PRESSURE CHARTS 1 1 . I 47 112 A.F. 08-00349 C SCII-1 INTS, JDA7 1 1/ 14 07, 1 Or2 wil 1 x WOOD — BLCK Ly OIHIU, CAULK DFWCEN WINDOW FLANGE , wcon BUCK 1 PER MEIER CAJL.K.--/ BYOr ll FLAN C,- WINDOW FRAME I EADER C' kL"K 157T.T-EN MASONRY > OPENING BY OTHERE r i,.. 25 'AAX- SHIM SPACE WNDOW H H -11 A P: 9W I x yll)Oc CK PliCK ByOTHERS 25", V.""x S I';' IVIN."ll)Vy WIDZN 1 1/4' MIN, E N,4 N:Y A 77 ll pl';GtoJ.?, SI7TWE --A MASONRY ",-'-NtNGLA; l V- F,AVC JAMQ FLANGE . (PE, WNIM" N FRAMF_ A', MMET EP M:', y OJHI.H"' V oe—'SILL SMOL. PRE CAST SILL M"iERS MM MI WINDOWS AND DOORS LLC I/, -MIN, 'A"* S- ' 1001 W. CROSBYRD. 6EN CARROLLTON, TX 75006ipSERIESGA 7050 PVC PW DESIGNER 0 ANXTO 53" X 76" R CAS' -iL & I':H VULKkM INSTALLATION DETAILS _0 F I I AD— FS.VT CA:M. K OR -4tot F. A. 0800319 T SF. Th, , A, 3CLNTS1114/07 2OF IF I 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' Product Line: Series GA7050 Flange PVC Picture Window 53" x 76" — Non -Impact Report No.: 610419-1 B 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 61G2073.005 method 1(d). The product listed herein complies with requirements of the Florida Building Code Supporting, Technical Documentation:: 1. Approval document: drawing number 08-00318 revision C and 08-00319 revision C, prepared, signed and sealed by Luis Roberto Lomas P.E. 2. Test report No.: 68423.03-501-47 signed by Michael L. Mackereth Architectural Testing Inc. York, PA;. vvater penetration resistance [bpst 3. Comparative analysismith anchor calculation, report number 510419A, prepared, signed and sealed by Luis Roberto Lomas PE. Limitations` and Conditions of use: Maximum design pressure` See approval document Maximum unit size: 53" x 76" 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, 08-00318>revision C and 08-00319 revision C Certification of Independence: Please note that l 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, l don't have nor will acquire a''. financial interest in any other entity involved jin the approval process of the listed product(s). 1 of 1 Florida Building Code Online L [S 2-1-7 , Lk- no, (Y 16" X 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 Search Results -Ap lcations; Submit Surcharge j Stats & Facts Publications pplication:Ust 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 h 15217.25 ALL ALL ALL ALL ALL ALL ALL Ems, TM M1a.11ufkcturer Validated s Status. L1 217- Revision MI Windows and Doors Steven M. Urich, Pending FBCR4FL#: 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, , ApWta by DBPR. Approvals by;DBPR shall be Contact Us :: 1940 North Monroe Street. T+Ilihpsset fry,.a2tc9Phehe: ®So.487.1824 The State of Florida is an AA/EEO employer. Coavdgpt 2007.2013 Slag Flor :: Privacy Statement :: LKSescihtitrV Statelrfnnt :: 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(S), 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: MM WVutit > tY"litttx. https:// www.floridabuilding.org/pr/Pr_app_ist.aspx 7/16/2015 NOTES; _ 7, HE PRONCISHOWN HEREIN DES,MNL ACTuREL` iO COMPLY 'AHH 1: 1J LN NTS- 0,7 -1,:.. R;. _L ^. ' CODE _. 2, WOOD FRAMING AND MASONRY OPENING TO BE _ESI'NED AND ANCHORED TO PROPER_' TRANSFER ALL LOADS TO _ aKWK, FRMING ...D,MOWRY OPENING IS THE RESIONS131(. Tl' OF RE ARCHITECT ECTENO: N_ER OF RECORD. 3, 1X BUCK OVER >sMASONONIC s C _ 4, WHERE SHIM :OF 'BUCK I_K\LSS IS __SS AN •.._ i/_ vV'.NLG',.-UNITS MUST .'BE AM-HO ED THROL..:1 THL . RN IN ., J. _ `;,•II PudLISFiED INSTAItATION INS R CTIONS, ANNORS SMo DE ...i.:J *::.. FASMINED DIACRY KTO M SONF Y. CONC MTE Oil OTMIT .i R. C LIX! (_ n A"_ 21A_ S. :I _ RL WOOD 8MK ITUNESS IS fir„ BUCK 1MV BE SECURELY FAS,T 71,1ED TO M °ONIRY, ,. ..R. I;. OR SUBSTRATE.. WINDOW UNITS '•.td`.' BE ANCI RIED TMOILIGH FRAVE T-0 SECURED IC BUCK I.N -C( RDANr il- N,:ANUF . IUK:_R U,.L.SH C I,1,''p._LA. 64 1 .: 36 IX 13"K IS NOT U00 IOWU," N u MUM a MIMED `•VIAL AWMADI COALING CA M EMBRANEV SPEMPON OF NATINGOR MEMBRANE > THE. 0SI OG. S C- i:i(: •: C I .Ci OR E tin F + 7, B „ S SHALL EXTEND SPOND WINS,..? NwROR FIE SO 4HF•.I MULL FRANIE SUPPORT i5 PROVIDED.. 8, SHiMIS SHALL BE '_OC . r Y wP.. M _ FROM t1.alERALS AND TI ICINESS CAPAELZ OF SUSTA NINCo, I LI •.B,. 4 s:' W LOAD DURATION FACTOR CoTz ,E WAS- USED R WOOD ANCHOR CALCJI ATIONS.. IMTRAF.IE MATERIAL: EYMMED TGID 11,.:UNNS MUST SE GLAZED PER ASTM. E1300- 4'. 12, A? PROVED :UPACT PRCT SYSTEM R_.v, _U FOR THIS PRODUCT iN WIND BORNE 13. FOR ANCHORING THROUGMMF INTO 5'°CC'FRAMING OR 2X RUCK USE 78 V,'OOD SCSEWS WFH SUM IC = ti'` LOGM TO ACHIME A I 1 p- MIN:M M EMU)MOT INTO SUBSTRATE. LOCATE ANUCK.AS SKM::N FLEV.MNS AND DUNG. 14, FOR ANCHORING RROUGH. FRN,4E D< c Wn ,E E USE lth" TAPCONS WITH tiUF<fi;W LEtv`: It- TO. A E A 1 "JM NM,4 EM3EIMENI I'i0 SlASIMME VMS 1/2"-iJINIMUM EDGE 13.S AN _ L01f. E v'icionEzs A. HO'WN J EI' .Ail NS AND iNSTALLAJION. DE:.'::AILS t, REYISED ' AA-- Mp5P3 111, D. E; P Tf ::ilu. L. FOR R' ANC , , ROUGH FRANC INTOIMEwL STRUUIE USE ,#8 SMS OR Sat DI U NG.. CRE l SUIFFCLN[ L_N,•`;- i TO ACHINE I a,nQS WMWM BEYOND 51RXWRE I.J . ROR WA—L. ' ILOCATE ANCMRS AS SWV,N !N . , vA-zC N, AND t'. .LL.A. "in DETAILS. 16o ALL . AS E-R_ TO BE CORROSION RESISIANT< 7<ANCHORS SPIN[. RE INSTALIE0. IN ACCCRDANCEF N!Trl ANCHOR M". N1-:--A;; , <_R:S INSIA-L,7ION INSMUCI.O S AND ANC- ? JSED !N 3GL:; _S 01 2ENGTHS 'LESS THAN THE M.nI UP „T Gw ° NI. i_D BELOW: i 0 ..N•CIR.E.1. E - MiNIMUF+'. COMPRESSIVETFIFnt OF z 92 ?'1, MQMRY SUMCWTH C N MMANCE TO AG ti N UPE 1 JR GI NI'E , V , S.-EFIL 18GA, 33K. I OR KnONLIM EA-0 Ile f. C MINIMUM MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD. CARROLLTON, TX 75006 SERIES GA 7050: RECTANGULAR PVC : SH TILT WH 53 1 /8, X 72 P sI C jN :S; NOTES DET NQ OTS R.L: 08- 00250 2-: 5 1NOXYMN DUNG AND DEMON WESSaW :HO- N" NTS m' 9/09./07 _ _u t OF 5, a 11 Pr AN,'i[ORS, 70 'DE EC_:ALL' SPACED SEE C`,R- -'-R NUMBIER OF ANCHORS Maximum deli pressure (psQ Frami Fiitm . ...... Hdght 17.50 1 19.50 2150 27,S0 2"9. So 1 31.75 3 SO.'...j 39.W 41.5v"I 43.W.- 1 47.50 1 53.1$- in) t Pos Meg Pcs, I Meg( Pos Meg P63 I Nag Pos Meg Pos Meg PCs: Pos Neal Pos Neg I Pos I Neu: POS] MegI POS 1410 27.50 52.5 92oS 52.5'1 5M 52 5 SZ51 52,51 62.5 62.5 524 62_6- 524 52.5 52,5 52.5` 52;5 52.5 52 51 52,5" S25 52.5 S25 152;5 1 SU2 51 35,50 SZS 525 52.5'1'625 52,5: S25 1 52,5152.5 52.5 52,5 52-5 52S S25 525 52,5 52,5 52,5 52.5 1: 52:5 I-52S' SzS 62,5152.5 152.6 43.50 52:5 524 52,51 525 524 52,5 52,5 525 SZS 52.5 545 524 52,5 152,5.: 52:5 52.5:: 52.5 52,5 52,5 52,5 52.5 S2.5 48;2 48;2 47.60 52.5 52.5 525 52.5 52S 525 52;5 525 52.5 52.5 545 524 525 525 62.5 525 525 52.5 52,5 52.5: 62.3 52.3 452 452 SZ5 524 5251 52.5 52.5 52.5' 525' 515 52,5 52.5 52.5 52,5 SZ5 525 S45 52-5. 52,5 62,5- 52.6 SZ5 4%6 7_96 42.7 U SO 5M 524, 545 52,5, 52,5 5Z5 727 524' SZS 62 5 SZ5 52.5 52,5 5245 52 5 52.5 S25 52,5 52.51 52,5 525 47,4 ? 47.4 40 6 40,6fl42J52. 52-5 52.51 52,5 1527 5F27 727 62-5 2.5 5 7275 77 52,5 52 52.5 52'S 52.5 524' 26 Sig Sig 45 5: 45,5 38 8 38A 64 57T 52.5 52,5 52.5 1: 5 525 52 52,3 4&2 AifL5 41.7 35.0 35 0 Flow T`1pffir Frame from a width fin),, Haight I'll",; n5v 2150 V,75 1 -'3&50 1, 47.60 m), Hcad J..b[H& StJabIH& Sjourb H& S J0Mb[H& SJaMb H& SJamb H& S JAMBY49 SPA-mb H& SIvmb H&S Jomb Na S Jamb H& 9jjmb 77.50, 2 2 1 Z 4.1 2 2 Z 3, 2 1.. j- 1: 2 1 3.' 2,1 3 21, 4 2 4 41S.50 W15-0 2 3,,1 2 1 3 2 3 2 3 1 3 3 3, 7T i 3 1,. 77 2 2 1 2 a 3 7 3777r- 3' 3 73- 7 a•-73-. 7-3 4 3 47.50 315-0 2 2 2 4 2 4 3 4. 3 4 :E 4 3--: 4 3, 4 3'. 14 4'.: 4 19, 4 2 4 4 3 3: 4 3 4, 3; 4 44 : 4 4 4 55.50: 2 4- 2 4 1.:.`2_:'-47 41- 4! 73 r::: 77 77 4 7-3 47 7= 4 4 4 4'_ 4 59.75 2 4 2- 4, 17 2 T- 4 2 3 4 77- 4 4 4 4 4 4 17 3 s 1- 3 S 3 5 5 1 3 1 3 4;.., 1 5 4 5 Call Stze lFD C.4, St. i9l) 1-67 12 14 27 V- SIGNED: NO. I -Si 20 23ia 3-8 43 lr2 MI: -WINDOWS AND DOORS LLC ki 1. 1, MA I XJII(JNI, SAI,li A" 29" 2-4 112 4-0. 47 V2 1001 W. CROSBY RD. N A MAXMum °a` x ;s 3 2 CARROLLTON, TX 75006 L7 SERIES GA7050 RECTANGULAR PVC SH TILT WINDOW 3-4 531/8 X. 72 WTZ' INSTALLATION DETAILS. ANDDESIGNPRESURECHARTtooTA7r, 41 14 p NS SPCL 53V8R. L. 08-00250 I j, SCALE DATE S` 1EE` 2 OF, 5 NTS 9/09/07 I I.l W `l IRAVING OR 2X FUCKS3. '0 HERS 1/41% fj SACKER R APPROVE;' i I I € S 4N 1 k, I 3 wCOLJ SCREW EXTERIOR BA, WOOD 2 P4 INTERIOR I .. TO =c PT IN A S_i> OF APP- ROVED-SEAYNT ia, MAX. INI SPACE VERTICAL CROSS SECTION;'' WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: a 1l;, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. Z PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 VAX INTERIOR a , h i2L 4 I t EXTERIOR, oR 2x SUCK Af R EAUNI JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION' SIGNED: 0510612015 MI >WINDO WS` AR DB DOORS LLC \ ` IR- LdV' CARROLLTON, TX 75006 t r ERIES GA 7050 RECTANGULAR PVC SH TILT WINDOW 8 E 53 1/ 8 X 72 NSTALLATICN DETAILS AND DESIGN PRESURE CHARTVO Aj O OW T n* E 0$-002 0AVI tom\ N.S 9/ 09/07 3 Of 5 w- 1 Si TG El[ B F D Of" PR D & A.AN I MAX. SPACE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 09 a j E U:3L La Ali; uv - ,R Y _ T.. PPftrvf 3,,- , ,..,•,.- 1 . ; E Ir P /1 S/OS I E .1.......,.• µ ... CONCRETWMASOAR" 05 y _ BY CTi `Rc <n 8 e -VISED LG / 5/1[ P<L, 4 1 wq ..E v A?,.. •Cj15/13 ER,L, DNST s- C5/04/1 5 ' R.,L.. E. 11PDNS. "JT 1.......... , . ... 5 VAX,, .... F BACKER R DD SHIM SPACE APP. OV J . 71 tj%'. B" FAIPCON FAIN •, D`:> T of i ..1 NTERIOR Il 3 0; 11- 1 EXTERIOR 4E I u I f EXTERIOR a.... INTERIOR — SY OTHERS BACK R0 c ILL 10 P E z N A B F 141 AP I VED SEALANT JAMB, INSTALLATION DETAIL BACKER R' O ? € 3 + CONCRETE/MASONRYINSTALLATION A PRD' F G LA -AN' 4 1 / 4"'' VAX, OPTIONAL IX BUCK 1 e HIMi SPACE SEE. NGT NOTES: of r I I y 1;; INTERIOR AND EXTERIOR FINISHES, BY OTHERS, OTSHOINN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DE IN ACCORDANCE WITH ASTME2U2 SIGNED: 0510612015 MI WINDOWS AND DOORS LLC ti+11'i l'IIIt r tcc?vch IE /MA SONNYroot W. GR058Y RD. pi r. 9Y _+fHEIRS CARROLLTON, TX 75006 4•''G Ng VERTICAL CROSS SECTION w 'tr'•, ICONCRETE/MASONRYINSTALLATION ER1E5 GA 7050 RECTANGULAR PVC. SH TILT, WINDOW *•` p lk 53'1/8 X 72 INSTALLATION DETAILS AND DESIGN PRESURE CHART naawry owe 0;._.. €•=, Iti;'.,'`•.+i1RS 1,,'`.''"",.. R.L. 08 00250^ NTS. ^ATE' 9J09 t)7 5 OF r'- NCK& 1, ;HE PRODUCT SHOWN ,` E EINJ 6 CHIGNED AND MANU tCPJRED> 10 COhvF-Y R_QUIREMEN'IS: O, ;=LDR DA 3l _? NC C )<E,.- 2, ,bvCD FIR AMINIT>sANr , AS, vh,FOPEM NG TO BE DES SNIED AIVD: ANCHCP.ED TO>PROr_R Y 1RANSt IR AU LOADS TO SR,. AM ANDMASONRY OPENING IS THE RESPONS'131_. TY`OF THE ARCHITECT 'OR E-, IN ER O:. RECORD; 3, 1 X BUCK CK OVER ?ASC?. < .; J : R_" s _ . ,,. 4, h E'.G SHIM OR BUCK,.ACQQE_S _ LESS MAN !"a" 'JJ':NMW UNITS MUM "3E ANCHORED 1HROUIGH ( C R:. N,_ .1TH MA IJFA.. JJER'< ca LI HED INSTALI,AtioN E-C. REL., 7A_T:E:NI..1: L". _.;TLY IN"iT. t, X ONRd.yPE OR T,. . R S J. . b. MERE WWD , 1300 100 . , 1 ' J .TER BUCK . HA...... ' R SECURELY U P. ASON. ., t_._ R OVER J A,. SI.J'3._ RATE, INDOW NIT.. MAY GE ANCMRED T RO.1, RAMS 70 IWOO D RUCP. IN ACCORDANCE AITH M U i X f'WK IS NOT ORD ISSIM"R MATESMS MUT 31i , E t ARXI ID re•I1 H I COMM OR MEP' f-a'.ME, SaEMwN-OF COMING MEMBRANE IS, THE OF ARCHIIECI OR ! NG!'- R, . n SaYS SHALL E TENS ., , , WMWW NTEMOR TWE SO ; WT FULL ': RAIV SUP —OR'. ir, PROVIDED:, SHIMS S AL_ BE LOATED, ,AP LI_D ANDWADE HOm MATERIALS AND THICKNESS 'CA 3LE OF SUSTAN,NG P OAO,, , 3. W'ND;(.;,A. D DURATION FKPR C&Q WAS USED FOR, WOOD :ANC :0:2 CALCULATIONS_ 1 v. FRAME Y. ATF_RIAL EXT <Ua R, ., ;5.- 1. ,.UNITS--M[JST BE GLAZED < AST`; 12,„APPROVED IVPA(-,T PRO E ._:a i S R_ <:D ;OR THIS PRODUCT :N WIND BORNE OE:.PRIS RFGIONS. _ 113. FOR ANCHOR NO FRAME . P .;OCD ,A'•dPtiG OR 2X'' BUCK USE #6 v,'00D SGRAS WITH W L IN_ LMGTH O v. O A t l M MIN€M J i EMBEDMENT INTO SUBSTRATE.. LOCATE A.'Ni.; HORS AS SHOVVIN N C_EV .IONS ANC.::INSTA-:WATIC\ DETAILS_ 14, 7OR ANCHOR NG TWOUC:R FRAME INTO t Sf NIRi OCIN CRETE USE 3/ 16 'APCONS W17H SUFFK{iL.Ni LENGTH --IJ A = A i 1/4" M V*jPI 'EMBEDMENT INTO SUB 1R.A:E WITH 2 12" MINIMUM EDGE E:, LOCATE, ANC R_ AS' i J,•N IN ELL AJION S AND NSTALLATION: DETAILS, - i:, ,NC: THROUGH ' RA\di.: INTO MFTA: 5 I ,, U I,S: »r SMS CR Si!,( ,C 2ITi_ING S 10.1H. SUFFICIENT. L,_ NfH To A-V= MEWS Mumm,: 5 RuCTURE NUMIR WAU,TXATE ANC HOO AS SHOAVN N C A ONS AND 11ST ,. ; A 'N DETAILSs. i, _ .K ;TO BE NSFALIATiON ANC,- CRS SHA-_INSfFIt_EC i 4F .vi- ANCHO MANUFACT R.ER S INSTALLATION NS RUCTIONS ANC ORS SHALL NOT BE USED IN IGE ,PRES WIV SKENGTHS .-SSESS DAN THEM STPTjIF171,RF1_CtW.. E MINIMUM C..;f,/. R, SSSI VE SIF' ' eS 2 M 2' 5'7_ ,T; CONFORMAIKE TO 07M, F \, OF. TER). v. MEOW 'USUIR, SW:EI 180, 3;;v,;, OR PA"UM r _6.'._.`:, 1; ,. €-JWK ti NIMN' SIG MUM ME MAX i _.....m t .,,... ,..._ ! (..,_. . .. 6' MAX IU 1 WAXY P U61 ' H >. 7 X, Maximum design prosstifIit Frame Frame wimh Height 17,50 19.60 23.50 27.50 29.w 31:75 35.50 39.50 41.50 „ 43.50 47.50 53.13 fn%- PCs I Meg Posy Neg Pos, Nag. Pos Neg. Pos Neg.:Pos I Neq:J.Pos.! Nep I Pos, ='Nep- Pos Nep I. Pose. Neg--Pos.: Nep Poe Nog, 27.50` 5251,52.5 5a 525, 525 525 52.5- 52.5 52.5. 52,5 525 5215 52,5: 52.51 52.6- 52,51 515.i SZ5 52.5 525 52.5 52;5 52.5 52,5" S2,5. 62.5 52.5 52.5-'52.5 52.5 `525 52.5-. 525'..52.5 52,5! 525- 52;S SZ5 625' 52.552,5 S25' 15215 525 52.5 P52.5 I52.5. 42.50. 525' 52,5 525 52.5, 52.5 525 52.5, 52,5` 525 545` 52,5 52;5- 52.5 52.5` .525 525 52,5 52,5 525 5251 525 48;2 r48 2' 47-50 52.5 52.5` 525 52-1 52.1 12:5 52:5 52.5 525 5ZS 52.5 525. 525 52:5 52,5 5z5. 525- 525 62.5 62.3 S2.3 452 45.2 51.50' 52.5 52.5 525: 525' 62.5- 52.S S2:5 525 52.5 525 5Z.5 d52,S 52.51 52.5 1 5 .52;5. 525: 52,5 52.5 52,5 48.6 49.6 42J 42,755.50 52.5 52.5 525: 52.6 525: 52.5 52.5. 525 5Z,5 52:5 525 2,5 52S S2.5`-. 52:5' 52;5 525' 52,5 525 47.4 Alp 40;15 40A 59.75" 52,552.5. 52,5 52,5 52,5 52.5'52,5` 52.5`.'5Z5 52.5 52.5 52:6 2.5 52.6 525 52,5 525, 51.9 51,9 45,5,45,5`38A 38,8 72.00 S2:5 52S 525 523 32.5 52.5 52,5 52.5 525 52.5 525 Sz5 52.5 62.5' -525 52;3 52.a. 462: 462 41;7 41.7 35.0 35:0 F.. w areas wnese water resistance is requ/rea, positive aesign pressure /s timttea m «ao.ups l vnft- vnnaow w Fon li i Vro s .1 .nwi ao Icwi: e, 4 1- 6 z 112 J. 2-a a 27 112 SIGNED: 0510612015 48 i 2- 0 912 23,1 3-e 43yt2 MI WINDOWS AND DOORS LLC 24F 27 12- 4.0 i 7 :12 i 1001 W. CROSBY RD. tt tilitrrr r Ft oJ ; f 2-6 1- 2- 6 29 112 31 3r4 44 4w' e 51 n 65 112 CARROLLTON, TX 75006 q I., y tGN, _ lv o , 30 35 1r2 5- ` 59 314 ' FRIES GA 7050 RECTANGULAR PVC.SH TILT WINDOW 3 3 3a 39 1/ 2 alvz 1 C i 72 53 1/8X 72 INSTALLATiCN DETAILS AND DESIGN'PRESUR= CHART Aj 1 3- 8 43 12 47 1, 2 3 r ti SPCL 53 v6 R L D8-002200E D///jSL1RiO 4 fiiNkL\ 5.. ..= NTS Jn"E 9 / 5 9%C07 EXTERIOR EACKER:RO APPROVE SEALAN WOOD `RAWNG uR>2X BUCK BY CTi E-R VERTICRL 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 SCREV1 JJ: VS E rnI,aNlr MAX, 1 SPACE Hf'' e'APPR'Wt' A SN 1. I 3. 1.:. C SEC tiz'v !CIiSi 1 i I-R,Lx o SE0 R T a.T _ 5 0/ol 15 R L; L d:^ . -.. SHIM SPA .. INTERIOR. J - 3 EXTERIOR; 9JCK 3 r ROD AIJ tNT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2XBUCK INSTALLATION SIGNED: 05/06/20 i5.,:. MI WINDOWS w. AND B DO DOLLC t`, t` gktlti/',. CARROLLTON; TX 75006 .T 3• EIV F` ERIES GA 7050 RECTANGULAR PVC SH TILT WINDOW .`, dr Q 53 1/8 X 72 • _ INSTALLATION DETAILS AND DESIGN 'PRESURECHART ATI 0 R.L. 08-00250 14'4 NTS"; JuT` 5/163/b7:. g pr"3 OF 5 S IRUCY OHERS S A 1A -.J! E - BACKER RCf APPROVE[ SEALAN- 1 I, A 1: 1 All SIFRX- 11' :"F By OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION IN F- DC." G-:";.ANC[ 1, 4AXl S A4 SPACE 0 .................. Stlos 0 0. SEALAN MAX SPACE DA lo 2; 0C.-i, F311" 13 R vis- '-o-rs o5/ - 5/12 Rl 15/ 13 C ?,, 7V!S=- NSTA—,-Jii L, iAi S'ACL INTERIOR N, EDC ' DISTANC. Ws A-: A. 'EACK R ROVED EXTERIOR pH ER. S JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION NOTES: 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. Z PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 AITI- MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD. TX 75006 ERIES GA 7050 RECTANGULAR PVC SH TILT WINDOW K3 1/8 X 72 INSTALLATION DETAILS AND DESIGN PRESURE CHART 08- 00250D, _ I I74OF NTS '09/07 .... i CON RETEIN,cSC'qRY 3 Aw 1 ':1/4 MNv r • < MB_OVENT CR I IONAL 1 X BUCK SEE NOILS 3 S .EHE' t r a- FLAX. RAC KIRR s kk SDI M `PACE -. AT P FD SE A LAk La B G fi w..:... ...:. E 5-01 NOTES ., .. ,.-«,,.......,. TE NI Ol 11 5/ 1:5;/ 2 R,L,c µ 0/ 15/13 j R,_,.. RE S ., ',_Lid ., N J_"'A LS 05/04/1 ; R,;_. EXTERIOR INTERIOR T ' — — EXTERIOR L/ MA CflRY' EOD BY 0 ,JWRS 8,- _R F: aP VED j SILL 10 BE SET I A BED 0 PPPO, Ea ALrJT JAMB• INSTALLATION DETAIL BACKER ROD j CONCRETE/MASONRYINSTALLATION APPROVED ; SEA ANT c >. VAX• OPTIONAL NAL . 1 X BUCK NOTES: Sfv0J71. 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 a f < MI WINDOWS AND DOORS LLC«Iilllx` N r E.%F,1A NR 1001 W. CROSBY RD. ` ov:OTHERS VERTICAL CROSS SECTION _.. CARROLLTON,: TX 75006 `.rJ4 tt,Eff,-k'QCONCRETEANASONRY/ NSTALLATION.. ERIES GA 7050 RECTANGULAR PVC..SH TILT:WINi36W ""# 53 1/8 X 72 INSTALLATION DETAILS AND_ DESIGN PRESURIE CHART SCALE S NTS OATE 9j01/07 5 OF 5 NOTES:. THE PR;OD11' SHOWN HER_ v iS Dt IC.vED AND MANUFACTURED TO COMPLY W:TH RLQJ R h.1LN'S'I01 THL OJILI'DING CODE, 2.. WOOD FRAMING AND MASONRY v„ T9 BE DESlINED AND AMMORED Tv PRC;PER.Y TRANSFER ALL' OADS TC, 5 rt.,_:`,RE, 'RAVING AND MASONRY CJLNING IS IHL RESPCNS E -•,I' OF THE =kRC . EC- OR NCCRO, 3. X RUCK OVER MIASr NRY O N. . _ IS OPTIOIJAL; 4, WHEN `ih If. OR BUCK- i CKNE r , - f, .';v'IfJt t.';':' UNIiS ?>h.;i' UL dv,^,HORED THROUGH THE FRME IN ..,:r:' .v...'r:gH UMJ=f,,.I;:RPF,. Pl,n..!5>IHF. NS„ALLH •JY_.akJI 6 tip^ W PEAS NI:I; Y C..Y, INTO; A .,ONRY. CONCRETE .:P- S R,,:. ,;Rlk....,.: ^,TE 1ATFR U...,, _. WHERE vOOD. :RUCK 1 '/-" OR CRE:%TFR, BUCK ,. 'M.A.-BF. PSl''N:'D 1'0 t,TASON ,'', CITNE S.1 s ,VPA L,, WINDOW UMS MA , BE ANCHORED THR.,! .:1 FRAME TO SECUPED; -TUCK IN A,,-CORPwNCE WITH VANWACURER' UB LLr J,:?ONE: V aL:f:N 1 X 3WK 4 NN 6SED !;;oS _ R 4 T_, ;ALL MUST BE WEHARA O 1^.!.':d. AF < VID COMING OR MEU R. I-EU _N OF - ' . A , OR MEN,1EIRAN;. IS TH,..;. F fhl;''_ARC. 1II'ECI-(R M. BUCKS SHALL EXTEND BE,.t ND, <. 'E SO, THAT FJ,,.:.. f AME. S,J C„R' is PROVIDED, 8„ SHIPSS SMILl BE LOCATE, AXLAED AM NICE FROMAMMMS MD , WK'NESS CAPABLE OF SUSTAINING APPlIC,,9LEv.; 9, WIND LOAD CUNTION FWAR CVIT WAS UND' FOR 'WOOD ANCHOR UL ULAT10N0 11: JNII: S MUST BE ,.,LAZED PER Sj% L _3C -Ou 12, APPROVED IMPACT PROTE i._ S'' S <R C I:.-D FOR TIHIS FRODi)CT IN WIND 133RNE DEBRIS REGION', 3„ FOR ANCHORINC HR060 I A ? . ^ ,, N00C PiDAMN-, OR 2X DUC t USE 68 1,11,0.O0 SCREWS .:ITF. S P„);TNT 1 FNGTH. TO AC:IEV7. A 1 i, 4" V:NIVUtr MEI:EDIM NT iNTC iiBSTPA'"E; LOCATE C;,CHORS AS:; H0,,,%!t` ....: .. :C.. d : rN,,, !N ;TALL,ATICNDETAILS; 14. FCR . ANCHORING TH c_..;St- t•1E NTCMASONRY/,C.CNCRETE. USE 3%.16' TAOCONS, 4v'!T' SUFRCIENT _ENG H .0 AC ' F'INM-H-M EMBEDVENIIWO, SUSSi.RAfE 2 1 / 2"` ' JOIN M V _E CL AS SHOWN IN ELLVATiGN3 AND Dt IA S- 1- C E.wS m JRL.. f7 K I_E;.: ._L;:'. -AILS 1 'CS/6Rf 5 15 FOR ANCHORAG>. ROUGH.FF2WE,IWO 'vUM ., UCIUZL USE.. 0 SMS OR Sur .s1 v_ING SCREM WNW SUFFCENF LENMh f", ACKEVE .. 'i ?,., NI,Fjhl S(RUC.:URE N :0F X.AT:E ANCHORS : AS ,.ICiCNN N ,' aT , d,. AN') NETAt LA ,N f„'TAI S ; ALL AS- ENIRS TO BE CORROSION, RES, S AN - nS.ALLA ANCHORS SHALL BE INSTALLED IN Njih ANCHOR vi N<. rA.(',.Z_ri':;i INSfALL:AII(7N-WSTRUCiIQNS v_xN_AL c"3USED 'IN' J_;:-AL_ WTH .TREN,AS LESS THAN THE %,,lINII,,4uM S ?EN.,T C'F.) BF'':.:Oty P,zIM NUM . 'EC! O. CRAVIIY or (;=..,4i. ... E.. c" V Z::E. ..: MI'l "'m :com i-SSIJE . C fiiD... Cr''C:., ..1 . _;:,. NRY _STREN`.; ih C,ONI.C,,RtAAiJ,, C AS _ v, Qk. t: Tr..".?. A M17k STRUCTURL Sll a IKA. ,,AS! OR . 'V „4 OMMUM SIGNED: 05/ 0 gNDOWS AND D 1001 'W.' CROSBY CARROLITON, TX 7: SERIES GA 7050 DESIGNER PVC. SH TILT WINDOW 53 1/ 8 X 72 I P T NOTES NOT FES R.L, 08-00251 INSTALL TION, DEIAI SGti. _SS,RE ,-,HAPf- sa E NTS '"T= 9li?8,f27:._. -<``E• 6; 5-5 NG e 3 r :r. f' MAX 61 MAX i F" MAX € NCHORS I = r UMBER Gr ANC Rr r._ : Y c 0. is MAX I' / N,>TI:5 1 ^,,AX 1 K4 l6 jdi 11 Sf Z = X ,LJ'• li n resstre. Maximum dep (p Framewidth ( in) Height 1760+- fA50 23.50 : 27.50... 1 29.60. 31.75 J5.50 d 39.50 41.60 IJ.60 4L50 S3,13 2L50 PM 52. 5 MW 525 Pos- 525.'' 525 I Nea' Pos 52.5 Neg' 12; 5 Pas 545 I Neg 52,5 Pas 525 Nag 52i5 Pos 525 Neg 52i5 Pos 52, 5 Neg 525 Pos 52. 5 Neg' 152, 5 Pos 52, 5 Neg 52, 6f Pas 52, 5 Nag: 52, 511 Pas 525: Neq. 525 Pas 52, 5 Nep: 52. 5` 3A50 : 525 52,5 52;5 525. 525 525 525 52,5 52.5' 52i5 525 525 52.5; 525 52,5 52,5 525 525. 52,5- 52,5:j 525 525 525 52.5 43.50 525 i52;5 525 525 52,5 52,5 525 52,5 525 52,5 52.5 152.5 52.5 52,5 525 52,5; 525 52;5: 52,5 52,5: 52,5:. 2.5 48,2 48,2: 47.b0 52.5 525 52.5 525 525 52,5 52 5 52.5 525. 525 52,5 5215 52.5 52„5 52,5 525! 52,5 525: 525 52,5 52,3 523 45,2 145:2: 51:50: 52.5 525 523 525 52.5 525- 525 525 525: S2.5 52S 52:5 52.5 52,5 52.5 S2.5 52,5 525. 52S 52;5 4%6 49,5 42,7 42. 35:5/ 1 52S 575 52.5 525 52:5 525 52:5 525 52,5 i525 52,5 525 52.5 525 525 525 525 52,5' 52,5 1524 47A 47A 40,8 406' 39.75 52,5 S25 525 52.5 52S 52S' 52:5- 52:5 525 525 525 525 52S 525 52,5 525-- 525 52iS 51,9:51,9 45,5 45,5 38.8 386 72.00 it S2S 525 525 52;5 52:5: 52;5 52,5 S2j5 525 525 52,5 525 52,5 52;5 52S 525i 523 52.3 482 40,Y 41.7 41'aT 35.0 35:0 ryv.. w,:,, lrvtir ii P. vaynu:fs st4{wiAr Tes•7-4P.W": Mu11tlrera1• aticttors fetpq/rad Frame Fram* wW£httn}.,... '.... Height 1T. 50r-I i0.50 <' mso, f 27.50 _::. 2A50.'- 41Js 85; S0, 41:50: 4i,50: 47.50 5J.Y3- in)-.Head Jamb H d5 J=b Has jamb iamb Hd S'amb H d S Jamb H dS amb H Stlamb'. a3 jambiffa Wrob ma Jamb N a5i Jamb 27,50: 2 2 2 Y.:.' 2 21. 2 2' 2-:: 3 2t- 3, 3 2::.. 3 3 2_ 2 4 2 J5:50-" 2 3::" 2 3- 3'. 3 3.`: 3 9 '. 3` 3 -:: 3 3 :: 3 3 4 3'::: 4 3 4J.50' 2 2 Z 3... 2 3 3 3-. 3' 3 3 3 3 3 3 3.. 3 3;.. 4 4 3•_: 4 .50 2 4 2 4>' 2 4 2 4 3 4' 3 a> 3 a:'.i 3 s 3 Y..,.,. 3 4<; 4., 4, 4" ' 51.Sp. 2 4, 2 -: 4. 2:- 4 2 . 4 3 , 4._ 3 4;: 4_.I 4. -_. SS.SO` 2 4; 2 4" 4'.', 2 77 4'. 4.. 3 A -. i A !. 37. 4 7 A A.. 4 4_-.1 59J5 2 4. 2 4... 2 4 3 4:' 4':. 4 s 3 72.00 1 2 1` 5 3 55 5 .. 3 p€ Nllndpv 4-_ A V. hlVVStre 1IFD 1-6V : 24 } 27-112 1-8 19=1/2 =3-0 s 85-IP lniav 20 23 irz 39 43n MI WINDOWS lid 27112 :. 4A 47 112 € - - 2-6 29 112 g -4-4 ? 51 12 -1001 N 2.8 31 3/4 4-9 351rt CARROLL 3? 3s i'2 so 59 va SERIES GA 7050k DES 34 39 112 SP I 72 r . _ . ` 53 INSTALLATION DETAILS' 122 _. r-.. 4- 0 47:1/2 sPCL. s3 is R.L. x ; NTS 10nr: 9An ae"aa 1 DOORS ' 'LLu SBY RD. FX 75006 PVC::SH TILT WINDOW 72 ESIGN ' PRESURE CHART W 0 0 D 1: XNA 11"; G OR 2x BUCK OT 1 1 /4" tvl I N EMBED.M it BACKER ROID APPRU 'E.' v 4 SAX. SFALANT M SPACL 8, VCOD SCREW EXTERIOR i INTERIOR r, Lill BACKER APPR WOCD rRAV?l I OR2X GU R' OTHE VERTICAL CROSS SECTION 1-- l" . . ..... . . . SECTION. WOOD FRAMING OF? 2X SUCK INSTALLATION NOTES: 1- INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED 1N ACCORDANCE WITH ASTM E2112 TO BE SE T R& IED SEA LANT NIAX SPACE l., AT . 141PROV A L E 200) FP-' S REV! SE; N OE/ i 5/12 i 15/13 R,L 0-/0- 11/15 R L 0 R--V:,;ED N'tTA L4'.0N IN. lox S P AC Jg Nj INTERIOR Ali! EXTERIOR. OR X P. u-K RACKF.R Rz.)D 4. ppp() v C SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2XBUCK INSTALLATION SIGNED: 0510612015 MI WINDOWS AND DOORS LLCI R'. Lo 1001 W. CROSBY RD. CARROLLTON, TX 75006 tQ'Eti SERIES GA 7050 DESIGNER PVC SH TILT WINDOWIrk 53 1 / 8 X 72 DETAILSAND DESIGN PRESURE CHART M ANSTALLATiCN ATF08-00 D 251 R.L. NTS 9/ 09/07 OF 5 t EXTERIOR INTERIOR xf I L` 5. 0 O 73 c tj0 SEA I ANT' ACKER ROO: APPROVED -' SEALANT, 1 1 VAX. hkl SPICE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES. I.:INTERIOR AND EXTERIOR FINISHES, BY OTHERS,. NOT SHOWN FOR CLARITY. 2,- PERIMETER AND JOINT SEALANT BY OTHERS TO BE'. DESIGNED IN ACCORDANCE WITH ASTM E2112 m" f:l IAA! 0 /15/12 C 1 SEO Ai,'E t R,L, C/15/13 € R. L, _ 0 /0 /15 R.L, tiiii 5 k i_ 8 INTERIOR 31 Pi BACKEk ROD EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLA77ON- MI WINDOWS AND DOORS LLC 1001 W.: CROSBY RD. CARROLLTON, TX 75000 SERIES GA 7050L DESIGNER PVC .SH TILT WINDOW a 53 1/8 X 72 INSTALLATION DETAILS AND DESIGN ;PRESURE CHART NO- R. L.08-00251 C D scA.E NTS.: OATS 9 f09/ot , _— 0 Y i;On+.,?E. _fF.fAovNR7 3Y OTHERS c I'/ 4" MIN:: EM6E .NT. k, F NO S H E- T 44 MAX, BACKER ROD SHIM SPACE APPROVED SEALAN i V 1, E i p 91 1 I pf l EXTERIOR #:' Lt 4INTERIOR 1 3 ; I i N f aLc GE APr BACKER PODmiWED cEALAN'" MAX, Ca ICJAL i k BUCK ,_. .. AlHIM SPACE SEE NOT 3 - 7 T ! i, y a a CON, F..-F./MASONRY FYI. OTHERS VERTICAL CROSS SECTION. CONCRETE/ MASONRY INSTALLATION. 4" , MIN Eh EC`,aE=NT 1 2- / 2"l ,.. EDGE ' p, N y Y , IX BUCK INTERIOR EXTERIOR C- N - /.MASONRY BY OTHERS =A R D A P P,-,Cv D, SEALANT . JAMB. INSTALLATION DETAIL CONCRE7F MASONAY 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 SIG MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD. CARROLLTON. TX 75006 ti vSERIES GA 7050 DESIGNER PVC SH TILT ;WINDOW7iC+ 53 1/8 X 72 INSTALLATION DETAILS AND DESIGN PRESURE CHART r ENTSl. Oa-00251 0SCALE 09/077 5 OF 5 i i Q- NOTr_S' 1. IHE PRCDUCT_SHOWN HE.E : to DESIGNED' AND fO CO4F-Y Wjf.H R QU R. MEN:TS Or THE -"L„k DA':3 I jNG COOL-:. 2_ WOOD: T RAMIN GAND Y,'-,SQNRY _C BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER All LOADS TO c a N HND MAS,)NR- CEENiNG Is THE. R:ESPGNS B _ TY:- OF THE -R.CHiTECT OR ENGINEER :OF RECCR:'D, 3 lX B:iCK OVER MASC JR , ,' NN,R S OPTIONAL, a, tit LRE S! IM,OR RUCK T- „ N. S ;S "AN . /_' WINDOW UNIT. MUM THRfk,H N ;!'-DANCIL',M1 ,?AWJ:AC1,,2EI,:'"; :lUf..:SFEi:: NSTALL .fOiN ra_ z!I,. i::;r,„ ,N i ^R, SHALL L.iE A ,NED DIR.0 _Y iuiO E. mom N.. D GtJ I : P,..., IS .. OR „REAlEI. BLCK SHALL -K SECURELY. 10 N' ASGN.. :lF . CTI R;;t Sl; Sit2„ UNiTS tti^. ': 3E z. NCHORED THROl,, FRAM u-ji<Eop UCK IN AS CRDAL. „i:H VANUFA.,I RER' S f€F': t' ..L„N a1RUCIIONS. 4 MEN I X SMK IS .. r JwD NWAIWAR' MAER.1 MOT M all.$r;'Ak€ D NIIT-I AW2 .M t.,A -1iNC OR, WAIBEVE, SUECTON OF h,' CF:,>F'EMBRANE IS 1'rE:. RE. (JN' IBf_ t TIHE ARCI-IIIEC. 1 OR OF L OYS SHALL EXTEND I` EY N? r.i^ MUM k 'CE O THAT I: LL: PR 4.l SUPPOW PROVIDEIDs - - — 8, S-i€ a.+ S SHAQ BE LO . 'E:^ AXWO WC MAD.. FROIA MATERIALS AND--7H .KNFSS. CAPAELEL OF SUSTAINING A'F ABLE I WIND LND DURA ON 71T, e CnIA WAS :<J C.R WOOD '<.ANCHOR >sBA. CJLATIONSo O,.F tRAME MATEMn XtRJ 1_, r i L;NI`S: MUST BE GLAZED ASlY E13 12 AlPROv.-D U:"- A„T PROTECTIVE_ `SI J yF :::FOR THIS RCDUGT N WAD BORNE DlBRIS REGIONS, 13, FOR ANCHORING TI ROUG. ,AV.- INTO ,.O') RAMiN"., OR 2X RUCK USE #8.. yv0,01). SCREWS VVI.-H SUFFICIENT LENOT, TO AN, FVE. A I t Xa MINNUM EMBEDMENT IyTO SUBSTRATE. -'OCATE _ AS SE N N ELLVA7101NS AND INSTALL,,TION DFTA LS, 14, FOR. ANCHORING. THROUGH RAVE E...INTO r..SO N? ;CNC Tc'<USE 3/16" T,APC.ONS WITH SUFMIEW LEN^TH TO ,^` E as PI`N -IA EEMBDVLNI INTO SUBS 1RAtE'.' F 1 L2" MINIUUM EID DISTANCE, N LOCAIE r . ., ASSI O'dtN IN ELFVATIONS -1ND INSTALLATION 'DErA!I. S, I 2—s 15, 5 .: L _ = >.G THROUGH FRAME Iwo ME W whMilb USE OS SMYOR SELF "TRI. ING T& SU tICIE_h LEU I&JO A NIA EwS VNIMUM BEYONDS RUUURE AAI L. LOCATE ANCHORS AS SHOWN IN Nr, i J i::.!..= .,:9 DETAILS,. S . L_ OWNERS EN. ERS TO BECO"OSION 4 c A F. NSfA-LA .,. ANCHORS SHAI1 BE:..IN IA(LED IN AC.. ,R•,'.A C 'dt:Tl- ANCHOR A 4.,FAAC W. RER'S. INSTALLAHON INSTRUMIONS AN,J N C PS yW:AL_ NOT BE jSEp-_PI:J J_o'RA1__ nIl' H SiREN1,THS LE'cS. THAN THE IXNIMIJV,STRENCTH SPEC17IF A. t i'NIMl A S "6.CI R, C,kfC'lY J( R — "II N > JM Cr,MPP SS yr TFtF ., VASONRY JRENG H C, i N ORMIAN, _C 'ST, 9C r N. PIE ,OR ':GR ATE' `:. r4_.n (t, l< L. ."lE.:ii, lK*"" ,tK,I OR A.,. .M .,,..5 , , THICK MINiIVJM SERIES GA.7050.SINGLE HUNG WINDOWS EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 35.OPSF NONE is ( APPROVn'. 8.,., I \ E5 ANCHORS TO BE FOUAiLY SPACED SEE CHART Maxlmuin d 1rs ire Frame Frame width (in). Height 17.W ': 19.50 _. 2150 -::.. 27.50 `: 29.50'r 31,75 35.60 39.50 ': 41.50 =. 43.60'...: 4740 S3.13.. fin) Pas Ney Pos Neg Pas Neg.. Pos Nep, Pos Neg:.. Pos Nee Pas Neg:.. Pas Nap Pos Nay:„, Pas Meg Pos Nep: E 27. 60 52.5 52:5 52,5` 52.5 52.5 52.5' 52.5 52.5 52.5 SZ5 52.5 525 525 525 52.5 525 52„5 525: 525• 52Z US 52.5 52,5 525 35. 50 52.5 52S 52,5, 525 52,5' 525r 52.5 52S' 525 52,5 525 52<5` 52S 525 52.5 52,5'. 52„5 52:5 525 52,5 523 52,5, 52,5 52,5 43. 50' 525.:. 52.5, 52,5: 525 525 525: 525 52,5': 52.5 3Z3 52;5 52.5- 52S 525 52.5, 52:5: 525 52.5 52.5 525 52S 52,5' 482 48;2 47. 50. 525 525 525 52,5 525 525' 52,5 525. 52,5 52;5 525 52,5 52,5 52;5 525 S2,5 525 525 525 52.5 523 52,3- 45,2 45,2 51. 50 SZ5 525 52,5' 52,5 52,5 52.5 525 52.5' 62.5 525 52;5 52,5 52,5 52,5 52,5 52.5 525 52 5 52,5 52 5. 49.8 49$ 42,7 427 55. 50., 52,5 525 525 52,5. 52,5 52,5, 52,5 52,5, 52,5 52,5: 525 52,5 525 525 525 52,5: 52,- 525 525 525; 47A: 4i.;4 40,6 40.8 59. 75, 525 525, 525 52.5 525 52.5 52,5 525 52,5 525. 52,5 525 S25 52,5 525. 52.5 52,5 52,5:9 51,9 51,9' 455 45:5 39:8 38A 7200 52:5 525 52.5 52.5 52.5 575 52.5 525' 525 52.5 52:5 525 525 52,5 52,5 52.5 52,3 523i 48d 482 411 41.7` 35A 35i0 0 -- ill" —far reslaisncs is raqulred' pas30 ra design pressure 9limited to +35.Op9t MlumDer oLantpors reQutled Height 17.60'. 19:60! 23.'450.; - 2ib0. 28.50 ..: 31,i5 U50. nM 41,50': 43.50: i IT:bO: 3,3,N tn) ' H4ad Ja mb H d S Jamb N d S V 4mb IN d 5 Jamb A S Vowb 4..5 liambP: 3: amb nmt d amb. d S mti d S mD d,S ma 27, 50'. 2 2• 2 _.. 2 2: 3 2 3 3 2' : 2". 3: 4 4 2. 35. 50_ 2 r3..r: 3.; 2 3::-. 2 3.::. 3 3 7: 3 3:--....3:: 3 3:F< 3 3:: 3 3..:.:' 4 d 3._ 43. 50 2, 3'.. 2'%3 2. 53 ... 2 3 3 3-' 3 3:'..3-. 3 3`1. 3 3 3 .' 4 3 4 47. 502 4; 2: 4 2. 4.. 2 4 3 4. 3 44. 3 4 ;. 3 4 3 4 4 4, 4 bt: 50 2 4': 4:. 2'. i, Z 3 4a'.: 3. 4, 3, 4, 3 > 4 J 4 4 2 4,' 2' 4 2"' 4 Z 4-.. 3 4:- 3 4,:4: 3' 4 3 74„P 3 4°... 4 4 4 dS 4a". 2 4: -: 2 4:.::' 3 4 4`-- 3 3 d::. 4 72L00 2 b- 2 5' 2 5'- 2 s5 3 3' S 5:" 3 5':' 3 3.. 3- 5= 4 5-: 4 I C71 1 -• 1aQ, Nlnticw k +bid ( V d- Kw.. 5' ._ Cot/ Szd' XnXzonbl M a; i VI F D IFDGatlSYze I F D e 17.1Px 2E4 t 27112. _ SIGNED: 0510612015 1 18 20 1930 I 35 tp2 23;n 38 a31n MI WINDOWS AND DOORS LLC NOTE'.,: z4nX0, 1 JV A, H X 2-G tb;i1llll/ r 27 1 n 4-0 I 47 1,z 1 g Q / 1o0t W. CROSBY RD. 'N< \ _rwwi 291r2 4- 1 I fn• '1' ' F. ,:YID. J19 ,., •. J., . ; al' at CARROLL ON; TX 75006 `+`r •` tiG S.{ 1¢,,...: 55 - + so 33 ti s insAs934SERIESGA7050DESIGNERPVC. SH TILT WINDOW tl* 39 toaSPCL72,•• $3 ' /$ X 72 = 3s 411n INSTALLATION DETAILS AND DESIGN PRESURRE CHART I TA' QP 1 3. 8 4-0 W'; 43 112 1 j,,,,,,,(((44- fi •, 47.'112Mrp, R"ts . J f y:y ty} F'N; ': OibG'h."Ps spa s3= 1re - R.L. C8 00251 DDNA''1'' c iC NTS car_ 9` 08 t17 5'`` Z Ot 5 s ,? 0SOD FRAMING OR 2X BLCK By i_R `'_. BACKER-.-:RD. APROvDl SCREt{ EXTERIOR jj < F, FO BE SE F IN A I z APPROVEDfti D OF BACKER rcC, ^:'> SEAfl.N.i c APP2CVE T SEA( ANT'. WOOD FRA N" OR 2X quCK \. VERTICALCROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. JNTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN. ACCORDANCE WITH:ASTM E2112 . i:'X.; SHIM S , J I. INTERIOR 3€ EXTERIOR B. RC X APPROVED SEA. NNT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI (WINDOWS AND DOORS LLC 1001 W. CROSBY RD. CARROLLTON, TX 75006 RIES,GA 7050 DESIGNER ?VC SF TILT WINDOW +k 53 1/ 8 X 72 ALLAT ON DETAILS AND DESIGN FRESURE CHART 08-00251 D' r NTS [DATe 9,/09/07 15Wj OF 15 YYII®Y 1_ VLIA_ STi I( JRE BY 01HERS f P f" , .. ALANT 41N 1 , 49AX: SPACE c:g S',%S OR kc [R: LING.. q, 'y 51-11 EXTERIOR I INTERIOR I_ I .. 10 f =1 RED BACKER ROC APPRCvFD SE1tr4V7 q 1 S SPACE l ICE fAl-., 3:FRUO?:II<?r: w OTHERS VERTICAL CROSS SECTION METACSTRUCTUREINSTALLATION NOTES., 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 IIAIAAAIIAAAr IIlA1rllAll'IIII IIAI A A I S.:M1 i t.............. G REVISED 4" K!AX. j SI IM SPACE INTERIOR. rlppp_. ' 1I" ACKE :'C D . EXTERIORA2p os JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND"DOORS LLC 1001 We CROSBY RD. CARROLLTON, TX 75006 SERIES GA 7050 DESIGNER PVC SH TILT WINDOW 53 1/8 X''72 INSTALLATION DETAILS AND DESIGN PRESURE CHART R:_. 08-00251 D sc.: NT4 DATE 9/09/07 _CE7 A OF 5 11 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 Product Line: Series GA 7050 PVC Single Hung 53 1/8" x 72" — Non -Impact, Flange Report No.: 510329-1 C'' Compliance: The abovementioned 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/I,S,2/A440-08 Design, pressure: t35;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 Luis R. Lomas, P.E. FL No.: 62514>' 06/ 16/2015 Engineering Evaluation Report Report No.: 5103219-1 C' 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. i)porting Technical Documentation: 1. Approval document: drawing number 08-00250 revision C and 08-00251 revision G, prepared, signed and sealed by Luis Roberto Lomas P.E 2. Test report No.: CCLI-11-137 signed by Jeffrey Crump,. gamy.. N'.caaUI V.. xJU:uPbf Water penetration resistance 5.25psf 3. Comparative analysis with `anchor calculation, report number 510329A, prepared, signed and sealed by Roberto Lomas P.E. Installation: Units must be installed in accordance with approval document, 08-00250, Revision Dand 08-00251, Revision D. 1 of 1 Florida Building Code Online Page 1 of 3 BCIS Home Log In User Registration ; Hot Topics submit Surcharge I stars &Facts I Publications FBC Staff -BCIS Site Map Links { Search Product ApprovalK.. ,' USER: Public User ME: i Men >- _ Application List > Application Detail FL # FL15333-112 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 Wi 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 141 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Year AAMA 450 2006 AAMA 506 2008 ASTM E1886 2005 ASTM E1996 2002 CODE SECTION 1710.53 2014 https://www.floridabuilding.org/pr/P _app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 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 Surrimariof `Products 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 F133 R27I 08-0090TC.ndf 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: EW1V—BLAk-Z1.458C—odf 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 FL15333 92 A 08-009069.odi. Approved for use outside HVHZ: Yes Verifiied'By: 'Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: +60/-60 Evaluation. Reports Other: EL14i33 AE` 51145'Zfdf Created byindependent Third Party: Yes 15333.3 1442 AND 5348 HORIZONTAL MULLION 1442 AND 5348 HORIZONTAL MULLION SINGLE WITH TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FL15:333 R2 I1..08-00138D. Ldf 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 FLIS333 R2 AE 51219D,.pdf PRESSURE RATINGS Created by IndependentThird Party: Yes 15333. 4 1442, 1448, 5348 AND 5548 VERTICAL MULLION 1442, 1448, 5348 AND 5548 VERTICAL MULLION Limits of Use Installation Instructions Approved for use in HVHZ: No 3 R7 J_j_:S?6 QS1.13%D Rd-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 FL15333 R2 AE 510220D&& PRESSURE RATINGS 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 ELM13 1I 8-00140D,iadf 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 EL15333 R2 AE 510221D.ndf PRESSURE RATINGS Created by Independent; Third Party: Yes 15333. 6 1445, AND 5547 HORIZONTAL MULLION 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 333 R7" i1,. 08-001 MA df : Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports ELI= R2 AE 510222D 1a Created by Independent Third Party: Yes 1445, 5347 AND 5547 VERTICAL MULLION https:// www.floridabuilding.org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtH8 5 72gvdWI... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: No j& 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 PRESSURE RATINGS Created by Independent Third Party: Yes 15333.8 _t 1445-2, 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 Il:=3 ,jL.Qsm141%2i:Lf 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 L A iaZ A PRESSURE RATINGS Created by'Independent Third 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 EL33. Approved for use outside HVHZ: Yes Verified By: Luis RobertoLomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL333 R2 AE Sb.Adf; 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 II QB'ClOi45( per,= 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 5jQz26D ndf' 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 2 I: C1df; 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 EU5.11'1R2 Ae 5I1127GDdf. PRESSURE RATINGS Createdby Independent Third Party: Yes ME ®'. Contact Us ::':124 Netth.Monrooe Street. Tallahacsa41FPitons: 8511,487.18M The State or Florida is an AA/EEO employer. 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, effective October 1, 2012, licensees licensed under Chapter 455, F,S.: must provide the Department with an email address if they have one. The emaiis 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: 01 K+ CUr' Yt'y.Rd1'%a41a ;5:_ ze https: llwww. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDgtH8572gvdW1... 7/20/2015 NOT"S, I " Til;_ PRODC1 SL ONll S r.'1-1--1':_':1;_.1 AND MANIFAC'iRED TO', C' 1 C, C 0: 4pIYI.A ljI 1., 01 OP:OA BUILO N , 0 2): WCCD:FRAMINC -C Pr O-SiCND AND AJNCHU'RLD 10 PPQPDRLy TRANSFLR A' L LOADS TO STRuC-TUR-1 F ANVNC; :S THE USPONSIIUTY 0- AR-H-F- E'CN-r.,,R OF R-CORD, 1,,AS 31 'N TL 3) N',EASE D,_SGN OF PR^DJC. S 4:N', LOAD D.1,2A FACTOR IG. i 1 AjAcS USED FNCH^R CA; 1-ULATIONS. 4)I. r. APPECVEJ IMPACT PROTECTIVE S- IA S_ NTHIS PRODUCT N VIIIIAU @ORNE k REC ONS 1; ,','NP 70NE 3. I -,ES.0 ANC NSIA LA (Y', OWN N T IS N PRESSJ-_R ' IO_-jVENT APP...- SEPARAl- 6)I IN G I '.NI N CD 0, _7 .1- ?_'ULL_ r:4 E iFF' TO THOS7 0 W.\, N T: 1: S tl':Ni. _,C MANUFACT'PRED BY MMA ;J VINL A DFSIN PR:-SS,RE 0: m: LJ:. lord I . S., C C N PCX. LEID , B'11 IS R -RESS' RE 'N lio:C , 1: 0 . H7 INDIV:,)1IJAI W OF, WIND,O 3) JNZTE, kl."; Y BEVE; IN_) EFIN:::ZLY %S LONG AS SING]LE J N: W:I ITH M'. '-E:,'_T NO- _XCEEDED AL ND .1,AULIC)IN S. ANCHORED AS I JuoNVtJ.N-,'A IS S VADEY Us, ' JEC n N A P'A 110 N, S A'S ,S. 0:?AENSI(.NS NfDK,AT,,- . AN- H"RED-ACC,',RDIW' v,.- N,.; , E;-..., 7, 70 T. I:S, DCC I,V_N: D7SKCN PRFSSIJI2E TAELF ' INSTP::r'TC;N,-,,. 1 Sk DE F: N F R F Q P, D F S: 0, 0 > 6 j I -Of CC E CHAM ER'. 16, 2 C'ETEPMlNE. -,PISJT-',RY V.4 LL, 011 =AN BAS- D ON JLA ^CR _R!EIU_ RY. WI LOCAT:.. MULL C SN AND IN(SU ARYL WIDI; , A' R o -L'. mi THE JNTFRS_ 0- PAN AND S I' Vi. ILION -iATIN,,, FOR PROCUCTNSTEP2, MULLICNI t"IlUz- --jAi OR CRFA..,-R TPPN R-OURr-D PR I IN CHOFIIAG , - , NOIIc: I AHUN ml 'A 14 F.A. NTS D DOORS PLC ROSeY : RD TX 75006 548 AND. 5548 Mill I MIN J. I 192 t. COMBINED: JIE}j, p WINDOW WINDOW q j l i FRAMElW `Rh_E"2tAINDO ' WINDO DC,HWINDO q , xi2 L APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LON3ASICOMBINED WIDTH DOES NOT .EXCEED 192'AS SHOWN HEREIN. Mullion span pn)' ributarywicimp1i 18. 00 ':24.0030.00' 36.00R2. 48Oo 54.00 60.00 >86:00 78_Wl' 84.00: `90:00 96:00: 24. 00 130.0 130,q 130.0 130,0 130T 130.0 130.0 130;0 130,0 130,0 1300 130,030:00130,0 I130.0 1300 130.0 130.0 130,0 130.0 130.0 130.0 130.0 130.0 130.036.00.. 130,0 130.0 130.0 130.0 130.0 130.0 130.0 130;0 130;0 130.0 130,0'130.0 42. 00 130,0 130.0 130,0 130.0 130:0 130:0 130.0 130,0 130.0; 130,0 130:0 130.0 48. 00 130.0 130.0 130,0 130.0 129a6 1296"129.6 i29 6 129;8 129.E 129;8. 129.654.001300126,3 IIK9. 93,6 82.2 80.9 80,9 80.9 80:9 80.9 80:9, 80:9, 6000. 117.5 90,7 75Y3 8 9 53.8(i 831 53.1 53.1`'53.1 53.1 53A 66. 00 87,7 1)673 55,6 48.1 P,43,2 7979 378 6 36.3 36.3, 36,3 36:3., 36i3:, 72. 00. 672 6,t4. 42.2 36.3 32,3 296 277 26.5 258 25.6I 25.6 256 25.6:I 78. 00 52.7 40.2 . 32.9 28.1 I24.9 22,6 21,0 19,9 19.2, 18.6 118,6 18.6 18.6 , 84. 00 42:0 32.0 3611, 2Z24.19.6 17:7 16.4 15:4 14:7 13.9 13.8 13.8 13,8 2 27i31 14:2,13,0]-2. 151079 50.5 0: 10„5 -- 28, 0 215 151.5 906.000a3LAHGE AND SMALL. MISSILE IMPACT, LEVEL O,;WIND ZONE 3 MI WINDOWS AND DOORS 1001 W. CROSBY 1RD CARROLL70N'; TX 75006, 1442,:1448, 5348 AND :155' V°RTIOAL MULLION' CONFIGURATIONS AND < CHM D SIGNED: PAFrrS UST L^-PART NUMBER T DESCRIPTION 1 1 1442.1448,534885548j1'?X?j12 X 1/B MULL -5ALUM. 6D05 T 1: WOOD/MASON RY AN6f OR'CLlp 34 1330 WOODAMASONRY ANCHOR COV 1350 MOUNTING PLATE N-- k-- 5 ....... Ry"k "66 CLIP- Af4046kCLIP mjN.mUm EDGE DISTANCE S ' E SUBS71RArti NOTES 1&' BY OTHERS SHEET 44 H ANCHOR SCREW SEE NOTES I AND 2 ONSHEET I VERTICAL MULLION TOP CLIP INSTALLA-iON DISIANC: NOIF- s 1&2 BY OTHERS C cE'vlS"--J NAME R— ANCHOR SEE NOTEES 1 kND2 00, ON SKEET 1 ANCHORSCREW 11 3- x VERTICAL WAJ-':)h TOP Cl iP 1.-uTAI LATZIN WI g sills 11F CRILLING 21. VAX COX- MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD N, CARROLLTON, TX 75006 1442, 1448, 5348 AND 5548 VERTICAL MULLION INSTALLATION DETAILS 4-rXATE"bF 0A 08- 00139 D I75 ' JDATF 3 OF 4 1 ol MI WI DRA4tiN:-....._ _.....__ F.A, L. Roberto Lomas P.E. 233;W. Main St. Danville, VA 24541 434-688-0609>s Manufacturer: MI Wind ows"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` Product description: Mullion: Extruded aluminum1" x 2 1/2" 6005-T5, part number 1442, 1448, 5348 and 15548>, Witillion Chg,, Extruded aluminum>6005-TS, 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. LI Maximum rrdesign ,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' allation: Mullions must be installed in accordance with approval document 08-00139 Revision D. Window units must be installed to substrate according to the manufacturer's installation instructions and/or Certification of Independen manufacturing or distributing I financial interest in any other 1 of 1 Florida Building Code Online Page 1 of 2 Product ApprovalrW .USER: Public User Submit Surcharge I Slats & Fads I Publications I FBC Staff I BCIS Site Map I Links I Search Ma JlGt9C111 r Y r:9RAlt5@lkSxO3 > AVpIICRtkiwt Ca;atl 10 FL # FL12019-R5 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Email 5140 W CLifton Street Tampa, FL 33634 813) 884-0444 1yie.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 1 , 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 3. King, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL1Z91915 001 f tdte Of indepgriddrict',ddf Referenced Standard and Year (of Standard) Standard Year ASTM E330 2002 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 Florida Building Code Online Page 2 of 2 It 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 i 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 It InAAAt 12019.1:odf` 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 Ff 12014 R5 AE Eyai 1201%1,Ddt: specific application and for any other additional use Created by Independent Third Party: Yes limitations and installation instructions. sack Ne><t Contact Us :: 144tiortti Monroe'5tmet. *601hassee-FL 32399: EWne: 850-487-1624_ The State of Florida is an AA/EEO employer,,toovriaht 240?-2Q13 State ofFiorlda.:: QCiy rX,;SSattmerrt :: Arra;p"jJiiK$7S}'mg't .: RefunC-5iitan+ont 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 offlcial communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine if you are a licensee under Chapter 455, F.S., please click here_. Product Approval Accepts: https://www.floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 At „_ f 5140 West Cliffon Street Tampa, FL 33634 TRIPLE 4" & "QUAD 4" ALUMINUMSOFFIT 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 T x Tbatten strips. 5. Aluminum soffits shall conform to the requirements of FBC Section 1404.51 and: labeled according to FBC Section 1710.9.- TABLE OF CONTENTS SHEET# DESCRIPflON 1 jyplcal elevations & general notes 2 Pane( details 3 Soffit details & design pressures 4 Soffit details & design pressures: 5 Soffd detals, design pressures & bill of materials TRIPLE 4 4 Tdd12.(A1 iS THICK) T-"14 (A13STMC1Q, QUAD 4 (Q4) O-w12 (.0118'THICK)_ G-u14(A135"THICK) M N.T.S. 125 vc,, BY. .. t2LjQ" ix_ 6Y:' LFS '3 t"fx NO -`- m- RIB AND END DETAILS 12511 L10'. s, a°°aD_4 i—°°0°°°°°off o°Q0 K ao°°°°°° LOUVER PATTERN LOUVERS FORMED IN SAME DIRECTION AS RIBS) Ne0 0.3V VIEW WA"j4xSCALE) FULLVEW-.NARROWVENTPATTERN.._ 4gRt formed in some 6mction as ti &}; pwG,..ev: ;,JK............ 'm cHK. sr: 1.11-LFS JArc DRAWING N0.:- ' P FL-12019.1 0m ROOF OVERHANG SPAN A n ROOF OVERHANG lk SPAN < A'" jj SEE NOTE 2 a3' ii' an ROOF-.._ ROOF r i1 •.... r -'2o 6 M FRAMINGFRAMING .: CONNECTOR NOTES: y 1. WOOD. FRAMING AND CONNECTIONS TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD tE 1 U ALUMINUM ALUMINUM 212dCOMMON NAIL OR311C'fTWTAPCONCONCRETE SCREW o xi FASCIA .: .. :.. '.F, ASEfA 9•r , ,(MIN. 1-1 If EMBEDMENT) 024"ON CENTER. - -E m = @ e d TRIM TRIM o y- --ice= CHU' OR - -- tMU OR SOFFIT' WOOD SOFFIT WOOD FRAMED FRAMED" SEE DETAIL" E " SEE DETAIL " F"'' SEE DETAIL " G " - SEEDETAIL"E":.. SIDE VIEW'- SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/3-CHANNEL Shown w/ buWframirg overhang) -- --- (Shown w/ buss/framing overhang) 1 a n a 60 m d a. LZ O a Fljdofy LoE L 4R Z m w 2 " TRIM NAIL ATTACHED: THROUGH FASCIA c,, a aW 16" O. C. MAX. STAPLES INSTALLED 0¢ r o 12. O. C. (INTO WOOD) o IN J- CHANNEL SLOT o OR ®12 O.C. a NOTE; FOR SQUARE CUT OVERHANG, STAPLES LOCATED O.C. INTO INTO O WOWOODTRIM BOTTOM OF FASCIA FLAT AGAINST PANEL 24" FRAMING OR MASONRY) STAPLES INSTALLED ® 24" O.C. (INTO WOOD) r p ON F-CHANNEL LEG OR T-NAAIL @ 12" O.C. ), I'• w a3 r INTO WOOD OR MASONRY) 14 J a ED STAPLES INSTALLED @? y 1 12'O. C. (INTO WOOD) =ems• :rs IN F- CHANNEL SLOT OR ? I f41T- NAIL @ 17 O,C. STAPLES INSTALLED INTO WOOD OR MASONRY) END OF PANEL AND a f 1; MAX. O.C. T a SEE DETAIL " J ", SHEET 5) o y T0'. IjMe 1/ 8'MAX I/8" MAX' I"MAX, 1 scue: N. T:S. s DETAIL n E rr UB MAX. SUBSTRATE NOTES: t xc, ar: JK m 6-x., m LFS m Fascia DETAIL F 1. WOOD SUBSTRATE: G - 0.42 OR BETTER " ° DETAIL G 2 MASONRY SUBSTRATE: 3,ODO PSI CONCRETE (ACI301) FL- 72019.1 m F-Channel OR HOLLOW BLOCK (ASTM C901. J-Channel rxm 4 of5 " r. a COP Ir ME I RI -Ln W/ 7/$'i MIK:EMBEDMENT).:. 42.0R BETTER) Si3T. PLYWOOD OR BETTER MIWEMBEDMEW) 12d X 3-114" H.b.,GALV. STEEL COMMON NAIL@ ZVO.C. wl 1-3XMIN. EMB. STAPLES INSTALLED @ END OF PANEL AND MAX O.C. SEE DETAIL 41 CMU OR WOOD, FRAMED Vuk CONTINUOUS EE DETAIL BATTEN @ CTL-V-- m SPAN m, tch ca SIDE VIEW DOUBLE SPAN .m[BATrEN Shown'w/ truss/frarning cantilever) SIDE VIEW - DOUBLE SPAN w ;BATTEN_ Shown) w1truss/framing overhang) R , R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33595 Phone 813.659.9197 Florida Board of Proressional Engineers Cenificale ofAalhorization 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, Inc. 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 FL-12019.1 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 5 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. I.E. 109 15 I Florida Building Code Online Page 1 of 2 Submit surcharge I Stats & Facts I Publications I FBC Staff i BCIS Site Map I Links ; Search t'roduti Rosroval-tanriu Y ...-: r t a toatkatiot7;j Appliation 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 RiverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollins@atiasroofing.com Authorized Signature Meldrin 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 Certificate of Independence r Validation Checklist - Hardcopy Received R4 CCSI A71.130fJ2.4 2014 1=8C Pam' Shinales.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/pr/pr_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 Sunsmary 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 Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Installation Instructions J62Q$, ,,+lm j; gLL130b2 4 2Q14 FBC Product 601ML6Q Shingies.pdf Verified By: Zachary R. Priest 74021 Created by Independent Third Party: Yes Other: See evaluation report for limits of use Evaluation Reports FL1630 R4 AC ATL13002.4 µ8 ProductvalVdtion Shingles.odf Created by Independent Third Party: Yes Bach f+lnxt Contact Us :: i94o Wirth i•1on ge PL;32349 PhoW 854^487-INA The State of Florida Is an AA/EEO employer. 'Ciuvriaht I607-2913 SA to of FlAtida..:: Privacy Statement ::yibiitty Statement :: fl and §j8tn€. 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 emaiis 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 befg. Product Approval Accepts: sCfaact re r spa^`s https://www.floridabuilding. org/prlpr_app_dtl.aspx?param=wGEV XQwtDquJBMj gU 1 j 3N... 7/20/2015 f Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" 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, 1523.6,51 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATL-116-02-01 ATL-118-02-01 ATL-119-02-01 ATL-123-02-01 ATL-125-02-01 ATL-127-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 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. t ATLAS ROOFING CORPORATION Asphalt ShinglesM:CR'EE,K-', 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-MasterOD 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462.. ProLAMTm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462 ATL13002A 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. 0 E TECHNICAL SERVICES, LLC INSTALLATION _... ATLAS ROOFING CORPORATION Asphalt Shingles GlassMaster@ 30 & Basic Wind Speed (Vuit): Max. 194 mph Tough -Master@ 20 Basic Wind Speed (Vaed): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in;, plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction.: Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12 Installation (HVHZ) Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installation (Non-HVHZ) Installed with 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 12- — ---12" Figure 1. GlassMaster® 30 & Tough -Master@ 20 4 Nail Pattern (Non-HVHZ only) 12" r, 12" Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nail Pattern Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this re This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes specifically addressed herein. 3of9 are not CREEK TECHNICAL SERVICES, LLC Prol-AMW Architectural Basic Wind Speed (Wit): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ) Underlayment: Min,. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements,. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 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. ProLAMW Architectural Shingle 4 Nail Pattern (non-HVHZ only) 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 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 PinnacleO Pristine & Basic Wind Speed (V„ ir): StormMaster® Shake Basic Wind Speed (Vesd) 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 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATL13002.4 FL 16305-R4 Pagi3 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. CRZEEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (Vuu): Basic Wind Speed (Vesd): 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 Pattern" detailed below. 1" 9" Figure 7. StormMaster® Slate 4 Nail Pattern 9" 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 (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 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. 11 ga.1-1/2" ring sAenk nall v Figure 9. Pro -Cut® Starter Strip ATL13002.4 _ . FL 16305-R4 Page7 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„ it): Max. 194 mph Basic Wind Speed (Vesd) Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in, OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind, 12 I 12 ga. 1-1/2" ring shank nail f 12„ 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. GE, TECHNICAL SERVICES, LLC LIMITATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions; Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 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 5rh Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 11*1 ' lff,, 2015.06.2 No 71402. =. 912:55:48 04'00' STATE; ©FOilU Ltr 0 R 14 ', N Zachary R. Priest, P.E. s QNA i Florida Registration No. 74021 trxf..s.t Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation: CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT FL 16305-114 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. W KIEEK17520 Certificate of Authorization No. 29824 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE C 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 PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATL-116-02-01 ATL-118-02-01 ATL-119-02-01 ATL-123-02-01 ATL-125-02-01 ATL-127-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) 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' PRI Construction Materials Technologies (TST5878) ATL-169-02-01 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ATL13002 4 FL 16305-R4 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 ASTM D 3462 ASTM D 3462 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 2009 2009 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 CORPORATIONCREEKAsphaltShingles 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(D30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, ProLAMTm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462: Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerrield) 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. TECHNICAL SERVICES, L.LC INSTALLATION GlassMaster® 30 & Basic Wind Speed (Vuii): Tough -Master@ 20 Basic Wind Speed (Vasd) , Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ). ATL13002.4 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 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either 'A Nail Pattern" or "6 Nail Pattern" detailed below. Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) Nails hF-1' 50 12" 12"12n Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nail Pattern FL_16305-R4 3 of 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 (Vuir): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min...7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:1 Z 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. ProLAMTM Architectural Shingle 4 Nail Pattern (non-HVHZ only) Mki. 12 fli,gqaaota:L6'MW:Md, ring shm* moing nslivlltnln. ED C--J—E+ a 'O—B i. k n Figure 4. Pro-LAMTM Architectural Shingle 6 Nail Pattern ATL13002.4 I-L,1b3o5-Ka raga 4 oT a This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall noiifyCREEK 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. OCREEK' TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (V it): Max. 194 mph StormMaster@ Shake Basic Wind Speed (Vasd): Max. 150 mph ATLAS ROOFING CORPORATION Asphalt Shingles Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installation (HVHZ): Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installation (Non-HVHZ): Installed with 6 in, exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. Figure 6. Pinnacle® Pristine and StormMaster0 Shake 6 Nail Pattern ATL13002.4 - FL 16305-R4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Storm Master® Slate Basic Wind Speed (V it): Basic Wind Speed (Veed)t Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ) Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max; 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min, 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in.. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in, exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either 'A Nail Pattern" or "6 Nail Pattern" detailed below. 9" i Figure 7. StormMaster® Slate 4 Nail Pattern 9" Figure 8. StormMaster® Slate 6 Nail Pattern FL16305-R4 - 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 (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 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: 96' 7 12 g.,1.1/2' d., hank -0 ! Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-R4 Page 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. E TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (V it): Max. 194 mph 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 manufacturers published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12''ga. 1-1/2" ring shank nail i 12' l Ii 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. ATLAS ROOFING CORPORATION E '. Asphalt ShinglesIE 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 5t' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. t PY.R t ) P',',, No 7.402'1 ,. r STATE OF ' W s,ON CERTIFICATION OF INDEPENDENCE .... 2015.06.2 9 12:55:48 Nu41ip.{M e,fwN 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. ATL13002.4 END OF REPORT FL 16305-R4 9of9 is valid: a re not Florida Building Code Online Page 1 of 1 ncAer' Stats & Fads epod" Cftproval Menu > ftduLt orA a APPllcatltin Uaf Search Criteria Publications I FBC Staff I BCIS Site Map I Links I Search 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: R"ults`=rA Ilcatlons" EL# ryas Manufacturer Yalidat ByStatus FL15216- R Revision InterWrap, Inc. John W. Knezevich, PE Approved Histo_ Category: Roofing 954) 772 6224 Subcategory: Underlayments Approveci by DBPR. ApprgvaLC byDBPR3hatt be teviewed,and ratified; by, thelP.00and/or the: commissionit necessary. contact us:: - 1940 NortliMcniee Sttpp''ratlahai++t - " ao P1}C: The State State of Florida is an AAJEEO employer.-.Cobv13911I 2002-3013 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(i), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here_. Product. Approval Accepts: Raw sx.% t in Cre tSs3r https://www. floridabuilding.org/pr/pr_app_lst.aspx 7/20/2015 Florida Building Code Online Page 1 of 2 W; Log In I User Registration I Hot Topics I Submit Surcharge Stats ® Facts I Publications I FBC Staff p BCIS Site Map I Links I Search r i fi1rI BCIS Home Busi } te5 f ofessl ' U Product Approval USER: Public User egolati00 pe uct gg_rotrat Menu > Puct'r Aad11 Gni v searcK:S::p"Ftrur+ Ugt r ppptfcatton tletatl FL # FL15216-112 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtu pas@ i nterwra 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 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 qj Validation Checklist - Hardcopy Received Certificate of IndependenceEU 52)6 R__7, fQI45 0:1..._C_.OINiem€nn:g' Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507. 2.3 1507. 5.3 1507. 8.3 1507. 9.3 1507. 9.5 T1507. 8 https:// www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved SiAmmary of Products Method 2 Option B 04/28/2015 04/29/2015 05/04/2015 06/23/2015 FL # Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use in HVHZ: No FL15216 R2 II 2015 04 FINAL ER INTERWRAP RHjNOROOF FL15216- R2,ridfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nieminen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation Reports FL1216 R2 A (jQ ElkEit 1NTERWRAP RiijNOftO(}F FL5216-. R2. 12df Created by Independent Third Party: Yes Back Contact Us :: 1940'Noith Monroe Street TaBa))iissec'FL Phonei 850.4474824: The State of Florida is an AA/EEO employer.,tg6rlght,2007=2013 State of Florida :: EIEWC4 Sta"fit :: AC[esslbllity -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. •Purstiant 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 maybe used for cf icial 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 ad4rei4.which can be made available t0 the`puWic. To determine if you are a licensee under Chapter 455; F.:S., please click.herP..., Product Approval Accepts: ININ tiCCltrltY+ 4 i>i lAt41' https://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 J( TRINITY I ERD EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way F1.15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. 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) 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: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.E: on 04/27/2015, This does not serve as an electronically signed document Signed, sealed hardcopies 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 l ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity I 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. TtRINITYIERD 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: Entity Examination Reference Date. ITS (TST1509) Physical Properties 100539395COQ 006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. 5. LIMITATIONS: 6. 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the 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 Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 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 #9503 FL15216-RZ Revision 2: 04/27/2015 Page 2 of 3 Q TavffyjERD 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 Rhinoftoof Y20. 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, 2si2 < 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 QA entity for information on plants covered under Rule 61G20-3 CIA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA3673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certificate of Authorizotion #9503 FL15216-RZ Revision 2: 04/27/2015 Page 3 of 3 TTPUNTYIERD EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way FL15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/27/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 611320-3 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 I ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4 ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.E: 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. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITYjERD 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, T3507.8, 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: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS(TST1509) Physical Properties 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 TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.S Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPrIONS Underlayment Asphalt Shingles Nail -On Tile Foam -On Tile Metal Wood Shakes Shingles Slate or 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 requirements for ASTM D226, Type I or II or D4869, prepared roof covering to be installed. Exterior Research and Design, LLC. Certificate of Authorization #9503 manufacturer's published installation instructions and the Type II underlayments in FBC Sections 1507 for the type of Evaluation Report 140510.02.12-R2 FL15216-R2 Revision 2: 04/27/2015 Page 2 of 3 J TRINITY 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: Rh(noRoof 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 Slnste Laver; Roof.Sloae > 412: 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 Rouhle.Laver: 2:12 < Roof Slope :<4,12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: 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, U.C. Evaluation Report 140510.02.12-R2 Certificate of Authorization #9503 FL15216R2 Revision 2: 04/27/2015 Page 3 of 3 02J1112015 13:41 NX) P.0021004 MIAMI-DADE COUNTY MIAW PRODUCT CONTROL SECTION EMDt t80S SW 26 Street, Room 208 DEPARTMENT OF R tGtJLA 09V AI+6, ECONOMIC RESOURCES (R R) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786)315-2390 F (786) 315,2S99 NOTICE OF ACCEPTANCE (NOA1 W".#kMmididcxmAcpnomv Southcaatern Metals Manufacturing Company, Inc. 11801 Industry Drive: JaclitsoavlUe, FL 32218 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has beets reviewed and accepted'.by Miami -Dade County RER -Product Control Section to be used in Miami Dade County.and..other area where: allowed'by the Authority Having Jurisdiction (AM;, This NOA shalt not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or materiel tested for quality assurance purposes. If this product or material flails to perform in the accepted manner,. -the manufacturer wlfl' incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use otsuch product or°material withintheir:;jurisdiction. REP. r6serves tht :right to rdvoke this acceptance, if it is determined by Miami-psde Cou»ty Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: " Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTLSENEVAT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and sWI be available for inspection at the job site at the request of the Building Official. This NOA renews and revises NOA No. 08-0423.01 consists of pages I through 3. The submitted documentation was reviewed by Juan E. Collao R.A. U0ae-. 11 a° NOA No.: 13-08t4.08 o Expiration Date: 04/15/I9 Approval Data: 01/23/14 Page I of 3 0211112015 13:42 (FAX) P.0031004 ROOFING ASSEMBLY APPROVAL Category: Roofing Sub -Category: Ventilation Material: Steel Minimum Slope: 2:12 TxADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Hanufactur+td by Test Product Applicant itndtenszpaa: oaciPlcationa 33escr Weather Vent Vent: 4- K" x 19" x 46" TAS 100 Galvanized metal roof vent Deck Flange: 24" x 52" Thickness: 0.0217 inch: MANUFACTURING LOCATION 1. Jacksonville, FL EVIDENCE SUBMITTED Tes ASMY Test Identifier 'Teat NamalReoort Date PRI Asphalt Technologies, Inc. TAS 100 SEM-002-02-01 08/14/03 ICC-ES AC 132 SEM-027-02-01 01/071 14 APFRAYED APPLICATIONS: Deck Type: Wood Deck Description: 13/32" 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 rear slope of the roof. Center vent in opening and set it in a I/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 I" from the outside edge of the flange. Use a minimum of 18 nails per vent. Seal all nails and vent flange with an approved ASTM D 4586 mofing cement. (See drawings herein). Net Free Area: 99 square inches. NOA No.: 13-0914.08 Expiration Date: 04/15/19 Approval Date; 01/23/14 Page 2 of 3 0211112015 13:43 P.0041004 L,IAMATIONS: 1 Refer to applicable building code for required ventilation. 2. 1 Weather Vent shalt comply with the manufacturer's current publishedapplication instructions, and the requirements set forth in d-a applicable building code. 3. This acceptance Is for installations over asphaltic shingle roofs only:' 4. Weather Vent shall not be installed on roof mean heights greater than 33 feet. 3. Al products' listed herein shall have a quality, assurance audit in accordance with the Florida Building Code, and Rule 9N-3 of the Florida Administrative Code. ; 6. All approved products listed herein shall be labeled and shall bear the imprint or identifiable` marking of the manufacturer's name or logo, city. state, and following statement: "Miami -Dade County Product Control Approved" or the Miami -Dade County Product Control' Seal as shown below: DRAWINGS END OF THIS ACCEPTANCE N04 No.: 13-0814.08 Expiration Date: 04/15/19'' Approval Date: 01/23/14 Page 3 ot3 Florida Building Code Online c Page 1 of 3 ik±•°,i ftl4 BCIS Home ( Log In I User Registration I Hot Topics I Submit Surcharge ; Stats 8 Facts I Publications I FBC Staff I 8CIS Site Map I Links I- search I pu('pnPj Product ApprovalQOUSER: L Public User Regulation i> Pioduct--ar Aoplkafi n_ Ssatcte,> Application List > Application Detail FL # FL2197-R5 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?197 125 CQiifS fn air gq ' r v I i9rLf'' 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/prlpr_app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkE.. 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 Summary, of Products FL # Model, Number or Name Description 2197.1 M18SHS 18 ga. super high strength truss connector plate Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Installation Instructions F 2t § 1 All SnstallationESR-198$ ADrli2t3t i Ddf Verified By: ICC Evaluation Service, LLC - Created by Independent Third Party: Design Pressure: N/A Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental Evaluation Reports FL2197 R5 AE ESiz 9A%pdf. for the Florida Building Code 2197.2 MII 16 16 ga. truss connector plate Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Installation Instructions Z19Z_11n apakionESR 1311 NDv2ti11 Ddf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Design Pressure: N/A Other: Can use HVHZ per ICC-ES ESR-1311 Supplemental Evaluation Reports fL3197R5 AE ESR-1311.06, for the Florida Building Code 2197.3 MT18HS 18 ga. high strength truss connector plate Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant. N/A Installation Instructions Ft 7997 R5 i I aaljjjtiortESR-1998 Aorl[2011.0f Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Design Pressure: N/A Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental Evaluation Reports FL2197 RS AE £SR-198$Ddf for the Florida Building Code 2197.4 MT20 20 ga. truss connector plate Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Installation. Instructions F 2 97 Rj II In% lationESR4988 A i2 -1 Ddf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Design Pressure: N/A Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental Evaluation Reports ELM, 2_ B5_AE_ SJ3, 198$.Ddf for the Florida Building Code 2197.5 MT20HS 20 ga. high strength truss connector plate Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Installation Instructions FL2197 R li ionES - w Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Design Pressure: N/A Other: Can use HVHZ per ICC-ES ESR-1311 Supplemental Evaluation Reports fL219? R5 AE' £5R-1311at dr for the Florida Building Code. N_1 Contact Us :: 1940 11rth Monroe Street.'Tallahassej FL 32399 f'liane: BS0«A87.1824 The State of Florida is an AA/EEO employer. ('ootitid 00T-2a13 State of flortda.:: Privacy Statement :::accessibility SLtemenY.:: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a pub]Ic-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 record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F. S., please click here . Product Approval Accepts: https://www.floridabuilding. org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvrTExD/o2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 https://www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEV XQwtDgvrTEx%2bbkf... 7/20/2015 Excerpt from /CC -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. Excerpt from IMES 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 assembledwithin 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: 06 17 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-201 MII 20, M-20 HS, MII 20 HS AND MT20HSTM ICC tCG [CC c PMG LISTED Look for the trusted marks of Conformity! 2014 Recipient of Prestigious Western States Seismic Policy Council WSSPQ Award in Excellence" A Subsidiary of Epptjp 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 /CC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. FrAM i01 Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.[cc-es.orla 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com . EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mll 20, M-20 HS, Mll 20 HS, AND MT20HSTm 1.0 EVALUATION SCOPE Compliance with the following codes: a. 2012, 2009, 2006 Intemational Building Code' (IBC) a 2012, 2009, 2006 International Residential Code® (I RC) a". 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 Mll 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 1 t/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mll 20: Model M-20 and Model Mll 20 metal truss connector plates are manufactured from minimum No. 20 gage [00356 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 00346 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, 045 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, Mll 20 HS, and MT20HSTM: Models M-20 HS, Mll 20 HS, and MT20HSM 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-ESEvaluation 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 to anyfinding or other natter in this report, or as to any product covered by the report. Copyright 0 2015 Page 1 of 6 ESR-1311 1 Most Widely Accepted and Trusted Page 2 of 5. multiple roller presses that use partialembedment 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.1imited to the evaluation of connectionpapacity of the MiTek0 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 adjustrrients; 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, thosecodeslisted; 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, 5.6 6.6'. 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 MiTek® Industries metal truss connector plates must be graded incompliance 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. 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 65 of ANSI/TPI 1. 6.8 MiTek® metal truss connector' plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; Wand Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSIfTPI 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'Mit. 60 Industrieii name, the metal connector plate model, and the evaluation, report number (ESR-1311). ESR-1311 1 Most Widely AacBpCed and Trusted _ Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES; HYDRAULIC -PLATEN EMBEDMENT' (lblin'/PLATE)'. LUMBER<SPECIES SG AA EA AE EE M-16 AND Mil 16' Douglas fir -larch 05 176 121 137 126 Hem -fir 0.4.3 119 64 102 98 Spruce -pine -fir > 0.42 127 82' 75. 1.07.. . Southern pine 0.55 174 126. 147 122 M-20 and Mil 26 Douglas fir -larch „ 0.5 220 1,95 1,80 19.0 Hem-fit 0.43 A85 148.. 129 145 Spruce -Pine -fir 0.42 197 1" 143 _ 137, Southern pine 0,55 249 1901 184 200 M-20 HS, MII 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem-flr 0 43 139 111' 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southem pine _ 0.55 187 143,' 138 150 For'SI: llbfirt = 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, tr000d,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'fulkembedmentrollers, 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 M-16 AND Mil 16 M-20"AND Mil 20:` M-20 HS; Mil 20HS AND MT20HS FORCE Efficiency Pounds/inch/Pair Efficiency PoundsllnchP/air Efficiency Pountls%inch/Pair DIRECTION of Connector of Connector of Connector Plates Plates Plates'. Tension Values in Accordance with Section 5.4.42'of TPI-1 (Minimum Net Section over the Joint)' Tension @ 0° 0.70 2012 6.`50 J 880 IF a59 1 1505 Tension @ 900 ' 0.36 1013 047 820 0.48 1219 Tension Values in Accordance with TPIA with a t7eviation lsee. Section 5A.9'(e)j Maximum Net Section 'Occurs over, the Jointz .. Tension @ 01 0.68 1945 0.62 1001 0.67 1716„... Tension @ 900i 0.30 849 0.48 841 6.52 1321 She arValues Shear@ 06 0.54 1041 ... 049 574 0.43 761 Shear.@ 300 0.61 1173 063 738 0.61 1085_ Shear @ 600 0.73 1 1402 0.79 936 0.67 1184 Shear @ 90° 0.55 1055 0;55 645 0.45 792'> Shear @, 120° 0.48 914 0 42 496 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 lime passes through a line of holes. ZMaxirtiurme Net Section - A line through the plate's tooth pattern with the maximum amount of steel for 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 O-3W' 0 W 042r 8 4 mm 4 in?m loomm M-201 MI.1zo FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in Inches) ESR-1311 I Most Widely Accepted and Trusted ........... Page 5 of 5 0:12V 0;2W 0 3W 01365" 32mm 84mm >127m 93mm 000 goo 000 000 D0d o Ono 0 Dun _ Do Ono, ODD 0 Q 0 Wes, 20 HS, I,I 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. 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. 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, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSrm, 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 /CC Evaluation Service, LLC, express or:.jpiMted, as to anyfinding or other matter in this report, or as to any product covered by the report 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.org 1 (800) 423-6587 1 (662) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 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, Mil 16, M-20, Mill 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, Mil 16, M-20, MII 20, M-20 HS, Mll 20 HIS, and MT20HSTm, recognized in IMES 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 2070 Ftorida Building Code—Residdritial, provided the design and installation are in accordance with the Intemational'8011, g Codee (IBC),provisions noted in the master report. Use of the MiTek® Truss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, and 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. CC -ES Evaluation Reports are not lobe construed as representing aesthetics or any ocher altributes not specifically addressed, nor are they to be construed as an endorsement ofthe subject ofthe report or a reconmtendation for its use. There is no ivarranly by /CC Evalualion Service, LLC, 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 1 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 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-161 MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSTM IM C+.. PMG LISTED ..,,.. Look for the trusted marks of Conformity " 2014 Recipient of Prestigious Western States Seismic Policy Council MIN t tiR 1 tprua WSSPQ Award in Excellence" A Subsidiary of :qy q Cic ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not s"cawi" 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 dlfl.. A.O.. ... 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. WwwAcc-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. 14616 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 MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Code® (IBC) 2012, 2009, 2006 International 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 MITek8M-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 (0013 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 teethe The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HSTm: Models M-20 HS, 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, 0A5 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 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 6 multiple roller presses that use partial embedment followed fabrication, quality assurance and special inspection, by full -embedment rollers, or combinations of partial refer to the 'applicable version of ANSI/TPI 1,, embedment roller presses and hydraulic -platen presses engineering drawings and the applicable code. that feed trusses into a stationary finish roller press. 5.4 The design values (allowable lateral resistance values Trusses must be assembled within the tolerances specified and effective tension and shear resistance allowable' in ANSI/TPI 1, Chapter ,3, Quality Criteria for the design values),, used in the design of trusses, using Manufacture of Metal -Plate -Connected Wood Trusses. MiTW Industries metal truss connector plates, must 4.2 Allowable Design Values: not exceed those listed in Tables 1 and 2 of this Allowable design values for MiTek® metal truss connector report. Load combination reductions must be in accordance with the applicable' code. plates to be used in the design of rhool plate connected wood roof and floor trusses are shown in Tables 1 and 2 of 5.5 All lumber used in the fabrication of trusses using this report. Allowable design values' are applicable when MiTek® Industries metal truss connector plates must the connection is made with identical plates on opposite be graded in compliance with the applicable building sides of the joint. This evaluation report is 1014ed to the code and must have a moisture content not evaluation of connection capacity of the MiTek', -,.metal truss exceeding 19 percent at the time of assembly. Wet connector plates listed in this report.. The design, service' factors' from ANSI/TPI 1 Section 6.4 must be manufacture, and installation of trusses employing the applied to the table values when the lumber moisture truss plates have not been evaluated. content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal Allowable values shown in Table 1 have not been connector plates embedded in either fire -retardant - adjusted for metal connector plates embedded in fire- treated lumber or preservative -treated lumber, retardant -treated or preservative -treated lumber. Proper' adjustments must be made in accordance with the 6.6 Metal truss connector plates must be installed in requirements indicated in a current ICC-ES evaluation pairs, on opposite faces of truss members. report issued to the chemical treatment manufacturer. If 6.7 Galvanized G60 metal' truss plate connectors subject the evaluation report does not contain information on the to corrosive environments must be protected in adj'ustmeints,,the chemical.manufacturer must be contacted accordance with Section 6.5 of ANSIITPI 1. for this Information. Compliance,with Section 2304.9.5 of 5.8 MiTek® metal truss connector plates are the IBC and Section>R317.3 of the IRC (Section R319.3 of manufactured in Saint Charles, Missouri; Tolleson, the 2006 IRC) is also required. Arizona; Tampa, Florida; Edenton, North Carolina;,... 6.0 CONDITIONS OF USE and Bradford, Ontario, Canada. 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, 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, Industr+es name, the metal connector plate; model, and the evaluation report number (ESR-1311).; ESR-1311 I Most Widely Accepted and Trusted Page_3: TABLE 1—ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin21PLATE)> LUMBERSPECIES'. SG AA EA AE EE M- 16 AND MII 16, Douglas fir —larch 0.5 176 121: 137 126 11, Hem - fir, 0.43 119 64 102 98 Spruce - pine -fir 042 127 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 05 6666 6165 146_ 135 143 Hem - fir 0.43 139 111 97 109 Spruce - pine -fir 0.42 148 108 107 103 Southern pine 0;55 187 143 136 150 For SI: 1lb/in 2`=II6,9 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 Ion 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, woodgrain perpendicular to load All truss plates are pressed into ttte wood for the full depth of. thei.r1eeth by hydraulic=platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial erntiedment,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 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 lir"" sses through aline of holes. Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for 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 0-33a' 016V O.e2T° 8,4 a I10 a srmro M- 161M1116 M-2®, 1120 FIGURE'i-- APPROXIMATE DIMENSIONS OF MITEK CONNECTOR: PLATES (in Inches)' ICC-ES Evaluation Report ESR-13;11 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orq (800) 423-6587 1 (562) 699-0643 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 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, Mil 16, M-20, M1120, M-20 HS, Mil 20 HS, AND MT20HST- 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, Mil 20, M-20 HS, MII 20 HS, and MT20HSTM described in master report ESR4,311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation arein,accordance with the Intemational Building Code® provisions described in the master evaluation report and with,Chapters 16, 16A,,1.7 17A, and 23 of ttie 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 ofthe report or a recommendation for its use, There is no warranty by /CC Evaluation Service, LLC, express or implied, as to anyftnding or other mailer In this report, or as to any product covered by the report copyright 0 2015 Page 1 of 1 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.oro (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTm 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, MII 16, M-20, 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: 111111 2014 and 2010 Florida Building Code —Building R`: 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeeTruss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HSTm, described in Sections 2.Gthrou6h 7.0 of the master evaluation report ESRA311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014. and 2010 WOO, Bullding Code=Residential; provided the design and installation are in accordance with theIntematiorta(;Building Code (IBC) p bvisions?noted in the master report. Use of the MiTek®Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HST7" 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 dfricial wt em 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 nor 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 to any 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: 06 17 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 ce ffi ICC ICC r4; PMG LIDICU Look for the trusted marks of Conformity) 2014 Recipient of Prestigious'Western States Seismic Policy Council.'"!: tNtEAtt6ti uu WSSPQ Award in Excellence" A Subsidiary of McouO it 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 or its use. There is no warranty by ICC Evaluation Service, LLC express or implied, asi to any finding or other matter in this report, or as to any product covered by the report. M100 cum= °" .. Copyright C 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org (800) 423-6587 1 (562) 699-0643 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, Mill 20, M-20 HS, MII 20 HS, AND MT20HST°" 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006 Intemational Building Code® (IBC) s' 2012, 2009, 2006 International Residential Code® (I RC) t 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 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 1'/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 38 mm) in a longitudinal direction, Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HSTm: Models M-20 HS, MII 20 HS, and 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-l-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 lobe construed as an endorsement of the subject of the report or a recommendationfir its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to mryfinding or other matter in this report, or as to any product covered by the report Copyright 0 2015 Page 1 of 6 Most Widely Accepted and Trusted multiple roller presses that use partialembedment 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/TPl 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. 'Compiiarice with Section 2304.9.5 of the iBC and Section R317.3 of the 1RC (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, Page 2 of 5: fabrication, quality assurance and special inspection', refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. 5. 4- 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 I ontent 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. 6. 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 ftoonnedor plates must be labeled with the MiTe1tIndustries name, the metal connector plate> model, and the evaluation report number (ESR-1311'). LUMBER SPECIES SG AA EA AE EE M-16 AND Mill 6 Douglas fir —larch 0,5 176 121 137 Hem -fir 0.43 119 64 102 .._. 98 , . Spruce -Pine -fir' 0A2 127 82 _; 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mll 20,, Douglas fir —larch 05 220 195' 180 190 Hem -fir 0.43 185 148' in145 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-flr 0,43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 163 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: 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 =" Ptate,perpendic'Warto load, woad grain perpendicular to load All truss plates are pressed: into the wood for the full depth of'th, i4eeth 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 M-76 AND -Mil 16 M-20 AND Mil 20 M-20 HS, Mil 20HS-AND MT20HS FORCE Efficiency Pounds/inch/Pair Efficiency Pounds/inch/Pair Efficiency Pounds/inch/Pair DIRECTION of Connector of Connector of Connector Plates Plates Plates Tension Values in Accordance with Section 5.4.42 of TP1-1 (Minimum Net Section over the Joint)' Tension 0° " 0.70 , 2012 0,50 880 0.59 1505 Tension @ 901 0.36 1613 0.47 820 PA8 , Tension Values in Accordance'with TPI-1 with a Deviation jsee Section 5.4.9 (e)] Maximum Net Section. Occurs over the Joint: Tension 0° 0.68 1945 0 62 1091 0,67 1716 Tension ( 6 900 an 849 0.48, 841 0.52 1321_. ShearValues ; Shear @ 00 0.54 1041 049 574 0.43 761 Shear 300 0.61 1173 0.63 738 0.61 1085 Shear( d1600 0.73 i` 1402 0.179 936 0.67 1184 Shear 900i 0.55' 1055 0 65 645 0.45 792 Shearer 120,0 0.48I 914 042 490 0.34 608 Shear _( d 1500 0.35._ 672 i 046 544 0.3" 537 For SI:''1 lb/inch (= 0.175>N/mm, finch = 25.4 mm NOTES: Minimum Net Section —'A line through the plate's tooth pattern with the minimum amount of steel >fora specified orientation. For these plates, this line,passes'through a line of holes. Ma ximurri. Net Sectign -. 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 plalewith no holes,; ESR-1311 I Most Widely Accepted and Trusted Page 4.of 5 0.3W* 0180" 0 42r 8 4 RMF 4 1 rmn 10 0 f7 m 0125" 0 2W 0,125" 31 mfn 0 4 ism °3 2 mm i I,E inn-201 11 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) goo 00, 0:01 900 00000 000 000 Ono o.. a no J 00 00000 00 0On Oa r 20 HSIM111 20 HS, T20HS 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, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HS'm 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 and M720HS- 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 '1t3A, 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 ofihe report or a recommendation for its use, There is no warranty by lCC 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 1 Reissued June 2015 This report is subject to renewal June 2017. wwwkc-es.org (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com_ EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, Mill 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: t 2014 and 2010 Florida Building Code —Building 11 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, Mll 20 HS, and MT20HS1m, described in Sections 2.0 through 7.0 of tale master evaluation report ESR-1311;.comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Flovlda,Building Code- Residential provided the design and installation are in accordance with the Intematiortat°urlding, Coded (iBC) provisions noted in the. master report: Use of the MiTee Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTm has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida- ulei 9N=3, verification that the report holder's, quality assurance program. is audited by a quality asstiranc;e .entity approved by the. Florida Building Commission for the type of inspections being. conducted ts. the respgnsttsility of an; approved validation entity (or the code official when the report holder does not possessan app..royai 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 as an endorsement of the subject ofthe 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 corered by the report. Copyright C 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 CC iGC ICCAk- PMG Look for the trusted marks of Conformity! 2014 Recipient of Prestigious Western States Seismic Policy Council WSSPQ Award in Excellence" A Subsidiary of to.0 4 07 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not e 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. '"001, ;"JT101 +• Copyright C 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. WWW.icc-eS.orq (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com_ EVALUATION SUBJECT: MITek® TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mil 20, M-20 HS, Mll 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Code® (IBC) 2012, 2009, 2006 International Residential Code® (I RC) is 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 11/4-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 Mll 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, Mll 20 HS, and MT20HSTm: Models M-20 HS, Mll 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [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-l-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 I Page 1 of 6 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 finishroller 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. 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 tl'e 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 adlustments must be male in accordance with. the report issued to the chemical treatment manufacturer: it the evaluation report does not contain information on the adjustments. the chemical manufacturer must be contacted for this information. Compiiande', 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 MiTeke 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 s`Ubmitted 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. 6. 4 The design values (allowable lateral resistance` values and effective tension and shear resistance allowable design , values) used in the design of trusses, using MiTeko 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 namei the metal connector- plate- model, and the evaluation' report number (ESR-131'1).' ESR-11311 Most Widely Accepted and Trusted Page 4,05 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES,' HYDRAULIC -PLATEN EMBEDMENT' (lb/in2/PLATE), LUMBER SPECIES SG AA EA AE EE M-18 AND Mil 16 Douglas fir -larch 0.5 176 121 131 126. Hem -fir, 0:43 1 119 64 102 98 Spruce -pine -fir '' 0.42 127 82 75 107 So1. uthern pine 0.55 174 126 147 122 M40 and Mll 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 pme 0Z5 ' 249 190.>. 184 200 M- 20 HS, MI1 20 HS and MT20HS Douglas fir -larch 0.5 165 1416 135 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: 11b/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-perpendicUl6t to load, wood grain perpendiculal',to load All tri ss,plates are pressed into the wood`for the fuli'depth afithefr teen by hydraulic=platen embetlmem, presses, multiple rcilli;r presses that use partial embedment fdl;owed by fulkembedment rollers, or combinations of partial embedment roller presses and hydraullc-ptaten presses thatfeed trusses into a stationary<finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY IN-18 AND. MII 16 M-20 AND MII,'20 _ M-20 HS, -MII ZOHS AND MT20HS : FORCE Efficiency' Pounds/inch/Pair Efficiency Pounds/inch/Pair. Efficiency Pounds/Inch/Pair DIRECTION of Connector of Connector of Connector Plates Plates Plates Tension Values in Accordance;with Section 5.4.4.2 of TP171 (Minimum Net Section over the.Joint), Tension @.00 , 0.70 ` 2012 0:50 880 0.5j= 1505 Tension @ 901 f 0.36 1013 0.47 , 820 0.48 '' 1219 Tension Values in Accordance with TPIA with a Deviation [see Section 5A9'(e)] Maximum Net Section Occurs over the Joint Tension Q 00 0.68 1945 0:62 1091... 0.67 1716 Tension @ 906 0.30 849 048 841 0.52 1321' Shear Values Shear, 00 0.54 1041 049 574 0.43 761:; Shear @30° 0.61 1173 0:63 738 _. 0.61 1085 Shear @ 60° 0.73 1402 0.79 936 0.67 1184 Shear(ciZ 900 0,55 1055 0,55 645 0.45 792 Shear '@ 1200i 0.48 914 0.42 490 0.34 ,' 608.' Shear;; 150°, 0.35' 672 0':46 544 0.3 537 For'SI: 1 Iblinch = 0.175 N/mm, l inch = 25`4 mm. NOTES: Minimum Net Section- Aline through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through aline of holes. 2Makrl u Net Sectlon - A line ,through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this fine passes through a section of the plate with no holes. M_-161M 116 W20, M11120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTORPLATES (In Inches) k" IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. voimicc-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: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mll 20, M-20 HS, Mil 20 HS, AND MT20HSTM 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 MiTeka truss connector plates M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HS111, 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 Codee 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 ofthe report or a recommendation for its use. 'There is no warranty by ]CC Evatuation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report, %wi= 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-orta 1 (800) 423-6587 ( (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MI120, 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, Mil 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 MiTek®Truss 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 Intemational.Bullding Code`s (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. 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 /CC Evaluation Service, LIE, express or implied, as0,40toanyfindingorothermatterinthisreport, or as to any product covered by the report. 44= ==--:C Copyright 0 2015 Page 1 of 1 Florida Building Code Online Page 1 of 2 Submit Surcharge I Stats & Facts Publications I FBC Staff I BCIS Site Map I Links Search I ipttlkai+on Li'sta-ApplteaHon:DisEA(1 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 ICI 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 LYi Validation Checklist - Hardcopy Received 9 Certificate of Independence LLA239 R3C01 j pspdj'I Referenced Standard and Year (of Standard) Standard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Equivalence of Product Standards Certified By Sections from the Code Florida Licensed Professional Engineer or Architect 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 Suinmar* of Products i 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 L14 3L R3 dt. Dwg.gdf 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 `A iTva):udfi system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. Contact Us :: 12,40 North -Monroe Street Twit¶ilhassee t. 32399 Pbane:-LW_a7-1W The State of Florida is an AA/EEO employer:-Coovrloht 2007-2013 State -::of Florida.:: Privacy Statement :: 9cces bllltv:Statentent :: Refund Statement Under Florida law, email addresses are public records. If you do not want,your a -mall address released in response to a public records request, do not.send fection c rstail to this entity. Instead, contact the Cfpce by phone or by traditional mall; Ifyou have arty questions, please contact Si0 487A I95. •Puri4iit to xion 455.275(1), Ftoridd.Statutes; effecttve,ORdbu-i, 2012, licensees Ilceosed under -Chapter 455,-F.& must provide the Department with an etmail address if ley have one,.The a nails'grovided,may be.used for:official cornMrr nicaUbn-wlth.lho licensee. kolvever email addresses are public -record. 1f.you dp:not wish to qya personal address,, please provide;the Mpadment with an email address'which can be made available to the public. To determine If you are a licensee under Chapter 455, F:5 please click here Product Approval Accepts: FIX EEO. E https:// www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 4q BAP INTERNATIONAL, INC MECHANICAL; UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS tk; 75I.0 MIN•WEIGHT;' ' D.ESIGN NOTES:_ MECHANICAL UNIT THIS PRODUCT HAS BEEN DESIGNED IN ACCORDANCE WITH ASCE. 7-10 AND THE - Mq jf,• PER SEPARATE BUILDING CODE FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE' f CERTIFICATION; TYP,._ INDICATED IN THE ACCOMPANYING DESIGN SCHEDULES. T1iE DESIGN CRITERIA USED CAL'N6.AlY"(NEAii4VdfRGDF-T4)??IEIRiiS CONSIDERS1t5CB 7•xl1 S2C€40N;2A5.%!'+ •A o> . s0£I ROOFTOP IfiEICii+i++ (H3.34b FS ;OCTION 79=5'POR ROOFTOP NII£JSTS {H)>¢Q iR tCENTER OF GRAVITY' lk ST;I:7'I{ q 39.4.I I"INSTA1.lATiCh9S A°I' GRADE. (Gq AAg wL39 VYFfHIN ASSUMED TO ACT AT THE . y: ( Gft'19001aYS79TF,,H4E HVNZr GGXASt'QR;'Al1,LOCAfl4NS{ENi), ryryry yed a GEOMETRIC CENTER OF'.THE . - AIt DESIGN VAitL1 MAMIN 'YPiiti•ASCE 7=;0 QdAp P3SS 26 A. 4, - •iJ V•` Yt . MECHANICAL UNIT.- - - O t"- ) .+a°' SEE DESIGN- THE HEIGHTS LISTED IN THE DESIGN SCHEOULES REPRESENT THE ALLOWABLEHETGHTOF ,zl7U' I S tCENTER OF THE BUILDING. THIS PRODUCT APPROVALALLOWSFOREACH UNIT BE INSTALLED ON A MECHANICALUNITMUSTBEw : SCHEDULE FOR ";UT+7 1GRAVITY '` MAXIMUM 30' TALL A/C STAND (CERTIFICATION BY.OTHERS):ON TOP OF THE: HEIGHTS ry: w SQUAREORRECTANGULAR, = w } MAXIMUMSURFACEn NO IRREGULAR SHAPES, E 2 S • AREA AND DESIGN LISTED IN THE DESIGN SCHEDULES,,. N Ir J PRESSURE, TYP:: _ w Z X 5zW ? GENERALNOTES: °o o u' STEEL -TIE -DOWN CLIPS. ' i. THIS PRODUCT HAS BEENDESIGNED AND SHALL BE: FABRICATED IN ACCORDANCE WITH ... SEE DETAIL. 1/3 & W3 THE REQUIREMENTS OF THE FLORIDA BUILDING CODE & ASCE 7-10. THIS PRODUCT MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE. FOR CLIPINFORMAITON' y ' , TYP- 2. : NO 33.1/3%INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN -0FTHIS a SYSTEM. ... U N 3. DESIGN IS BASED ON CLIENT PROVIDED: PRODUCT AND DIE SHEETS FROM TEST' T REPORTS gLt§ „A19701 7A I«TEL RIV03876 BY TESTING EVALUATION LABORATORIES, Z INC.. NO tUBSTnUnONS;,%VPW UT S%%nitN`APPROVAL BY THIS ENGINEER SHALL BE 3+MAX3'MAX t PERMITTED; " -7 4. :MAXIMUM & MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL A :CONFORM TO SPECIFICATIONS STATED HEREIN. ALL: MECHANICAL SPECIFICATIONS MOST STRUCTURE OE$ii (CLEAR SPACE, TONNAGE;. ETC.) SHALL: BE AS PER MANUFACTURER RECOMMENDATIONS Z 0 O BY OTHERS. SEE DESK _ :AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR. O Z ' o < 7 SCHEDULES.FOR 5. FASTENERS TO BE 012:X %' OR GREATER SAE GRADE 5 UNLESS NOTED OTHERWISE. F,,,T bJ ALLOWABLE SUBSTRATES -. l4 TAPCONS REFERRED TO HEREINSHALLBE ITW BUILDEX BRAND, CARBON STEEL ONLY, w INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANCHOR: SCHEDULE FOR ANCHOR ~ 1K: j LL+ 0 TyP,@ :REQUIREMENTS. ALL FASTENERS SHALL HAVE APPROPRIATE CORROSION PROTECTION Q "' m n. (A K TO PREVENT ELECTROLYSIS. _ Z oNc f. t. MECHANICAL UNIT 4y 6. ALL STEEL CLIPS SHALL BEASTM A283 STEEL (GRADE D) WITH Fy=33 KSI OR BETTER n j c t,. ALL STEEL MEMBERS SHALL BE PROTECTED AGAINST' CORROSION WITH AN APPROVED )J,J o if TZJ V, 1. TIE-DOWN ISOMETRIC COATOF'PAINT,ENAMEL OR OTHER APPROVED PROTECTION;G90-RATED COATING g, 1 V V L V 10 L Ill lr w- -REQUIRED FOR ALL COASTAL INSTALLATIONS. Q G S -- "' n T5', PE• QI:: CTJP At{6,NUd18ER F" 7.; ALL CONCRETE SPECIFIED HEREIN IS NOT PART OF THIS CERTIFICATION, AS MINIMUM, Z_ 1" = 1'_p• - ISOMETRIC: YY11,l,.VARY ALL CONCRETE SHALL BE STRUCTURAL CONCRETE 4":MIN. -THICK AND SHALL: HAVE. ~ COtiNECT10H TYPES CIC4,ON SHE£T'Z MINIMUM COMPRESSIVE STRENGTH OF 3000PSI, UNLESS NOTED OTHERWISE, a w THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM DISSIMILAR _ MATERIALS TO PREVENT ELECTROLYSIS. m Gi ' TIE - DOWN CLIP DIRECTIVE EXAMPLE: 9. ELECTRICAL: GROUND, WHEN REQUIRED, TO BEosIc &V"'s L arcTo 10, THE AobQuACY' OF A9fl• E7(I5;LNC. S'IRT3,LTURETO WIITi$TANIS SL)OEAIMTN:sSEE LOADS THE FOLLOWING EXAMPLEILLUSTRATESTHEPROCEDUREUSEDTODETERMINETHEMAXIMUMALLOWABLEROOF -TOP. INSTALLATION HEIGHT; H, FOR ANY GIVEN SHALL:wvE.Htrm, :BY THE ONSITED£SIGN"PRAPES47i#Ii4l ANC15 H(TTiAYiUf3ED'IN MECHANICAL UNIT THAT CONFORMS TO THE DIMENSION RESTRICTIONS AND DESIGN CRITERIA LISTED HEREIN, SEE SHEETS-4.5 FOR DESIGN,SCHEDULES.) THIS CERTIF[CATON,EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL i CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED; 1 ° q MECHANICAL UNIT CRITERIA: 11. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR t A CONSIDER THE: INSTALLATION OF (1) MECHANICAL UNIT WITH THE FOLLOWING CRITERIA- A SPECIFIC SITE. FOR SITE CONDITIONS DIFFERENT FROM THE CONDRIONSOETAILED gaA VUIt-17Q MPH, EXPOSURE., HEREIN, A LICENSED ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE 48" TALL X 48" DEEP X 48' WIDE, 100 LB (WEIGHT AS VERIFIED BY. OTHERS) SPECIFIC DOCUMENTS FOR. USE IN CONJUNCTION WITH THIS DOCUMENT. S fi INSTALLED TO 3000 PSI MIN CONCRETE WITH (1)-2- CLIP AT EACH CORNER OF UNIT (TOTAL OF (4) CUPS) 12, .WATER -TIGHTNESS OF EXIS71NG HOST SUBSTRATE SHALL BE THE FULL RESPONSIBILITY OF THE INSTALLING CONTRACTOR, CONTRACTOR SHALL ENSURE THAT ANY REMOVED PROEt?I1RE; OR ALTERED WATERPROOFING MEMBRANE IS RESTORED AFTER FABRICATION AND 1 INSTALLATION O STRUCTURE PROPOSHHPROCEDURESTEP" RESULT 1'. DETERMINE THE CONNECTION ' fYPEBASED ON THE OIAGRAMS ON EET2 SH CON NECTIONTYPE 32 DETERMINE WHICH DESIGN SCHEDULE TABLE TO USE _ THIS INSTALLATION IS INTENDED FOR AVult=170 MPH, EXPOSURE'B'. THIS DESIGN CRITERIA CORRESPONDS TO TABLE 5 J PEE7 MINE LARGEST FACE AREA OF MECHANICAL UNIT TO BE INSTALLED ' - - 48"X48"-=16FT' THIS UNIT HEIGHT OF 48' IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF 48". 4'. CHECK MAXIMUM UNIT HEIGHT RESTRICTION -- NOTE. THIS PRODUCT . APPROVAL ALLOWS THE UNIT TO: BE INSTALLED ON TOP OFAN A/C STAND THAT IS A MAXIMUM 30" TALL IFAN:AIC STAND lS:UTILTZED, CHECK TO.SEE THAT THE STAND DOES NOT EXCEED 30' IN HEIGHT S ARNTNU UNIT.Wt •,• :...: '__ NP'IW F7TH' 4 WNI -15 T EMINIMUM ALlA1'lA$LE,WIDTW i' THIS UNIT MAY BE INSTALLED AT ROOF HEIGHTS LESS THAN OR EQUAL TO 15 Fr. 6 DETERMINE THE ALLOWABLE ROOF -TOP HEIGHT OF THE INSTALLATION ADDITIONALLY, THIS UNIT MAY BE INSTALLED ON ROOF -TOP HEIGHTS GREATER' 11 THAN 60FT AND LESS THAN 100 FT. SEE .(') ON TABLE 5 FOR THE NUMERICAL VALUES OF:THIS DESIGNEXAMPLE F ED EREIN THIS ENGINEER SHALL NOT BE RESPONSIBLE. FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAYOCCUR AS WATER -TIGHTNESS SHALL: BE THE FULL RESPONSIBILITY OF THE INSTALLING S CONTRACTOR.q,§;$ 13. FOR: AN EXPLANATIONOF EXPOSURE CATEGORIES THAT ACCOMPANY THE Vu1L:WIN D SPEEDS USED INTHIS: APPROVAL, SEE SECTION 26.7:3 OF ASCE7-10.: ONRWitLBSMti ROOt.F: 15- 2378 RCAt=0 ' . nR .. CONNECTION TYPE Cl C UTIU2E'(1) AT EACH CORNER FOR A TOTAL OF (4), PER UNIT R CONNECTION. TYPE C3' G3 n x'.cct - I/FiL27.E {IJ Ar eAc3t r.I(ER'tx A roraL cs ,(41: ANCHOR SCHEDULE: 1" CLIPS SUBSTRATES DESCRIPTION 1)-5/16'6 CARBON STEEL ITW BUILDEX TAPCON, CONCRETE: 2Y4' FULL EMBED TO 4" THICK MIN, CONCRETE, 3Ye" MIN. 3DOO PSI MIN.) EDGE DISTANCE, 3);' MIN.. SPACING TO ANY ADJACENT ANCHOR. 1)-#14 SAE GRADE ALUMINUM: SHEET METAL SCREW TO 0;125' MINA :.. MIN. ALUMINUM, PROVIDE (5) THICK, 6 : PITCHES MIN. PAST MIN«ALUMINUM)': THREAD PLANE STEEL: 1)-#24 SAE GRADES 0,125, MIN. SHEET METAL SCREW TO THICK,. 33 KSI STEEL, PROVIDE (5) MTN, STEEL) PITCHESMIN, PAST THREAD PLANE 2" CLIPS 0 CARBON STOW 1TW BUILDEX TAfCW CONCRETE 2Y." FULL EMBED TO iy 4' THICK MIN, COKREZE.-3i(J MIN' ': r 3000 "-1 MIN) EDGE pi5°TAJIC#i 7f lIIN:. pAG191G TT) ANY '. ADJACENT. ANCHOR, UM' ALUMINUM:. 2)-*14 SAE GRADE 5 SHEET METAL SCREWSTOALUMI MIW61-T ALUMINUM, PROVIDE (5). THICK PITCHES MIN, PASTIN.,ZUMINUM): THREAD. PLANE STEEL: 2)-#14-SAE GRADE 5 0.125' MIN, SHEET METAL SCREWS TO THICK, 33KSI STEEL, PROVIDE (5) MIN, STEEL) PITCH ES. MIN, PAST THREAD PLANE,. Z H 1. EMBEDMENT AND EDGE DISTANCE EXCLUDES FINISHES, IF APPLICABLE: J 2, ENSURE MINIMUM EDGE DISTANCE. AS NOTED IN ANCHOR SCHEDULE Q3. SEE DETAILS ON. SHEET FOR ANCHORS ATTACHING TO MECHANICAL UNIT. z ° CONNECTION TYPE C2 Z " 1" CUP - UTILIZE (2) AT EACH. CORNER FOR A TOTAL OF ,(8) PER UNIT O T` Tom. Z Ii{{uYY Id. N A UNIT WIDTH" w O 6' MAX CLIP OFFW P PAIR SPACING 6" MAX CUP OFFSET-- z a ;. a 3"TYP 77 MECHANICAL'. oIP-CUP cUNTT PER: CONNECTION'TYPE C4 s'. ALTERNATE (8) CLIP DETAIL N;ZCA, N,LS. 'PLAN VIEW j',P,mUTfEiZE.(2),ATP":CORPIERFOR ATOTALOF„B,,PeRI iNtL. 3 EO AN ALTERNATE GEOMETRIC BEDETAIL. MAY US AS PATTERN FOR AU_ CONNECTION TYPES THAT UTILIZE (2) CUPS AT EACH CORNER FOR A TOTAL OF (8) CUPS PER UNIT,., pal IYF . 0.068'THICTt AS A283 STEEL, TYP.. 3)-?12 SAE GRADES SHEET METAL SCREWSstFnNCITPi1PTn "` 1%i® O HOLE ANCHOR CUP-ANC] SCHEDUL., f 1• CLIP ISOMETRIC DE OTHER DIMENSIONS SIMILAR) TAIL 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 ASTMIA653 Fy=33KSI MIN. STEEL;.GHADE 33, 22GA MIN„,(t=0,0299'). 0.068" THICKIASTN^ A283 STEEL CLIP, TYP. BASE OF UNIT SMALL BE FLUSH WITH BASE.. 1 METAL SCREWS FOR CLIPS LONGER THAN 5". PROVIDE (5) I: - PITCHES MIN. PASTTHREAD:PLANE FOR EACH 5MS,. TYP. ANCHOR PER ANCHOR' SCHEDULE' SUBSTRATE PER SCHEE p r (VARIE I" TIE -DOWN CLIP 1' ANCHOR DETAIL 3-1'-03 CLIP IS DESIGNED FOR FULL CONTACT WITH THE BASE OF EACH MECHANICAL UNIT, TYP. kLUMINUM SHEET WITH Fty-30 KSI, 0.125' MIN. THICKNESS, STEEL HOUSING UNITS 3)-1 12 SAE. GRADE 5 SHEET SHALL BE ASTM A653 Fy=33KSI MIN. METAL SCREWS FOR CLIPS A" - STEEL, GRADE 33, 22CA MIN. (t=0.0299-). LONG.. UTILIZE. (4)•# 12 SHEET j' METAL SCREWS FOR CLIPS LONGER THAN:4".. PROVIDE (5) PITCHES MIN. PAST THREAD PLANE-S 0.072" OR 0.113 fy"'.,,, +''. - FOR EACH SMS, TYP, THICK ASTM A283 STEEL CLIP TYP BASE OF UNIT SHALL yf 1) OR (2)ANCHORS BE FLUSH WITH.BASE OF CLIP, NO SPACE318" mil I ORSCHEDUPERLESCHEDULE TABLE 1: Vult=175 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY 11 STRUCTURE IN THE HIGH VELOCITYHURRICANE.ZONE') ALL04YABlE ROOF -TOP HEIGHTjH) TIE -DOWN CONFIGURATION TYPE' MAXIMUM ; SURFACE AREA OF UNIT x UNIT Cl C2 C3 C4 UNIT'S LARGEST HEIGHT WIDTH I ...FACE .i IAX 24" MIN i 4AX.> 48' MIN MIAMI-DADE COUNTIES. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF. THIS TABLE WITHIN CERTAIN.FLORIDA.000NTIES, TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE. WITH A RISK CATEGORY II STRUCTURE-) TABLE 2 : Vult=175 MPH, 'EXPOSURE D IFOR USE WITH A RISK CATEGORY II STRUCTURE IN THE HIGH VELOOTY HURRICANE ZONE') ALLOWABLEROOF TOP ME16f TIE•aOw aNP+r>v,nnN MAk1MUM, g j; ' SURFACE`AREAOP. UNIT i UNR 3 ) 7 UNTT`.S3N,i)w HEIGHT s WIDTH Cl F C2 C3 z C4 i FACE.. .. I' 48" MAX 24" MIN 60 MAX 48:MIN t - ..... A 41JA. NIA ATGHA ' 36FT' _?A.: N!A' NIAATGR4E?£ THIS TABLlS PERMiSSIBiE TO BE USED WITHIN THUVH EHZWHICHCON`AINS BROWARO AND MIAMI-DADS COUNTIES. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY z, m q OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. 2 z. go m o TABLE 4: Vult=170 MPH, EXPOSURE D W W o FOR USEWITHARISKCATEGORYIISTRUCTURE'). zit s ALLOWABLE ROOF -TOP HEIGHT (H) T'.E- 0OWN CONFIGURATION TYPE' _- LjJo>-a_S n g MAXIMUMSURFACE AREA OF UNIT I UNIT s Cl C2 C3 C4 z < O UNIT'S LARGEST HEIGHT WIDTH - ,: E"4 u 0 FACE .. i! Q f s I 6 FT' 24" MAX 12"MIN ; N/A H S 200 FT ; AT GRADE : H S 200 FT j60FT<H580FT3mu AT GRADE m 4 FT' 32" MAX ' 15" MIN ' N/A N/A H 5 200 FT q - : 60 FT [ H S 200 FT) # 4---- -LL 4 FT' - AT GRADE H S 200 FT H 5 200 FT `: H _< 20D FT J.y', 60 FT , H DIED FT all p 6. FT'. Y N/A T H5200fT. HS1F5HS' 00FT tip Eeg60FT< H_FT G 9 FT' 48" MAX 26".MIN N/A _• AT GRADE H5200 FT) s p1 FT e H S 2EO FT' 12 FT4 N/A AT GlVtDi: ... t SSE CTrH S32A& T N/A H5200 FT I; ' 16 FT' s H 5 40 FT . c ytF k3 N/A NJA ;.. .. N/A 60 FT pil 20 FT' - NIA 'ATi'i8A{)# N/A 60FT c H 5200 FT.; i 25 FT' N/A N/A .,...» N/A AT GRADE IMV1tE RE. 6o FT < H s 20o FT,; 15-2378 60"MAX 48" MIN w- ::...a:-, +..w .. »._ . «« r....,, .s 20 30 FT' N/A N/A NIA .. AT GRADE sh 36 F" - N/A N/A -.N/A $ AT GRADE A5 AN EXAMPLE THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FORTHE APPLICABILITY OF THISTABLE WITHIN CERTAIN FLORIDA COUNTIESI d no TABLE 5 : Vult=140 MPH, EXPOSURE B FOR USE WITH A RISK CATEGORY II STRUCTURE-) MAXIMUM F SURFACEAREAOF UNITS IARGEST UNIT UNIT Cl HEIGHTWIDTHeC2 C3 C4 FACE 6FT'. 24'MAX 60FT< H i., 12"MIN 111 5120 FT H5200 FT H5200 FT H 52W FT 9 FT' 32"MAX 15"MIN AT GRADE„ H5200 FT H5200 FT 5200 FT 4FT' I . HS200Ff H:; 200 FT HS200FT H5200 F7 6 FT' H 5 40 FT 60 FT< H 5200 Fi' H S 200 FT H 5 200 FT H 5 200 FT H 5 2DO FT 9 FT' 48 MAX ; 24" MIN " AT GRADE c H 5 200 FT H 5 200 FT 60 FT<H580 FT Iµi 12 FT' ATGRADE # H5200 FT H 540 FT g60 FT< H 52. FT OO I H52FTH5 200 FT 16 FT' iN/A H 5 200 FT H 515 FT t ,...,.. .,,,.. 60FT.<H 5100 FT 20 FT' N/ A H 5 200 FT H'515 FT 60 FT H 5180 FT rc' H 5 200 FT, 25 FT H 5,40 FT AT GRADE N/A i6OFT < H 5 200 FT 60 FT < H 80 H 5 200 FT. 60' MAX 48 MIN ..,..... - pf (60 5 FT 30 FT' N/ A H 515 FT FT < H 5160 FT ATGRADE L. H 5 200 FT 36 FT' NIA 60 ATGADE FT HR5 R0 FT 3 ATGRADE i': H5200 FT j. AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE. USED WITHIN RREVARD COUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 7 : Vult=140 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE') TABLE 6 : vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE-) ALLOWABLEROOF-TOPHEIGHT H TIE - DOWN CONFIGURATION TYPE MAXIMUM e SURFACE AREA OF S UNIT r.. UNIT ClC2 C3 UNIT SIARGEST HEIGHT WIDTH FACE6FT' 24' MAX 12" MINI ATGRADE H 5 200 FT H 5 200 FT H 5 200 FA,, S 9FT' 32"MAX 15"MIN N/A H5200 FT j H515 FT 60 FT<H5200 FTd H520OFT I. 4FT' H5200 FT H5200 FT 1 H5200 FT 1 HS200 FT M 6 F7' 60 FT < HRADE 47 H 5 2DO FT H 5 200 FT H 5 200 FT 9FT' 48"MAX 24"MIN j ATGRADE H52DO FT H540 FT H5200 FT 60 FT<H 5200 FTI. 12 FT' N/A H 5 200 FT GRADE H 5 200 FT j i 60 FAT F{ 16FT' N/A H 915 FT At GRADE 60 FT<H52DO FT) H5200FT20 FT N/A H 5 30 FT AT am" H 5 200 FT 5 w .. 60 FT < H5 200 FT 25 FT'' N/A AT GRADE ATGRADE' H 5 200 FT 60" MAX 48"• MIN a 60 FT < H 5140 FT 30 FT'.. N/A ATGRADE j NJA H5200 FT 36 FT' N/A ATGRADE GRADE 3 .pLJA H 530 FT J_. FT < H 5 200 FT'. IEIGHT H ION TYPE IN. N k 1 ENGINEERING EXPRESSR 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 61G20-3.005, 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: a 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. o I TEST REPORTS Ultimate test loading structural performance has been tested in accordance standards per test report(s) #TEL 01970387A and #TEL 61970387B: by Test Inc. o STRUCTURAL. ENGINEERI{VG-cALCULATIUNS Raased`Engineer 's , Structural engineering calculations have been prepared which Pages t€i 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 Heightr 3. Minimum Unit Weight Pi'"'v 4. Maximum Allowable Unit Surface Area t 111ia# 5. Clip Configuration and Anchor Spacing 6.. Anchor Capacity for Various Substrates 7. Maximum allowable roof -top heights for various installation wind speeds No 33% increase in allowable stress has been used in the design of this product. 160 SW 12TH AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM NG BMP International - st Impact Resistance: Not applicable to this product. 4f 14/2015 2 of 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 EvaluationDocument (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 - professionalengineer: Allcomponents which are, permanently installed' shall be protected against corrosion, contamination, and other suchdamageatalltimes. This product has been designed for use within and outside of<the High Velocity Hurricane Zone (HVHZ) SW 12' TH AVENUE #106 D'EERFIELD BEACH,. PHONE 954- 354-0660 FAX: 954-354- WWW.ENGEXP. COM M/ Revision Response to Comments UEC a 3 201 t: Permit # Project Address: Contact: Daphne Clark Ph: 407-257-6940 Email: daphne@PermitsPermitsPermits.com Trades encompassed in revision: YJesBuildingPlumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention Building City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date R41cO Co AyFax: General description of revision: Ow ( u A) A) ROUTING INFORMATION Approvals Z- k-f Builders FirstSource RECORD COPY 11501 Ryland Court Orlando, FL 32824 Project Information: Builder: Taylor Morrison Model: Daphene III Builders FirstSource Job #: 734525 Lot: 19 Subdivision: Thornebrooke County: Seminole Building Code: FBC2014frPI2007 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 24710 SR54 Lutz, Florida 33559 Exposure: B License # License # : 46021 UN This truss specification package consists of this index sheet and 57 truss design drawings. DI This signed and -sealed index sheet indicates acceptance of my professional engineering 6vU NC 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 eS) TPI. o'6' Fr'AR 15' 27 62 Truss Truss Label Drawing Seal Date Truss Truss Label Drawing Seal Date Truss Truss Label Drawing Seal Date 1 C01 734525001 11/24/2015 31 J11 734525031 11/24/2015 2 CO2 734525002 11/24/2015 32 R01 734525032 11/24/2015 3 CO3 734525003 11724/2015 33 R02 734525033 11/24/2015 4 C04 734525004 11/24/2015 34 R03 734525034 11/24/2015 5 F01 734525005 11/24/2015 35 R04 734525035 11/24/2015 6 F03 734525006 11724/2015 36 R05 734525036 11/24/2015 7 F04 734525007 11/24/2015 37 R06 734525037 11/24/2015 8 F05 734525008 11/24/2015 38 R07 734525038 11/24/2015 9 F06 734525009 11/24/2015 39 R08 734525039 11/24/2015 10 F07 734525010 11/24/2015 40 R09 734525040 11/24/2015 11 F08 734525011 11/24/2015 41 R10 734525041 11/24/2015 12 F09 734525012 11/24/2015 42 Rll 734525042 11/24/2015 13 F10 734525013 11/24/2015 43 R12 734525043 11/24/2015 14 F11 734525014 11/24/2015 44 R13 734525044 1 11/24/2015 15 F12 734525015 11/24/2015 45 R14 734525045 11/24/2015 16 F13 734525016 11/24/2015 46 R15 734525046 11/24/2015 17 HR01 734525017 11/24/2015 47 R16 734525047 11/24/2015 2002 18 HR02 734525018 11/24/2015 48 R17 734525048 11/24/2015 19 HR03 734525019 11/24/2015 49 R18 734525049 11/24/2015 20 HR04 734525020 11/24/2015 50 R19 734525050 11/24/2015 21 J01 734525021 11/24/2015 51 R20 734525051 11/24/2015 22 J02 734525022 11/24/2015 52 RF01 734525052 11/24/2015 23 J03 734525023 11/24/2015 53 RF02 734525053 11/24/2015 24 J04 734525024 11/24/2015 54 V01 734525054 11/24/2015 25 J05 734525025 11/24/2015 55 V02 734525055 11/24/2015 26 J06 734525026 11/24/2015 56 V03 734525056 11/24/2015 27 J07 734525027 11/24/2015 57 VO4 734525057 11/24/2015 28 J08 734525028 11/24/2015 29 J09 734525029 11/24/2015 30 J10 734525030 11/24/2015 Page 1 of 1 Builders FirstSource, Inc. r Job Truss I russ Type Oty Ply MASTER C01 GABLE 1 1 73412'001 Job Reference (optional) nwgem rirscoource, i ampa, rjam ury, nonoa ooxo 0N8 ID:8ls7p2vjcca4jB9DL5"DPz_POS-tOXp92YM8t3e5OlNS8x4071SKPle37U1v7fKoOyG 8N 0H8 Scale = 1:20.3 1-4-0 2-8-0 4-0-0 5-4-0 6-8-8 8-0-0 9-4-0 10-8-0 12-0-0 12-7-12 1-40 1-4-0 1-4-0 1-4-0 1-4-8 i-3-8 1-4-0 1-4-0 1-40 0-7-12 LOADING (psf) SPACING 2-0-0 CST. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 12 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 66 lb FT = 20 % F, 11 % E LUMBER- BRACING TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 12-7-12. lb) - Max Grav All reactions 250 lb or less at joint(s) 22, 21, 20, 19, 18, 17, 16, 15, 14, 13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-10) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard i .p •, STATE OF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 Job Truss Truss Type y Ply MASTER CO2 GABLE 1 1 734125002 Job Reference (optional) OUIIUGI I-IIMJUUI(;C, I III M, IGUI Vlly, I-IU„ue ...wU 0-H8 I D:8ls7p2vjcca4jB9DL55wDPz_POS-pmfaajZdgGKLKiSmaZzYSY0opC_6X0_KMRBRtlyG?8L Scale = 1:19.4 1-1-0 2-8-0-4-0 6-8-8 8-0-0 9-4-0 10-8-0 12-0-0 }2-4-1Q 1-4-0 1-4-0 1-4-0 1-40 1 1-3-8 1-4-0 1-4-0 1-4-0 -4-1 LOADING (psf) SPACING 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 14 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 64 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 12-4-10 lb) - Max Uplift All uplift 100 lb or less at joint(s) 12 Max Grav All reactions 250 lb or less at joint(s) 22, 12, 21, 20, 19, 18, 17, 16, 15, 14, 13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-11) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard ytGE NSA ,,{ "S o STATE OF y 9 1QF'• t DR1bti;•'•{4't Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 11 /24/2015 Job Truss I russ Type y y MASTER CO3 GABLE 1 1 34-352 Job Reference o tional wnue s nrsiaounx, -.pa, nem i y, r uriva a000 0-H8 1 2 3 4 5 43 ID:8ls7p2vjoca4jB9DL55wDPz_POS-pmfaajZdgGKLKiSmaZ Y5Y0on6'6X0_KMR8RtlyG?8L Scale = 1:38.3 0111 Y -SEENYYYY M YEaY isYoi l 1-4-0 2-8-0 4-0-0 5-4-0 fr8-0 8-0-0 9-4-8 10-8-0 12-0-0 13-4-0 14-8-0 16-0-0 17-4-0 18-8-8 20-0-0 , 21-4-0 , 22-8-0 24-0-024-5-12 1-4-60 i-4-0 1-4-0 I 11-0 1-4-0 1-4-B 318T1-4-0 1-4-0 1-4-0 1-4-0 1 1-4-8 INN- 1-4-0 1-4-0 i-0 5-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 22 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 122 Ib FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 24-5-12. lb) - Max Uplift All uplift 100 lb or less at joint(s) 22 Max Grav All reactions 250 lb or less at joint(s) 42, 22, 41, 40, 39, 38, 37, 36, 35, 33, 32, 31, 30, 29, 28, 27, 26, 25, 24, 23 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-11) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard ss quaratiia T#*• •O tpJ W a r M STATE OF g •` F1 OAtOA •'•a4'.• Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 11 /24/2015 o russ runs ype y y MASTER C04 GABLE 1 i 734525004 Job Reference (optional) Builders FrstSource, Tampa, Plant City, Florida 33566 7.610 s Jan 29 201 b Mi i eK Inoustnes, inc. i ue Nov 24 t raa:ut 2u16 rage i ID:8ls7p2vjcca4jB9DL55wDPz_POS-HzCyn3aFRaSCysly8GUnelwzbc UGTETb5u_PlyGD.8K 0Hy Scale = 1:18.3 1 2 3 4 5 6 7 8 9 10 22 L T I IT I IT T I I T ST 21 20 111918171615141312 8---0 9-44--8-0 I 11-8-4 I1--i 10q_p 1__g11- 4--00 400 514-00 14-00 104 0 LOADING (psf) SPACING- 2-0-0 CSL DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 57 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 11-8-4. lb) - Max Grav All reactions 250 lb or less at joint(s) 20, 11, 19, 18, 17, 16, 15, 14, 13, 12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-10) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 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 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, F133559 PT W--. STATE OF 11 /24/2015 o russ Truss Type Oty ply MASTER F01 FLOOR 12 1 734525001 Job Reference (optional) 0-1-8 H 2 1 ID:8ls7p2vjcca4jB9DL55wDPz JP0S-HzCyn3aFRaSCys1 y8GUnelws9cAnGPITbSu_PIyN 0 18 Scate=1:20.7 1.5x3 11 1.5x3 = 1.5x3 11 1.54 = 3x3 = 1.5x3 11 1.54 11 3x3 = 1.5x3 = 1 2 3 4 5 6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) 0.15 7-8 991 360 TCDL 10.0 Lumber DOL 1.00 BC 0.62 Vert(TL) 0.26 7-8 566 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 7=672/0-3-8 (min. 0-1-8), 10=678/0-7-4 (min. 0-1-8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1356/0, 3-4=-1356/0, 4-5=-1356/0 BOT CHORD 9-10=0/923, 8-9=0/1356, 7-8=0/939 WEBS 2-10=-1077/0, 2-9=0/575, 5-7=-1084/0, 5-8=0/562 13 0 T PLATES GRIP MT20 244/190 Weight: 66 lb FT = 20 % F, 11 % E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (5-7) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 6) 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. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard RT '•per STATE OF Z_ IONAL VO Wo,. Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 11 /24/2015 o russ russ ype y y MASTER F03 FLOOR 6 1 25006 Job Reference (optional) owroers rusraource, T ampa, riarn airy, rionoa osxo 0-1-8 H 260 1.50 II 1.5x3 = 1.5x3 = 3x3 = 1 2 i.o iu soon cy cuiu rvuien muusme>. nic. ,uc ,vuv cv „ao.uc cu,o ID:8ls7p2vjcca4jB9DL55wDPz_POS-m9mK_PbICua3a0c9h_?OBzT2j0WV?sFcg6VXBy6. SJ 192 Scale = 120.3 1.5x3 11 1.5x3 II 3 4 3x3 = 5 1.5x3 II 6 3x3 = 3x3 = 3x3 = 12-4-10 12-4-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.13 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(TL) -0.24 9-10 >610 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 64 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=667/0-7-4 (min. 0-1-8), 7=667/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1316/0, 3-4=-1316/0, 4-5=-1316/0 BOT CHORD 9-10=0/90618-9=0/1316, 7-8=0/906 WEBS 2-10=-1057/0, 2-9=0/548, 5-7=-1057/0, 5-8=0/548 NOTES- ( 6-8) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 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 ANSIITPI 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard VICE Nsec'•,f' + 1k o STATE OF iyOf •. ctOHIQ4';•'•4 i NAL tv `",. Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 11 /24/201 5 Job I Fuss I russ Type City Ply H3500394 MASTER F04 Floor Girder 1 1 734525007 Job Reference (optional) Builders FrslSource, Tampa, Plant City, Florida 33566 i 1.6-0 1 1.5x3 II 2 3x3 = 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 24 11:38:02 2015 Page 1 I D:8ls7p2vjcca4j B9 D L55wD Pz_P0S-m9 mK_PbtCua3aOc9h_?O BzT2 ROcM?ufcq IdYxByG?8J 31.5x3 II 3x3 = 3x3 = 3-3-0 3-3-0 0 IF Scale=1:10.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) 0.00 5 "" 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.21 Vert(TL) -0.02 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 20 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-3-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=596/Mechanical, 5=596/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown BOT CHORD 4-5=0/425 WEBS 2-4=-598/0, 2-5=-598/0 NOTES- (6-8) 1) Refer to girder(s) for truss to truss connections. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 317 lb down at 1-7-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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 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. 8) 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 4-5=-10, 1-3=-270(F=-170) Concentrated Loads (lb) Vert: 2=-317(F) s ~ t,T W. 0 9 STATE OF NAL Et.. Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 Job Iss I russ I ype y y MASTER FOi Floor 1 1 734525008 Job Reference (optional) owrc es nrsrow¢x, i ampn, ram wy, nmiva o0000 _ - y I D:81s7p2vjcca4jB9DL55wDPz_POS-m9m,K_P, btCua3a„ O,c9h_?OBzT2k0Yi?vKcgldYxByG?8J 10 9 0-1-8 I --I 2-6-0 I 1 7 12 1-3-0 3x3 = Scale = 1,12.1 11.5x3 11 2 3 3x3 = 41.5x3 11 2\N1L1.5x3 1.5x3 II 1.5x3 II 7 6 5 3x3 = LOADING (psf) SPACING 2-0-0 CSL DEFL. in loc) I/dell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) 0.05 7-8 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.45 Vert(TL) 0.07 7-8 932 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 8=317/0-5-4 (min. 0-1-8), 5=317/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-289/0 BOT CHORD 7-8=0/289, 6-7=0/289, 5-6=0/289 WEBS 2-8=-335/0, 3-5=-434/0 3x3 = PLATES GRIP MT20 244/190 Weight: 35 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6-8) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard e Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 STATE OF ,• Nr#*.S/ONAL 11 /24/2015 o ussTrussType y y MASTER Fob Floor Girder 1 1 734525009 Job Reference (optional) ouwem rusraource, i ampa, ream unry, mrg aa000 .o i u s — — <u i o mi i e a iuu....—, mc. i u c o. ID:8ls7p2vjcca4jB9DL55wDPz_POS-ELKiClcVzBiwBABLFhXFjAOBsOoZkA7m2PN5Udy ?81 0-1-8 1-3-0 1-10-4 1 2-0-0 2-0-0 0 1 8 H i e = 1:21.2 3x3 11 1.5x3 = 1.5x3 = 6x8 = 3x6 11 4x6 11 3x6 11 1 2 3 4 5 6 5 4x6 II 6 3x6 11 4x6 11 1.5x3 = 7 8 3x4 = 5x6 = 1.5x3 11 5x6 = 4x4 = 3x6 = 12-11-12 17 0 T LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014lTP12007 CSI. TC 0.61 BC 0.86 WB 0.84 Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.14 11-12 >999 360 Vert(TL) -0.21 11-12 >721 240 Horz(TL) 0.03 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 90 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP SS(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=972/0-3-8 (min.0-1-8), 14=1011/0-5-4 (min.0-1-8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1954/0, 3-4=-1954/0, 4-5=-2817/0, 5-6=-2817/0, 6-7=-1777/0 BOT CHORD 13-14=0/785, 12-13=0/1954, 11-12=0/1954, 10-11=0/2272, 9-10=0/1255 WEBS 7-9=-1525/0, 7-10=0/809, 6-10=-766/0, 6-11=0/671, 5-11=-1236/0, 4-11"=0/1324, 2-14=-1183/0, 2-13=0/1761, 3-13=-1183/0 NOTES- (7-9) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 596 lb down at 6-2-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) 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/IPI 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard s*My '0 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 3,T . 4 iUniformLoads (plf) 0 9 J 4.'ytGENg.l LVert: 9-14=-10, 1-8=-100 Concentrated Loads (lb) r Vert: 5=-596(F) STATE OF E U,+" Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 Job I Fuss Truss I ype Oty Ply MASTER F07 FLOOR 3 i 734525010 Job Reference o tional nwaers rirsraourc , i amps, ram miry, rlorua aa000 0-1-8 H 1 2-6-0 2 oF 1.5x3 II 1.5x3 = 1.5x3 = 3x3 = 1 2 I D:81s7p2vjcca4jB9DL55wDPz_POS-iYu4P5d7kVgnpJmXp02UGOYLrpBgTITvH26e04yG . 8H 2-2-12 Obi 8 Scade'= 121.2 1.50 II 1.5x3 II 3 4 3x3 = 5 1.5x3 II 1.5x3 = 6 3x3 = 3x3 = 3x6 = 13 0 T LOADING (psf) SPACING 2-0-0 CSI. DEFL in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) 0.18 7-8 853 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.67 Vert(TL) 0.29 7-8 521 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 67 lb FT = 20 % F, 11 % E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 7=690/0-3-8 (min. 0-1-8), 10=697/0-5-4 (min. 0-1-8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1421/0, 3-4=-1421/0, 4-5=-1421/0 BOT CHORD 9-10=0/952, 8-9=0/1421, 7-8=0/968 WEBS 2-10=-1111/0, 2-9=0/622, 5-7=-1118/0, 5-8=0/608 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (5-7) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 6) 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. 7) 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 10NAL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 o ss russ ype y y MASTER 1:0-8 FLOOR 3 1 1734525011JobReference (optional) ounoers —5—u—, i —pa, nam wry, nonce o0000 0-1-8 H, 260 1 130 1 1.5x3 11 1.5x3 = 1.5x3 = 3x4 = 1 2 ID:8ls7p2vjcca4jB9DL55wDPz POS-iYu4P5d7kVgnpJmXpO2UGOYlkpADTkovH26e04y6 8H 2-0-4 2-6-0 3x3 = 1.5x3 11 1.5x3 11 3x3 = 3 4 5 6 TI 2-6-0 dale = 1:27.0 3x4 = 1-5x3 II 7 8 e t 13 12 11 10 9 3x4 = 3x3 = 3x3 = 3x3 = 3x3 = 16-4-12 3x4 = LOADING (psf) SPACING 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) 0.22 10-11 870 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) 0.32 10-11 598 240 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 85 lb FT = 20 % F, 11 % E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.1(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 9=888/Mechanical, 14=888/0-7-4 (min. 0-1-8) BRACING TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1656/013-4=-2297/0, 4-5=-2297/0, 5-6=-2297/0, 6-7=-1680/0 BOT CHORD 13-14=0/1277, 12-13=0/2022, 11-12=0/2297, 10-11=0/2032, 9-10=0/1280 WEBS 7-9=-1494/0, 7-10=0/635, 6-10=-560/0, 6-11=0/529, 2-14=-1491/0, 2-13=0/601, 3-13=-581/0, 3-12=0/625, 4-12=-330/0 NOTES- ( 6-8) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 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 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. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard o p T W.'•y q •. CENSF-. e L STATE OF t1'•, 4k; j rtORiflA•'ykr S/ ONAL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 oI russ Truss Type Qty Ply MASTER F09 FLOOR 2 1 734525012 Job Reference (optional) tsunoers rvstoource, Tampa, ream ury, rurua oa000 PzID:81s7p2vjcca4jB9DL55w6 _POS-AkSTdRdlVpyeRT14cN6Zjob5Sn DS1 CB63WisCYWyG . 8G 2-6,0 1 30_ 1 108 260 i 260 Scale = 1:26.7 1.5x3 11 3x4 = 3x3 = 1.5x3 11 1.5x3 II 3x3 = 3x4 = 1.5x3 11 1 2 3 4 5 6 7 8 0m 3x4 = 3x3 = 3x3 = 3x3 = 3x3 = 3x4 = LOADING (psf) SPACING 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) 0.22 10-11 888 360 TCDL 10.0 Lumber DOL 1.00 BC 0.98 VeR(TL) 0.32 10-11 602 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 14=880/0-4-0 (min. 0-1-8), 9=880/Mechanical PLATES GRIP MT20 244/190 Weight: 83 lb FT = 20 % F, 11 % E BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1637/0, 3-4=-2258/0, 4-5=-2258/0, 5-6=-2258/0, 6-7=-1659/0 BOT CHORD 13-14=0/1264, 12-13=0/1994, 11-12=0/2258, 10-11=0/2007, 9-10=0/1266 WEBS 2-14=-1476/0, 7-9=-1477/0, 7-10=0/625, 6-10=-552/0, 2-13=0/592, 3-13=-568/0, 3-12=0/605, 4-12=-327/0, 6-11=0/510 NOTES- (5-7) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 6) 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/rPI 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. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard STATE OP Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 Job cuss Truss Type Qty Ply MASTER F10 Floor Girder 1 1 734525013 Job Reference (optional) Builders Rrst6ouroe, Tampa, Plant City, Florida 33566 1-7-14-+ 1 7 14 1-3-0 7.610 s Jan 29 2015 IATek Induslnes, Inc. Tue Nov 24 11:38:05 2015 Page 1 ID:8ls7p2vjcca4jB9DL55wD Pz_POS-AkSTdRdlVpyeRTKkN6Zjob5UrDVKC3a3 W isCYWyG?8G 2-2-4 Scale = 1:26.1 3x6 11 6x8 = 3x6 11 6x8 11 6x8 = 3x6 11 3x6 11 6x8 11 3x6 11 1 2 3 4 5 19 6 7 8 20 9 PON IL w w w •mow w. w w w w 4x6 = 4x6 = 5x8 = 3x6 FP= 5x6 = 1.5x3 II 1.5x3 II 5x6 = 5x8 = m 3-6-0 6-0-12 8-6-12 9-9-12 12-3-0 , 13-6-0 16-1-8 3-6-0 2-6-12 2-6-0 1-3-0 2-5-4 1-3% 2-7-8 Plate Offsets (X,Y)-- 10:Edge,0-1-8] (18:Edge 0-1-81 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) -0.11 12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.17 12 >886 240 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 109 Ib FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) 'Except' end verticals. B2: 2x4 SP SS(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3(flat) 6-0-0 oc bracing: 17-18,16-17. REACTIONS. (lb/size) 10=2306/Mechanical, 17=2745/3-8-0 (min. 0-1-8), 18=-627/3-8-0 (min. 0-1-8) Max Uplift I 8=-836(LC 7) Max Grav 10=2307(LC 4), 17=2781(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=0/2318, 3-4=0/2318, 4-5=-1043/0, 5-19=-3107/0, 6-19=-3107/0, 6-7=-4224/0, 7-8=-3168/0 BOT CHORD 17-1 8=-1 064/0, 16-17=-1032/198, 15-16=0/2059, 14-15=0/2059, 13-14=0/4224, 12-13=0/4224, 11-12=0/4224, 10-11=0/2104 WEBS 2-18=0/1404, 2-17=-1654/0, 4-16=0/1903, 4-17=-2196/0, 5-16=-1872/0, 5-14=0/1625, 6-14=-1686/0, 8-11=0/1647, 8-10=-3171/0, 7-11— 1591/0 NOTES- (7-9) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 836 lb uplift at joint 18. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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. -2s1"pn+t+ 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design,,+ 1IT W. i+i shown. ,*•00.GEM. glf 4 LOAD CASE(S) Standard M 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 a' Uniform Loads (plf) R Vert: 10-18=-10, 1-19=-100, 19-20=-544(F=-444), 9-20=-100 STATE OF StpNAL t•`•• Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 Job Truss I russ I ype Oly Ply H3500401 MASTER F11 Floor 1 1 734525014 Job Reference (optional) butters rlrsiJource, lampa, rlanr l ny, riurua Jjaoo 1-6-8 i 1 1.5x3 II 2 3x3 = 5 ID:8ls7p2vjcca4jB9DL55wDPz_POS-ew6rgneNG64V2dvwwp4yLp ;o4 6pxZ61kM ISyyd%F 31.5x3 II 3x3 = 3x3 = 3-4-0 Scale = 1:10.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) 0.00 5 "" 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.12 Vert(TL) -0.03 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 20 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=176/0-4-0 (min. 0-1-8), 5=176/0-4-0 (min. 0-1-8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (3-5) 1) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 4) 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. 5) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard ti.1 W. k`•,. y CE NSF • 41x ti STATE OF SSIONAL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 11 /24/2015 o russ russ ype y y MASTER F12 FLOOR 5 1 734525015 Job Reference (optional) emaers "rstaource, T ampa, rianr ury, mrba sJ bb 0-1-8 H' 2I 1 3e 1.5x3 II 1.5x3 = 1.5x3 = 4x6 = 4x4 = 1 9 3 d 5 I D:8ls7p2vjcca4jB9DL55wD Pz_POS-ewOrgneNG64V2dvwwp4yLpeexdoXxaHCkMbl5yyG.. 8F 1-8-12 1.5x3 II 1.5x3 II 3x6 FP= 9 7 8 9 10 12-6-0 SCaie = 1:41.1 4x4 = 4x6 = 1.50 11 11 12 13 0 T 3x6 = 4x6 = 4x4 = 302 MT18H FP= 4x4 = 4x6 = 3x6 = 1.5x3 SP= LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014/TPI2007 CS1. TC 0.81 BC 0.97 WB 0.68 Matrix) DEFL in (loc) I/defl Ud Vert(LL) -0.49 18-19 >608 360 Vert(TL) -0.76 18-19 >389 240 Horz(TL) 0.14 14 n/a n/a PLATES MT20 MT18H Weight: 131 Ib GRIP 244/190 244/190 FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No. 1(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 4-1-14 oc purlins, except T2: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP No. 1(flat) `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 132: 2x4 SP SS(flat) 2-2-0 oc bracing: 19-21. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 14=1353/0-4-0 (min. 0-1-8), 24=1353/0-7-4 (min. 0-1-8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2815/0, 3-4=-4095/0, 4-5=-4937/0, 5-6=-5371/0, 6-7=-5371/0, 7-8=-5371/0, 8-9=-4937/0, 9-10=-4937/0, 10-11 =-4095/0,11-12=-2815/0 BOT CHORD 23-24=0/2047, 22-23=0/3552, 21-22=0/4622, 20-21=0/5230, 19-20=0/5230, 18-19=0/5371, 17-18=0/5230, 16-17=0/4622, 15-16=0/3551, 14-15=0/2048 WEBS 2-24=-2389/0, 12-14=-2390/0, 12-15=0/1218, 11-15=-1170/0, 11-16=0/862, 10-16=-837/0, 10-17=0/501, 8-17=-520/0, 8-18=-243/641, 7-18=-334/73, 2-23=0/1218, 3-23=-1170/0, 3-22=0/863, 4-22=-837/0, 4-21=0/500, 5-21=-518/0, 5-19=-242/641, 6-19=-335/72 NOTES- (8-10) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x3 MT20 unless otherwise indicated. 4) The Fabrication Tolerance at joint 20 = 11 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 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. 0015tu"o'b"" 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component desi'r 0 1kI W, 9 ' shown. k tj0 ,yG E NF LOAD CASE(S) Standard le q •, STATE OF OR lo Y10NAL LNG,••!`• Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 o ss cuss ype y y MASTER 1"1-3 FLOOR 6 1 734525016 Job Reference (optional) 2 1 0-1-8 H ID:81s7p2vjcca4jB9DL55wDPz_POS-67aD27f000CMgnU6UXbBuOAoc1 D—g7pLzOLJd6y6.8E 2-3-12 1-3-0 Scale = 1:19.2 1.5x3 II 1.5x3 = 1.5x3 = 3x3 = 1.5x3 11 1.5x3 II 3x3 = 1.5x3 11 1 2 3 4 5 6 3x3 = 3x3 = 11-8-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) -0.19 9-10 >737 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.34 9-10 >407 240 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 60 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=629/0-7-4 (min. 0-1-8), 7=629/0-4-0 (min. 0-1-8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1139/0, 3-4=-1139/0, 4-5=-1139/0 BOT CHORD 9-10=0/839, 8-9=0/1139, 7-8=0/846 WEBS 2-10=-979/0, 2-9=0/446, 5-7=-988/0, 5-8=0/564, 4-8=-339/0 NOTES- (5-7) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. 6) 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. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 07APT W. yyy,. tC£NSF + STATE OF F 4 iSIONAL E Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F1 33559 11 /24/2015 o russ Truss Type y y MASTER Rol DIAGONAL HIP GIRDER 3 1 734525017 Job Reference (optional) Builders FrstSource, Tampa, Plant City, Florida 33566 1.610 s Jan 29 201 b AM I eK Industries, Inc. 1 ue Nov 24 11:36:0/ 201 b Ya e 1 I D:8ls7p2vjcca4jB9DL55wD Pz_POS-67aD27f000CMg nU6UXbBuOAs81 Arg9JLzOLJdOyG . 8E 1-5-0 6-2-11 9-9-5 1-5-0 6-2-11 3-6-10 2x4 11 Scale = 1:21.7 3x6 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.17 5-8 696 240 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(TI•) 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 FBC2014ITP12007 Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=414/0-8-2 (min. 0-1-8), 5=600/Mechanical Max Horz 2=217(LC 4) Max Uplift2=-109(LC 4), 5=-253(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1080/0, 2-3=-540/145 BOT CHORD 2-5=-293/1204 WEBS 3-5=-530/351 PLATES GRIP MT20 244/190 Weight: 43 lb FT = 20 Structural wood sheathing directly applied or 5-3-13 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- (8-10) 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; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 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 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component desi q+`P shown. 0 • yG£N 4 t LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads Z a4Vert: 1-2=-=-60 Z' Gt iJi STATE OFo ' Q Continued on page 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 11 /24/2015 oI russ Truss Type y . y MASTER HR01 DIAGONAL HIP GIRDER 3 1 734525017 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 24 11:38:07 2015 Pa e 2 ID:8ls7p2vjcca4jB9DL55wD Pz_POS-67aD27f000CMgnU6UXbBu0As81 Arg9JLzOLJdOyG . 8E LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert: 2=40(F=30, B=30)-to-9=35(F=27, 13=27), 9=-5(F=27, B=27)-to-4=-147(F=-43, B=-43), 6=0(F=10, B=10)-to-5=-49(F=-14, B=-14) RT W --.. o STATE OF • Ft' OHIO. •lye: Robert W. Wail, PE 46021 24710 State Road 54 Lutz, Fl 33559 1 1 /24/2015 Job I russ russ Type y y MASTER HR02 DIAGONAL HIP GIRDER 2 1 134125018 Job Reference (optional) Builders hirstSource, Iampa, Plant Gdy, Fbrica 33566 1-5-0 r.oiV sdan [a [u i rvoierc mwsmes, nic. ue w—...00.v. cv is rn e ID:8ls7p2vjcca4jB9DL55wDPz_POS-aJ8bFTgenkKDlx312E6OQEj1nRWsPcyVCg4s9r .8D 2x4 11 3z6 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.15 5-8 771 240 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(TL) 0.48 5-8 243 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.16 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=421/0-10-15 (min. 0-1-8), 5=592/Mechanical Max Horz 2=143(LC 4) Max Uplift2=-143(LC 4), 5=-212(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1075/28, 2-3=-653/226 BOT CHORD 2-5=-312/1122 WEBS 3-5=-662/387 Scale = 1:20.0 PLATES GRIP MT20 244/190 Weight: 39 lb FT = 20 Structural wood sheathing directly applied or 5-3-13 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- (8-10) 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; 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 143 lb uplift at joint 2 and 212 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 10) NOTE provisions appendices The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component desi Q,4 tR shown. EN LOAD CASE(S) Standard ` 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 '- Uniform Loads (plf) Vert: 1-2=-60 STATE OFyo•, e . q Continued on page 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 11 /24/2015 Job Truss I russ Type Oly Ply MASTER HR02 DIAGONAL HIP GIRDER 2 1 734525018 Job Reference (optional) Builders FirstSource, I ampa, Plant Gty, Florida 33b66 610 s Jan 29 201 b MI I eK Industries, Inc. I ue Nov 24 11:38:08 201 b Pa e 2 I D:8ls7p2vjcca4jB9DL55wDPz_POS-aJ8bF7 genkKDlx3l2E60QEj1 nRWsPcyVCg4s9ryG . 8D LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert: 2=40(F=30, B=30)-to-9=35(F=27, B=27), 9=-5(F=27, B=27)-to-4=-147(F=-43, B=-43), 6=0(F=10, B=10)-to-5=-49(F=-14, B=-14) T w_7•"" 4 STATE OF Ilk..R lI' S ONAIa•` Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 Job Truss runsType y y MASTER FIR03 ROOF SPECIAL GIRDER 2 1 734525019 Job Reference (optional) builders FirstSource, I arnpa, Pliant crty, Florida 33bbb r-oiu s uan ey zu I u m i eK imusmes, mc. i ue nuv cv , , aao.uocu, u re I ID:8ls7p2vjcca4jB9DL55wDPz_ POS-aJ8bFTgenkKDlx312E6QQEj7hRi4PeSVCg4s9ryG . 8D 1-5- 0 0-9-13 1-3- 0 0-9-13 Scale = 1: 6.6 2x4 = LOADING ( psf) TCLL 20. 0 TCDL 10. 0 BCLL 0. 0 ' BCDL 10. 0 SPACING- 2- 0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014ITP12007 CSI. TC 0. 22 BC 0. 00 WB 0. 00 Matrix) DEFL in VeR(LL) - 0.00 Vert(TL) - 0.00 Horz(TL) - 0.00 loc) I/ dell L/d 2 >999 240 2 >999 180 3 n/ a n/a PLATES GRIP MT20 244/ 190 Weight: 5 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-9-13 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=319/0-8-0 (min. 0-1-8), 4=5/Mechanical, 3=-181/Mechanical Max Harz 2=39(LC 4) Max Uplift2=- 253(LC 4), 3=-181(LC 1) Max Grav2= 319(LC 1), 4=9(LC 3), 3=150(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9- 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) 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. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 253 lb uplift at joint 2 and 181 lb uplift at joint 3. 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 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component designarnu„+y shown. os , RT W. y LOAD CASE( S) Standard Q . G E N F ,•C` t n••`. STATE OF OR to r 1 ltiAt E+. Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 11 /24/2015 o uss uss ype y y MASTER HRO4 DIAGONAL HIP GIRDER 2 i 734525020 Job Reference (optional) Builders FirstSouroe, Tampa, Plant City, Florida 33566 7.610 s Jan 29 2015 MiTek Industries, Inc. 1 ue Nov 24 11:38:08 2015 'Ae 1ID:Bls7p2vjcca4jB9DL55wDPz_POS-aJ8bFTgenkKDlx312E6QQEj7eRgDPeSVCg4s9ryG . 8D 3x4 = Scale = 1:5.8 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.22 BC 0.19 WB 0.00 Matrix) DEFL. in Vert(LL) -0.00 Vert(TL) 0.00 Horz(TL) 0.00 loc) I/dell Ud 2 n/r 120 2 n/r 90 n/a n/a PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-9-13 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=314/0-9-13 (min. 0-1-8), 4=-170/0-9-13 (min. 0-1-8) Max Horz 2=46(LC 4) Max Uplift2=-263(LC 4), 4=-170(LC 1) Max Grav 2=314(LC 1), 4=156(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-12) 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) 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. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 263 lb uplift at joint 2 and 170 lb uplift at joint 4. 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. 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.p+sip 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component desi ORT y 9+1_. shown. LOAD CASE(S) Standard o STATE OF g q iyac•••'ct OfilOa •••a I FS (j! S/ONAL EN,+0C Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 oruss Truss Type y y MASTER JJ101 JACK -OPEN 6 1 1734525021JobReference (optional) rirsiSource, Tampa, Plan[ Ciry, mnaa 33bbb 1.610 s Jan 29 2015 M I ek Industries, Inc. Tue Nov 24 1 1:38:09 2015 Pa 1 ID:8ls7p2vjcca4jB9DL55wDPz_POS-2VhzSogGY1 S4v5eVcydfzRGKhg2E85ieRKgPhHyG?8C 0-10-15 1-0-0 0-10-15 2x4 = Scale = 1:6.7 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 0.07 Vert(LL) 0.00 2 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 2 999 180 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: 5 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 2=136/0-6-0 (min. 0-1-8), 4=8/Mechanical, 3=-13/Mechanical Max Horz2=39(LC 12) Max Uplif12=-59(LC 12), 3=-13(LC 1) Max Grav2=136(LC 1), 4=17(LC 3), 3=12(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (7-9) 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint 2 and 13 Ib 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 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 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, F133559 4.•OEF 9`y STATE OF 9' S tIO Al E a•,• 11 /24/2015 o russ russ ype y y MASTER J02 JACK -OPEN 6 1 734525022 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.610 s Jan 29 2015 Mi I ek Industries, Inc. I ue Nov 24 11:38:10 201 S Page 1 ID:8ls7p2vjcca4jB9DL55wDPz_POS-XiFMg8huJLaxXEDh9f9uVfoV4EN PtYyof_ZzEjyG?8B 1-0-0 2-10-15 1-0-0 2-10-15 Scale = 1:11.7 2x4 = LOADING (psi) SPACING 2-0-0 CSI. DEFL in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/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=60/Mechanical, 2=197/0-6-0 (min. 0-1-8), 4=26/Mechanical Max Horz 2=82(LC 12) Max Uplift3=-54(LC 12), 2=-60(LC 12) Max Grav3=60(LC 1), 2=197(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7-9) 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.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 54 lb uplift at joint 3 and 60 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1`'`"Rj !'+• r STATE OF gam ZOR1dF;•' Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 Job T russ I cuss Type CHY Ply MASTER J03 JACK -OPEN 6 1 734525023 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 TCDL 10.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No-2 REACTIONS. (lb/size) 3=128/Mechanical, 2=269/0-6-0 (min. 0-1-8), 4=46/Mechanical Max Horz 2=126(LC 12) Max Uplift3=-106(LC 12), 2=-68(LC 12) Max Grav3=128(LC 1), 2=269(LC 1), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 24 11:38:10 2015 Page 1 I D:8ls7p2vjcca4jB9DL55wDPz_POS-XiFMg8huJLaxXEDh9f9uVfoRDEKXtYyof_ZzEjyG?8B 4-10-15 4-10-15 Scale = 1:16.5 u-, vN DEFL in floc) I/defl L/d PLATES GRIP Vert(LL) -0.03 2-4 >999 240 MT20 244/190 Vert(TL) -0.07 2-4 >823 180 Horz(TL) -0.00 3 n/a n/a Weight: 17 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 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- (7-9) 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 3 and 68 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 seal on this drawing indicates acceptance of professional engineering responsibility.solely for the truss component design shown. LOAD CASE(S) Standard .A W yri• r Y STATE OFi4•• 'Q' kris rry++Utrlu$1,0 46 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F] 33559 11 /24/2015 o riss uss ype y y MASTER JI)4 JACK -OPEN 25 1 13451.24 Job Reference (optional) Builders FrstSource, Tampa, Plant City, Florida 33566 1-0-0 3x4 = r.610 s Jan 29 201 b Mi I eK Industries, Inc. I ue NOV 24 11:SR$A t zu1 b rage 1 I D:81s7p2vjcca4jB9DL55wD Pz_POS-?upktUi W4fio9OotjNg72sLXiecic?CxueJW mAyG . 8A Scale = 1:21.4 7-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.10 2-4 >814 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.26 2-4 >303 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 24 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=179/Mechanical, 2=350/0-6-0 (min. 0-1-8), 4=82/Mechanical Max Horz 2=172(LC 12) Max Uplift3=-132(LC 12), 2=-80(LC 12) Max Grav3=179(LC 1), 2=350(LC 1), 4=126(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7-9) 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 132 lb uplift at joint 3 and 80 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 ANSl/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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard w i KS ••, STATE OF SStpNAL E,•`,• Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 11 /24/2015 Job ss ype y y MASTER JOS ss"_' PEN 4 1 734625025 Job Reference (optional) Builders FrstSouroe, Tampa, Plant City, Florida 33566 1610 I esJan292015MI K industries, Inc. 1 ue Nov 24 11:38:12 2015 Page 1 I D:8ls7p2vjoca4jB9DL55wDPz_POS-T4N65gj8rygf mYN4H4BMb4urz24VKSS571241cyG?89 1-0-0 1-10-15 1-0-0 1-10-15 Scale = 1:7.5 2x4 = i 1-10-15 1-10-15 LOADING (psf) SPACING- 2-0-0 CS1. DEFL in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 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: 8 lb FT = 20 LUMBER- BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 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=156/0-8-0 (min. 0-1-8), 4=18/Mechanical, 3=36/Mechanical Max Horz 2=47(LC 8) Max Uplift2=-87(LC 8), 3=-28(LC 12) Max Grav2=156(LC 1), 4=37(LC 3), 3=36(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7-9) 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 8 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 87 lb uplift at joint 2 and 28 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 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 00S. " Nit'# O R` W- lye'•• q • c STATE OF + N,Y/ONAL E t. ,• Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 11 /24/2015 oI russ I russ I ype Oty Ply MASTER J06 JACK -OPEN 4 1 734525026 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.610 s Jan 29 2015 MiTek Industries, Inc. I ue Nov 24 11:38:12 2015 Page 1 I D:8ls7p2vjcca4jB9DL55wD Pz_POS-T4N65gj8rygfmYN4H4BMb4urN23yKSS571241cyG?89 1-0-0 2-10-15 1-0-0 2-10-15 Scale = 1 9.1 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in loc) 'I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 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=61(LC 8) Max Uplift3=-42(LC 12), 2=-108(LC 8) 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- (7-9) 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 20.0psf 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 42 lb uplift at joint 3 and 108 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard ,+ sF W.'•y a` • G E NSA , 4c''S STATE OF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 Job Iss Truss Type y y MASTER J07 JACK -OPEN 4C2t i 734525027 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.610 s Jan 29 201 b m 1 ek Industries, Inc. I ue Nov 24 11:38:13 2U16 vage 1 I D:Bls7p2vjcca4jB9DL55wDPz_POS-xGxUlAkmcGyVOiyGrnib7H0zOSN03vi ELyodg2yG?88 1-0-0 4-10-15 1-0-0 4-10-15 Scale=1:12.3 2x4 = 4-10-15 LOADING (psf) SPACING 2-0-0 CSI. DEFL in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 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=91(LC 8) Max Uplift3=-88(LC 12), 2=-118(LC 8) Max Grav3=124(LC 1), 2=272(LC 1), 4=90(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7-9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; 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 88 lb uplift at joint 3 and 118 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard tZ •,GENr,.•ri, t a r STATE OF 9 0810 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 11 /24/2015 o russ russ ype ty y MASTER J08 JACK -OPEN 4 1 734525028 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 3x4 = 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 24 11:38,13 2015 Page 1 I D:8ls7p2vjcra4jB9DL55wDPz_POS-xGxU IAkmcGyVOiyGrnib7HOtYSJZ3vi E Lyodg2yG?88 7-0-0 Scale = 1:15.6 N rN TN 7-0-0 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 0.66 Vert(LL) -0.08 2-4 >976 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.25 2-4 >321 180 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: 23 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=177/Mechanical, 2=352/0-8-0 (min. 0-1-8), 4=79/Mechanical Max Horz 2=121(LC 8) Max Upiift3=-112(LC 12), 2=-135(LC 8) Max Grav3=177(LC 1), 2=352(LC 1), 4=123(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7-9) 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 112 lb uplift at joint 3 and 135 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOADCASE(S) Standard t• 1 T.w- yYyr 4'•\GEN *'< i"p• STATEOF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 11 /24/2015 Job Truss I cuss Type Uy Fly MASTER J09 JACK -OPEN 2 1 6N25%e9rence optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.6i 0 s Jan 29 20i o rou i ex industries, inc. i ue Nov za i i:oc: i s cu i o rage i ID:8ls7p2vjcca4jB9DL55wDPz_POS-xGxUlAkmcGyVOiyGrnib7HQ?VSQH3u1 ELyodg2yG.88 1-0-0 0-8-0 1-0-0 0-8-0 m 6 3x4 = 2x4 11 Scale = 1:6.8 Plate Offsets (X Y)-- 2:0-0-0 0-1-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.01 1 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.00 Vert(TL) -0.00 1 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 4 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-8-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=368/0-8-0 (min.0-1-8), 4=-281/0-8-0 (min. 0-1-8) Max Horz 2=23(LC 16) Max Uplift2=-208(LC 8), 4=-281(LC 1) Max Grav2=368(LC 1), 4=167(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-274/304 WEBS 3-4=-330/293 NOTES- (8-10) 1) Wind: ASCE 7-10; Vult=139mph (3-sbcond gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ff; 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) 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. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 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 208 lb uplift at joint 2 and 281 lb uplift at joint 4. 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 saM+NrypublishedlumberdesignvaluesallinaccordancewithtrussdesignsoftwarerequirementsandtheapplicableeditionofANSIlTPI1. 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. Q•.`GE N 9 y 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component d4grR; ",'• < 1 shown. . LOAD CASE(S) Standard p t• STATE OF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 Job ss Truss Type y y MASTER J10 JACK -OPEN 10 1 734525030 Job Reference (optional) tswbers r-irs'ource, T ampa, ream any, mrica jaxc r.o w 5 1., 1111u10 — i rn "I" "I, i re "" w ' ,.moo. , v :, a ID:8ls7p2vjcca4jB9DL55wDPz_POS-P WWkPNa4MOsWSOVDggVzSyrlWoHmNacaA tU 6.87 2-0-0 0-8-0 2-0-0 0-8-0 Scale = 1:8.5 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.02 1 n/r 120 TCDL 10.0 Lumber DOL 1.25 BC 0.00 Vert(TL) -0.02 1 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 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.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1015/0-8-0 (min. 0-1-8), 4=-867/0-8-0 (min. 0-1-8) Max Horz 2=48(LC 12) Max Uplift2=-544(LC 12), 4=-867(LC 1) Max Grav2=1015(LC 1), 4=472(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-862/1037 WEBS 3-4=-1125/932 PLATES GRIP MT20 244/190 Weight: 6 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-8-0 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- (8-10) 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) 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/fPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 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 544 lb uplift at joint 2 and 867 lb uplift at joint 4. 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.i++r Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its .." t?J w. j +•+ provisions and appendices shall apply. +•+O • Y4 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component de@igr; 'v10E.N'•t t shown. + LOAD CASE(S) Standard * ±c7f1i iY Gd tJt STATE OF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F] 33559 11 /24/2015 Job I russ I russ I ype Oly Fly MASTER J11 JACK 7 1 734525031 Job Reference (optional) emiaers rirsrsouroe, i ampa, viam ary, riorioa aawo I... u cn c— "". --d., I D:8ls7p2vjcca4jB9DL55wDPz_POS-tf3Fjsl18[DDdO5fyCk3CiV M6F5TXpBXpGHkvxyG?86 1-0-0 0-8-10 1-Fo 0-8-10 - - -' 2x4 = Scale =1:6.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 2 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(TL) 0.00 2 >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: 4 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-8-10 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=137/0-4-0 (min. 0-1-8), 3=-20/Mechanical Max Horz 2=35(LC 12) Max Uplift2=-63(LC 12), 3=-20(LC 1) Max Grav2=137(LC 1), 3=21(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7-9) 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 lb uplift at joint 2 and 20 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 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard +•"' P1 W +y a+` 4, 4i VACEN$F q<<, X o STATEOF • sgo, `•::c auto? ••',``: ONA+i,` O,• Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 11 /24/2015 o uss Truss ype y y MASTER R01 HALF HIP GIRDER 2 i 6452.32 b Reference (optional) bunUers "r51J0uf0e, i ampa, runt ury, rloraa JJobb r.bl u s uan ztf zui 5 Mi i eK inausmes, inc. i ue NOV za t raa:t n zut b rag tID:8ls7p2vjoca4jB9DL55wDPz_POS-tt3Fjs118tDDdO5tyCk3CiVCyF7zXkpXpGHkvxyG . 86 1-0-0 7-0-0 9-10-8 Scale = 1:19.7 4x6 = 2x4 11 4 3x4 = 3x6 = 7-0-0 2-10-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.06 2-6 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.56 Vert(TL) 0.16 2-6 712 180 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 43 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=956/Mechanical, 2=658/0-8-0 (min. 0-1-8) Max Horz 2=123(LC 4) Max Uplitt5=-312(LC 4), 2=-233(LC 4) Max Grav 5= 1031 (LC 18), 2=658(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1152/271 BOT CHORD 2-6=-296/1022, 5-6=-290/970 WEBS 3-6=-92/855, 3-5=-1257/377 Structural wood sheathing directly applied or 4-1-5 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- (11-13) 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 312 lb uplift at joint 5 and 233 lb uplift at joint 2. 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) 685 lb down and 161 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). pr pn+rig 11) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. + >0AI W. 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 ; ` Gf N '•{ti Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber an(i+ts provisions and appendices shall apply. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component cjo shown. o R,• STATE OF LOAD CASE(S) Standard '•q©r •• ; OA1Dp;•'•a4` C FS• HI Continued on page 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 Job Truss russ Type y y MASTER R01 HALF HIP GIRDER 2 1 734525032 Job Reference (optional) Builders Firstsource, Tampa, want uty, Flontla 33t>bb 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=-133(F=-73), 2-6=-20, 5-6=-44(F=-24) Concentrated Loads (lb) Vert: 6=-513(F) i.oiv sdanc co i D mi i eK mousuies, 11- 1 ue rvov— 1 i ao: iD cio ID:8ls7p2vjcca4jB9DL55wDPz_POS-tf3Fjsl18tDDdO5tyCk3CiVCyFzzXkpXp&41 vxy6.86 STATE OF SgOr Fl.OR10A S/ ANAL etp::o Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 11 /24/2015 o russTruss Type y y MASTER R02 HALF HIP 2 1 L734525033bReference (optional) Builders RrstSOurce, Tampa, Plant City, Florida 33566 r.bl U s Jan 29 2ul b m I eK Industries, Inc. i ue NOV 24 1 1:36:1 b 21.115 rage 1 I D:81s7p2vjcca4jB9DL55wD Pz_POS-LrodwCmfvBL4F9grWwFIIw2PIfFuGEsg2wOH RNyG?85 1- 0-0 6-3-3 9-0-0 1- 0-0 6-3-3 2-8-13 Scale= 1:20.5 3x4 = 2l4 11 3x6 = 3x8 = 9- 0-0 0-8 9- 0-0 0-19-192Plate Offsets (X Y)-- 14:0-2-0 0-2-131 LOADING ( psf) SPACING 2-0-0 CSI. DEFL. in loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.23 2-6 >490 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.60 2-6 >188 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix) Weight: 42 lb FT = 20 LUMBER- BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 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) 6=370/Mechanical, 2=462/0-8-0 (min. 0-1-8) Max Horz 2=152(LC 8) Max Uplift6=-128(LC 8), 2=-162(LC 8) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-491/143 BOT CHORD 2-6=-213/468 WEBS 3-6=-501/254 NOTES- ( 8-10) 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) 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 128 lb uplift at joint 6 and 162 lb uplift at joint 2. 7) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) 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 r¢ ART - yip provisions and appendices shall apply. 'Jq OV • ...... q CE 10 NOTE: The seal on this drawingIndicates acceptance of professional engineering responsibility sole) for the truss component d 9'•.` 1ti N S ,•! + P P 9 9 P Y Y P 9 shown. STATE OF Z Or <OHIO;• S/ ANAL E?.•O. LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 Job Truss I russ Type Oty Ply MASTER R03 MONOPITCH 10 1 734525034 Job Reference (optional) Builders FirstSource, lampa, Plant tarty, Flonda 335bb r.o w s uan — cu i o m i e¢ uiuusuies, nrc. 1 uu .o yc , ID:8ls7p2vjcca4jB9DL55wD Pz_POS-LrcdwCmfvBL4F9grWwFllw2PKFtGEgg2wOHRNyG?85 1-0-0 6-3-3 9-10-8 1-0-0 -3-3 3-7-5 2x4 II Scale = 1:20.7 3x6 = 3x6 = 9-10-8 9-10-8 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) -0.23 2-5 >489 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.60 2-5 >187 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 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 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=370/Mechanical, 2=462/0-8-0 (min. 0-1-8) Max Horz 2=162(LC 8) Max Uplifts= 134(LC 12), 2=-159(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-488/135 BOT CHORD 2-5=-216/470 WEBS 3-5=-506/258 NOTES- (7-9) 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.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 134 lb uplift at joint 5 and 159 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 rovisions and a endices shall a IPPPPP y- 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design'/+' SJ 4V_ qL i shown. Q.GfM.t't LOAD CASE(S) Standard STATE OF 1OR10" 8/ 0 NE Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F1 33559 1 1 /24/2015 Job I russ Truss Type Oty Ply MASTER R04 ROOF SPECIAL 4 1 134525035 Job Reference (optional) builders Firstbource, t ampa, want tarty, Florida 335ti6 r.tit u s uan no zut 5 mi i eK inaustnes, inc. me NOV z4 i 1:ao: i r zu, o rage i I D:8ls7p2vjcca4jB9DL55wDPz_POS-q2A?8YnHgVTxtJF14dnX17bdv3Y_?WTgGamgzpyG?84 1-0-0 7-0-0 11-0-0 15-0-0 22-0-0_ 0 7-0-0 4-0-0 4-0-0 7-0-0 Scale = 1:38.1 4x6 = 3x6 = 3x8 = 3x8 = 3x6 = 11-0-0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.44 BC 0.98 WB 0.85 Matrix-M) DEFL in (loc) I/dell L/d Vert(LL) -0.27 10-11 >980 240 Vert(TL) -0.80 10-11 >329 180 Horz(TL) 0.63 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 113 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 133: 2x4 SP No.3, B2: 2x4 SP No.1 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. Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 8=979/0-8-0 (min. 0-1-8), 2=1041/0-8-0 (min. 0-1-8) Max Horz2=124(LC 12) Max Uplift8=-95(LC 13), 2=-125(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1743/133, 3-4=-4717/232, 4-20=-2231/0, 5-20=-2125/12, 5-21=-2125/31, 6-21=-2231/0, 6-7=-4723/0, 7-8=-1748/138 BOT CHORD 2-13=-161/1488, 12-13=-165/1775, 3-12=-186/4107, 11-12=-182/4158, 10-11=0/4163, 7-10=0/4111, 9-10=-51/1783, 8-9=-84/1495 WEBS 3-13=-2237/256, 5-11=-33/1476, 7-9=-2246/107, 4-11=-2326/313, 4-12=-101/1553, 6-11=-2332/187, 6-10=-1/1559 NOTES- (8-10) 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. 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) 200.01b AC unit load placed on the top chord, 11-0-0 from left end, supported at two points, 2-0-0 apart. 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 95 lb uplift at joint 8 and 125 lb uplift at joint 2. t atua i 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. rt t?J IV 'r Y I 8) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. * 6$ 9 't9) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency .l! Q . iG MF published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI I Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber andis provisions and appendices shall apply. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component 4sbri'- (, ,ftj shown. + STATEOF - LOAD CASE(S) Standard OHIO, • 4,'; ONAL t'• t Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 11 /24/2015 Job I russ I russ I ype y Ply MASTER R05 COMMON 6 1 734511136 Job Reference (optional) buddem FirSI50urCe, Iampa, flan[ Gity, FIOroca JJDtiti I n ' ^., I D:8ls7p2vjcca4jB9DL55wDPz_POS-I EkN LtnvRoboUTgDdLlmgL7kMTw1 k5AzV EVOWGyG . 83 1-0-0 7-8-9 11-0-0 14-3-7 22-0-0 23-0-0 1-0-0 7-8-9 3-3-7 3-3-7 7-8-9 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.22 2-8 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(TL) 0.62 2-8 415 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.I WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=933/0-8-0 (min. 0-1-8), 6=933/0-8-0 (min. 0-1-8) Max Horz2=115(LC 16) Max Uplift2=-228(LC 12), 6=-228(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1337/279, 3-4=-1078/236, 4-5=-1078/236, 5-6=-1337/279 BOT CHORD 2-8=-245/1083, 6-8=-148/1084 WEBS 4-8=-179/868, 5-8=-387/271, 3-8=-388/271 Scale=1:38.0 PLATES GRIP MT20 244/190 Weight: 97 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc pudins. 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- (7-9) 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) 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 228 lb uplift at joint 2 and 228 lb uplift at joint 6. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 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 ostsuuayrrr provisions and appendices shall apply. ,++s APT j rrr 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component desi p yq •t shown. r, Q ••tG N .•t'` i LOAD CASE(S) Standard STATE OF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 11 /24/2015 o Truss Type y y H3500426T_' U' issMASTER GABLE 1 1 734525037 Job Reference (optional) bumers rirsraource, i ampa, Tian[ ury, rioraa IJbbb i.b I u s uan 4y m I c MI IeK inausmes, Inc. I ue nov cv I I csa: I' cu I o rageID:8ls7p2vjcca4jB9DL55wDPz_POS-mQIIZDoXC6jf6dPQB2p?NYgu8sFhTWj7kuFx2iyc 82 1-0-0 7-8-9 11-0-0 14-3-7 22-0-0 23-0-0 1-00 7-8-9 3-3-7 3-3-7 7-8-9 3x4 = 4x6 = 5x6 = t-n-n Scale = 1:38.0 sx4 = Plate Offsets (X,Y)-- 2:0-0-0 0-0-8], [9:0-0-0 0-0-01, [10:0-0-0,0-0-01, f 11 :0-0-0,0-0-01, [12:Edge,0-0-81, [17:0-4-0,0-3-01, [24:0-0-0,0-0-01, 26:0-0-0,0-0-01, [26:0-0-0,0-0-01 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.11 19-20 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.34 19-20 >763 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.41 Horz(TL) 0.08 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 130 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1483/0-8-0 (min. 0-1-12), 12=1483/0-8-0 (min. 0-1-12) Max Horz 2=115(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-10 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. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2180/0, 3-4=-2004/0, 4-5=-1974/0, 5-6=-1761/0, 6-7=-1565/0, 7-8=-1565/0, 8-9=-1761/0, 9-10=-1974/0, 10-11=-2004/0, 11-12=-2179/0 BOT CHORD 2-20=0/1753, 19-20=0/1753, 18-19=0/1753, 17-18=0/1753, 16-17=0/1753, 15-16=0/1753, 14-15=0/1753, 12-14=0/1753 WEBS 8-17=-731/0, 7-17=0/1089, 6-17=-731/0, 5-18=0/308, 9-16=0/308 NOTES- (10-12) 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; cantilever left and right exposed ; 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 studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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 0"tu•••k+iPo9P99999Y ••• published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1. e' iRT w. %Y •+ Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and itoo Q•.C M 9 ••t provisions and appendices shall apply. . ; • 1 cc'• 12) 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 ty STATE OF Uniform Loads (plf) •9g ctORVOP•,•` Vert: 1-27=-60, 7-27=-110(F=-50), 7-28=-110(F=-50), 13-28=-60, 2-12=-20 O,••`1s,8/.... E,. Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 Job I russ Truss Type y y MASTER R07 Monopitch 1 1 645z'''b Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 24 11:38:19 2015 Page 1 I D:8ls7p2vjcca4jB9DL55wDPz_POS-mQIIZDoXC6jf6d POB2p?NYgx?sPmTcB7kuFx2iyG?82 3x4 11 Scale = 1:17.6 t -0-8 11112 7-10-8 1-0-8 0-21-8 6-8-8 LOADING lost) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.05 3-4 >999 240 MT20 244/190 TCDL 10.0' Lumber DOL 1.25 BC 0.32 Vert(TL) -0.13 3-4 >625 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix-M) 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, 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) 3=230/Mechanical, 4=388/0-3-0 (min. 0-1-8) Max Horz4=114(LC 12) Max Uplih3=-85(LC 12), 4=-124(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-400/171 BOT CHORD 1-4=-233/516 NOTES- (7-9) 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 3 and 124 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 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 seal on this drawingIndicates acceptance of professional engineering responsibility sole) for the truss component designPP99PYYPo9"' Rj Wyk. shown. LOADCASE(S) Standard r`v Q: CEhSF'4<< i Y _ f if ii {/ VM/E w 11 STATE OF i g•`.;' 910 NAL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 11 /24/2015 o russ russtype' 2"` y y MASTER ROB MONOPITCH i 645"39 b Reference (optional) Builders Firstsource, Tampa, Plant City, Florida 33566 1-0-0 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 24 11:38:20 2015 Page 1 1 D:8ls7p2vjcca4j B9 D L55wD Pz_POS-Eds8mZp9zQrWkn_cl m K Evm D4 FGewC3 RGYY_Va8yG?81 7-10-8 30 Scale = 1:17.5 3 1-0-8 1r2 0 7-10-8 i 1-0-8 0-18 6-8-8 Plate Offsets (X,Y)-- 2:0-3-14,0-1-81, [3:0-0-13,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.06 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.64 Vert(TL) 0.14 4-5 >560 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 29 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) 4=239/Mechanical, 5=439/0-3-0 (min. 0-1-8) Max Horz 5=133(LC 8) Max Uplift4=-91(LC 12), 5=-176(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7-9) 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 lb uplift at joint 4 and 176 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. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. ,,' lssP1f W. py 5 y.GNS e,4l •4 b ; STATEOF LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F) 33559 11 /24/2015 o russI russ I ype LAY Ply MASTER R09 HALF HIP 7 1 734525040 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1.61 u s Jan z9 zu1 s m I eK industries, me. I ue NOV za 11:Ja:zu zu1 o rar 1ID:8ls7p2vjcca4jB9DL55wDPz_POS-EdsBmZp9zQrWkn_clmKEvmD7LGkdC3RGyY_Va8yG . 81 1-0-0 _ 7-0-0 7-10-8 1-0-0 7-0-0 0-10-8 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 3x4 11 Scale = 1:17.0 0 T 1-0-8 SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.02 7-8 >999 240 MT20 244/190 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.06 7-8 >999 180 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 6 n/a n/a Code FBC2014ITP12007 Matrix-M) Weight: 30 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) 6=521/Mechanical, 8=463/0-3-0 (min. 0-1-8) Max Horz8=161(LC 12) Max Uplift6=-163(LC 12), 8=-188(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-443/89 NOTES- (10-12) 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) -1-0-0 to 7-8-12 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 lb uplift at joint 6 and 188 lb uplift at joint 8. 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) 381 lb down and 91 lb up at 7-3-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 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 ttp+ 7yn+p+++ published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1. e ip . k + Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and i t p'$ EN •' '4 `+i+ provisions and appendices shall apply. VAC SF '• 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design: shown. LOAD CASE(S) Standard * •ZyV t C cc/t ' 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 o SLATE OF Uniform Loads (plf) •:Oc '• cIOR19?•' C Vert: 1-3=-60, 4-5=-60, 6-9=-20 4+ f .. kCtitt NA Continued on page 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 o russ russ ype y y MASTER R09 HALF HIP 7 1 734525040 Job Reference (optional) Builders Hrst5ouroe, I amps, mant aty, Fiorida 335bb r.bt u s uan ze zui 5 M i eK industries, inc. i ue Nov za i 1:38:20 zut o ra e z ID:8ls7p2vjcca4jB9DL55wDPz_POS-Eds8mZp9zQrWkn_clmKEvmD7LGkdC3RGyY_Va8yG .81 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert:12=-305 9 STATE of S/ANAL E,•``• Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 o ussTruss Type y y MASTER R10 Hip Girder 1 n 734525041 L Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1.b1u s dan za zula m ieK inauslnes, inc. iue Nov z4 n:ao:n zuu rage i 1D:81s7p2vjcca4jB9DL55wD Pz_POS-ipQW_vgojjzNLxZo,1TrTSzIBUgyGxLUPBCk26ayG0.80 1-0- 7-0-0 13-5-2 20-0-0 26-6-14 33-0-0 40-0-0 41-0-0 0- 7-0-0 6-5-2 '6-6-14 6-6-14 6-5-2 7-0-0 0- 2x4 II 5x6 = 3x4 = 3x6 = 3x4 = 6.00 12 85x6 = Scale = 1:67.1 3x6 = 17 16 15 14 13 12 11 3x6 = 2x4 II 4x6 = 3x8 = 3x8 = 2x4 II 3x8 = 14 4x6 = 40-0-0 LOADING (psf) SPACING 2-0-0 CSI. DEFL in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.49 14 >961 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -1.01 14-15 >467 180 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(TL) 0.27 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 383 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except* TOP CHORD Structural wood sheathing directly applied. T2,T3: 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 7-7-1 oc bracing. BOT CHORD 2x4 SP No.2 "Except* 132: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=3439/0-6-0 (min. 0-2-1), 9=3439/0-6-0 (min. 0-2-1) Max Horz 2=77(LC 12) Max Uplift2=-1109(LC 5), 9=-1109(LC 4) Max Grav2=3529(LC 18), 9=3529(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7195/2317, 3-4=-9555/3292, 4-5=-10603/3657, 5-6=-10603/3657, 6-7=-10603/3657, 7-8=-9555/3292, 8-9=-7195/2317 BOT CHORD 2-17=-2030/6386, 16-17=-2027/6348, 15-16=-2027/6348, 14-15=-3233/9651, 13-14=-3197/9616, 12-13=-1981/6290, 11-12=-1981/6290, 9-11 =-1 984/6329 WEBS 3-17=-90/947, 3-15=-1436/3830, 4-15=-1546/874, 4-14=-455/1232, 5-14=-872/586, 7-14=-455/1232, 7-13=-1546/874, 8-13=-1436/3830, 8-11=-90/948 NOTES- (12-14) 1) 2-ply truss to be connected together with 1 Old (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 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; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. yrttitursrgti 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A1 W, rA* 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 wiill+i E . grst between the bottom chord and any other members. 33 try G MSS ." , 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1109 lb uplift at joint 2 and 1109 Ib UPI' at joint 9. 9) Girder carries hip end with 7-0-0 end setback. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. % * c 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 715 lb down and 200 lb up at o STATE OF 33-0-0, ndty of ot715 hers. n and 200 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is therespon NAL Continued on page 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 11 /24/2015 o Fuss Fuss ype y y MASTER R10 Hip Girder 1 r 3452504LJobReference (optional) Builders FirstSource, 1 ampa, Plant Gity, Florida 33566 /.bl u S Jan TJ zul5 mp i eK Industries, Inc. i ue NOV 24 11:3821 1-' 5 ra e 2 ID:Bls7p2vjcca4jB9DL55wDPz_POS-ipQW_vgoj zNLxZoJTrTSzIBUgyGxLUPBCk26ayG?80 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 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. 14) 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: 1-3=-60, 3-8=-133(F=-73), 8-10=-60, 2-17=-20, 11-17=-44(F=-24), 9-11=-20 Concentrated Loads (lb) Vert: 17=-513(F) 11=-513(F) i `, • y} E NSA ,.' S STATE OF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 11 /24/2015 o russ runsType y y MASTER R11 HIP 2 1 11345250QJobReference (optional) Builders FirstSource, I amps, Plant City, Flonda 33566 7.610 s Jan 29 2015 Mi I ek Industries, Inc. I ue Nov 24 11:38:22 2015 Page 1 ID:81s7p2vjcca4jB9DL55wDPz POS-A? uBFgOU15Ez48?sAMi?BIL64GXgtJZOsTbflyG?8? 5-119 24-0-7 31-0-0 -5-10 00-0-0-Q 66666 2-0 -11-3O8-0-14 —I .9 2-6-6q1-0- p 0- Scale= 1: 67.1 3x4 = Sx6 = 3x4 = 3x6 = Sx6 = 3x6 = 16 , 12 3x6 = 3x8 = 4x6 = 3x4 = 4x6 = 3x8 = 9- 0- 0 20-0-0 31-0-0 40-0-0 9-0- 0 11-0-0 11-0-0 9-0-0 Plate Offsets ( X,Y)-- 4:0-3-0,0-2-01,(8:0-3-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.28 12-14 >999 240 MT20 244/190 TCDL 10. 0 Lumber DOL 1.25 BC 0.95 Vert(TL) -0.87 12-14 >543 180 BCLL 0. 0 ' Rep Stress Incr YES WB 0.42 Horz(TL) 0.21 10 n/a n/a BCDL 10. 0 Code FBC2014/TP12007 Matrix) Weight: 191 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-16, 7-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/ size) 2=1655/0-6-0 (min. 0-2-0), 10=1655/0-6-0 (min. 0-2-0) Max Horz 2=-96(LC 13) Max Uplift2=- 318(LC 9), 10=-318(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2991/635, 3-4=-2792/627, 4-5=-2495/578, 5-6=-3471/808, 6-7=-3471/808, 7-8=- 2495/578, 8-9=-2792/627, 9-10=-2991/635 BOT CHORD 2-16=-555/2568, 15-16=-810/3321, 14-15=-810/3321, 13-14=-779/3322, 12-13=-779/3322, 10-12=- 495/2572 WEBS 3- 16=-255/216, 4-16=-162/1011, 5-16=-1130/429, 5-14=0/295, 7-14=0/295, 7-12=-1130/429, 8-12=- 162/ 1011. 9 -12=- 25 5/216 NOTES- (8- 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) 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 318 Ito uplift at joint 2 and 318 lb uplift at joint 10. 7) " Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. p v"9MW%"_ 8) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. '+ >GRT W. j"" 9) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency • O$ •' • published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1 ; •>GEhSF ,.'S Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and 1}s provisions and appendices shall apply. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component Ceti shown. STATE OF LOAD CASE( S) Standard S ••• c `' O LOHIO" ". Robert W. Wall, PE 46021 247-10 State Road 54 Lutz, Fl 33559 11 /24/2015 Job I russ Truss I ype y y MASTER R12 HIP 2 1 134525043 Job Reference (optional) bwaers rvstsource, i ampa, runt aty, rionaa JJbbb r.o i u s uan — <u i o mi i en uiuusuies, ii- i e ivw — i --a'u - r-- ye , ID:8ls7p2vjcca4jB9DL55wD Pz_POS-eCYGObr2FLD5bEiBOutxXOrbdUbFPLyifW D9BTyG?8_ 1-0-0 7-8-4 11-0-0 17-2-7 22-9-9 29-0-0 32-3-12 1 40-0-0 4t-0-P 0- 7-8-4 3-3-12 6-2-7 + 5-7-3 6-2-7 3-3-12 7-8-4 Scale =1:67.0 Sx6 = 3x4 = 3x6 = 3x4 = 5x6 4 t c 1 8 3x8 = 3x8 = 4x6 = 3x4 = 46 = 3x8 — 3x8 = 40-0-0 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.25 14-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 VeR(TL) -0.64 16-19 >755 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.18 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 198 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-6 oc purlins. BOT CHORD 2x4 SP No.1 'Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 62: 2x4 SP No.2 WEBS 1 Row at midpt 5-16, 7-12 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=1660/0-6-0 (min.0-2-1), 10=1660/0-6-0 (min. 0-2-1) Max Horz 2=115(LC 12) Max Uplift2=-300(LC 12), 10=-300(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3033/623, 3-4=-2780/586, 4-5=-2473/544, 5-6=-3102/667, 6-7=-3102/667, 7-8=-2473/544, 8-9=-2780/586, 9-10=-3033/623 BOT CHORD 2-16=-594/2853, 15-16=-585/2965, 15-23=-585/2965, 23-24=-585/2965, 14-24=-585/2965, 14-25=-561/2965, 25-26=-561/2965, 13-26=-561/2965, 12-13=-561/2965, 10-12=-504/2860 WEBS 3-16=-340/256, 4-16=-148/983, 5-16=-758/294, 7-12=-758/294, 8-12=-148/983, 9-12=-340/256 NOTES- (8-10) 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 300 lb uplift at joint 2 and 300 lb uplift at joint 10. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0s452ou"Et a 8) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. ,+Ri W. 4y 9) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency p.,G Af •Ly published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1! E SF . Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and Rs 4 provisions and appendices shall apply. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component ct*rt Shown. d••,• STATE OF s LOADCASE(S) Standard •••90 A' oilg• sk NA rhf+Uitnsa+"N Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 Job I russ russType y y MASTER R13 HIP 1 734525044 Job Reference (optional) Builders HrstSource, Tampa, Plant City, Flonda 33566 /.tit u s Jan za 2ut s mi I eK inoustnes, inc. i ue NOV z4 t t:au24 zut s ra9e t I D:8ls7p2vjcca4jB9DL55wDPz_POS-605ecxsgOeLyCOHN_bPA4cNkftzl8nCstAyiivyG?7z 1-0- 7-0-5 13-0-0 20-0-0 27-0-0 32-11-11 40-0-0 qt-0-p 0- 7-0-5 5-11-11 '7-0-0 7-0-0 5-11-11 7-0-5 0- 5x6 = 2x4 11 5x6 = 3x4 = 4x6 = 3x8 = 46 = 3x4 = 9-3-11 40-0-0 Scale = 1:67.1 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/TPI2007 CSI. TC 0.73 BC 0.87 WB 0.40 Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.36 10-12 >999 240 Vert(TL) -0.83 10-12 >568 180 Horz(TL) 0.16 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 198 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 8-10-14 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) 2=1655/0-6-0 (min. 0-2-2), 8=1655/0-6-0 (min. 0-2-2) Max Horz2=134(LC 12) Max Uplift2=-324(LC 12), 8=-324(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3305/602, 3-4=-3107/600, 4-5=-2813/596, 5-6=-2813/596, 6-7=-3107/600, 7-8=-3305/602 BOT CHORD 2-14=-479/2846, 14-15=-340/2305, 13-15=-340/2305, 13-16=-340/2305, 12-16=-340/2305, 12-17=-304/2306, 11-17=-304/2306, 11-18=-304/2306, 10-18=-304/2306, 8-10=-449/2849 WEBS 3-14=-362/289, 4-12=-170/629, 5-12=-477/289, 6-12=-170/629, 7-10=-362/289, 4-14=-145/694, 6-10=-145/694 NOTES- (8-10) 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=25tt; 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 324 Ito uplift at joint 2 and 324 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) 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. ... . 4 t Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and it 4 cr'• ! ' provisions and appendices shall apply. ; 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component (IsigrC shown. LOAD CASESTATE OF Standard . -ti1 , • tdc• •• FL ORtaA •'4 OVAL V Gi'0 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 Job I russ I russ Type Uty Ply MASTER R14 HIP 2 i 734525045 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33b66 i.bl u s Jan 29 zut b MI I eK Industries, Inc. I ue Nov z4 T i:36:zo zui b rage t I D:8ls7p2vjcca4j B9 D L55wD Pz_POS-bafOpHtl nyTogYsaYJw PcpwsN H H Rt FO?6q,— EM yG?7y 1-0-p 7-0-5 15-0-0 20-0-0 25-0-0 32-11-11 40-0-0 q1-0-Q 7-0-5 7-11-11 5-0-0 7-11-11 7-0-5 -0- 5x6 = 2x4 II 5x6 = 6.00 F12 Scale = 1:68.3 3x6 = — — 12 3x6 = 3x4 = 4x6 = 3x8 = 4x6 = 3x4 = 9-3-11 15-0-0 20-0-0 25-0-0 30-8-5 40-0-0 9-3-11 5-8-5 5-0-0 5-0-0 + 5-8-5 9-3-11 Plate Offsets (X,Y)--[3:0-4-0,0-3-0],[4:0-3-0,0-2-0],[6:0-3-0,0-2-0],[7:0-4-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.39 10-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.84 10-12 >563 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 Horz(TL) 0.16 8 n/a n/a BCDL 10.0 Code FBC2014[TP12007 Matrix) Weight: 204 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. T2: 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. BOT CHORD 2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1655/0-6-0 (min. 0-2-3), 8=1655/0-6-0 (min. 0-2-3) Max Horz 2=153(LC 12) Max Uplift2=-345(LC 12), 8=-345(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3413/600, 3-4=-3206/601, 4-5=-2525/524, 5-6=-2525/524, 6-7=-3206/601, 7-8=-3413/600 BOT CHORD 2-14=-560/2949, 13-14=-247/2208, 13-15=-247/2208, 12-15=-247/2208, 12-16=-249/2209, 11 -1 6=-249/2209, 10-11=-249/2209, 8-10=-451/2952 WEBS 3-14=-438/341, 4-14=-208/830, 6-10=-208/830, 7-10=-438/341, 4-12=-99/497, 5-12=-305/193, 6-12=-99/497 NOTES- (8-10) 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=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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 345 lb uplift at joint 2 and 345 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) 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 4% published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI 1. 4+0 0 9 • Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and it$; • v CENS ".t t provisions and appendices shall apply. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component ctsi rim ? shown. LOAD CASE(S) Standard o ;• STATE OF OR N' ft Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F1 33559 11 /24/2015 Job I russ russ Type Oty Ply MASTER R15 HIP 2 11734525046 Job Reference (optional) Builders FrstSource, Tampa, Plant City, Florida 33566 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 24 11:38:26 2015 Page i I D:8ls7p2vjcca4jB9DL55wDPz_POS-3nDP1 cu WYGbfSIRm5ORe91 T4TheFchn8LURpnoyG?7x 1-0- 7-0-5 13-9-5 17-0-0 20-0-0 23-0-0 26-2-11 32-11-11 40-0-0 1-0- 0- 7-0-5 6-9-0 3-2-11 3-0-0 3-0-0 3-2-11 6-9-0 7-0-5 0- qI 0 5x10 MT18H 6.00 F12 3x8 II 5x10 MT181-1z 3x4 = 4x6 = 3x8 = 4x6 = 3x4 = Scale = 1:67.9 9-3-11 17-0-0 20-0-0 23-0-0 , 30-8-5 40-0-0 9-3-11 7-8-5 :N 3-0-0 7-8-5 9-3-11 LOADING (psf) SPACING- 2-0-0 CS1. DEFL in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.44 14-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.01 14-16 >468 180 MT18H 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.39 Horz(TL) 0.16 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 209 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-5-1 oc purlins. T3: 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 8-0-4 oc bracing. BOT CHORD 2x4 SP No.t WEBS 1 Row at midpt 5-16, 9-16 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=1655/0-6-0 (min. 0-2-3), 12=1655/0-6-0 (min. 0-2-3) Max Horz 2=171(LC 16) Max Uplift2=-363(LC 12), 12=-363(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3354/595, 3-4=-3150/573, 4-5=-3050/585, 5-6=-2190/470, 6-7=-1985/441, 7-8=-1985/441, 8-9=-2190/470, 9-10=-3050/585, 10-11=-3150/573, 11-12=-3354/595 BOT CHORD 2-18=-595/2894, 17-18=-345/2260, 17-19=-345/2260, 16-19=-345/2260, 16-20=-264/2261, 15-20=-264/2261, 14-15=-264/2261, 12-14=-428/2897 WEBS 3-18=-407/296, 5-18=-156/754, 5-16=-569/308, 9-16=-569/308, 9-14=-156/754, 11 - 1 4=-407/296, 7-16=-163/1200 NOTES- (9-11) 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. 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 363 lb uplift at joint 2 and 363 lb uplift at joint 12. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.r+q 9) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information. et s A 10) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency 4 Q$ ....9 • published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI V; v f '• O Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber ancats provisions and appendices shall apply. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component cjp shown. o STATE OF LOAD CASE(S) Standard ORtOp. Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 oTruss I russ I ype Oly Ply MASTER R16 Hip 1 i 734525041 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 r.b1 u s Jan za 2u1 b rim 1 eK industries, inc. i ue N0v 24 11:sta:2 i zu1 b Ae 1ID:81s7p2vjcca4jB9DL55wDPz_POS-XznnEquYJZj W4sOyfkythE?D W 5zTL8Jla7BMJEyG . 7w 1-0-0 7-0-5 13-9-5 18-1-4 20-0-021-10-11 26-2-71 32-11-11 40-0-0 g1-0-p 0- 7-0-5 6-9-0 4-3-15 1-10 1- 012 4-3-15 6-9-0 ' 7-0-5 1-0-b Scale=1:67.9 6.00 F12 3x6 = 3x6 11 3.6 r 3x4 = 4x6 = 3x8 = 4x6 = 3x4 = 9-3-11 18-1-4 20-0-0 1-10-12 30-8-5 40-0-0 9-3-11 8-9-9 1-10-121-10-12 8-9-9 9-3-71 1 Plate Offsets (X,Y)-- 6:0-3-0,Edgej [8:0-3-0 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.43 16-18 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.99 16-18 >477 180 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.16 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 204 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. T3: 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 7-9-13 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 5-16, 9-16 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=1655/0-6-0 (min. 0-2-3), 12=1655/0-6-0 (min. 0-2-3) Max Horz2=183(LC 16) Max Uplift2=-374(LC 12), 12=-374(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3357/617, 3-4=-3155/595, 4-5=-3055/608, 5-6=-2186/461, 6-7=-1943/439, 7-8=-1943/439, 8-9=-2186/461, 9-10=-3055/608, 10-11 =-3155/596,11-12=-3357/617 BOT CHORD 2-18=-626/2896, 17-18=-382/2275, 17-19=-382/2275, 16-19=-382/2275, 16-20=-258/2275, 15-20=-258/2275, 14-15=-258/2275, 12-14=-444/2899 WEBS 3-18=-395/291, 5-18=-151/743, 5-16=-665/338, 9-16=-665/339, 9-14=-151/743, 11-14=-395/291, 7-16=-197/1343 NOTES- (8-10) 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 374 lb uplift at joint 2 and 374 lb uplift at joint 12. 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•`GE 4 t published lumber design values all in accordance with truss design software requirements and the applicable edition of ANSUTPI 1 T Q; • SF'• < Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and provisions and appendices shall apply. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component cjpEorlGt Jtshown. : STATE OF LOAD CASE(S) Standard •,• i d • t OR1Op •,•tyk4C Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 o russ russ ype y y MASTER R17 Jack -Closed Girder 1 1 7345251148 Job Reference (optional) Builders FrstSource, Tampa, Plant City, Florida 33566 3x6 = 7-0-0 7-0-0 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 24 11:38:28 2015 Pagel I D:SIs7p2vjcca4jB9DL55wDPz_POS-?9L9SlvB4trNh?b8DRT6ESYOmV PJ4h PRonwwrhyG?7v 3x4 11 2 46 11 Scale = 1:23.1 Plate Offsets (X Y)-- 3:Edge 0-3-81 LOADING (psf) SPACING 2-0-0 CSI. DEFL in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.85 Vert(LL) 0.11 1-3 >709 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.26 1-3 >310 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 33 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 2x6 SP 240OF 2.0E 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) 1=817/0-6-0 (min. 0-1-8), 3=892/Mechanical Max Horz 1=149(LC 8) Max Upliftl=-180(LC 8), 3=-275(LC 8) Max Grav 1=878(LC 15), 3=964(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-11) 1) Wind: ASIDE 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) 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 180 lb uplift at joint 1 and 275 lb uplift at joint 3. 6) Girder carries tie-in span(s): 11-8-0 from 0-8-0 to 6-8-0 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 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. p++++TM++++i 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component desi 0e,?k . kyy i shown. O q LOAD CASE(S) Standard a 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 1-4=-20, 3-4=-21l(F=-191) STATE OF OR 10 i`SSlOtVAL N a+4,, Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 11 /24/2015 o russ cuss ype y y MASTER R18 COMMON 3 1 734525049 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.610 s Jan 29 2015 Milek Industries, Inc. Iue Nov 24 11:38:28 2015 F•age 1 I D:8ls7p2vjcca4j B9 DL55wD PZ_POS-?9L9S IvB4trN h?b8 D RT6 ESYV E V S?4g n RonwwrhyG?7v 1-0-0 5-10-0 11-8-0 1-0-0 5-10-0 5-10-0 Scale =1:20.6 4x6 = 3x4 = ~ 3x4 = LOADING (psf) SPACING- 2-0 0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 TCDL 10.0 Lumber DOL 1.25 BC 0.37 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=450/Mechanical, 2=533/0-6-0 (min. 0-1-8) Max Horz2=74(LC 12) Max Uplift4=-101(LC 13), 2=-139(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-672/132, 3-4=-668/124 BOT CHORD 2-5=-64/516, 4-5=-64/516 WEBS 3-5=0/273 5-10-0 DEFL in (loc) Well L/d PLATES GRIP Vert(LL) -0.04 4-5 >999 240 MT20 244/190 Vert(TL) -0.10 4-5 >999 180 Horz(TL) 0.01 4 n/a n/a Weight: 43 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- (8-10) 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. 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) 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 101 lb uplift at joint 4 and 139 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) 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. err*a„+y 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component desi + . shown. LOAD CASE(S) Standard o',• STATEOF SIpNAL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 11 /24/2015 o Truss russ ype y y H3500439 MASTER R19 Common Girder 1 1 734525050 Job Reference (optional) Fielders HrstSource, I amps, Plant City, Honda 33566 7.610 s Jan 29 2015 MiTek Industries, Inc. 7 ue Nov 24 11:3829 2015 Page 1 ID:8ls7p2vjcca4jB9DL55wDPz_POS-TLvXfewprBzEJ9ALn9_Lnf5hqujtp6Wb1 RgTO7yG?7u 1-0-0 5-10-0 11-8-0 72-8-0 1-0-0 5-10-0 5-10-0 1-000 Scale=1:21.4 4x6 = 3x4 = xv — 11 — 11 3x4 = 5-10-0 11-8-0 5-10-0 5-10.0 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 0.38 Vert(LL) 0.05 2-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.12 6-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.14 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 50 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-4 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 OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=689/0-6-0 (min. 0-1-8), 6=689/0-6-0 min. 0-1-8) Max Horz 2=-65(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-857/0, 3-4=-756/0, 4-5=-756/0, 5-6=-857/0 BOT CHORD 2-10=0/675, 9-10=0/675, 8-9=0/675, 6-8=0/675 WEBS 4-9=0/360 NOTES- (9-11) 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; cantilever left and right exposed ; 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) Gable studs spaced at 2-0-0 oc. 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) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design++t shown. `. Nt*.U`"FiS W.`*. • 9 LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) •_ Vert: 1-2=-60, 2-4=-90(F=-30), 4-6=-90(F=-30), 6-7=-60, 2-6=-20 STATE OF OR sStaNAL t Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 11 /24/2015 o russ russ ype y y MASTER R20 Hip Girder 1 r 2 734525051JobReference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7,610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 24 11:38:30 2015 Page 1 I D:8ls7p2vjcca4j B9 DL55wD Pz_POS-xYTvt_xRcU 55xJIXKsWaJtdj61?fYO3kG5 POwZyG?7t 1-0-p 7-0-0 13-5-2 20-0-0 26-6-14 33-0-0 40-0-0 41—" ti 7-0-0 6-5-2 6-6-14 6-6-14 , 6-5-2 7-0-0 ti-0-d 5x6 = amp 2x4 11 3x4 = 3x6 = 3x4 = 5x6 = Scale = 1:66.9 4x6 = 17 1615 14 1312 19 20 11 4x6 = 2x4 11 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T233: 2x4 SP SS BOT CHORD 2x6 SP 240OF 2.OE *Except* B2: 2x6 SP No.2 WEBS 2x4 SP No.3 6x8 = 4x10 = 4x10 = 4x10 = 6x8 = 20-0-0 2x4 11 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TC 0.92 Vert(LL) 0.37 14 >999 240 MT20 244/190 BC 0.94 Vert(TL)-0.9614-16 494 180 WB 0.89 Horz(TL) 0.15 9 n/a n/a Matrix) Weight: 447 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=3493/0-6-0 (min. 0-1-8), 9=3270/0-6-0 (min. 0-1-8) Max Horz 2=77(LC 12) Max Uplift2=-540(LC 5), 9=-567(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7046/1101, 3-4=-9554/1517, 4-5=-10715/1729, 5-6=-10715/1729, 6-7=-10715/1729, 7-18=-9824/1776, 8-18=-9825/1776, 8- 9=-6638/1206 BOT CHORD 2-17=-953/6184, 16-17=-953/ 6153, 15-16=-1456/9554, 14-15=-1456/9554, 13-14=-1678/9824, 12-13=-1678/9824, 12-19=-998/5795, 19- 20=-998/5795, 11-20=-998/5795, 9-11=-999/5815 WEBS 3-17=-22/752, 3-16=-631/3942, 4-16=-1551/536, 4-14=-281/1353, 5-14=-886/376, 7-14=0/1047, 7-12=-1185/332, 8- 12=-823/4656, 8-11=-48/502 NOTES- (11-13) 1) 2-ply truss to be connected together with 10d (0.131 "xX) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0- 9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=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 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10. 0 psf bottom chord live load nonconcurrent with any other live loads.pfuap+i, 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 willp, between the bottom chord and any other members. * 0 •.. • • • h'q •. 8) Provide mechanical connection (by others) of trussto bearing plate capable of withstanding 540 lb uplift at joint 2 and 567 lb uplift ataoi+lt * GE N SF•{t 9. a 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 lb down and 153 lb up aC 7-04 j j and 964 lb down and 287 lb up at28-3-4 on bottom chord. The design/selection of such connection device(s) is the responsib6y*04 "C/0dJ,4 others. ;• STATE OF L 4" Continued Continued on page 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 11 /24/ 2015 oI russ russ I ype Uty ply MASTER R20 Hip Girder 1 n 734525051 G Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 i.ti1 u s ian zy zui a MI i eK Inoustnes, Inc. I ue rvov Z4 t 1:3RWu Zut o ragge Z I D:8ls7p2vjcca4jB9 D L55wD Pz_POS-xYTvt_xRcU 55xJ1 XKs W aJtdj6l?fYO3kG5 POwZyG?7t 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. 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. 13) 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: 1-3=-60, 3-18=133(F=-73), 8-18=-60, 8-10=-60, 2-17=-20, 17-19=-44(F=-24), 9-19=-20 Concentrated Loads (lb) Vert:17=-513(F) 20=-964(F) OLGENy * 4( t STATE OF gam'" i+,`9/ONAL E,••+• Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 Job Truss Truss Type Uty Ply MASTER RF01 FLOOR 1 2 734525052JobReference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 r.tir u s Jan ze zui 5 nv i eK inauscnes, inc. i ue Nov 24 > > :J6:Ji zu i o rage i ID:8ls7p2vjcca4jB9DL55wDPz_POS-Pk014Kx3NoEyYTKjuZ1 ps4AwRiP3Hr_uU19aS?yG?7s 2-1-8 4-6-2 6-5-14 8-5-10 10-10-4 12-11-12 2-1-8 2-4-10 1-11-12 1-11-12 2-4-10 2-1-8 2x4 11 3x8 = 3 3x8 = 2x4 11 3x8 = 6 3x8 = Scale =121.2 2x4 II W1 2 W1 W1 W2 W1 2 W1 W1 W2 W1 B1 13 12 11 10 9 4x6 = 410 II LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 2x4 II 7x10 = 2x4 II 14 8-5-10 4x10 II 4x6 = CSI. DEFL. in loc) Well L/d PLATES GRIP TC 0.82 Vert(LL) -0.22 11 >705 360 MT20 244/190 BC 0.67 Vert(TL) -0.32 11 >477 240 WB 0.84 Horz(TL) 0.03 8 n/a n/a Matrix) Weight: 141 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=2762/0-5-4 (min.0-1-8), 8=2762/0-3-8 (min. 0-1-8) Max Grav 14=2967(LC 3), 8=2967(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5428/0, 3-4=-8335/0, 4-5=-8335/0, 5-6=-5428/0 BOT CHORD 13-14=0/5428, 12-13=0/5428, 11-12=0/5428, 10-11=0/5428, 9-10=0/5428, 8-9=0/5428 WEBS 2-14=-6420/0, 2-13=0/2897, 3-12=-1698/0, 3-11=0/3544, 4-11=-546/0, 5-11=0/3544, 5-10=-1698/0, 6-9=0/2897, 6-8=-6420/0 NOTES- (8-10) 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 4-11 2x4 - 2 rows staggered at 0-2-0 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 floor live loads have been considered for this design. 4) Girder carries tie-in span(s): 12-5-0 from 0-0-0 to 12-11-12 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1029 lb down at 6-3-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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. t r>tYtualrb", Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and its, bpi W. provisions and appendices shall apply. .+ 00 ,.,•••.. q •+ 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component de> l lit • }CE NS4c -, i shown. a w LOAD CASE(S) Standard _j 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 * Gtri/i Uniform Loads (plf) o STATE OF Vert: 1-7=-100, 8-14=-288(F=-278) '4ga.•tORtOp: •g 61ONAL Continued on page 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 11 /24/2015 Job I russ cuss ype y y MASTER RF01 FLOOR 1 2 734525052JobReference (optional) Builders FirstSource, Tampa, Plant Gty, Florida 33566 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 11=-596(F) ol U s Jan L'3 LU I J MI I eK Industries, Inc. I ue Nov L4 I I :JC:J I LU I J rdje L ID:8ls7p2vjcca4jB9DL55wDPz_POS-Pk0l4Kx3NoEyYTKjuZ1 ps4AwRiP3Hr_uU19aS?yG?7s O QT W. fY,y. STATE OF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 Job Truss I russ Type UY Ply MASTER RF02 FLOOR 1 2 734525053JobReference (optional) omwers rnrsiaource, Tampa, ream ury, ri000a sawn r.o.0 s aan — cu.o mi Ten ni —u—, niu. i uu . o — . -. i "i o raye i ID:8ls7p2vjcca4jB9DL55wDPz_POS-Pk014Kx3NoEyYTKjuZ1 ps4AypiMdHppuUl9aS?yG?7s 2-2-4 5-7-12 8-3-7 10-11-2 13-6-13 16-2-8 19-8-0 21-10-4 2-7-11 2-7-11 2-7-1 t 3-5-8 2-2-4 U10 = 2x4 11 2x4 11 3x6 = 3x8 = 3x6 = 3x4 = 2 3 4 5 6 7 2x4 11 2x4 11 8 9 Scale = 1:36.1 5x8 = 10 2x4 II 7x10 = 3x6 = 3x4 = 6x8 = 2x4 II 3x4 = 3x4 = 10x10 = 4x6 II RcVffil 2-2-4 3-5-8 21-1 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014/TP12007 CSI.. TC 0.67 BC 0.89 WB 0.98 Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.48 14-15 >542 360 Vert(TL) -0.75 14-15 >347 240 Horz(TL) 0.06 11 n/a n/a PLATES MT20 Weight: 233 lb GRIP 244/190 FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc pudins, except T2: 2x4 SP SS end verticals. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 *Except* 6-0-0 oc bracing: 19-20. W2: 2x4 SP No.1 REACTIONS. (lb/size) 20=1766/0-7-4 (min.0-1-8), 11=4601/0-4-0 (min. 0-1-14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-2654/0, 1-2=-4371/0, 2-3=-4371/0, 3-4=-4371/0, 4-5=-8272/0, 5-6=-10595/0, 6-7=-10595/0, 7-8=-8799/0, 8-9=-8799/0, 9-10=-8799/0, 10-11=-5419/0 BOT CHORD 18-19=0/4371, 17-18=0/8272, 16-17=0/9524, 15-16=0/9524, 14-15=0/9524, 14-21=0/10595, 13-21=0/10595, 13-22=0/8799, 12-22= 0/8799 WEBS 2- 19=-748/0, 9-12=-740/0, 4-17=0/1488, 7-14=0/416, 1-19=0/5218, 10-12=0/10313, 4-18=-4372/0, 5-17=-1407/0, 7-13=- 2028/0, 5-14=0/1209 NOTES- (8- 10) 1) 2- ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 12-9 2x4 - 2 rows staggered at 0-2-0 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 floor live loads have been considered for this design. 4) The Fabrication Tolerance at joint 6 = 20 % , joint 16 = 20 5) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails..Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2309 lb down at 19-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ptluhty 8) NOTE: Refer to the attached Trussway Notes, Appendices and T-1 sheet for more information.j 9) NOTE: All truss and component designs utilize manufacturer published connector design values and rules -writing grading agency . l IV - published • - published lumberdesign values all in accordance with truss design software requirements and the applicable edition of ANSI/TPI t.e yQZ .• %CMSE •,f Where Southern Pine lumber is specified, Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber and it§ provisions and appendices shall apply. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component d2sigrrt 7H"Ct ' shown. 11rr STATEOFLOADCASE( S) Standard iyac'• LORI1 q;•'• kr a Continued on page 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 Job russ I russ Type y Y MASTER RF02 FLOOR 1 2 job Rete3ence (optional) Builders RrstSouroe, Tampa, Plant City, Florida 33566 LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-10=-100, 20-21=-10, 21-22=-450(F=-440), 11-22=-10 Concentrated Loads (lb) Vert: 12=-2309(F) r.tit u s uan za zui a nm i eK inausnies, inc. i ue rvov zv 1 I:Jn:a i zui o rage z ID:Bls7p2vjcca4jB9DL55wDPz_POS-Pk0l4Kx3NoEyYTKjuZ1 ps4AypiMdHppuUl9aS?yG?7s or` PT 14. 9 STATE OF ORO Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 11 /24/2015 Job I russ Truss Type Oty Ply H3500441 MASTER Vol Valley 1 1 734525054 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 2-5-4 v a 0 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 24 11:38:32 2015 Page 1 I D:8ls7p2vjcca4jB9DL55wDPz_POS-twagHgyh86MpAdvwSITY20liFt6r6OVP 1 j Pu7_SyG?7r 4.00 12 Scale = 1:6.7 LOADING (psf) SPACING 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 1 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.01 1-3 >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 FBC2014fTP12007 Matrix) Weight: 6 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-4 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) 3=78/0-3-8 (min. 0-1-8), 4=48/1-0-0 (min. 0-1-8) Max Horz4=30(LC 8) Max Uplift3=-44(LC 8), 4=-10(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6-8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25h; 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 44 lb uplift at joint 3 and 10 lb uplift at joint 4. 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard o• STATE OF ,• iG3'•,O1OR10p;•'• NZ.610NAL E tas • Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 Job I russ I cuss Type Oty Ply MASTER V02 Valley 1 1 734525055 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 2x4 4-4-13 f.ti10 s Jan 29 201 b MI I eK Industnes, Inc. I ue Nov 24 1 1:Jd:32 2u1 b raagge 1 I D:8ls7p2vjcca4jB9DL55wD Pz_POS-twagHgyh86MpAdvwSITY201jFL6sfOVi 1 jPu7_SyG?7r 5-5-4 2x4 11 LOADING (psf) SPACING 2-0-0 CS]. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.00 3 n/r 120 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(TL) 0.01 3 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 FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=126/5-4-0 (min. 0-1-8), 5=234/5-4-0 (min. 0-1-8) Max Horz 1=65(LC 8) Max Upliftl=-25(LC 8), 5=-76(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.5 PLATES GRIP MT20 244/190 Weight: 16 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-4 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- (7-9) 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 25 lb uplift at joint 1 and 76 lb uplift at joint 5. 5) Non Standard bearing condition. Review required. 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 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, F133559 STATE OF 9 SIGNA ..0 11 /24/2015 a oI Fuss I russ I ype Oty Ply H3500443 MASTER V03 Valley 1 1 46b5222e6rence ogional Builders FirstSource, Tampa, Plant City, Florida 33566 c QO 2X4 i 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 24 11:38:33 2015 Page 1 I D:8ls7p2vjcca4jB9DL55wDPz_POS-M782VOzJvPUgonT60_3HxV FRI W AtlyeAy3ehXuyG?7q 2-0-0 1-11-8 Scale = 1:7.6 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 FBC2014ITP12007 CSI. TC 0.13 BC 0.26 WB 0.00 Matrix) DEFL. in Vert(LL) -0.00 Vert(TL) -0.01 Horz(TL) -0.00 loc) I/dell Ud 1 >999 240 1-3 >999 180 3 n/a n/a PLATES GRIP MT20 244/190 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 pudins. 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) 4=48/1-0-0 (min. 0-1-8), 3=71/0-3-8 min. 0-1-8) Max Horz 4=29(LC 9) Max Uplift3=-24(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6-8) 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 24 lb uplift at joint 3. 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 seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard A" ART W. yY•,r STATE OF Or'•FtOHIOp, 4 NAL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 11 /24/2015 Job I russ cuss I ype Oty Ply MASTER VO4 Valley 1 1 734525057 Job Reference (optional) Builders FrstSouroe, Tampa, Plant City, Florida 33566 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 24 11:38:33 2015 Page 1 I D:8ls7p2vjoca4jB9DL55wDPz_POS-M782VOzJvPUgonT60_3HxV FRYW DklyuAy3ehXuyG?7q 2-11-1 4-0-0 2-11-1 1-0-15 T0 0 2x4 2x4 11 Scale=1:12.6 o- 6 D- -8 2-11-1 2-10-9 4-0-0 1-0-15 LOADING (psf) SPACING 2-0-0 CSI. DEFL in (loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 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 FBC2014/TP12007 Matrix) Weight: 13 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=71/3-11-0 (min.0-1-8), 5=198/3-11-0 (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. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 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- (7-9) 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 76 lb uplift at joint 5. 5) Non Standard bearing condition. Review required. 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 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, F133559 tiF1T W o STATE OF ONAL 11 /24/2015 40-00-00 S P9 m 1 m m 1 m m m 0Ir 11 m m x 12 m IL m x m CE m m af Ir m Qf m m m of af Qf m m m mL I J05 m mJ0 i 06 m CD m J0 J07 m m SD J0 J08 700-00 7-00 00 J0 I ZK J08 C01 FBI m L i U R1 N u- m i of Li L, L LL tl U F01 F01 m 15-09-08 11 05-08 F01 m F01 m F01 m F01 Cu F09 CDF01m F01 m zr F09 rn m F01 m FIQ F01 m s H m m mF01 m m 9 mm m co F0 m 12- 08-08 3 03 0 F0 F0 I QD m o m m m m M M m m mzr mU9 IIFHI I FOIL CS) F0 H2 m m F0 m L L m F0 CO2 I' R0 i f. DR0........ CORECESS mjIm; m FOR AHU m R0 m m j R0 11380 m R0 m CD if m ft0 N 11-08-00 ROC m mR0 to m m R0 R0....... R0 m 1 m ti e 22- 00-00 18-00-00 RECORD COPY REVOA10N SANFORD If ARfi' 15 2762 HARI% HE16HT 5GHEDULE 20'- 3/4 20- DEEP FLOOR TRUSSES e 24- O- C. FIELD ADJUST SPACING FOR PLUMBING AND A/C CHASES Hanger List H1 HTU26 H2 THA422 NOTES: I.) REFER TO HID 91 (RECOMAENDAT(ON5 FOR HANDLING IN5TALLATION AND TEMPORARY DRACING.) REFER TO ENGINEERED PRAWIN65 FOR PERMANENT DRACING REQUIRED. 2.) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MUST DE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE DRACIN6 REOUIREMENT5. 3.) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY DUILDER. 4.) ALL TRU55E5 ARE OE516NED FOR 7 o.c. MAXIMUM 5PACIN6. UNLE55 OTHERW15E NOTED. 5.) ALL WALLS 5HOWN ON PLACEMENT PLAN ARE CON5IDERED TO DE LOAD DEARING. UNLE55 OTHERW15E NOTED. 6.) 5Y42 TRU55E5 MUST DE IN5TALLED WITH THE TOP BEING UP. 7.) ALL ROOF TRU55 HAN6ER5 TO DE 51MP5ON HTU26 UNLE55 OTHERW15E NOTED. ALL FLOOR TRU55 HAN6ER5 TO DE 51MP50N THA422 UNLE55 OTHERW15E NOTED. 5.) BEAM/HEADER/LINTEL (NOR) TO DE FUI N15HEP DY DUILDER. 5HOP DRAWING APPROVAL THI5 LAYOUT 15 THE 50.E 5MRCE FOR FADRICATION OF TRU55E5 AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER TRL65 LAYOUT5. REVIEW ADD APPROVAL OF TH15 LAYOUT M15T DE RECEIVED DEFORE ANY TRU55E5 WILL DE DUILT. VERIFY ALL G" TION5 TO INSURE AGAIN5T CHAN6E5 THAT WILL RESULT IN EXTRA CHAR6E5 TO YOU. t9- w Dd,., Diu Dap. 61 udders FirstSource Orlando PHONE: 407-551-2100 FAX: 407-851-7111 Plant City PHONE: 613-759-5951 FAX: 513-752-1532 BUILDER: Taylor Morrison L: Daphene III B 9. ADR155: Lot XX D[ AIN DT: 11- 19-15 Rick Monta Consulting & Design of WMR and Associates, LLC Mayflower Center Phone (407) 681-1917 222 S. Westmonte Drive, Suite 100 Fax (407) 681-1920 Altamonte Springs, FL 32714 montaconsulting.com Structural Engineering, Truss Engineering, Third Party Inspection, Forensic Study, Project Management Residential Desi-n and BIM Modeling for Homebuilders Taylor Morrison Thornbrooke — Lot 19 (50's) (Daphene III BL) November 24, 2015 RE: Plan Revisions Issue: Trusses revision needed Response: Removed Trussway Truss and applied BFS Truss per client request. Revision Response to Comments City of Sanford Building & Fire Prevention Division Ph 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # l.<-- 2-776 2' Submittal Date 3I&V /C, Project Address: 16L g/tra l: 4,1 Contact: /'i / E Ph: 41 - _S-k - /6 / 0 Fax: Email Trades encompassed in revision: Jd/Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention Building General description of revision: ROUTING INFORMATION Approvals V 0 February 19, 2016 f Attn: City of Sanford Building Dept. Plan Review C! Re: Taylor Morrison Lot 19 Thornbrooke Sanford, FL 32772 F COMPLETED REVISIONS TO INCLUDE: 1. REMOVED METAL STAND AND BOLLARD AT ELECTRIC WATER HEATER. 2. REMOVED FIRE RATED SOFFIT NOTATIONS ON ROOF PLAN. 1 TThhan k you, LJGLr/ l G,tl:s:'JL GIC:l4 JL David Knickerbocker Davis Bews Design Group, Inc. DJ;,SCRIPT10,N AS FURNISITEM: Lot 1.9, THORNBROOKE PHASE I, as recorded in Plot Book 79, Pages 35 irrt, 7, Public Records of Seminole County, Florida. BOUNDARY FO.R/CERTIFIED T0: Taylor Morrison of Florida, Inc. LOT 20 TRACT H (FUTURE- DEVELOPMENT) B. B.) N 00010' 44" W REC. 112" 6f3. 40' `i 'r' REC. 112" I.R. NO ID. . I.R. NO 0. 9 OFF LOT 19 36.80' 26,80' 26.80' 36,80' BUILDING BUILDING AIC AIC 3'X3' I 39.8' dd COV'O CONC. C3 5.00' -- - 23.4 ' 15.0' 0 13.8' 11.2' C3 Lo 0) Qx TWO STORY 4 CO RESIDENCE g Q F.F=22.80' r/7 ej cJ In C9o oo 18.0' 23.4' COV'D CONC. 18.0' 23.50' N Q 3 Y v 0, 2' q0 5.00' 22,0' OFF L° 16 M BRICK REC. ID. DRIVE i I.R. NO ID. i 25.20' 5,20' D=90°04' 10" R=25.00' I.=39.30' 6 0,2' 10' UTIL. ESMT, y0 C=35.38' OFF 16' ON 0.3'° ./ CD'=.N. 9'S', ,2.: GV REC. 1/2- 5' CONC. WALK I.R. NO ID. N-00010' 44" W SJ4 96 - 43.52 43Z 1 2Su t Lwv3 s P0TREASURE LANE 50' RIW) TRACT I 2.7 2 p UTILITY & ACCESS R/W 6q0 Dll PLOT PLAN AREA CALCULATIONS PROPOSED = FINISHED SPOT GRADE ELEVATION LOT CONTAINS 8,083 SQUARE FEET' BUILDING SETBACKS: PER DRAINAGE PLANS TOTAL IMPERVIOUS AREA = 2,973 SO, FT OR 36.81- FRONT m 25' PROPOSED DRAINAGE FLOW - _—..___....__._.... REAR = 15' ; a, t APPROACH- 110 Sq. Ft. LEAD WALK= 72 Sq. Ft. SIDE = 5.0' +' LOT GRADING TYPE A SIDEWALK= 909 Sc F"t, DRIVE= 403 Sq. Ft. E CORNER PROPOSED F.F. PER PLANS = 22.8' __ ____.............. CPUISTIJUI 'YER -SCOTT & ASSOC, INC - LAN_D .SURVT 70I,'SY fi LFGENTI - LEGEND - — I P .PLAT P.O.L.. •POINT ON LILAC 5400 E. COLONIAL DR, ORLANDO, FL. 32807 (407)--277-3232 FAX (407)--658-- 1436 I I FIELD TYR • TYPICAL NOTES: L * IRON PIPE PRC • POINT OF REVERSE CURVATURE 1, THE UNDERSIGNED DOES HEREBY CERT FY THAT iN15 SURVEY MEETS THE MINIMUM TECHNICAL STANpARpS SET FORTH BY q If', • IRON ROD P,C,C. POINT OF COMPOUND CURVATURE THE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER SJ-17 OF THE FLORIDA ADMINISTRATWE CODE. Cm CONCRETE MONUMENT RAD. • RADIAL J-T LR. 1/2' I.R. •/ALB 4596 NJL • NON -RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SEAL, THIS SURVEY IS NOT VAUD AND IS PRESENTED FOR INFORMATIONAL PURPOSES ONLY. REC. u RECOVERED WP. = WITNESS POINT 3. THIS SURVEY WAS PRCPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. TTIERC MAY 8E OTHER RESTRICTIONS II PIC] " POINT OF BEGINNING CALL • CALCULATED OR EASEMENTS IHA7 AFFECT THIS PROPERTY.'.II.C. " POINT' OF COMMENCEMENT PRA • PERMANENT REFERENCE MONUMENT e = CENTERLINE F.F. FINISHED FLOOR ELEVATION 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. 1 LARD = NAIL a DISK D.SL. BUILDING SETBACK LINE 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER 6h'TITY. P,w RIGHT -OF -War B.M, BENCHMARK S. DIMENSONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. 5 i ESH1', = EASEMENT B.B. BASE BEARING 7, BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING B.B.) DRAIN, DRAINAGE ,,. 8 U7il. UTILITY 8. ELEVATIONS,, IF SHOWN, ARE EASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED. FCHAIN LINK FENCE I` = «? 9. CERT,FICAiE OF AUTHORIZATION No. 4'596. W ,F C. " WOOD FENCE D CONCRETE ALOCK - f C • PONC T CURVATURE SCALE 1" • 2O — DRAWN BY: AAA F T "POINT' OF CURVATURE TANIE1CY ---•----------- ---- __...__._.. .. I,c Sc, neS:RIPTtON - CERTIFIED BY: ORDER Nu s o = AAACTLLENGTH PLOT PLAN Ott-13-15 2697-15 r FOUNDATION/E' LEVS. 10-02-15 :3401-15 CHORD RE - DO FORMBOARD FOUNDATION/ELKS. 10--09--75 .3494--1,5 X •' CHORD DEARING a FINAL/ E'LIE !S. 02-29- 16 '24 -16, NORTIi 4 j THIS BUILDING/ PROPERTY DOES. NOT LIE WITHIN —-6--}' = HI.' f.: 5TABLISHED 100 YFAR FLOOD PLANE AS PER "FIRM" T A GRUSENA47ER, R.t:.o. # 4714 y ZONE "X" MAP IF 12117C 0055 F JA - W. SCOT'T, (i.L.S # 4807 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: (! -- /3/ q Documented Construction Value: $ 3 L45a4° Job Address: !A 3a, 1 Q L n y-, _e Historic District: Yes No Parcel ID: -A I-• 19 - W %Ic,ib Residential ® Commercial Type of Work: New Addition Alteration 59 Repair Demo Change of Use Move Description of Work: _' 11 nUV1i" Plan Review Contact Person: "'vdnn f b r e_ Title: Phone: L40'1-9 4 LL- U-5-19 Fax: L1(QQ(A -50(t G Email: V oY1Y/cs l n.n,0eD[ hecc , Y n • corn Property Owner Information Name L' i *%cvrn J Te4nn1 e. & n Phone: Street: _y507'reo_5L4rp Lan- — Resident of property? Ufr5 City, State Zip: `j at ocd T L `5 a-) - Contractor Information Name _Pux I 5u r\ Paei 1A ea,41 r,c, Phone: LA D'1- Iaq 6 'saCC ,:- Street: (2c'O 1:-AC t oq C.e. e Comyri>e tc-6--, Fax: L D'1- idr (-Ja 45 I ' City, State Zip: (<)f \rA' .a PL 3a-g `b State License No.:i- Arch itect/Engineer Information Name: T(v {Cz h Sk• 1 Phone: Street: I *4 5 6rU Ii i -e uJAVC Fax: City, St, Zip: rp r- - ff1ey -c r_s 6.e4A F-1 3 3 9 3) E-mail: e- ;5"t6k 135 Bonding Company: Address: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, bailers, heaters, tanks, and air conditioners, etc. pp FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: Sth Edition (2014) Florida Building Code V v Revised: June 30, 2015 Permit Application Al 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. S ature of O gent Date Signature of Con t gent Date t 11i- n Print Owner/Agent's Name 5_l Signatur Notary -State of Florida Date r& W Ops of Florida Ywer N= IDI,—/- d MFF 909116 Owner/Ag t°"`e or Produced ID ypeateT1,1 Print Contractor/Agent's Name Signature of Notary -Slate of Florida r Date MY r lgrE p`OQ P BOil:f6 lllrU Duey -a ld'Jwly J?f4ICBS Contractor/ Agent is < Personally Known to Me or Produced ID Type of ID Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING:k5h, UTILITIES. ENGINEERING: FIRE: COMMENTS: Fire Alarm Permit: Yes No 0 WASTE WATER: BUILDING: .- (%-( Sp Revised: June 30, 2015 Permit Application 4/25/2016 SCPA Parcel View: 21-19-30-5TT-0000-0190 wean Parcel Information Property Record Card Parcel: 21-19-30-5 TT-0000-0190 Owner: DOTSON WILLIAM V & DOTSON JEANNE A TRUSTEES Property Address: 432 TREASURE LN SANFORD, FL 32771 Parcel 21-19-30-5TT-0000-0190 Owner DOTSON WILLIAM V & DOTSON JEANNE A TRUSTEES Property Address 432 TREASURE LN SANFORD, FL 32771 Mailing 432 TREASURE LN SANFORD, FL 32771 Subdivision Name THORNBROOKE PHASE 1 Tax District S1-SANFORD DOR Use Code DO -VACANT RESIDENTIAL Exemptions e Seminole County GIS Legal Description LOT 19 THORNBROOKE PHASE 1 PB 79 PGS 3 TO 7 Taxes Value Summary 2016 Working 2015 Certified Values Values Valuation Method Cost/Market CostlMarket Number of Buildings I 0 w -T 0 — Depreciated Bldg Value Depreciated EXFTValue Land Value (Market) 48,500w 43,500 Land Value Ag Just/Market Value'* 48,500 j 43,50000 Portability Adj w Save Our Homes Adj 0 0 Amendment 1 Adj 650 0 P&G Adj j $0 0 Assessed Value' I $$-47,850 43,500 Tax Amount without SOH: $885.00 2015 Tax Bill Amount $885.00 Tax Estimator Save Our Homes Savings: $0.00 Does NOT INCLUDE Non Ad Valorem Assessments Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund wA 47,850 0 j 47,850 Schools City Sanford 48,500 47,850 0 0 v 48,500 47,850_ v SJWM(Saint Johns Water Management) 47,850 0 47,850 County Bondsµ___...._._._.__.._ 47,850 0 47,850 Sales Description Date Book Page Amount Qualified Vac/Imp SPECIAL WARRANTY DEED 4/1/2016 08669 0251 $345,000 i Yes Improved Find Comparable Sales Land Method Frontage Depth Units Units Price Land Value LOT 1 48,500.00 $48,500 Building Information Permits Permit # Description Agency Amount CO Date Permit Date 02762 NEW SFRD SANFORD I $376,819 3/29/2016 9/28/2015 http://parceldetail.scpafl.org/Parcel Detai I lnfo.aspx?PID=2119305TT00000190 1 /2 Contract Fun in the Sun Pooling Heating Inc. 6250 Edgewater Drive Suite 700 - Orlando, FL 32810 p: 407.696.5292 f:407.696.5945 State License fCVC56754 www.homesolarhotwater.corn - www.funpoolheating.com NAME OA15 iV HOME, I PHONE ADDRESS I i tJ Ike - L Ke L v —_—_—_ CELL I PHONE i j CITY STATE ZIP % WORK ( PHONE! I I INVOICE ADDRESS i LEAD i SOURCE! i CA -Akt-K N V_&Ly j y ' L —rwO 1`/ &6C j CITY STATE ZIP I! SYSTEM I DESIGNED i j+ 6i i BYII LC1`113 PRODUCT] F e TYPE I PANELS PANEL ! SIZE i 1 AUTO p- e-& Val CONTROLj5Q L- f— C PLUMBING E POOL; COVER i SPA COVER j TANK I SIZE Aliow SCREEENED HURRICANE PACKAGE SELF -DRAINING SYSTEM 42) 2" CHECK VALVES D OPEN i,ASIGNATURE PLUMBING VEVER LUBE VALVES I -LABEL & PAINT PIPES i BASE BUYER'S RIGHT TO CANCEL: Florida state law gives you the right to cancel this transaction, by giving us notice by certified or registered mail postmarker : on or before midnight of the third business day I _ _ SYSTEM following the effective date of this transaction: r AUTO ACCEPTANCE: I ( we) have read this agreement, including the information on the reverse side of this CONTROL1 j page and I (we) ac n wledge and accept all terms and conditions. 1 DISCOUNTS 1 I PROMOTIONS TOTAL( . I i INVESTMENT ! I CU T0MER SIGNAT RE DATE DEPOSIT 6- BALANCE DUE CUSTOMER SIGNATURE DATE PAYMENT METHOD i TERMS FUN POOL H TI G REP ATIVE SIGNATURE DATE J i__.._..___—__.--- --- _---- REQUESTED INSTALLATION DATE i City of Sanford F Solar Heating Permit Application Checklist D All permit application packages must be complete prior to acceptance. You must check each box to the left or indicate n/a on this submittal. A complete application package shall include the following: uilding Permit Application completed, signed and notarized. Application must include correct address and complete parcel I.D. number. MCopy of a contract, signed by the contractor and the property owner, indicating the documented construction value of the project. Copy of applicable contractor's license issued by the State of Florida (if the contractor is the applicant). A site specific notarized power of attorney shall be required from the licensed contractor if he/she appoints an employee of his/her company to sign the permit application as the contractor. Certificate of insurance indicating worker's compensation insurance coverage and naming the City of Sanford as certificate holder or a copy of a worker's compensation exemption issued by the State of Florida must be submitted with each application (if the contractor is the applicant). k-/ Completed and signed Owner Builder Statement / Affidavit (if the owner is the applicant). Two (2) copies of signed and sealed engineering for the solar collectors to be mounted on the roof. Wind design data required on drawings per FBC 1603.1.4 to meet 139 mph ultimate design wind speed for risk category II buildings For factory built systems submit the listing and label showing the manufacturer's name, address, model number, collector dry weight and maximum allowable temperatures and types of heat transfer fluid allowed. Two (2) copies of the roof plan layout indicating the location of the solar panels, pool equipment/water4-2 heater and the geographical orientation of the building (may be hand drawn) bwo (2) copies of the Florida Solar Energy Center summary information sheet. Two (2) copies of the component identification sheets (riser diagram) Two (2) copies of the manufacturer's installation instructions for the equipment and any appliances. Contact person information entered in Naviline? Application forms stamped received and initialed? Revised: February 2015 Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: I hereby name and appoint: an agent of Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): The specific permit and application for work located at: Street Address) Expiration Date for This Limited Power of Attorney: License Holder Name: State License Number: Signature of License H STATE OF FLORIDA COUNTY OF Qrcc The foregoing instrument was acknowledged before me this 1,51bday of 204_oL, by :chore \ , Q)C r.cs9 tV— who is Kpersonally known to me or who has produced identification and who did (did not) take an oath. Notary Sea]) o Pav P e BRITTANY SNIPES a c * MY coNAMISSION # FF 126014 EXPIRES. May 22, 2018 TArFOF F\ oP Bonded Thru Budget Notary Services lgnature Print or type Viame Notary Public - State of _ Commission No. My Commission Expires: as Rev.08.12) FSEC # 95002C Certification Date: 01-JUN-06 MANUFACTURER Collector Model Company Fafco, Inc. SunSaver 920 Address 435 Otterson Dr. Chico, CA 95928 USA This solar collector was evaluated by the Florida Solar Energy -Center (FSEC) in accordance with prescribed methodsand was found to, meet the minimum standards established by FSEC. This evaluation was based on solar collector tests perbrmed by an FSEC approved laboratory. The purpose ofthe tests is to verify initial perfDrmance conditions and quality of construction only. The resulting certification is not a guarantee of long tenn performance'or durability. DESCRIPTION Gross Length 3.048 meters 10 feet Gross Width 1.204 meters 3.95 feet Gross Depth 006 meters 021 feet Gross Area 3.67 square meters 39.5 square feet Transparent Frontal Area 3.67 square meters 39.5 square feet VolumetricCapacity 15.5 liters 4.1 gallons Weight ( empty) 9 kilograms 19 pounds Test Pressure 310 kPa 45, Psig Number of Cover Plate 0 MATERIALS Enclosure None Glazing None Absorber Polymer plastic with.UV stabilization q Absorber Coating None Insulation None - DING THERMAL PERFORMANCE rizD Test flow Rate 252 ml/s ' 3.99 gpm Incident Angle Modifier Kra = 1 -.02 Linear Fit Efficiency Equation [NOTE: Based on gross area and (P)=Ti-Ta] Y INTERCEPT' SLOPE S I UNITS': q= 0.828-13.360010 (P)/1-101.26000 (P)2/1 0.821 15.47 W/m2 °C I P UNITS: 0.828-2.35340; (P)/I-9.90940; (P)2/1 0.821 2.70 Btu/hr.ft2.-F RATING This collector has been rated for energy output on measured performance and an assumed standard day. Total solar energy BReaf tstandard day is 5045.Watt-hour/m2 (1600 Btu/ft2) distributed over a 10 hour period. Output energy ratings for this collector based on the second -order efficiency curve are: 3+ Collector Temperature ENERGY OUTPUT' i Low 35 °C (95 OF) 11.752 kWh/day 40100 Btu/dai Intermediate 50 °C (122 OF } 5.246 kWh/day 17900 Btu/day"f Flioh MO OC. 012 OF 1. n kWh%inv 0 Rfilhinv file// C:/Documents and Settings/Ywnne/MyDocuments/FAFCO- FSEC SHEETS/colt-info-sum SS 920.htrn 1/2 TO IF, IN- 6 - 1 3 4 a wc WOO' Ii1FSFALLED J3Y DATE Name - Collector# & Size ( ) 8' ( -) 10, ( ) 12' Address Collector Type City e- _ _ Substrates ( }Yes ( ) No Phone (H) (W) Controlleov Directions Draindown NJ ) automatic ( ) manual ( ) recirc Pool Cover X Heatpump Qty. Size Dist. To Breaker Ft. Type P4QL ifiIrORNfTION STRUCTi1RE 1NFORMATIQl1f Size X •,.r 3 . Area Sq. Ft. Roof Type Screen Enclosure ( ) Yes ( ) No Roof Color _ Pump Type- Size ,- Exterior Wall Type — Fiter Type ( ) Cart ( ) Sand ( ) DE Exterior Wall Color Chlorinator Type SN: Height ( ) Single ( ) Two Pitch Cleaning System Open Beam Ceiling ( ) Yes ( ) No ADDfTiON iL 4CCESSOR ES tDL?ITIQNAE SYSTE{ Iti F(3RNITIQ,I: Racks { } Timer ( ) Reel ( ) Vac Approx Pipe RurEESj_t- Splits Other Trenching Length Ft Banks 1.5 J JDI.CA:7E:—S07 a< SALES REP GE LL.ECT PAYMENT LarNc . SANFtvRD ADDITIONAL INSTRUCTIONS rn i c 24" wide panel upper hold down clamp see detail A or optional detail A-1 PANES PANELS SHALL NOT BE INSTALLED IN CORNER ZONES OF ROOF ASSEMBLIES. z RIDGE a Q PANEL ROOF CORNER ZONE SHALL BE 10 PERCENT OF SHORT DIMENSION OF BUILDING OR 40 PERCENT OF MEAN HEIGHT, OR 3 FT. WHICH EVER IS SMALLER. ACCEPTABLE ALTERNATE EXTEND THRU TO SHEATHING BELOW ADD SEALENT AT CONNECTION PROVIDE TAPCON SCREWS OF ADEQUATE LENGTH TO SECURE BRACKET TO CEMENT TILE DRILL HOLE THRU CONIC. TILE AND INSTALL TAPCON SO AS NOT TO BREAK TILES. k LAG ACCEPTABLE ALTERNATE OR 14 PHIL PAN OR HEX HEAD ACCEPTABLE ALTERNATE STRAP SPACING 1. THE SOLAR COLLECTOR INSTALLATION 48" O.C. MAX AS DETAILED IN THE DRAWINGS IS FOR THE INSTALATION OF POTABLE WATER HEATING SYSTEMS ON STRUCTURES UP TO 35 FEET IN HEIGHT WITH ROOF SLOPES BETWEEN 0 AND 30 DEGREES, ROOF AREAS 1 AND 2 BUT NOT CORNERS. 2. THE DESIGN OF THIS INSTALLATION IS BASED ON ASCE7-10 FOR SURFACE AREAS BETWEEN 20 AND 48 SQUARE FEET RESULTING IN A MAXIMUM WIND PRESSURE OF <-- 67 PSF. THE INSTALLATION SHALL UTILIZE HARD- WARE PROVIDED BY THE MANUFACTURER AS DETAILED IN THE INSTALATION MANUAL OR AS SHOWN ON PLAN. NER/RETURN ASSEMBLY DETAIL B rn, 2/PANEL OPTIONAL TO LOWER STRAP — NOR REQUIRED TO HAVE BOTH PLEASE NOTE: LOWER CLAMP ASSEMBLY MAYBE OMITTED PROVIDED A CONTINUOUS CROSS STRAP IS INSTALLED NO MORE THAN 8"+- ABOVE LOWER/RETURN ASSEMBLY PANEL 2-# 14X 1 1/2"PAN HEAD OR HEX HEAD SCREW. ROOFING MIN. 1/2" O.S.B. OR PLYWOOD SHEATHING upper clamp assembly detail A e" PANEL STRAP ROOFING MIN. 1 /2" O.S.B. OR PLYWOOD SHEATHING lower tie Joan assembl v detail b NOTE: LOWER CLAMP/SPRING ASSEMBLY MAY BE DELETED PROVIDED BOTTOM CONTINUOUS STRAP IS LOCATED WITHIN 8" OF BASE PROVIDE #12 SCREWS W/CONICAL ADEQUATE LENGTH TO SECURE BRACKET TO CEMENT TILE DRILL HOLE THRU CONC. TILE AND INSTALL SO AS NOT TO BREAK TILES. MOUNTING BRACKET STRAPPING 14X 1 1/2-PAN HEAD OR HEX HEAD SCREW. MIN. 1/2" O.S.B. OR PLYWOOD SHEATHING ROOFING v L_ -1— RAFTER PANEL MOUNTING BRACKET DETAIL C CONIC. BARREL/FLAT TILE NOTE v\LD//VGoENSURETILECAVITYISFILLEDCOMPLETLY PANEL w 1/2" O.S.B OR PLYWOOD WITH DOW TILE BOND ROOF TILE ADHESIVE w ROOF DECKING OR EQUAL. APPLY ADHESIVE TO TILE AQUA THERM $ MOUNTING BRACKET IS ATTACHING TO PLUS ALL STRAP BRACKET RAFTER TILES AROUND IT (5) MINIMUM. RIDGE Ccp ,Gr ARTN`'' TILE ROOF ROOF LAYOUT GENERAL CONDITIONS OGj PN C E N s" S/ s No 052288 STATE OF '_- PG 0 R 1 AL\\NG\ MAY - 4 2016 i BY: FLORIDA BUILDING CODE 2014, 5th EDITION TO INCLUDE THE EXISTING AND RESIDENTIAL CODES ULTIMATE DESIGN WIND SPEED: 180 NOMINAL DESIGN WIND SPEED: 140 RISK CATAGORY: 2 IMPORTANCE FACTOR: 1.0 EXPOSURE CATAGORY: C INTERNAL PRESSURE COEF: +-0.18 ENCLOSED STRUCTURE THE STRUCTURAL COMPONENTS OF THIS PLAN ARE IN COMPLIANCE WITH THE 2014 FLORIDA BUILDING CODE, WAND LOAD COMPLIANCE AND ITS RESISTANCE TO GRAVITY AND DESIGN PRESSURES ON I= U r (h LUPQZ W A~ 0- Q E Zr- W _U CCWW t/J ¢ O WWZ _ j d Z Cl-Z (4 W (1J LDSz On LLJ 0>L)= Pq WQ00 YZL3JLLILn Ln QQ 5 0 Z W Z LLJ U-)C_ . _C WNO M U 0- LJ H F- r L7 U W 2 Z 7 O F- W L_ LiJ V z W Lo n L J rn Q 3 % Z < W p UQ U CO 07 C f' N W 0 V) 0- REVISION I DATE ryVLLJ a If O O) Q U Z Z LLJ D V) J 0 OULLJ c) Q Q Z LL. O V) nn } . r1 r f; - _ I. LJ i U DATE 04-01- 16 BY K SHEET NUMBER S- 1 RECORD COPY REVIEWED FOR CODE COMPLIANCE PLAN EXAMINER A ts'_- DATE SANFORD BUILDING DIVISION A PERMIT 196UED SHALL BE CONSTRUED TO BE A LICENSE TO PROCEED WITH THE WORK AND NOT ASAUTHORITYTOVIOLATE, CANCEL, ALTER OR SET ASIDE ANY OF THE PROVISIONS OF THE TECHNICAL CODES, NOR SHALL ISSUANCE OF A PERMIT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER REQUIRING A CORRECTION OF ERRORS IN PLANS, CONSTRUCTION OR VIOLATIONS OF THIS CODE 1 6 - 1 3 1 4 REQUIRED INSPECTION SEQUENCE B P# /G - 131 &4 BUILDING PE Ili` Min Mays llns ec tion IlDescri j! n Footer / Setback Stemwall Foundation / Form Board Survey Slab / Mono Slab Prepour Lintel / Tie Beam / Fill / Down Cell Sheathing — Walls Sheathing — Roof Roof Dry In Frame Insulation Rough In Firewall Screw Pattern Drywall / Sheetrock Lath Inspection Paco Final Solar Final Roof Final Stucco / Siding Insulation Final Final Utility Building Final Door Final. Window Final Screen. Room Final. Pool Screen Enclosure Mobile Home Building Final Pre -Demo Final Demo Final Single Family Residence Final. Building (Other) Address: y3 z 1--Z44,Cve*- L r.J Min Max llns ection 1CDescrIl tion Electric Underground Footer / Slab Steel Bond Electric Rough T.U.G. Pre -Power Final Electric Final Q A IL, BURP U iIl Min Max Inspection IlDeseri ltion Mechanical Rough Mechanical Final Min Max Inspection Descri tion Gas Underground. Gas Rough Gas Final REVISED: June 2014 f q tit`4` (c 4 6157.9 M1, CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No:/ / Documented Construction Value: $ 1 Job Address: t4 -3a re —as e, Ln .- (.er) J'1'~t l'i Historic District: Yes No49 Parcel ID: Residential Commercial Type of Work: New Addition _ Alteration Repair Demo Change of Use Move Description of Work: Plan Review Contact Person: b/; QQTittle: CJI, Phone: 4iJ7-v$ 5-4 Fax: ?-3r3 Email: C. f -60YV\ Property Owner Information Name I' r Phone: fl' l ijY ' Street: ) Snt Q,UI Resident of property. • 14o City, State Zip: i a-, Contractor InformationA/ NameL—Av 1.rt nnPhone: `-t Ci - - Street: 31 i sco Fax: City, State Zip:sa ,, . f 7k, - 1 State License No.: CACy3 pc1L o Name: Street: City, St, Zip: Bonding Company: Address: Architect/ Engineer Information Phone: Fax: E- mail: Mortgage Lender: _ Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 511 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application i NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may 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 a thatrk will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Print Owner/Agent's Name Date Signature of Nctary-State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID of Contractor/Agent Date ROBERT G. DELLO 'RUSSO imlorida, e puIHI DF C.?UH13E EFF'223M E:>(PlRES: Jung 14, 201914-ters d ' •* ` Bwded Thra p stay P , nde Contractt"rs Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps, Fire Sprinkler Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: of Heads UTILITIES: FIRE: Flood Zone: of Stories: Plumbing - It of Fixtures. Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application TaylorM40*sbn s6hedult8 Dnl655406cHf<atry lOntHiad Keilin, tsrlris and;2onditloFf of tMe Ma to A`iai nt apply. EN-6v. bat! 8/1212015 1414 ikBm$t6 o`ke SOs ;k , DEk AIR HEATING AIt CONDi110[JING & S E kwh, a.,ix,u .S_ d ,x,.c. • n9k OU046 Sb.£'t• :$ :P, Base'i sbH'sl :his. 3,$ .a: 4.,",::. / ,...,2D! 1S _.'S. " ,:- 4 ., .;;.:.< x.; ,:: . , , _.. 4 472 00 t55'ig37 00 s; .00 i B 743.00 a:: •, r•15 Op y, S9 20.00 56 161.00 t.:: ... -..+s. ,,.,.„ .,., W Y.: s.Li.4 '.i.:' 21 n/a: n/a , > ., e n a.: n a. , r. nja n/agri,,' • -wtion:3:CarxT,indem;6ari ea.52150 HYAG: i`$•:. -$; n a:, <': 4 0.00 HM.... Kk',,ir;,e? li`iia A±(dT.'Exte'hllod A. Bi•2C0'fnzSl"I 132.,., 'HV ° :-' "k °': ,r,.' 351E AG ..,P 1k'. s,..,e i',w., n 4 " -:: a y..' SD 00 5000 n/d,.' RMiN 1 0.00 r:, : n a , n^ fiCkmYovereillAiaetO,.$Il,'(.: D,If3v. A1N323bL s H1%AGVlhty ,.x,,....-ot r.v.y 162 3.0';. 1#{JAO"•,. .-•"`.` "` a ,. ..... 5 Micro avn giooda4nOtftW 152130"i1VAC' h ?s"t .'.s, 20000 X i f t VP Purchas.PH.4R - - Purchasing Mag: Date: u - MndMutl and chant fh1 d uma t ra a prualy"O!wa4. na anti - Print d t/13/701521tt PM Dates