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HomeMy WebLinkAbout472 Rocky Grove Ln 17-3722; NEW SFHCOUNTY OF SEMINOLE IMPACT FEE STATEMENT 11- 31 LL STATEMENT NUMBER: 18100000 DATE: February 01, 2018 BUILDING APPLICATION #: 18-10000086 BUILDING PERMIT NUMBER: 18-10000086 7 UNIT ADDRESS: ROCKY GROVE LN 472 21-19-30-510-0000-2800 'A 3 L151 (b TRAFFIC ZONE: 022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR #350 MAITLAND FL 32751 LAND USE: THORNBROOKE PH 4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 472 ROCKY GROVE LANE THORNBROOKE PH 4 LOT 280 SFR FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A SSingle Family Housing .00 1.000 dwl unit 00 FIRE RES. 00 LIBRARY CO - WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHQOLS CO - WIDE ORD Family HoN Ang 5,000.00 1.000 dwl unit 5,000.00 PARKS N/ A 00 LAW ENFORCE N/A 00 DRAINAGE N/ A 00 AMOUNT DUE 5,759.00 THE SEMINOLEACOUJTYIROADTHFIRB/_ RESCUE, LIBRARRYYAAND/OREEDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE DATE ABOVE BUT NO LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE RE UIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES OVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE BUSINESS OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT A b 1101 EASTFIRSTSTREETSANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE 'SOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT O ISSUED WITHIN 60 CALENDAR DAYS FROM THE DATE ABOVE III11111111111 (IIII III11 IIII IIII Parcel ID Number: Z/,f,?-30 _ S/O G600— ZR90 Prepared By Kim Carter and Taylor Morrison Homes Return To : 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COA'IIYI IENCEM ENT. State of Florida. County of Seminole. GRANT MALOY, SEMINOLE COUNTY CLERK, OF CIRCUIT COURT & COMPTROLLER BK. 9044 P9 253 QPss) CLERK'S : 2017128373 RECORDED 12/20/2017 10:04:28 AM RECORDING'FEES $10.00 RECORDED BY hdevore The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of property : LOT 20 v Legal Description: Thornbrooke Phase according to the plat thereof, as recorded in Plat BookB/ Page Hof the public records of Seminole County, Florida. Addresses : 4?z /?,odcq g`r/1/°f llj0-e— Sanford FL 2. General description of improvements: Single Family Home 3. Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 4. Fee Simple Title Holder: N.A. 5. Contractor name and address: Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. 9. In addition to himself , Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(l)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed : Signature of Owner's Agent Sworn to and subscribed before me this by John Asa Wright p io Notary Public DA Clark My commission expires:-&27A9, COPY GRA,;T Serial No. FF 209108 CLERK 0' t - UIT COUff AND C /P. An",/ ice-- rvyl Asa Wright or Morrison of Florida Inc. ,'' e Wally known to me. ature: seal: r era CO CAI En P) L' CITY OF SANFORD UILDING & FIRE PREVENTION31c( PERMIT APPLICATION Application No: )— 3 -7 5. coDocumentedConstructionValue: $ _ T, 3y5/S(o. Job Address: 47Z KOt_.kV Olgae /atu Historic District: Yes No X Parcel ID.- '7-j-19-30- SIO -0000- 2%0 0 Residential 5 Commercial Type of Work: New El Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME - LOT NUMBER: 2-$0 THORNFRROOK PHASE Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Street: 151 SOUTHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 I.111-n''lll '' 11 Phone: 407-629-0077 Resident of property? : NO Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Street: 151 SOUTHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 Phone: 407-257-6940 Fax: State License No.: CBC1257462 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: Bonding Company: N/A Address: E-mail: Mortgage Lender: N/A Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVJEMENTS 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 to 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: 51° Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Si lure of Owner/Agent DW TAYLOR MORRISON OF FLORIDA INC Print Owner/Agent's Name 0 k/ Signature of to of Florida / Date 4, 4 gnature of Contractor/Agent Date JOHN ASA WRIGHT Print Contractor/Agent's N Signature of Nc to Florida Date D.a CM D. a WM MY OMISSION I FF 2D910b * * MY OOMIISSION I FF 20910b EXPIRES: June 27, 2019 ' EXPIRES: June 27, 2019 Ion0e011ne ltuAXt NoYN + Notary $0mta Owner/Agent is ](FB 1s,Rsortally Known to Me or Contract fRgen t s° personally Known to Me or Produced ID N/A Type of ID Produced ID NIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building R Electrical E? Mechanical o Plumbing[ Gas Roof Construction Type:yf2 Occupancy Use: i2g Flood Zone: ?C-yEt Total Sq Ft of Bldg: &P&4-7 Min. Occupancy Load: 1 7 # of Stories: 2— New Construction: Electric - # of Amps Zoo Plumbing - # of Fixtures 2Z Fire Sprinkler Permit: Yes No © # of Heads APPROVAL$:..40NING: 9C( jlb UTILITIES: 40sro COMMENTS: Fire Alarm Permit: Yes No [3 WASTE WATER: ENGINEERING: t-Z-ZMB FIRE: BUILDING: '9F 2- n- IR Ok to construct single family home with setbacks and impervious area shown on plan. IN-161o 1Np , t a ka&+&kS tot , CR— Revised: June 30, 2015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No • / 7— 3 -7 )-- )--, Documented Construction Value: S Z 4 `f- %y o Job Address: 47z )(0a u 60V 100 Historic District: Yes No Parcel ED- '7-j-19-30-510-0000-2SO 0 Residential [ Commercial Type of Work: New FAI Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME - THORNFBR00K PHASE. LOT NUMBER: 2066 _ Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: da hne PermitsPermitsPermits.com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE #200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: N/A Mortgage Lender: _N/A Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IWROVJEMENTS 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: 516 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713 The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. x , Si ature of Owner/Agent Dati TAYLOR MORRISON OF FLORIDA INC Print Owner/Agent's Name 2 Signature of to of Florida Date MY COMMISSION 0 FF 209106 EXPIRES: June 27, 2019 BanQtOiAroeuS tlNobryS:rktr Owner/Agent is YFS pffionally Known to Me or Produced ID N/A Type of ID tI gnatuns ofContractor/Agent Date JOHN ASA WRIGHT Print Contractor/Agent's Nap A//,'Z, — Signature of Notary o Florida Date MY COMMISSION 0 FF 209109 EXPIRES: June 27, 2019 t Nobry Sinko ContraiAiP gen?t° s?2 ersonally Known to Me or Produced ID NIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Flood Zone: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps, Fire Sprinkler Permit:. Yes No # of Heads Plumbing - # of Fixtures Fire Alarm Permit: Yes No APPROVA.M .BONING: UTILITIES: 2 Z WASTE WATER: ENGINEERING: FIRE: COMMENTS: BUILDING: Revised: June 30, 2015 Permit Application PORoPAb City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: John Asa Wright Firm: Taylor Morrison of Florida, Inc. Address: 2600 Lake Lucien Drive City: Maitland State: Florida Zip Code: 32751 Phone: 407-257-6940 Fax: Email: daphne@permitspermitspermits.com Property Address: 472 Rocky Grove Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-2800 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: IN New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) O , CIAL SE ONL 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 W, the best available information used to determine the base flood elevation is: BP# 17-3722 Reviewed by: Michael Cash, CFM Date: January 2, 2018 p t OApplication for Right -of -Way Use for Driveway, Walkway & Landscape O 7 I Dq Department of Planning & Development Services yr .rdordn.gov 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.6141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the e attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat dearly Identifying the size and location of the existing right—of-way and use shall be provided or application could be delayed. ttros.eell below 71f i VBadr' LOT ZfrO _ CBllbd°'°'wft 1. Project Locallon/Address: Vc IuM 2. Proposed Activity: Driveway D Walkway Other: 3. Schedule of Work: Start Dale Completion Date Emergency Repairs 4. Brief Description of Work: MINPWAY Me NAW &M This application is submitted y: Properly Owner. , np Signature: Print Name: Y104 YANZYMN 17M&S Address: /S NE 101AAAM / Q rl6Phone: 407-&7-644o Faxr dQQhne(Q- &MIfS 1i!r&ft4 QV Date: l7 Maintenance ResponsibilitieslIndemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shag include maintenance of the improvement and unpaved portion of right-ol-way adjacent thereto. Requestor may, with written City authorization, remove said installationAmpnovemenl fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stommrater facilities, or any general maintenance activities by the City becomes In conflict with the above permitted activity, the perrnittee shag remove, relocate and/or repair as necessary at no cost to the City of Sanford Insofar as such fatties are in the public right-ol-way. If the Requestor does not continuously malntaln the Improve- ment and area in accordance with previously stated criteria, or completely restore the right oNAey to its previous condition, the City shall after appropriate notice. restore the area to its previous condition at the Requestors expense and. if necessary, file a lien on the Requestoes property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its coundipersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direcL 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 attorneys 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 unde land the above statement and by signing this application 1 agree to its temps. I hereby understand and agree y all ci as 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 407.688.6080, ExL 6401.24 hours In advance to schedule a pre -pour Inspection, I Pre -pour Inspection by: Date: I September 2010 ROW Use V. SCPA Parcel View: 21-19-30-510-0000-2800 http://parceldetai 1.scpafl.org/Parcel Detai l In fo.aspx?PID=2119305100... Property Record Card Parcel: 21-19-30.510-0000.2800 Owner. TAYLOR MORRISON OF FL INC sar+oioaou+rona Property Address: 472 ROCKY GROVE LN SANFORD, FL 32771 arcel Information Parcel 21-19-30-510-0000-2800 Owner TAYLOR MORRISON OF FL INC Property Address 472 ROCKY GROVE LN SANFORD, FL 32771 Mailing 151 SOUTHALL LN STE 200 MAITLAND, FL 32751 Subdivision Name THORNBROOKE PHASE 4 Tax District S7-SANFORD DOR Use Code 00-VACANT RESIDENTIAL Exemptions 280 120 Legal Description LOT 280 THORNBROOKE PHASE 4 PB 81 PGS 70-71 Taxes I Seminole County GIS I value.Nummary 2018 Working 2017 Certified Values Values Valuation Method I Cost/Market I Cost/Market Number of Buildings I 0 10 Depreciated Bldg Value Depreciated EXFT Value L.and Value (Market) 1 E26,050 26,050 Land Value Just/Market Value 2 I E26,050 1E26,050 Portability Adj Save Our Homes Adj s0 0 Amendment 1 Adj 24.241 12,784 P&G Adj -- - 0 — O -- - Assessed Value 1,809 13.266 Tax Amount without SOH: $336.57 2017 Tax Bill Amount $336.57 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 1,809 i 0 1,809 Schools 26,050 0. 26,050 City Sanford 1,809' 0 1,809 SJWM(Saint Johns Water Management) E1,808------ E1,809 0 1,609 County Bonds--------- SO--- 1,809 Sales Description Data Book Page Amount Qualified VarJlmp No Sales Find Comparable Sales Land — --- — Method Frontage Depth Units Units Price Land Value LOT 1 $26,050.00 $26,050 Building Information Permits -- ----- --- - — Permit # Description Agency Amount CO Date Permit Date 1 of 2 12/20/2017, 7:34 AM REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # 1'l - 31 ZZ BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Pre our 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence Address: 412 PVC ELECTRICAL PERMIT Min Max Inspection Description 10 Electric Underground 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final R T Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot280Th nbr okeAnastasiaGRN Street: 4777 / qml-, (if IV- Builder Name: Taylor Morrison Permit Office: .--- City, State, Zip. FL, i 4d Permit Number. nSANFORD1DesignOwner: Jurisdiction:5 Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types(3145.8 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1380.60 W 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 244.22 ft' 4. Number of Bedrooms 4 d. N/A R= ft' 5. Is this a worst case? No 10. Ceding Types (1509.0 sgft) Insulation Area a. Under Attic (Vented) R=30.0 1482.00 ft7 6. Conditioned floor area above grade (ft') 2582 b. Knee Wall (Vented) R=30.0 27.0002 Conditioned floor area below grade (ft') 0 c. N/A R= ft' 11. Ducts R fN 7. Windows(367.7 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 295.74 ft' b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 72.00 ft' 12. Cooling systems kBlu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 25.2 SEER:16.00 b Central Unit 25.2 SEER:16.00 c. U-Factor: N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft' a. Electric Heat Pump 21.8 HSPF:8.50 SHGC: b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 3.506 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2582.0 sgft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft' b. Conservation features b. Floor Over Other Space R=0.0 1102.00 Ft' None c. other (see details) R= 13.00 fl' 15. Credits Pstat Glass/Floor Area: 0.142 Total Proposed Modified Loads: 76.27 PASSTotalBaselineLoads: 76.76 1 hereby certify that the plans and specifications covered by this in the Florida Energy Review of the plans and TAi3 S7q calculation are compliance with specifications covered by this Code. - calculation indicates compliance with the Florida Energy Code. PREPARED BY: _ `!F"^"'^ Before construction is completed DATE: 11/.30/_1.7 this building will be inspected for V - compliance with Section 553.908 I hereby certify that this building, as designed is in compliance Florida Statutes. with the Florida Energy Code. G'Ob we f4 OWNER/AGEN kDATE: i BUILDING OFFICIAL: DATE: 2_13-t% Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 11/30/2017 3:47 PM EnergyGauge® USA - FlaRes2014 Section R405 4.1 Compliant Software Pagel of 5 F.191.0m uluW111iLI PROJECT Title: Lot280ThornbrookeAnastasia Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2582 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: Taylor Morrison Rotate Angle- 0 Street, Permit Office: Cross Ventilation. No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Family Type: Single-family FL, New/Existing: New (From Plans) Comment: CLIMATE 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 1467 13643.1 2 Block2 1115 10035 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1467 13643.1 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1115 10035 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor __ ___ 13 ft° 19 0 0 1 2Slab-On-Grade Edge Insulatio 1st Floor 147.9 It 0 1467 ft' 0.43 0 0.57 3 Floor Over Other Space 2nd Floor ___ ____ 110211' 0 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1655 ft° 37011' 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 1480 ft° N N 11/30/2017 3:47 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 1.191 V ITA MITIRWIM CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Knee Wall (Vented) 1st Floor 30 Batt 27 W 0.11 Wood 2 Under Attic (Vented) 1st Floor 30 Blown 13 ft' 0.11 Wood 3 Under Attic (Vented) 2nd Floor 30 Blown 1469 ft' 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Omt To Wall_Type Space R_Value-Et-In-Et-In Area-R_Value_Eraction_Absor._Grade%_ 1 N Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 5 6 9 4 51.3 ft' 0 0 0.6 0 3 NE Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 45.9 ft' 0 0 0.6 0 4 E Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft° 0 0.23 0.6 0 5 E Exterior Concrete Block - Int Insul 1st Floor 4.1 53 0 9 4 494.7 W 0 0 0.6 0 6 S Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 7 S Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 4' 0 0 0.6 0 8 W Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 0.23 0.6 0 9 W Exterior Concrete Block - Int Insul 1st Floor 4.1 54 6 9 4 508.7 ft' 0 0 0.6 0 10 - Garage Frame - Wood 1st Floor 13 26 2 9 4 244.2 fl' 0 0.23 0.01 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 Wood 1st Floor None 39 2 7 8 20.7 W WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft' 1 ft0 in 1 ft 0 in Drapes/blinds None 2 n 1 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft° 1 ft 0 in 3 ft 0 in Drapes/blinds None 3 ne 3 Vinyl Low-E Double Yes 0.34 0.31 23.3 ft' 10 ft 8 in 0 It 4 in Drapes/blinds None 4 e 4 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft° 1 ft 0 in 1 ft 0 in Drapes/blinds None 5 e 4 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft° 1 ft 0 in 1 ft0 in Drapes/blinds None 6 e 5 Vinyl Low-E Double Yes 0.34 0.31 5.0 W 1 ft0 in 11 ft 8 in Drapes/blinds None 7 e 5 Vinyl Low-E Double Yes 0.34 0.31 19.3 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 8 s 6 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 9 s 6 Vinyl Low-E Double Yes 0.34 0.31 40.0 W 1 ft 0 in 1 ft 0 in Drapes/blinds None 10 s 7 Vinyl Low-E Double Yes 0.34 0.31 58.3 ti' 1 ft 0 in 11 ft8 in Drapes/blinds None 11 s 7 Vinyl Low-E Double Yes 0.58 0.32 72.0 ft' 10 ft 8 in 0 ft 0 in None None 12 w 8 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft0 in 1 fl0 in Drapes/blinds None 13 w 9 Vinyl Low-E Double Yes 0.34 0.31 38.9 ft° 1 ft 0 in 11 ft 8 in Drapes/blinds None 11/30/2017 3:47 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 ft' 384 R' 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000408 2762.4 151.65 285.21 .3666 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heal Pump Electric Heat Pump Split Split HSPF:8.4999 21.8 kBtu/hr 1 HSPF:8.4999 21.8 kBtu/hr 2 sys#1 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit Split Split SEER: 16 25.2 kBtu/hr cfm 0.75 1 SEER: 16 25.2 kBtu/hr cfm 0.75 2 sys#1 sys#2 HOT WATER SYSTEM System Type SubTpe Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft' DUCTS V # Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 2 Attic 6 293A ft Attic 6 223 R' Attic 2nd Floor 73.35 ft Default Leakage 2nd Floor (Default) (Default) 55.75 R Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 11/30/2017 3:47 PM EnergyGauge® USA - FlaRes2014 Section R405.4 1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat• Y Ceiling Fans: Cooling Jan Heatin Jan Feb Feb Mar MarHX r A r Ma Ma Jun Jun Jul Jul AugSe Au Se Oct Oct Nov Nov Dec DecVentingJanFebMarAprMayJunJulAugSepOctXNovDec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 11/30/2017 3:47 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 99 The lower the EnergyPerformance Index, the more efficient the home. FL, 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1380.60 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 244.22 (i' 4. Number of Bedrooms 4 d. N/A R= ft' 5. Is this a worst case? No 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=30.0 1482.00 ft' 6. Conditioned floor area (ft') 2582 b. Knee Wall (Vented) R=30.0 27.00 ft' 7. Windows" Description Area c. N/A R= ft' a. U-Faclor: Dbl, U=0.34 295.74 ft' 11 •Ducts a. Sup: Attic, Ret: Attic, AH: 2nd Floor R ft' 6 293.4 SHGC: SHGC=0.31 b. Sup: Attic, Ret• 2nd Floor, AH: 2nd Floor 6 223 b. U-Factor: Dbl, U=0.58 72.00 fl' SHGC: SHGC=0.32 12. Cooling systems kBlu/hr Efficiency c. U-Faclor: N/A ft' a. Central Unit 25.2 SEER:16.00 SHGC: b. Central Unit 25.2 SEER:16.00 d. U-Factor: N/A ft2 13. Heating systems kBlu/hr EfficiencySHGC: a. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 3.506 ft. b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average SHGC: 0.312 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft: a. Electric EF: 0.95 b. Floor Over Other Space R=0.0 1102.00 ft' c. other (see details) R= 13.00 ft' b. Conservation features None 15. Credits Pstat 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: Address of New Home: Date: City/FL Zip: O 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. 11/30/2017 3:47 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 0 a RDEL-AIR Manual S Compliance Report IUM0•1101CONM101 9 ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web. WWW.DEL-AIR.COM For: Taylor Morrison Design Conditions Job: Lot2801rhombrookeAna... Date: 6/4/2014 By: FJF Outdoor design DB: 92.5°F Sensible gain: 18848 Btuh Entering coil DB: 76.5°F Outdoor design WB: 76.3°F Latent gain: 3465 Btuh Entering coil WB: 63.2°F Indoor design DB: 75.0°F Total gain: 22313 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 21080 Btuh 112% of load Latent capacity: 1628 Btuh 47% of load Total capacity: 22708 Btuh 1020/6 of load SHR: 93% Design Conditions Outdoor design DB: 41.7°F Heat loss: 19827 Btuh Entering coil DB: 69.5°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22379 Btuh 113% of load Capacity balance: 39 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.0 kW 85% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. wri htsofC 2017-Nov-3015:40:32 9 Right-Suile® Universal 2017 17.0.23 RSU24011 Page 1 eAnaslasiaGRN\Lot280ThornbrookeAnaslasiaGRN.rup Calc - MJ8 House laces: N DEL -AIR Manual S Compliance Report IMMO • M wlrmrro 9 ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407.333.2665 Fax 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Design Conditions Job: Lot280ThornbrookeAna... Date: 6/4/2014 By: FJF Outdoor design DB: 92.5°F Sensible gain: 16090 Btuh Entering coil DB: 78.0°F Outdoor design WB: 76.3°F Latent gain: 2925 Btuh Entering coil WB: 63.9°F Indoor design DB: 75.0°F Total gain: 19015 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 18134 Btuh 1130/6 of load Latent capacity: 2831 Btuh 97% of load Total capacity: 20965 Btuh 1100/o of load SHR: 86% Design Conditions Outdoor design DB: 41.7°F Heat loss: 13590 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 165% of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 3.5 kW 87% of load Temp. rise: Meets are all requirements of ACCA Manual S. 13 °F Capacity balance: 30 °F Economic balance: -99 °F C wri htsoft 2017-Nov-3015.40:32 9 ' Right -Suite® Universal 2017 17 0.23 RSU24011 Page 2 ACCA...eAnastasiaGRN%Lo128OThornbrookeAnastasiaGRN.rup Calc = MJ8 House laces: N DEL --AIR Component Constructions Job: LOt280ThornbrOOkeAna... P Date: 6/4/2014 Ittl1ID18•IUNC0IIID10 Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax, 407-333.3853 Web WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Hig HTM Loss Clg HTM Gain M BWMV--•F 8r•F/3Wh BWh/Ilr BWh BWh/fl BWh Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 240 0.091 13.0 2.58 618 2.34 562 fnsh, 2"x4" wood frm, 16" o.c. stud a 470 0.091 13.0 2.58 1209 2.34 1100 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int ins 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2" gypsum board int insh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int insh, 2"x4" wood frm, 16" o.c. stud s 200 0.091 13.0 2.58 515 2.34 469 w 461 0.091 13.0 2.58 1186 2.34 1079 all 1370 0.091 13.0 2.58 3528 2.34 3210 n 51 0.201 0 5.69 292 4.35 223 ne 23 0.201 0 5.69 130 4.35 99 e 470 0.201 0 5.69 2675 4.35 2046 s 150 0.201 0 5.69 851 4.35 651 w 470 0.201 0 5.69 2671 4.35 2044 all 1164 0.201 0 5.69 6619 4.35 5064 s 29 0.032 30.0 0.91 26 2.38 69 223 0.091 13.0 2.58 575 1.44 322 Windows 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31), 50% drapes, medium; 1 ft e overhang (5 If window ht, 1 it sep.); 6.67 it head ht s s w all 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl Irm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 it overhang (5 ft window ht, 3 it sep.); 6.67 it head ht 10C-v: 2 glazing, Or low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, ne 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 10.67 ft overhang (8 it window ht, 0.33 it sep.); 6.67 It head ht 2A-2ov. 2 glazing, cir low-e outr, air gas, vnl Irm mat, clr innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 it overhang (3 ft window ht, 1 ft sep.); 6.67 ft head ht 15 0.340 0 9.62 144 10.6 159 15 0.340 0 9.62 144 30.4 455 30 0.340 0 9.62 289 10.8 323 40 0.340 0 9.62 385 10.8 431 30 0.340 0 9.62 289 30.4 911 130 0.340 0 9.62 1251 17.5 2279 15 0.340 0 9.62 144 10.6 159 23 0.340 0 9.62 225 16.0 374 6 0.340 0 9.62 58 30.4 182 c wri htsoft" 2017-Nov-3015:40.32 A 9 Righl-Suile® Universal 2017 17.0.23 RSU24011 Page 1CC`..eAnaslasiaGRN\Lol280ThornbrookeAnaslasiaGRN.rup Cale = M.18 House faces: N 2A-2ov: 2 glazing, cir low-e outr, air gas, vnl firm mat, cir innr, 1/4" gap, e 5 0.340 0 9.62 48 30.4 152 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It overhang (3.17 ft window hl, 11.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e oulr, air gas, vnl firm mat, clr innr, 1/4" gap, a 19 0.340 0 9.62 185 30.4 585 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 ft window ht, 11.67 It sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl Irm mat, clr innr, 1/4" gap, s 58 0.340 0 9.62 561 12.2 708 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft w 39 0.340 0 9.62 374 30.4 1180 overhang (6.3 ft window ht, 11.67 It sep.); 6.67 It head ht all 97 0.340 0 9.62 935 19.4 1888 2A-2ovd: 2 glazing, cir low-e ouir, air gas, vnl Irm mat, clr innr, 1/4" s 72 0.580 0 16.4 1182 16.8 1213 gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 It overhang (8 ft window ht, 0 ft sep.), 6.67 It head ht Doors 11 DO: Door, wd sc type n 21 0.390 0 11.0 228 12.0 248 Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1483 0.032 30.0 0.91 1343 1.74 2574 gypsum board inl fnsh Floors 20P-191: Flr floor, firm flr, 12" thkns, r-19 cav ins, gar ovr 13 0.050 19.0 1.41 18 0.71 9 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 0 28.0 4140 0 0 C wri htsoft" 2017-Nov-3015:40:32 E. 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 2 eAnastasiaGRN\Lot280ThombrookeAnastasiaGRN.rup Calc - k4J8 House faces: N W, DEL -AIR Component Constructions Job: Lot28OThornbrookeAna... P Date: 6/4/2014 IRMO•AOtCON11111n a ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone, 407-333.2665 Fax: 407-333.3853 Web: WWW DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 It Design TD (OF) 28 18 Latitude: 28ON 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 M SWIIALIF W--•FBWh BWhIM BWh BWh/ll= BWh Walls 13A-2ocs: Blk wall, stucco exl, r-2 ext bd ins, 8" thk, 1/2" gypsum n 51 0.201 0 5.69 292 4.35 223 board int fnsh ne 23 0.201 0 5.69 130 4.35 99 e 470 0.201 0 5.69 2675 4.35 2046 s 150 0.201 0 5.69 851 4.35 651 w 470 0.201 0 5.69 2671 4.35 2044 all 1164 0.201 0 5.69 6619 4.35 5064 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2" s 29 0.032 30.0 0.91 26 2.38 69 gypsum board int fnsh Partitions 12C-Osw: Firm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood irm, 16" o.c. stud Windows 1OC-v: 2 glazing, Or low-e outr, air gas, vnl Irm mat, Or innr, 1/4" gap, ne 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, 10.67 ft overhang (8 ft window ht, 0.33 ft sep.): 6.67 ft head ht 2A-2ov: 2 glazing, Or low-e outs, air gas, vnl frm mat, Or innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, cir low-e ouir, air gas, vnl Irm mat, cir innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 it overhang (6.25 ft window ht, 11.67 it sep.); 6.67 ft head ht 2A-2ov: 2 glazing, cir low-e outr, air gas, vnl frm mat, cir innr, 1/4" gap, s 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft yr overhang (6.3 ft window ht, 11.67 it sep.); 6.67 it head ht all 2A-2ovd: 2 glazing, cir low-e oulr, air gas, vnl frm mat, Or innr, 1/4" s gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 It overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n 223 0.091 13.0 2.58 575 1.44 322 23 0.340 0 9.62 225 16.0 374 5 0.340 0 9.62 48 30.4 152 19 0.340 0 9.62 185 30.4 585 58 0.340 0 9.62 561 12.2 708 39 0.340 0 9.62 374 30.4 1180 97 0.340 0 9.62 935 19.4 1888 72 0.580 0 16.4 1182 16.8 1213 21 0.390 0 11.0 228 12.0 248 C wri htsoft" 2017-Nov-3015:40:32 9 Right•Suile® Universal 2017 17 0 23 RSU24011 Page 314CCp....eAnaslasiaGRN\Lol28OThornbrookeAnaslasiaGRN.rup Calc = MJ8 House laces: N Ceilings 16B-30ad: Attic ceiling, asphalt shingles root mat, r-30 ceil ins, 1/2" 13 0.032 gypsum board int Insh Floors 22A-ipl: Bg floor, light dry soil, on grade depth 148 0.989 30.0 0.91 12 1.74 23 0 28.0 4140 0 0 C Wirl htSOft` 2017-Nov-30 15:40 32 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 4 eAnaslasiaGRN%Lol280ThombrookeAnastastaGRN.rup Calc . MJ8 House laces: N DEL -AIR Component Constructions Job: LOt280ThornbrOOkeAna... p Date: 6/4/2014 111111nNB"AMCBND(r101m10 ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407.333-3853 Web WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 it Design TD (OF) 28 18 Latitude: 289N 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 tl' Btuh1W-"F IP-"FBWh B1uhW BWh BWhIIP Bn,h Walls 12C-Osw: Firm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 240 0,091 13.0 2.58 618 2.34 562 fnsh, 2"x4" wood frm, 16" o.c. stud a 470 0.091 13.0 2.58 1209 2.34 1100 s 200 0.091 13.0 2.58 515 2.34 469 w 461 0,091 13.0 2.58 1186 2.34 1079 all 1370 0.091 13.0 2.58 3528 2.34 3210 Partitions none) Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl Irm mat, Or innr, 1/4" gap, n 15 0.340 0 9.62 144 10.6 159 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft e 15 0.340 0 9.62 144 30.4 455 overhang (5 ft window ht, 1 ft sep.); 6.67 ft head hi s 30 0.340 0 9.62 289 10.8 323 s 40 0.340 0 9.62 385 10.8 431 w 30 0.340 0 9.62 289 30.4 911 all 130 0.340 0 9.62 1251 17.5 2279 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, n 15 0.340 0 9.62 144 10.6 159 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (5 ft window ht, 3 it sep.); 6.67 it head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl Irm mat, clr innr, 1/4" gap, e 6 0.340 0 9.62 58 30.4 182 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 it overhang (3 ft window ht, 1 ft sep.); 6.67 ft head ht Doors none) Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1469 0.032 30.0 0.91 1331 1.74 2551 gypsum board int fnsh Floors 20P-191: Flr floor, frm flr, 12" Ihkns, r-19 cav ins, gar ovr 13 0.050 19.0 1.41 18 0.71 9 wri htsoft" 2017-Nov-3015:40:32 i 9 Right-Suile® Universal 2017 17.0.23 RSU24011 Page 5 p.... eAnaslasiaGRN\Lol280ThornbrookeAnastasiaGRN rup Calc = MJ8 House faces: N Project Summary Job: Lot280ThornbrookeAna' DELAIR ... Date: 6/4/2014 mot:-11111 C01,1111iffillimm Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333.3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 2/1/16 JA LS 3/8116 LS 6/21/16 JA LS 10/27/16 JA Design Information LS 3/ /17 A LS 11/ t Orlando Intl AR FL, US Winter Design Conditions Outside db Inside db Design TD Summer Design Conditions 42 OF Outside db 70 OF Inside db 28 OF Design TD Daily range Relative humidity Moisture difference Heating Summary Structure 26215 Btuh Ducts 7202 Btuh Central vent (0 cfm) 0 Btuh Humidification Piping Equipment load Infiltration Method Construction quality Fireplaces 0 Btuh 0 Btuh 33417 Btuh Simplified Average 0 Heating Cooling Area (ft2 2582 2582 Volume 1)ft3) 26938 26938 Air changes/hour 0.41 0.21 Equiv. AVF (cfm) 184 94 Heating Equipment Summary Make n/a Trade n/a Model n/a AHRI ref. n/a Efficiency n/a Heating input Heating output 0 Btuh Temperature rise 0 OF Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Space thermostat n/a 93 OF 75 OF 18 OF M 50 % 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 23931 Btuh Ducts 11007 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data y Ratelswing multiplier 1.00 Equipment sensible load 34938 Btuh Latent Cooling Equipment Load Sizing Structure 4165 Btuh Ducts 2225 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 6390 Btuh Equipment Total Load (Sen+Lat) 41328 Btuh Req. total capacity at 0.70 SHR 4.2 ton Cooling Equipment Summary Make n/a Trade n/a Cond n/a Coil n/a AHRI ref. n/a Efficiency n/a Sensible cooling 0 Btuh Latent cooling 0 Btuh Total cooling 0 Btuh Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wr1 t1tSOfi' 2017-Nov-3015:40:32 9 Righl-Sude® Universal 2017 17.0 23 RSU24011 Page 1 101CCA...eAnaslasiaGRN\Lol280ThornbrookeAnastasiaGRN.rup Cale = MJ8 House laces: N jQDEL+ Project Summary Job: Lot280ThornbrookeAna... AIR AM CONUMM101 ahu Date: By: FJF 014 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407-333-3853 Web WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 211/16 JA LS 3/8116 LS 6/21/16 JA LS 10/27/16 JA Information LS 3/ /17 A LS 11?,A Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 16921 Btuh Structure 14602 Btuh Ducts 2905 Btuh Ducts 4246 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 19827 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 18M Btuh Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 Structure 2626 Btuh Ducts 839 Btuh Central vent (0 cfm) 0 Btuh Heatingg Coolingg none) Area (W 1467 1467 Equipment latent load 3465 Btuh Volume (ft3) 13715 13715 Air changes/hour 0.39 0.20 Equipment Total Load Sen+Lat) 22313 Btuh Equiv. AVF (cfm) 89 45 Req. total capacity at 0.75 SHR 2.1 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-19 Cond 14HPX-024-230-19 AHRI ref 10258598 Coil CBA27UHE-024-230'++TDR AHRI ref 10258598 Efficiency 8.5 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 47°F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.042 cfm/Btuh Air flow factor 0.045 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.84 Capacity balance point = 39 OF Backup: Input = 5 kW, Output = 16909 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsofl t' 2017-Nov-30 15:40:32 Righl-Suite® Universal 2017 17.0.23 RSU24011 Page 2 eAnaslasraGRN\Lol280ThornbrookeAnaslasiaGRN.rup Cale - M.18 House laces, N Job: Lot280ThombrookeAna... QDEL-AIR Project Summary Date: 6/4/2014 amr.-=comunumlo ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 211/16 JA LS 3/8/16 LS 6/21/16 JA LS 10/27/16 JA Information LS 3/ /17 A LS it/!Y4 Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 9294 Btuh Structure 9328 Btuh Ducts 4296 Btuh Ducts 6761 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none e) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 13590 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 16090 Btuh Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 Structure 1539 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh Heating coolingg none) Area (ft2 1115 1115 Equipment latent load 2925 Btuh Volume (ft3) 13223 13223 Air changes/hour 0.43 0.22 Equipment Total Load (Sen+Lat) 19015 Btuh Equiv. AVF (cfm) 96 49 Req. total capacity at 0.75 SHR 1.8 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-19 Cond 14HPX-024-230-19 AHRI ref 10258598 Coil CBA27UHE-024-230'++TDR AH R I ref 10258598 Efficiency 8.5 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 47°F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.062 cfm/Btuh Air flow factor 0.052 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.85 Capacity balance point = 30 OF Backup: Input = 3 kW, Output = 11784 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrl fltSOft" 2017-Nov-3015:40.32 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 3ACC%..eAnastasiaGRN\Lot280ThornbrookeAnastasiaGRN.rup Calc = MJ8 House laces: N QDEL--AIRnmom • oa amnmmro Right-J® Worksheet Entire House DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 32771 honD4071O1`2665 Fax: 407.333-3853 Web: WWW.DEL-AIR.COM Job: Lot280ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area Entire House 316.9 It 9.2 It 2939.3 f12 ahu 1 147.9 It 9.3 It 1470.0 112 Ty Construction number U-value Bluh/ft2-*F) Or HTM 81uh/fl2) Area (112) or perimeter (0) Load Btuh) Area (112) or perimeter (It) Load Btuh) Heat cod Gross N/P/S Heat Cod Gross N/P/S Heat cool 6 Vj/ 12C-Osw 2A-2ov 2A-2ov 0.091 0.340 0.340 n n n 2,58 9.62 9.62 2.34 10.58 10.58 270 15 15 240 0 0 618 144 144 562 159 159 0 0 00 0 0 0 0 0 0 0 0lF---CCi W 13A-Zoos 0.201 n 5.69 4.35 51 51 292 223 51 51 292 223 11 yl 13A-2ocs 10Gv 0.201 0.340 ne ne_ a a a 5.69 9.62 2.58 9.62 9.62. 4.35 16.02 46 23 23 0 130 225 99 37.4 1100 182 455 46 23 23 0 130 225 99 37_4 0 0 0 12C-0sw ZA-2ov 2A-2ov 0.091 0.340 0.340 2.34 30.36 30.36 491 6 15 470 0 0 1209 58 144 0 0 0 0 0 0 0 0 0rGC y/ yl L(^ 13A-2ocs 2A-2ov 2A-2dry 12C-0sw 2A-2ov 2B-21v 0.201 0.340 0_34Q a a e 5.69 9.62 1 62 2.58 9.62 9.62 4.35 30.36 30 36 Z34 10.77 10.77 494 5 9 270 30 40 470 0 0 200 26 35 2675 48 1 2046 152 585 469 323 431 494 5 19 470 0 0 2675 48 185 0 0 0 2046 152 585 0 0 0 0.091 0.340 0.340 s s s 515 289 385 0 0 0 0 0 0 13A-2ocs 2A-2ov 2A-2ovd 0.201 0.340 0.580 s s s 5.69 9.62 16.41 4.35 IZ15 16.85 280 58 72 150 0 72 851 561 1182 651 708 1213 280 58 72 150 0 72 851 561 1182 651 708 1213 W 16A-30ad 0.032 s 0.91 2.38 29 29 26 69 29 29 26 69 12C-Osw 0.091 0,340 w w 2.58 9.62 2.34 30.36 491 461 0 1186 289 1079 911 0 0 0 0 0 Q 0 0 Vj! G 13A-2ocs 2A-2ov 0.201 0.340 w w 5.69 9.62 4.35 30.36 508 39 470 0 2671 374 2044 1180 Sm 39 470 0 2671 374 2044 1180 q D 12C-0sw 11D0 0,091 0.390 n 2.58 11.04 1.44 it. 99 244 21 223 21 575 228 322 248 244 21 223 21 575 228 322 248 C 16B-30ad 0.032 0.91 1.74 1483 1483 1343 2574 13 13 12 23 F 22-191 QW 1.41 0.71 13 1 1 Q 0 Q 0 F 22A-Ipl 0.989 27.99 0.00 1470 148 4140 0 1470 148 4140 0 6 c) AED excursion 0 0 Envelope losstgain 20504 18327 14175 9937 12 a) Infiltration b) Room ventilation 5711 0 1809 0 2747 0 870 0 13 Internal gains: Occupants @ 230 Appliances/other 6 1380 24151 6 1380 2415 Subtotal (lines 6 to 13) 1 26215 23931 16921 14602 14 15 Less external load Less transfer Redistribution Subtotal Duct bads 279/6 469/6 0 0 0 26215 7202 0 0 0 23931 11007 17%s 299/6 0 0 0 16921 2905 0 0 0 14602 4246 Total room bad Air required (cfm) 33417 1680 34938 1680 1 1 19827 840 18848 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. I- - wright54aft- Right -Suite® Universal 2017 17.0 23 RSU24011 2017-Nov-30 1 page 1 eAnastasiaGRN\Lo128OThornbrook@AnaslasiaGRN.nip Calc - MJ8 House faces: N DEL --AIR Right-JO Worksheet MAIM.°M"°'m'° Entire House DEL -AIR HEATING & AIR hone: 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333.2665 ax: 407-333.3853 Web WWW.DEL-AIR COM Job: Lot28OThornbrookeAnastaS... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area ahu 2 169.0 It 9.0 It 1469.3 42 Ty Construclion number U-value BtuWfl?-'F) Or HTM Btuh/112) Area (112) or perimeter (11) Load Btuh) Area or perimeter Load Heal Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 VI/ E-( C 12C-Osw 2A•2ov 2A-2ov 0.091 0.340 0.340 n n n 2.58 9,62 9.62 234 10,58 10.58 270 15 15 240 0 0 618 144 144 562 159 159 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 11 VLG 13A-2ocs 10C v 12C-Osw 2A-2ov 2A-2av 0.201 0.340 no ne_ a a a 5.69 9.62 2.58 9.62 9.62 4.35 16.02 0 0 0 0-0-0 0 0 0.091 0.340 0.340 2.34 30.36 30.36 491 6 15 470 0 0 1209 58 144 1100 182 455 13A-2ocs 2A-2ov 2A-2ov 0.201 0.340 0 a a 5.69 9.62 9.62 4.35 30.36 30. 0 0 0 0 0 0 0 0 0 6 0 0 12C-Osw 2A-20v 2B-21v 0.091 0.340 0.340 s s s 2.58 9.62 9.62 2.34 10.77 10.77 270 30 40 200 26 35 515 289 385 469 323 431 13A•2ocs 2A-2ov 2A-2ovd 0.201 0.340 0.580 s s s 5.69 9.62 16.41 4.35 1215 16.85 0 0 0 0 0 0 0 0 0 0 0 0 W 16A-30ad 0.032 s 0.91 2.38 0 0 0 0 12C-Osw 0.091 w w 2.58 9,62 2.34 30. 491 461 0289 1186 1079 911 yL. 13A-2ocs 2A•2ov 0.201 0.340 w w 5.69 9.62 4.35 30.36 0 0 0 0 0 0 0 0 q D 12r--Osw 11 DO 0.091 0.390 n 2.58 11.04 1.44 11.99 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 1469 1469 1331 2551 F 20P_19 0.050 1,41 0,71 13 13 1 9 F 22A-ld 0.989 27.99 0.00 0 0 0 0 6 c) AED excursion 0 Envelope loss/gain 6329 8390 12 a) Infiltration b) Room ventilation 2964 0 939 0 13 Internal gains: Occupants @ 230 Apphances/other 0 0 0 Subtotal (lines 6 to 13) 9294 9328 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 46/* 72% 0 0 0 9294 4296 0 0 0 9328 6761 Total room load Air required (clm) 13590 840 16M 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 9C41- wrightsoTt' 2017-Nov-30 15,40 32 1i Righl•Suite® Universa120t7 17.0.23 RSU24011 Page 2 eAnastasiaGRN\Lol280ThornbrookeAnaslasiaGRN.rup Calc a MJ8 House laces: N DEL --AIR rueom •. cm rrmmn Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR PNDITIQNING531CODISCOWAY, SANFORD. FL 32771 none: 407-3 -2665 Fax. 407.333.3853 Web: WWW.DEL-AIR COM Job: Lot280ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area ahu 1 147.9 It 9.3 It 1470.0 IIz mstr rm 42.0 it 9.3 It heal/cool 17.0 x 15.5 It 263.5 42 Ty Construction number U-value Btuh/flz-,F) Or HTM Bluh/112) Area (fly or perimeter (11) Load Stuh) Area (fl2) or perimeter (fl) Load Btuh) Heal Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 yl 12C-Osw 2A-2ov 2A-2ov 0.091 0.340 0.340 n n n 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01--G W 13A-2ocs 0.201 n 5.69 4.35 51 51 292 223 0 0 0 0 11 y/ G.10C_v 13A-2ocs 0.201 0.3.40 ne ne_ a a w 5.69 9.62 0.00 0.00 0_00 4.35 16.02 46 23 23 0 130 225 99 37_4 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 Vy 12C-Osw 2A-2ov 2A-2ov 0.091 0.340 0.340 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0tl----GG 13A-2ocs 2A-20v 2A-2ov 0.201 0.340 0_34Q 0.091 0.340 0.340 a a a s s s 5.69 9.62 9_62 0.00 0.00 0.00 4.35 30.36 30 36 0.00 0.00 0.00 494 5 19 470 0 0 2675 48 165 204E 152 585 159 0 0 159 0 0 902 0 Q 690 0 0 h-fG 12C-Osw 2A-2ov 2B-21v 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-2ocs 2A-2ov 2A-2Dvd 0.201 0,340 0.580 s s s 5.69 9.62 16.41 4.35 12.15 16.85 280 58 72 150 0 72 851 561 1182 651 708 1213 145 58 0 86 0 0 491 561 0 376 708 0 W 16A-30ad 0.032 s 0_91 2_38 29 29 26 69 29 29 26 69 12C-Osw 2A-2ay 0.091 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 yl G 13A-2ocs 2A-2ov 0.201 0.340 w w 5.69 9.62 4.35 30.36 508 39 470 0 2671 374 2044 1180 89 0 89 0 504 0 386 0 q I--D 12C-0sw 11 DO 0.091 0.390 n 2.58 11.04 1.44 11.99 244 21 223 21 575 228 322 248 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 13 13 12 23 0 0 0 0 F 2PP-1 0954 0.00 0.00 0 0 0 0 Q 0 F 22A-tpl 0.989 27.99 0.00 1470 148 4140 0 264 42 1176 0 6 c) AED excursion 0 71 Envelope loss/gain 1 14175 9937 3660 2158 12 a) Infiltration b) Room ventilation 2747 0 870 0 820 0 260 0 13 Internal gains: Occupants @ 230 Appliances/other 6 1380 2415 1 230 600 Subtotal (lines 6 to 13) 16921 14602 4480 3248 14 15 Less external load Less transfer Recislribution Subtotal Duct bads 179/6 1 29'/0 1 0 0 0 16921 2905 0 0 0 14602 4246 17°/6 29'/6 0 0 0 4480 769 0 0 0 3248 944 Total room load Air required (clm) 19827 840 18848 840 5249 222 4192 187 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. M - Od- wrightsoft- 2017-Nov-30 15:40 32 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 3 eAnastasiaGRNtLot280ThombrookeAnastasiaGRN.rup Calc = MJ8 House laces N j; DEL --AIR Right-J® Worksheet rcmom-nor,mmre ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone 407-333.2665 Fax: 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lot28OThornbrookeAnastaS... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area msir blh 12.0 It 9.3 It heal/cool 12.0 x 8.0 It 96.0 It= msir wic 0 It 9.3 it heat/cool 6.5 x 7.5 It 48 8 112 Ty Construction number U-value BtuWflz'F) Or HTM BtulUfl Area (Its or perimeter (It) Load Bluh) Area (w) or perimeter (II) Load Bluh) Heat cod Gross N/P/S Heat cool Gross N/P/S Heat cod 6 Vj/ 12C-Osw 2A-2ov 2A-2ov 0.091 0.340 0.340 n n n 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 435 0 0 0 0 0 0 0 0 11 VLG. y/ 13A-2ocs 1.0C--v 12C-Osw 2A-2ov 2A-2ov 0.201 0.340 0.091 0.340 0.340 ne ne_ a a a 5.69 9.62 0.00 0.00 0.00 4.35 16.02 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-2ocs 2A-2ov 2A-2ov 0.201 0.340 0_340 a a a9,62 s s s 5.69 9.62 0.00 0.00 0.00 4.35 30.36 16 0.00 0.00 0.00 112 0 0 0 0 0 112 0 0 0 0 0 637 0 0 0 0 0 487 0 0 0 0 0 0 0 0 0 0 01 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl L- G 12C-0sw 2A-2ov 2B-21v 0.091 0.340 0.340 13A-2ocs 2A-2ov 2A-2ovd 0.201 0.340 0.580 s s s 5.69 9.62 16.41 4.35 1215 16.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 16A-30ad 0.032 s 0.91 2.38 0 0 0 0 0 0 0 0 12C 0sw 2A- 0.091 w w 0.00 0.00 0 0 0 0 0 0 0 0 0 y/ Y--f 13A-2ocs 2A-ZDv 0.201 0.340 w w 5.69 9.62 4.35 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 q D 12C-0sw 11 DO 0.091 0.390 n 2.58 11.04 1.44 11.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B-30ad 0 032 0.91 1.74 0 0 0 0 0 0 0 0 F 2OP-1 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 96 12 336 0 49 0 0 0 6 c) AED excursion 41 0 Envelope losstgain 973 446 0 0 12 a) Infiltration b) Room ventilation 218 0 69 0 0 0 0 0 13 Internal gams: Occupants @ 230 Apphances/other 0 0 0 0 0 5 Subtotal (lines 6 to 13) 1191 515 0 5 14 Less external load Less transfer Redistribution Subtotal Duct bads 1 17% 1 29% 1 0 0 0 1191 204 0 0 0 515 150 17% 29'/6 0 0 0 0 0 0 0 0 5 1 r Total room load Air required (cfm) 1395 59 665 30 0 0 6 0 Calculations aDDroved by ACCA to meet all reauirements of Manual J 81h Ed. wrightsoft- 2017-Nov-30 15:40:32 ACCIP. Right-SuileO Universal 2017 17.0 23 RSU24011 Page 4 eAnastasiaGRN\Lol28OThornbrookeAnaslasiaGRN.rup Calc - MJ8 House faces: N DEL --AIR srnM • ern ==nM= Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR CPNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333.2665Fax: 407-333.3853 Web: WWW DEL-AIR.COM Job: Lot28OThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area mstr we 0 fl 9.3 It heat/cool 5.5 x 3.5 It 19.3 fir study 21.0 it 9.3 It heat/cool 1.0 x 146.5 It 146.5 112 Ty Construction number U•value Bluh/ft2-•F) Or HTM BtulVlt2) Area (fig or perimeter (II) Load Bluh) Area (119 or perimeter (11) Load Btuh) Heat Cod Gross N/P/S Heal Cool Gross N/P/S Heat Cool 6 Vjl 12C-Osw 2A-2ov 2A•2ov 0.091 0.340 0.340 n n n 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 51 51 292 223 11 Vy 13A-2ocs 10Gv 12C-Osw 2A-2ov 2A-2ov 0.201 0.340 no 5.69 9.62 4.35 16.02 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.091 0.340 0.340 a a a 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 011----GG 13A-2ocs 2A•2ov 2A•2ov 0.201 0.340 34_0 0.091 0.340 0.340 a a 5 s s 5.69 9.62 9S2 0.00 0.00 000 4.35 30.36 3936 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 145 0 19 125 0 0 0 0 0 713 0 to 0 0 0 545 0 0 0 0 Vy - L-- 12C-Osw 2A-2ov 2B-21v 0 0 0 0 0 0 0 0 0 0 0 0 13A•2ocs 2A•2ov 2A-2ovd 0.201 0.340 0.580 s s s 5.69 9.62 16.41 4.35 12.15 16.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 16A-30ad 0 002 s 0.91 2.38 0 0 0 0 0 0 0 0 ILG12C•Osw 2A•2ov 0.091 0.340 w w 0.00 0.00 0.00 0. 0 90 0 0 0 0 0 0 0 0 0 y/ G 13A•2ocs 2A-2ov 0.201 0.340 w w 5.69 9.62 4.35 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C-Osw 11 DO 0.091 0.390 n 2.58 11.04 1.44 If. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B•30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 1 0.99 Q_QQ 0 0 0 F 22A-t 0.989 27.99 0.00 19 0 0 0 147 21 588 0 6 c) AED excursion 0 101 Envelope lossion 0 0 1778 1454 12 a) Infiltration b) Room ventilation 0 0 0 0 382 0 121 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 5 0 1 0 0 Subtotal (lines 6 to 13) 0 5 2160 1575 14 15 Less external load Less transfer Redistribution Subtotal Duct bads 179/6 29'/6 0 0 0 0 0 0 0 0 5 1 171/6 29Ye 0 0 0 2160 371 0 0 0 1575 458 Total room load Air required (cfm) 0 0 6 0 1 1 2531 107 2033 91 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A- wrightsoft- 2017-Nov-3015:40:32 CM Right -Suite® Universal 2017 17.0.23 RSU24011 Page 5 eAnastasiaGRN%Lol28OThornbrookeAnaslasiaGRN.rup Cate - MJ8 House faces N DEL --AIR Right-JO Worksheet Mahu 1 DEL - AIR HEATING & AIR CPNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333.2665 Fax: 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lot280ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area util 4. 0 It 9. 3 It heat/cool 4. 0 x 11.5 It 46. 0 It2 pwdr 4. 0 It 9. 3 It heat/cool 4. 0 x 11.5 It 46. 0 112 Ty Construction number U- value BtuWll;" F) Or HTM Btutt/ f12) Area ( 112) or penmeter (11) Load Bluh) Area ( 112) or perimeter (II) load 81uh) Heal Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 V)I 12C-Osw 2A- 2ov 2A- 2ov 0. 091 0. 340 0. 340 n n n 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 VL-G. Vjl 13A- 2ocs 10Gv 0. 201 0. 340 0. 091 0. 340 0. 340 ne ne_ a a a 5. 69 9. 62 0. 00 0. 00 0. 00 4. 35 16. 02 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C- Osw 2A- 2ov 2A- 2ov 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A- 2ocs 2A- 2ov 2A- 2ov 0. 201 0. 340 1Q1. W a a a 5. 69 9. 62 9_ 62 4. 35 30. 36 3L36 0. 00 0. 00 0. 00 37 0 0 37 0 0 212 0 0 162 0 0 37 5 0 32 0 0 184 48 0. 141 152 0 12C- Osw 2A- 2ov 2B- 21v 0. 091 0. 340 0. 340 s s s 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V H- C TC 13A- 2ocs 2A- 20v 2A- 2Dvd 0. 201 0, 340 0. 580 s s s 5, 69 9. 62 16. 41 4. 35 IZ15 16. 85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 16A-30ad 0.032 s 0.91 2.38 0 0 0 0 0 0 0 0 12C- 05w 2A- v 0. 091 34 w w 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0Q 0 0 0 yl C 13A- 2ocs 2A- 2ov 0. 201 0, 340 w w 5. 69 9. 62 4. 35 30. 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C- 0sw 11 DO 0. 091 0. 390 n 2. 58 11. 04 1. 44 11. 99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F I 20P.i9tQOQ 0 Q Q 0 F 22A-tpl 0.989 27.99 0.00 46 4 112 0 46 4 112 0 6 c) AED excursion 581 31 Envelope loss/gain 324 104 344 324 12 a) Infiltration b) Room ventilation 73 0 23 0 73 0 23 0 13 Internal gains: Occupants @ 230 Appliances/ other 0 0 600 0 0 0 Subtotal ( lines 6 to 13) 397 727 417 347 14 15 Less external load Less transfer Redstribulion Subtotal Duct loads 17% 291/6 0 0 0 397 68 0 0 0 727 211 171/6 29% 0 0 0 417 72 0 0 0 347 101 Total room bad Au required (cfm) 465 20 939 42 488 21 448 20 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 41- wrightsoft' 2017-Nov-30 15.40.32 A Righ1-Suite® Universal 2017 17 0 23 RSU24011 Page 6 eAnastasiaGRN\ Lol28OThornbrookeAnaslasiaGRN rup Cale. MJ8 House laces: N DEL -AIR mama - am row Right-JO Worksheet ahu 1 DEL -AIR HEATING & AIR CgNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333.2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 280ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area family rm 35.0 It 9.3 It heal/cool 20.5 x 14.5 It 297.3 112 dining rm 10.0 It 9.3 It heal/cool 10 x 210.0 It 210.0 42 Ty Construction number U-value Blul1/ft--F) Or HTM Btuh/42) Area (112) or perimeter (It) Load Btuh) Area (ft2) or perimeter (11) Load Bluh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 12C-Osw 2A-2ov 2A-2ov 0.091 0.340 0.340 n n n 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 13A-2ocs 10Gv 12C-0sw 2A-2ov 2A-2ov 0.201 0.340 ne ne_ a a a 5.69 9.62 0.00 0.00 0_00 4.35 16.02 0.00 000 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 Vl/ 0 091 0.340 0 340 0 0 0 0 0 0 IL-CG 13A-2ocs 2A-2ov 2A-2ov 0.201 0.340 0340 a a a 5.69 9.62 2 0.00 000 0.00 4.35 30.36 0. 6 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V)/ - 12C-0sw 2A-2ov 2B-21v 0 091 0.340 0.340 s s s 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 v I-G f 13A-2ocs 2A-20v2A-2ovd 0.201 0.340 0.580 s s s 5.69 9.62 16.41 4.35 IZ15 16.85 135 0 72 63 0 72 360 0 1182 275 0 1213 0 0 0 0 0 0 0 0 0 0 0 0 W 16A-30ad 0.032 s 0.91 2.38 0 0 0 0 0 0 0 0 VLO12C-0sw 2A-2ov 0.091 0.340 w w 0.00 0.00 0 0 0 0 0 0 0 0 0 0 Q 0 0 Vy LG 13A-2ocs 2A-2ov 0.201 0.340 w w 5.69 9.62 4.35 30.36 191 0 191 0 1088 0 am 0 93 39 54 0 310 374 237 1180 q L-D 12C-0sw 11 D 0.091 0.390 n 2.58 11.04 1.44 11.99 0 0 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F t OQ59 U_QQ 9Sl0 0 0 0 0 0 Q. F 22A-tpl 0.989 27.99 0.00 297 35 980 0 210 10 280 0 6 c) AED excursion 255 517 Envelope loss/gain 3609 2065 963 1933 12 a) Infiltration b) Room ventilation 636 0 202 0 182 0 58 0 13 Internal gains: Occupants @ 230 Appliances/other 4 920 0 1 230 0 Subtotal (lines 6 to 13) 4246 3187 1145 2221 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 17% 1 29-/e 0 0 0 4246 729 0 0 0 3187 927 17°/6 29/6 0 0 0 1145 197 0 0 0 2221 646 Total room load Air required (clm) 4975 211 4114 183 1 1 1342 57 2867 128 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A ( wri2017 Nov 30 1 ghtsofC Righl-SuileO Universal 2017 17.0 23 RSU24011 Page 7 eAnastasiaGRN\ Lo128OThornbrookeAnaslasiaGRN nip Calc - MJ8 House laces: N DEL -AIR Right-JO Worksheet mmwo•awcm re ahu 1 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD. FL 327C ND407ION6NGax 407-333-3853 Web: WWW.DEL-AIR COM Job: Lot 28OThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area pantry 0 It 93 It heat/cool 6.0 x 3.5 It 21.0 112 kitchen 19.9 It 93 It heal/cool 1.0 x 275.8 It 275.8 112 Ty Construction number U-value Btuh/112•°F) Or HTM BIulVfig Area (119 or perimeter (11) Load Bluh) Area 0I9 or perimeter (11) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 y/ I--fi 12C•Osw 2A•2ov 2A-2W 0.091 0.340 0.340 n n n 0.00 0.00 0.00 0.00 0.00 0,00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0C W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 vvyy C 13A-2ocs 10Cy 12C-Osw 2A-2ov 2A•2ov 0.201 0.340 ne ne_ 5.69 9.62 4.35 16.02 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 46 23 23 0 130 225 0 0 0 99 37_4 0 0 0 0.091 0.340 0340 a a a 0.00 0.00 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-2ocs 2A-2ov 2A•2ov 0.201 0.340 Q_?4Q a a e 5.69 9.62 9_62 0.00 0.00 0.00 4.35 30.36 30 36 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 5 0 0 5 0 0 27 0 0 20 0 0 Vy I;_CG 12C-Osw 2A-2ov 2B-21v 0.091 0.340 0.340 s s s 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VLS13A-2ocs 2A-2ov 2A-2ovd 0.201 0.340 0.580 s s s 5.69 9.62 16.41 4.35 12.15 16.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 16A-30ad 0.032 s 091 2.38 0 0 0 0 0 0 0 0 12C-Osw 2A-a7v 0.091 Q. w w 0.00 0. 9p 0.00 0.00 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 yl C 13A•2ocs 2A-2ov 0.201 0.340 w w 5.69 9.62 4.35 30.36 0 0 0 0 0 0 0 0 135 0 135 0 770 0 589 0 R D 12r' 11D0 0.091 0.390 n 2.58 11.04 1.44 11.99 0 0 0 0 0 0 0 0 244 21 223 21 575 228 322 248 C 16B-30ad 0.032 0.91 1.74 0 0 0 0 13 13 12 23 F 29 91 0.04 Q.QQ 0 0 0 0 Q 0 0 0 F 22A•tPl 0.989 27.99 0.00 21 0 0 0 276 20 557 0 6 c) AED excursion 0 222 Envelope loss/gain 0 0 2523 1453 12 a) Infiltration b) Room ventilation 0 0 0 0 363 0 115 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 5 0 0 1200 Subtotal (lines 6 to 13) 0 5 2885 2768 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 1170/6 29'/e 0 0 0 0 0 0 0 0 5 1 171/6 29"/, 0 0 0 2885 495 0 0 0 2768 805 Taal room bad Air required (clm) 0 0 6 0 3381 143 3573 159 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A-+- wrightsoft- 2017-Nov-30 15:40:32 K Right-Suile® Universal 2017 17.0.23 RSU24011 Page 8 eAnastasiaGRN\Lol28OThornbrookeAnaslasiaGRN.rup Calc - MJ8 House laces: N RDEL-AIR Right-JO Worksheet OMM-ter ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 3277t Phone, 407-333-2665Fax: 407.333-3853 Web: WWW.DEL-AIR.COM Job: Lot28OThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area ahu 2 169.0 II 9.0 It 1469.3 It= rm 2 39 5 It 9.0 It heal/cool 14.5 x 15.5 11 224.8 02 Ty Construction alu F Or HTM Bluldfig Area (fig I or perimeter (It) Load Bluh) Area (fig or perimeter (It) Load Bluh) Heal Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 Vj/ I`---Cfai 12C-Osw 2A•2ov 2A•2ov 0.091 0.340 0.340 n n n 2.58 9.62 9.62 2.34 10.58 10 58 270 15 15 240 0 0 618 144 144 562 159 159 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-20cs 0,201 n 0.60 0 00 0 0 0 0 0 0 0 0 11 ILO. 13A-20cs v 0.201 0.340 ne ne_ a a a a a e s s s 0.(0 0.00 2.58 9.62 9_62 0.00 0.00 OUO 2.58 9.62 9.62 0-00 0.00 2.34 30.36 30 36 000 0.00 000 2.34 10.77 10.77 0 0 0 0 0 0 1209 58 144 0 0 0 0 0 0 0 0 0 0, lOC 12C-Osw 2A-20v 2A•2ov 13A•2ocs 2A•2ov 2A•2ov 0.091 0.340 0_340 0.201 0.340 0,340 0.091 0.340 0.340 491 6 15 470 0 0 1100 182 455 131 0 0 131 0 0 336 0 0 306 0 0 G 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 12CC-Osw 2A-2ov 2B•21v 270 30 40 200 26 35 515 289 385 469 323 431 140 30 0 110 26 0 282 289 0 257 323 0 V f 13A-2ocs 2A-2av 2A•2Dvd 0.201 0.340 0.580 n s s 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 16A-30ad 0032 s 0.000.00 2.58 9.62 2.34 0 0 0 0 0 0 0 0 12C Osw 2A• 0.091 0.340 w w 491 461 1186 289 1079 911 86 0 86 220 0 200 yl 6 13A-2ocs 2A•2ov 0201. 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 q D 12C•0sw 11 DO 0.091 0.390 n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.91 1.74 1469 1469 1331 2551 225 225 204 390 F 2QP-191 0.050 1.41 0.71 3 13 18 9 0 F 22A-lpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 0 95 Envelope loss/gain 6329 83901 1330 1381 12 a) Infiltration b) Room ventilation 2964 0 939 0 693 0 219 0 13 Internal gains: Occupants @ 230 Appliances/olher 0 0 0 0 0 0 Sublotal (lines 6 to 13) 19294 9328 2023 16M 14 15 Less external load Less transfer Redstribulion Sublotal Duct bads 469% 72'/6 0 0 0 9294 4296 0 0 0 9328 6761 46/6 72% 0 0 0 2023 935 0 0 0 1600 1160 Total room bad Au required (clm) 13590 840 16M 840 2959 183 2760 t44 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 7 _ -Fk wrightsoft- 2017-Nov-30 15:40,32 Right-Suite4D Universal 2017 17.0.23 RSU24011 Page 9 eAnaslasiaGRN\Lol280ThornbrookeAnastasiaGRN.rup Calc = MJ8 House laces: N QDEL--AIRmsrom • nur camnmmw Right-JO Worksheet ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665Fax: 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lot28OThornbrookeAnastaS... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area blh 2 9.0 it 9.0 If heal/cool 9.0 x 6.0 it 54.0 ft2 bfh 3 11.5 If 9.0 11 heal/cool 11.5 x 6.0 it 69.0 Itz Ty Construction number U-value Bluh/07 *F) Or HTM Ell fig Area (fig or perimeter (It) Load Btuh) Area (I12) or perimeter (It) Load Bluh) Heal Cool Gross N/P/S Heat Cod Gross N/P/S Heal Cool 6 Vj/ 12C-Osw 2A-2ov 2A-20v 0 091 0.340 0.340 n n n 2.58 9.62 9.62 2.34 10.58 10.58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 Vy C. 13A-2ocs 10Gv 12C-Osw 2A-2ov 2A-2ov 0.201 0.3.40 0.091 0.340 0.340 ne ne_ a a a 0,00 0.00 2.58 9.62 9.62 0.00 0.00 2.34 30.36 30.36 0 0 81 6 0 0 0 0 0 0 0 t76 182 0 0 0 104 0 0 0 0 104 0 0 0 0 0 0 75 0 0 193 58 0 267 0 0 243 0 0 3A•2ocs 2A-20v 26-2ov 0.201 0.340 0,340 0.091 0.340 0.340 a a a s s s 0.00 0.00 0_00 2.58 9.62 9.62 000 0.00 U 00 2.34 10.77 10.77 0 0 0 0 0 0 0 0 Q 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy 12C-Osw 2A-2ov 2B-21v 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4! 13A•2ocs 2A-2ov 2A-2ovd 0.201 0.340 0.580 n s s 6.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 16A fad 0.032 s 0.00 0.00 0 0 0 0 0 0 0 0 12C Osw 2A-2ov 0.091 0.340 w w 2.58 9.62 2.34 3036 0 0 0 0 0 0 0 0 Q 0 0 0 0 Vy G 13A-2ocs 2A-2ov 0201 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R D 12C-Osw 11 DO 0.091 0.390 n 0.00 0,00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 54 54 49 94 69 69 62 120 F F 20 ._10( 0059 0.989 1.41 0.71 0 0 0 0 Q Q 22A-Ipl 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 27 32 Envelope loss/gain 300 479 329 330 12 a) Infiltration b) Room ventilation 158 0 50 0 202 0 64 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 458 529 531 394 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 46'/6 72'/6 0 0 0 458 212 0 0 0 529 383 46/6 72'/e 0 0 0 531 245 0 0 0 394 2135 Total room load Air required (clm) 669 41 912 48 1 148 776 679 35 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsof - 2017-Nov-30 15.40 32 A Righl•Suite® Universal 2017 17 0 23 RSU24011 Page 10 eAnaslasiaGRN\Lot28OThornbrookeAnaslasiaGRN rup Catc - MJ8 House laces. N DEL-AIR rrrsnm • ea mr norma Right-J® Worksheet ahu 2 DEL -AIR HEATING 81 AIR C9NDITIONINC531CODISCOWAY, SANFORD, FL 32771 hone. 407-333.2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot280ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area nn 4 28.0 It 9.0 fl heallcool 14.0 x 14.0 if 196.0 112 nn 3 wic 7.0 It 9.0 f1 heal/cool 9.5 x 5.0 It 47.5 IR Ty Construction number U-value BtuWfl2••F) Or HTM Btuhrfl2) Area (112) or perimeter (It) Load Btuh) Area (112) or perimeter (It) Load Btuh) Heal Cool Gross N/P/S Heat Cod Gross N/P/S Heal cod 6 y/ C 12C-Osw 2A-2ov 2A-2ov 0.091 0.340 0.340 n n n 2.58 9.62 9.62 234 10.58 10.58 126 15 0 111 0 0 286 144 0 260 159 0 45 0 0 45 0 0 116 0 0 105 0 0C W 13A•2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 y/ 13A-2ocs 0.201 0.340 0.091 0.340 0 340 0.201 0 340 0_340 0.091 0.340 0.340 ne ne_ a e e a a s s s s 0.00 0.00 2.58 962 9 62 0.00 0.00 000 2.58 9.62 9.62 0.00 0 0 0 0 0 0 0 0 0 0 18 0 0 0 0 18 0 0 0 0 46 0 0 0 010Gv 12C-Osw 2A-2ov 2A-2ov 0.00 2.34 30.36 3036 0.00 0.00 0_00 234 10.77 10.77 126 0 15 111 0 0 286 0 144 260 0 455 42 0 0 G- V)I Lam,(^ t3A-2ocs 2A•2ov 2A•2ov 12c-0sw 2A-2ov 2B-21v 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl L -C 13A•2ocs 2A•2ov 2A-2ovd 0.201 0.340 0.580 s s s 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 16A-30ad 0.032 s 0,00 0.00 0 0 0 0 0 0 0 0 12C-Osw 2A•2ov 0.091 0.340 w w 2.50 9.62 2.34 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ G 13A•2ocs 2A-2ov 0.201 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D 12C-Osw 11 DO 0.091 0.390 n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 196 196 177 340 48 48 43 82 P-191 QM 1,41 Q.71 0 0 0 0 11 11 IQ Q F 22A•Ipl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 F- 6 c) AED excursion 55 21 Envelope loss/gain 1038 14191 221 217 12 a) Infiltration b) Room ventilation 491 0 156 0 123 0 39 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 11529 1575 344 1 256 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 46/6 729/6 0 0 0 1529 707 0 0 0 1575 1142 46/. 729% 0 0 0 344 159 0 0 0 256 186 Taal room bad Au required (clm) 2236 138 2717 142 1 1 503 31 441 23 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. Ft- wrilghtsoft' 2017-Nov-3015:40:32 A Zk Right -Suite® Universal 2017 17.0 23 RSU24011 Page 11 eAnastasiaGRN%Lol28OThornbrookeAnastasiaGRN.rup Cale - MJ8 House laces: N RDEL--AIRinmwo • nm cm nmmo Right-JO Worksheet ahu 2 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 327COND4071ON665 Fax. 407.333.3853 Web: WWW.DEL-AIR COM Job: Lot 28OThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposedwall Room height Room dimensions Room area rm 3 24.0 It 9.0 It heat/cool 130 x 11.0 1t 1430 112 1011 11.51t 9.0 It heal/cool 11.5 x 11.0 It 126.5 112 Ty Constriction number U-value Btu11/112-'F) Or HTM BIuIV112) Area (112) or perimeter (It) Load Bluh) Area (112) or perimeter (11) Load Bluh) Heat Cod Gross N/P/S Heat cod Gross N/P/S Heal Cod 6 y/ I--[ 12C-Osw 2A-2ov 2A-2ov 0.091 0.340 0.340 n n n 2.58 9.62 9.62 2.34 10.58 10.58 99 0 15 84 0 0 216 0 144 197 0 159 0 0 0 0 0 0 0 0 0 0 0 0Ci W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 G. 13A•2ocs tOGv 0.201 0.340 no rle_ a a a 0.00 0.00 2.58 9.62 9_62 0.00 0.00 2.34 30.36 30_3 - 0 0-0-0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl 12C-Osw 2A-2ov TAA-ZW 0,091 0.340 Q.-W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0t----GG 13A•2ocs ZA-2ov 2A-2ov 0.201 0.340 0 34_0 0.091 0.340 0.340 a a e s s s 0.00 0.00 O00 2.58 9.62 9.62 0.00 0.00 0_00 2.34 10.77 10.77 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy I_-_-GG 12C-Osw 2A-2ov 2B-21v 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-2ocs 2A-2ov 2A-2ovd 0.201 0.340 0.580 s s s 0.00 0.00 0.00 0.00 0.00 0,00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 16A•30ad 0.032 n 0_00 0.00 0 0 0 0 0 0 0 0 12C•Osw 2A- 0.091 0.340 w w 2.58 99 2.34 30.36 117 0 117 301 274 0 104 74 4 189 289 172 911 y/ T_C 13A•2ocs 2A-2ov 0.201 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 q O 12C-0sw 11 DO 0.091 0.390 n 0.06 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 143 143 130 248 127 127 115 220 F 2OP-!% Q.M 141 0,71 1 1 2 1 0 0 Q F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 77 392 Errvelope loss/gain 793 am 593 1695 12 a) Infiltration b) Room ventilation 421 0 133 0 202 0 64 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 1 0 0 Subtotal (lines 6 to 13) 1214 935 794 1759 14 15 Less external load Less transfer Redstribution Subtotal Duct bads 461/6 72% 0 0 0 1214 561 0 0 0 935 678 46% 72% 0 0 0 794 367 0 0 0 1759 1275 Total room load Air required (clm) 1 1775 110 1613 84 1 1 1161 72 3033 158 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 32 AGC/. wrightsoft Right -Suite® Universal 2017 17.0 23 RSU24011 2017-NovPage15:40 eAnaslasiaGRN1Lol28OThornbrookeAnaslasiaGRN rup Calc = MJ8 House laces: N 1 DEL -AIR rusnm • mt cormmmmw Right-JO Worksheet ahu 2 DEL -AIR HEATING & AIR IO 531 CODISCO WAY, SANFORD, FL 327 1 PPhhND407-3333.266655 Fax: 407-333.3853 Web: WWW.DEL-AIR COM Job: Lot 28OThornbrookeAnastaS... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area open to below 35.0 II 9.0 11 heat/cod 20.5 x 14.5 It 297.3 112 stairs 3.5 It 90 11 heal/cool 1.0 x 311.3 It 311.3 112 Ty Construction number U-value BluWfl2••F) Or HTM Bluh/II2) Area (It2) or perimeter (It) Load Btuh) Area (h2) or perimeter (It) Load Bluh) Heat Cod Gross N/P/S Heal Cool Gross N/P/S Heat Cod 6 y/ I-C 12C•Osw 2A•2ov 2A•2ov 0.091 0.340 0.340 n n n 2.58 9.62 9.62 2.34 10.58 10.58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0C W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 V C 13A-2ocs 10Gv 0201 0.340 0.091 0.340 0.340 ne ne_ a a a 0.00 0.00 2.58 9.62 9_62 0.00 0.00 2.34 30.36 30_36 0.00 0.00 9_00 2.34 10.77 10.77 0 0-0-0 0 0 0 0 0 0 0 0 0 0 0 0 32 0 0 0 0 32 0 0 0 0 81 0 0 0 0 74 0 0 V)/ 12C-Osw 2A•2Dv 2A•2cn 19A-2ocs 2A-2ov 2A-2ov 0 0 0 0 0 0II----GG 0.201 0.340 Q340 0.091 0.340 0.340 a a e s s s 0.00 0.00 UUo 2.58 9.62 9.62 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V)/ L-!( 12C-Osw 2A•2ov 2B•21v 131 0 40 91 0 35 233 0 385 212 0 431 0 0 0 0 0 0 0 0 0 v F-- G G 13A•20cs 2A-2ov 2A•2ovd 0.201 0.340 0.580 s s s 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 16A fad 0.032 s 0.00 0_00 0 0 0 0 0 0 0 0 IL12C-Osw Ir 2A•2ov 0.091 w w 2.58 9.62 2.34 3WO. 3 185 0 185 0 475 0 432 0 0 0 0 0 0 0 0 0 yl LG 13A-2ocs 2A-2ov 0.201 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R D 12C•Osw 11 DO 0.091 0.390 n 0.00 0.00 0.00 0.000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 297 297 269 516 311 311 282 540 F P-1 0_M_ 1.41 Q.71 0 Q 0 0 Q 0 0 F 22A•Ipl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 1.91 1 1.48 Envelope loss/gain 1362 1501 363 566 12 a) IMillration b) Room ventilation 614 0 194 0 61 0 19 0 13 Internal gains: Occupants @ 230 Apphances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 1976 1695 424 585 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 1 46 /6 72'/6 0 0 0 1976 914 0 0 0 1695 1229 46 . 1 729/e 0 0 0 424 196 0 0 0 585 424 Total room bad Air required (clm) 1 1 2890 179 2924 153 1 1 621 38 1010 53 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. ACZK '- wrigF tSOTt' Right -Suite® Universal 2017 17.0.23 RSU24011 2017-Nov-30 Page 113 eAnaslasiaGRN\Lol28OThornbrookeAnaslasiaGRN rup Calc = MJ8 House laces N 1 DEL -AIR Duct System Summary HEMB • AM 001ot17181m18 ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333-2665 Fax: 407-333.3853 Web: WWW.DEL-AIR COM For: Taylor Morrison Job: Lo12801rhornbrookeAna... Date: 6/4/2014 By: FJF 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 0.148 in/1001t 0.148 in/100ft Actual air flow 840 cfm 840 cfm Total effective length (TEL) 162 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Mail Actual Ln (ft) Ftg.Egv Ln (ft) Trunk dining rm c 2867 57 128 0.196 6.0 Ox 0 VIFx 27.1 95.0 SO family rm h 4975 211 183 0.183 8.0 Ox 0 VIFx 36.2 95.0 stl kitchen C 3573 143 159 0.212 7.0 Ox 0 VIFx 18.1 95.0 stl msir b1h h 1395 59 30 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 mstr rm h 5249 222 187 0.148 9.0 Ox 0 VIFx 52.0 110.0 st3 mstr we c 6 0 0 0.164 4.0 Ox 0 VIFx 36.7 110.0 st3 msir wic c 6 0 0 0.159 4.0 Ox 0 VIFx 41.1 110.0 st3 pantry c 6 0 0 0.209 4.0 Ox 0 VIFx 19.6 95.0 stl pwdr h 488 21 20 0.194 4.0 Ox 0 VIFx 28.6 95.0 stl study h 2531 107 91 0.195 6.0 Ox 0 VIFx 27.8 95.0 stl ulil c 939 20 42 0.191 4.0 Ox 0 VIFx 30.9 95.0 stl Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st3 Peak AVF 282 217 0.148 358 12.0 0 x 0 VinlFlx SO SO Peak AVF 840 840 0.148 602 16.0 0 x 0 VinlFlx wri htsoft 2017-Nov-3015,40:34 ti 9 r Righl.Suile® Universal 2017 17.0.23 RSU24011 Page 1 AC4:;A..eAnastasiaGRN\LO128OThornbrookeAnastasiaGRN rup Calc = MJ8 House faces: N Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb3 Ox 0 840 840 0 0 0 0 Ox 0 VIFx c wri htsoft' 2017-Nov-30 15 40:34 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 2 ACCA..eAnastasiaGRN\Lol28OThornbrookeAnaslasiaGRN rup Calc = MJ8 House laces: N DEL -AIR Duct System Summary Job: Lot280ThornbrookeAna... UAtwo a18 eOtrtOwuto Date: 6/4/2014 I ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone 407.333.2665 Fax: 407.333-3853 Web: WWW.DEL-AIR.COM Project Information For: Taylor Morrison External static pressure Pressurelosses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.202 in/100ft 840 cfm Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.202 in/100ft 840 cfm 119 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matt Actual Ln (ft) Ftg.Egv Ln (it) Trunk blh 2 c 912 41 48 0.318 4.0 Ox 0 VIFx 5.5 70.0 bth 3 h 776 48 35 0.311 4.0 Ox 0 VIFx 7.1 70.0 Ion c 3033 72 158 0.203 7.0 Ox 0 VIFx 33.0 85.0 st2 open to below h 1445 89 76 0.274 6.0 Ox 0 VIFx 17.5 70.0 open to below -A h 1445 89 76 0.286 6.0 Ox 0 VIFx 14.0 70.0 rm 2 h 2959 183 144 0.270 7.0 Ox 0 VIFx 18.8 70.0 rm 3 h 1775 110 84 0.206 6.0 Ox 0 VIFx 31.5 85.0 st2 rm 3 wic h 503 31 23 0.202 4.0 Ox 0 VIFx 33.7 85.0 st2 rm 4 c 2717 138 142 0.281 7.0 Ox 0 VIFx 15.5 70.0 stairs C 1010 38 53 0.306 6.0 Ox 0 VIFx 8.6 70.0 Name Trunk Type Htg cfm) Clg cfm) Design FIR Veloc fpm) Diam in) H x W in) Duct Material Trunk st2 Peak AVF 213 266 0.202 601 9.0 0 x 0 VinlFlx Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) NDesignVelocfpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matt Trunk rb2 Ox 0 840840 0 0 0 Ox 0 VIFx C WI'1 htsoft' 2017-Nov-30 15:40:34 9 Righl-SuileO Universal 2017 17.0.23 RSU24011 Page 3 ACCA..eAnastasiaGRN\Lol28OThornbrookeAnastasiaGRN.rup Calc - M.18 House laces N FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot280ThornbrookeAnastasiaGRN Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL, Permit Number: Owner: Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity Spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 11/30/2017 3:47 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include D This checklist O 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). D Energy Performance Level (EPL) Display Card (one page) O Mandatory Requirements(three pages) Required prior to CO for the Performance Method: O Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) D A completed Envelope Leakage Test Report(usually one page) O If Form R405 duct leakage type indicates anything other than default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) 11/30/2017 3:46:58 PM EnergyGauge® - USRCSB v5.1 Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot280ThornbrookeAnastasiaGRN Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL, Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area-: 2582 sq.ft. Cond. Volume: 23678 cu ft. Envelope Leakage Test Results Regression Data: C n: R: Single or Multi Point Test Data HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): _ E LA: EgLA: _ ACH: ACH(50): _ SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open: 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 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: THE S7.4 C 11/30/2017 3:47 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have light -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psi (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. 0 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heal operation when the heat pump compressor can meet the healing load. O R403.2.2 Sealing (Mandatory)kll ducts, air handlers, and filler boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 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. 11/30/2017 3:47 PM EnergyGauge® USA - FlaRes2014 - Section R405.4 1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. O R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105'F (41'C) or below 55'F (13'C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. D 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. O 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 Y. inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. El R403.4.4 Water heater efficiencies (Mandatory). 0 R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100'F to 140'F (38'C to 60'C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. 0 R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TMA, 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. p 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. p R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 0 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1 15 times greater than the total load calculated according to the procedure selected in Section 403.6. or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 11/30/2017 3:47 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -lest value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. D R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. p R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55•F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40•F. D R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verity procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. O RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights O R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed 11/30/2017 3:47 PM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 b t' 3p• yy tt pp55 o i I -CIS bEY a• ,F, I O Y E E Y E S4• bi Sgyy D a as a!!s ° ?iY;:i { •"tbg= B n a } E Fbp t i i a7R8ReE :; b 8 • G S g •;b. C E E E!! 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LOT LOT 280 109Commerce 5trect 3/24/17 JA 9/ 21/17 JA SUBDIVISIONTHRNBROKEtc 1101 UcMargN. 52746-6206 DATE: 6/4/2014 11/ /1 JA DRAWN BY: FJF Pha,e:407-831-2665 27/1 1JA3/ 17 JA Fae:407-530-5855 TAYLOR MORRISON HOMES THORNBROOKE S.F. LOT 280 HOUSE TYPE: ANASTASIA W OPT LAV BATH 3 1ST FLOOR AAV KITCHEN v 8' WAM STACI( PROM 7No Rlooa 1( 1.• , g„ TER(AINA17(vp ro n+e ssrFtooR 3` • qN 0 v ya' Z G TI 10 N tJ . Ila t MASTER BATH t J 1p`tfj f ffl v Imo' •' r V wd 3 v W/M i . 8" •I/ POWDER BATH f DESCRIPTION AS FURNISHED: Lot 280, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. RECORD COPY LOT 314 LOT 315 LOT 316 I N 00°14 55" W I 40.00' I 19.80, 19.80, LOT 280 5.00' 15.7' e v COVERED PATIO 5.00' 14.3' OD N Co O PROPOSED RESIDENCE R MODEL: ANASTASIA p O O 2 CAR GARAGE RIGHT O CA LOT 281 LOT 279 5.00' 1 P 17-3-722, 0.06E8.7' ZONINGDATE - 8.7 0ii Ok to construct single family home Ow. with setbacks and impervious area 21.3 5.00' shown on plan. 64.1 °10 i(vp. ELK 16DRIVE T 25. 20' 5.20' 10' Um. ESMT. 154. 30' 5' CONC. WALK (PC) 3' FLARES ON T A d4,8OOSO.FT. LOTLMNG N 00°14'55" W(B.e.). GARAGE FT 40. 00' LE. NAI - NTRY 71 . BREEZEWAY- N/A SO.FT. DRIVEWAY - 403 SO.FT. ROCKY GROVE LANE A/C PAD - 18 SOFT. WALKWAY - 70 SOFT. 50' RIW) TRACT I IMPERVIOUS 54.7 R UTILITY 8 ACCESS R/W SOD - 2 J77 SOFT. CALCULATIONS: OQ R/W - 440 SOFT. Q PROPOSED - FINISHED SPOT GRADE ELEVATION APRON - 110 SO.FT. PER DRAINAGE PLANS BUILDING SETBACKS: •PLOT PLAN ONLY*'--, SIDEWALK - 200 SOFT. ' v PROPOSED DRAINAGE FLOW FRONT - 25' (NOT A SURVEY) SOD - 130 SOFT. LOT GRADING TYPE A REAR - 15' PROPOSED F.F. PER PLANS - 23.7' ' PROPOSED INFORMATION SHOWN AREA - 5,240 SOFT. SIDE - 5.0 SIDE CORNER - f0' BASED ON SUPPLIED PLAN DRIVEWAY - 5t3 SOFT. PROPOSED GRADE PER CONSTRUCTION PLAN ++ AND/OR. INSTRUCTIONS PER SIDEWALK - 270 SOFT. CUENT NOT FIELD VERIFIED SOD - 2 307 SO.FT. CRUSE' NME'YER—SCOTT Lac ASSOC., INC. — LAA9 SURVEYORS— LEGEND - LEGEND - P . PLAT PAL. , POINT ON LINE 5400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 r . r1CLD TV. • TYPICAL NOTES: IP. . IRCH PIPE JUL . POINT Or REVERSE CURVATURE L THE UNDOMMED Dols HEREUr COMPY THAT DO SURVEY MUM DW STANDARDS OF PRACTICE SIT FORTH DY DOE nMOA BOARD OF ut • IRCH ADD = • POINT or COMPOUND CURVATURE PROnSSACNAL SURVLYORS AND ANPPERS IN CHAPTER W-17 FLORIDA ADAONLSTRA71W CODE PURSWNr TD SECRDN 472.027. noom STATUES CJtCONCRETEMONUMENTRAIL • RADIAL 2. UNLESS WOOS= HiTH SURVEI 's SIWNIVRE AND OR1OM RAM SEAL THIS SUNEY MAP OR COMPARE NOT VAIA REC.I.R. • Re IR •/tU AS9i VP NON - RADIAL i THIS SURVEY WAS PREPARED TROY TIRE NFORMARON FURN6R0 TO THE SIR MOR THERE MAY BE OTHER RESTRI non RCGIK011"r, VP. • VITNESS DINT PRO. • POINT KGDNINO CALL. CERKANATCD OR UDO MS O ROY 1M PROPERTY. AL . rolNi t6 CO701CNCOIDIT RM PCRMAIENT A[P'CR[NC[ MDNUNEIR A NO UNDERGROUND OTPROVFJIENR INVE lT@I lOrAIED UNLLXS OJNEAWISE SHOWW CCNTCALUC FF. • FINISHED FLOCR ELEVATION S IM SURVEY IS PREPARED MR THE SOLE BLT7011 OF IN= CERTIFIED M AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. NLO • NAIL t DISK 1A • BUILDING SCTOACK LINER/VLOMICIRIWNS $Now FOR THE LOCA71AW 07 IMPROVEHENTS HEREON SHOULD NOT BE USCG To RCCONSIRUCT BOUNDARY LINE& CSM CASRTCCHE r-VAY LL ACNCDIARK 7. BUR9 M ARE SA Sea ASSUMED GArM AND ON THE LINE SHOWN AS ERASE &C4R IG (R&) CRA • CASCMU7T 0,R • IRASE fIEARING GRAIN. • DRAINAGE 6 LLNAIIONS V SHOWN, ARE RASED ON INTIOT/AL GEOOE7IC MiVM W 1020. UNLESS OTHOMISC N01W. VTIL. • UTILITY 0. CERTIFICATE OF AUIIIDIOZATIW' Ha 439E CJC. WAIN LINK rENCE VD7L: • VDOD rEHCE C/ 0 • CONCRETE HACK M POINT OF CURVATURE SGV.E I— t' - 20'-4 1 DRAWN Or P. T. • POINT Or TANGENCY LUTE MG - RDEADIT IIPTION CERTIFIED BY.- ORDER No. . DL ARC DELTALENGTHPLOT PLAN 12-04-2017 5,399-17 C • CORD GL • WORD SEARING NORTH THIS MLOING/PROPERTY DOES.NOT UE WRHIN - ~ - THE ESTABUSHED 100 YEAR FLOOD PLANE AS PER nRM' 0 X. GRUS EVER, R.L.S. j 4714 ZONE ? C MAP j /21 f 7C DOSS F. ES W. SCO R.LS 1 4801 mist STATE CERT .LIC EC13003715 ELECTRICAL SERVICES, INC. HOLDER: JOSEPH STRAOA 3400 NFO . F STRAD ANStJohnsPkwy NEC 2011/FBC 107 SANFOROL ELECTRIC • SECURITY ELECTRICAL LOAD CALCULATIONS MODEL ANASTASIA BUILDER TAYLOR MORRISON SUBDIVISON VOLT/AMPS LARGEST LOAD: HEAT PUMPS W/SUPPLEMENTAL HEAT 15572 Includes Heat Pump and Heat Strips on together @100%. Square feet living area 2585F 3 volt/amps 71 7755 Small Appliance Circuits 3 4500 Laundry Circuit 1 1500 Dishwasher 1 1500 Water Healer 1 4500 Range 1 8000 Oven 0 Cooklop 0 Microwave 1 1100 Dryer 1 5000 Disposal 1 500 Pool 0 TOTAL OTHER LOAD FIRST 10KVA@100% 10,000 REMAINDER @ 40% 9742 LARGESTLOAD 15572 TOTAL LOAD 35 314 V.A./ SIZE RECOMMENDED 1 200 SERVICE SIZE: 240VOLTS= 1 147 MINIMUM PER 150 NEC 34355 I 4032 10000 6500 5040 10000 6500 5280 10000 6500 6168 8000 5200 6888 8000 5200 8160 10000 6500 0 0 TON OTY KW 1.5 2990 5000 3250 0 2 1 4032 5000 3250 7282 2.5 1 5040 5000 3250 8290 3 5280 5000 3250 0 3.5 6168 5000 3250 0 4 6688 5000 3250 0 5 5 KW SETUP 8160 5000 3250 0 15572 1121-0.191111BREWIR ES OTY AMPS 30; i2ao; moo; 1 N N K60, 1 E 0 1 240' 100 240 Note. This Load Calc is base on the information provided by the builder. The recommended service size will be installed leaving sufficient usage for future homeowner. 0 0) N N Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. W1 MiTek® & E`°R° COPY RE: TB0280 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Taylor Morrison Project Name: TB0280 Model: Anastasia Tampa, FL 33610 4115 Lot/Block: 280 Subdivision: Thornbrooke Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014ITP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 45.0 psf Floor Load: 55.0 psf This package includes 61 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name Date No. Seal# Truss Name Date 1 T12697126 ClA 12/11/17 18 1 T1 26971431 F02A 12/11/17 12 1T12697127ICiB 112/11/17119 IT126971441F03 112/11/171 13 1 T12697128 I C1C 112/11/17 120 IT12697145IF04 112/11/171 14 1 T126971291 C3A 1 12/11/17 I21 1 T12697146 I F05 112/11/171 5 T12697130 C3B 12/11/17 22 T12697147 F06 12/11/17 6 T12697131 C5A 12/11/17 23 IT12697148 F07 12/11/17 7 T12697132 C5B 12/11/17 24 T12697149 F08 12/11/17 18 I T12697133 I CJ1 1 12/11/17125 I T12697150 I F09 1 12/11/17 1 19 1 T12697134 1 CJ3 1 12/11/17 26 I T12697151 I F10 1 12/11/17 1 110 1 T12697135 1 CJ5 1 12/11/17127 1 T12697152 1 F11 1 12/11/17 1 I11 IT126971361 E2A 1 12/ 11/17 128 1T126971531 F12. 112/11/171 112 1T126971371 E7A 1 12/11/17129 IT12697154I F13 112/11/171 13 1 T 126971381 E76 12/11/ 17 130 IT12697155IF14 12/11/17 114 IT12697139 1 EJ2 1 12/11/ 17 31 IT12697156I F15 112/11/17 1 15 1 T1 26971401 EJ7 12/11/17 32 T12697157 F16 12/11/17 16 T12697141 F01 12/11/17 33 1 T12697158 1 FG1 12/11/17 17 1 T12697142 1 F02 12/11/17 34 1 T12697159 1-17A 12/11/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer' s Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE' The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction( s) identified and that the designs comply with ANSIITPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. It17_3722 01 No 8$9 • ir p STATE OF - 4 • l/• A. O R 1 O P GNP`. Walter P. Rnn PE No.2=19 MITek Usk Inc. Ft. Cert 6634 6904 Parke East 01A. Tampa R 33610 Date: December 11,2017 Finn, Walter 1 of 2 RE: TB0280 - Site Information: Customer Info: Taylor Morrison Project Name: TB0280 Model: Anastasia Lot/Block: 280 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. I Seal# I Truss Name I Date 35 1 T12697160 1 H7B 12/11/17 136 I T1 2697161 I HJ2 1 12/11/17 I 137 1 T 12697162 1 HJ2A 112/11/171 138 1 T 12697163 1 HJ7 1 12/11 /17 J 139 I T12697164 I T01 1 12/11/171 140 I T12697165 I T02 1 12/11/171 141 I T12697166 I T03 1 12/11/17 I 142 I T12697167 I T04 1 12/11/17 I 143 I T12697168 I T04A 1 12/11/171 144 I T12697169 I T07 1 12/11/17 I 145 I T12697170 I T08 1 12/11 /17 146 I T12697171 I T09 1 12/11/17 I 147 I T12697172 1 T10 112/11/171 148 I T12697173 I T11. 112/11/171 149 1 T12697174 1 T12 12/11/17 I 150 I T12697175 I T13 112/11/17 I 151 I T12697176 I T14 112/11/171 152 I T12697177 I T15 1 12/11/17 I 153 I T12697178 I T16 112/11/171 154 I T12697179 I T17 1 12/11/17 I 55 IT12697180IT18 12/ 11/17 56 IT12697181 IT19 i 12/11/171 157 IT 12697182 1 V01 1 12/11/17 I 158 1 T1 2697183 1 V02 1 12/11/17 I 159 1 T12697184 1 V03 112/11 /171 160 I T126971851 VO4 1 12/11/17 I 161 1 T12697186 1 V05 1 12/11/17 I 2of2 Job I Nss I rus5 I ype ty T12697126 T80280 CIA Jack -Open 1 1 Job Reference (optional) ouiWara Fusisoulce, 1onvo. Plant 04y. Florida 33566 ADEQUATE SUPPORT REQUIRED. 2x4 = I." 1.0.0 1-0.0 1-0.0 7.640 a Aug 16 2017 Mrlak Industries. Inc Mon Dec 11 09 55:12 2017 Fogg I ID:0837CakNCJU5ySDiOmCDdnyd I 1 m-sKAopCp3UJTV7D5TvCl I BKcMCONOKiSH$Blpm3yA4yf Scale . 1 7.1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) 0.00 1 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 1 999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 2 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 3 lb FT = 20°b LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 1=44/Meehanical, 2=34/Mechanical, 3=10/Mechanical Max Horz 1=22(LC 12) Max Upliltl=-5(LC 12), 2=-23(LC 12) Max Grav1=44(LC 1), 2=34(LC 1), 3=20(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=S.Opsl; h=2511; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other five 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 5 lb uplift at joint 1 and 23 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 WARNING - Verify design Parainotair and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIF7473 rov. 109"IS BEFORE USE. Design valkl for use only with Milek® connectors. Rls design Is based only upon pardsnelers srawn, and Is lot an ildlvkAwl IxAdhD comilonernl, not a suss system. Below use, the btAcling designer mtisl verily the c"AlcalAiy of design palarnetois aryl property ilconponate IMs design Into the overall building design. Bracing indicated Is to prevent bxr kRr* of IrWNksual truss wob and/or chard members only. Additional temporary and Mirnanenl bracing MOWisalwaysew4tOedlotstabilltyandtopreventcollapsewithpusslblepeisory/ Injury aryl pnoporly danage. Fa general guidance tegadbng the kIIxk:allm slotage. delivery. election and bracing of hisses oral INss systems, seeANSI/IPI I Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Sassy Information available from Inns Rate instiMe. 218 N. Lee Sheet. State 312. Aleran dila VA 22314. Torrpo. FL 33610 Job Truss Truss Type y T12697127 T80280 Cis Jack -Open 2 t Job Reference (optional) eumem rastsource. ramps. rent %,ay. ewma aa000 , —. n.y .. &..1 .........w:...e.. ..... . G.., ..V. , ID:0837CakNCJU5ySDiOmCDdnydl l m-K W kA1 YghFdbMdNgfTwGGkY8W gp)g39iOyrVMJVyA4yi 1-0-0 1-" 1-0-01.0.0 LOADING ( psi) SPACING- 2.0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 TCDL 15.0 Lumber DOL 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 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. pb/size) 3=-11/Mechanical, 2=159/0.8.0, 4=9/Mechalllcal Max Horz 2=34(LC 8) Max Upli113=-l1(LC 1), 2=-102(LC 8) Max Grav3=18(LC 8), 2=159(LC 1), 4=18(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All lorces 250 (Ib) or less except when shown. Scale = 1:6.2 20 = DEFL. in (loc) I/dell Ud PLATES GRIP Veri( LL) -0.00 2 >999 240 MT20 244/190 Vert( TL) -0.00 2 >999 180 Horz( fL) -0.00 3 We We Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- ( 7) 1) Wind: ASCE 7.10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=5.Opsl; h=2511; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplill at joint 3 and 102 lb uplift at joint 2. 6)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) ' This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING- VorW design parameters and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE Ma-7477 rev. I dD"VI6 BEFORE USE. Design valid la use only calm M11109 connectors. ltrs design Is lxxed only upon pmamelersshown. and is for an YWIvkAK/ Wilding component, nol o huss syslern. Belote uso. the Ixldkng designer must verify tho apolcaUlly of design parameters and rAbpOrly IncoipOlata this design Into the overall building design. Bracing I ndicoled Is to bualdhg of Itndlvldua tons web and/oi chord members only. Additional lemlorary and permannonl traceng WOW proven) Iscdways ret8led tot sloblllly and to prevent collapse with possible personal I nfuty and property damage. For general guidance toweling the 6904 Parke East Blvd. latrlcatim sloroge, delivery, erocilon and tracing of tomes and Was systems. seeANSI/IPI I Quality Criteria. DSB-89 and BCSI Bu9ding Component Tampa. FL 33610 Safety InlormatlonavallcIDletanbussPlateinstitute. 218 N. Lod Streol. suite 312. Atexandrim VA 22314. Job Truss Truss Type OTY Tt2697728 7130280 C1C Jack -Open 1 t Job Reference (optional) ouaaers r-asraource, rarrnpe, ream vay. rmnm 4. uo ID:0837CakNCJU5ySDIOmCDdnyd 11 m-K W kA 1 YghFdbMdNgrrwGGkYBX 1pfr39i0yrVMJVyA4yi 0•t0-0 , a10 0 LOADING (psi) SPACING- 2-0-0 CI. DEFL. in (loc) Udell Ud TCLL I Plate Grip DOL 1.25 TC 0.01 Vert(LL) 0.00 1 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 1 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 1=36/0-1-8, 2=28/Mechanical, 3=8/Mechanical Max Horz 1=22(LC 12) Max Uphill=•2(LC 12), 2=-21(LC 12) Max GravI=36(LC 1), 2=28(LC 1), 3=16(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All lorces 250 (lb) or less except when shown. Smote = 1 7.1 PLATES GRIP MT20 244/190 Weight: 3 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0.10.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0psf; h=2511; Cat. II, Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 lb uplift at joint 1 and 21 lb uplift at joint 2. 7)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' Q WARNING . Verify dedgn paramelere and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M9.7473 rev. 160Y1015 BEFORE USE Design vdld for use only vAth Mnek® connectors this design Is based orgy upon pwo nelers shown. and Is la an Individual U*dfrng component, not a suss system. Belo,e too, the bxdldling deslgnoe must verify the apolcabBly of design pars neters and properly Incorporate Snk design Into the ovorall building design. Broci ng kx0calod Is to prevent buckling of individual truss web and/or child members only. Addllonr4 lempaary and permanent Iradng WOW Is ciways iw4u red for skibNNty and to prevent collapse with possible personx9 igray and property cknnage. For gen(MA 0rddrnce regrar tng the katrtcatknn. storage- delivery, erection and bracing of tnmes aril in=systems. seoANSI/fPII Quality Cdteda. DS949 and SCSI Building Component 6904 Parke Ease Blvd. Safety information ovdlcA)le from truss Male Institute. 218 N. Lee Sheet. Suite 312. Alexancift VA 22314. Tampa, FL 33610 Job T russ russ Type ryPly T12697129 TB0280 C3A Jack -Open t 1 Job Reference (optional) Bulklem Flrstboutce. Tempo. Plant Gay, Florida 33566 20 = ADEQUATE SUPPORT REQUIRED. 3-0-0 3-0-0 3-0-0 33—" 1.64u a Aug 16 zul l NY 1 ex Inauslnee. Inc. Mon UeC 11 vu bb-14 "zul r Page 1 ID:0837CakNCJU5ySDi0mCDdnyd1 lm-o11YEurJOv4DEXFr1doVGlhtzD2aocyaBUEwrxyA4yh Scale = 1.12.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.00 1-3 >999 240 MT20 2"/190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 1-3 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 10lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. pb(size) 1=129/Mechanical, 2=101/Mechanical, 3=29/Mechanical Max Horz 1=63(LC 12) Max Uplifil=-17(LC 12), 2=-65(LC 12) Max Gravl=129(LC 1), 2=101(LC 1). 3=58(LC 3) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=5.Opst; h=251t; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint 1 and 65 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- VertlT dedgn parameters and READ NOTES ON THIS AND INCLUDED MflEK REFERANCE PAGE M67473 rev. IMMIS BEFORE USE. LNrJg 1 valld toy ttso only wllh Mrlek9connectors. lNs design h based only upon palametors shown. and h lor an Individual bolding comfxnenl. not a Huss system. Before wo. the L4Adhlg designer must vedfv the applicablity, of design p'.aarnetors txdl gopelly kd;alxxate this design Into the ovordl tAAcW g design. Bracing Indicated Is to rxevenl buckling of IndNkAxb Truss web and/or chord membets only. Additional temporary and permanent beactrlg MiTek' Is ulways recItited too stability and 10 rxevenl collapse with possible personal InW and popeny cktrndsge. Fa genial gtkknce reWCMV the Iclixtaalbn, storage, delivery, erection and txacing of tnrsses arid Iris systems, seeANSI/IPI I Quality Criteria. DSB-89 and SCSI Building Component 6904 Polka Easl Blvd Safety information ov(Ac*Ae from IDES Plate Inslltuto. 218 N. too Sboet. Steto 312. AlexaxJrkL VA 22314. Tayma. FL 33610 o rues rues Type ry Ply 780280 C38 Jock -Open 2 1 tjJobReference (optional) Bulldere FIIet6ourCe. Terrors, Plant City. Flonda 33566 7.640 a Aug 16 Z017 ND 1 ek indusiii". Ine Men u6C 11 ee.55 14 Ze17 Page 1 ID:0837CakNCJU5ySDiOmCDdr1ydl l m-orlYEurJOwjDEXFr I doVGlhggD2socyaBUEwrxyA4yh 1-0-0 I 3-" Scale = 1:9.6 20 = 3.0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 24 >999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(fL) -0.00 3 Na n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight. 11 lb FT = 20ek LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.0-0 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. REACTIONS. (lb/size) 3=67/Mechanical, 2=234/0.8.0, 4=26/Mechanical Max Horz 2=61(LC 8) Max Uplilt3=-43(LC 12), 2=-114(LC 8) Max Grav3=67(LC 1), 2=234(LC 1), 4=52(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vufi=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.0ps1; h=2511; Cat 11, Exp C; Encl , GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2.11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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 43 lb uplift at joint 3 and 114 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design o1 this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- Varffy deedgn paraooten and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MIF7473 rev. 169MIS BEFORE USE Doslgn vdld lot use only v4th Mnek®connoclors. It* design is, based only upon parameters shown. and Is for an Individual bidding component, nor a truss system. Beloto use. Iho building designer must vadty, It* applicability of design pararneters and proletly Incoi orate this design Into the overall building design. facing Indicated Is to prevent buckling of Individual Inns web and/ot chord members only Additional temporary and permanent Macing MiTek' It always tedadted lot slablilty and to prevent collapse wllh possible persaxi Wray and property darnalle. For general gnkkrnce regarding Ile lalrIcallm slotage, delivery, erection and bracing of tnrsses and Inrss systems. seeANSI/IPI I Quality Crltedo, DSB-89 and SCSI Eullding Component 6904 Parke East Blvd. Safety Information avallable han truss Plate institute. 218 N. too Shoef, Suite, 312. Alexan sift VA 22314. Tampa, FL 33610 Job rus5 Truss Type 0 »' 712697131 780280 C5A Jack -Open 1 1 Job Reference(optional) Staklers FiTSISOUrCe. Tampa. Ram City, France 33566 1 We a Aug it, evi / mi i el! mau nim. me Man Lmc i i W a6 1. evl r Ialie i ID:0837CakNCJU5ySDrOmCDdrrydl t m-oilYEurJ0MDEXFr 1 doVGIhZdDTRocyaBUEwrxyA4yh 0 1 5-0-0 — 2x4 = ADEQUATE SUPPORT REQUIRED. M g Scale = 67.3 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.03 1-3 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.08 1-3 >691 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 2 rda n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=219/Mechanical, 2=171/Mechanical, 3=49/Mechanical Max Horz 1=106(LC 12) Max Uplilll=-31(LC 12), 2=-109(LC 12) Max Grav 1=219(LC 1), 2=171(LC 1), 3=98(LC 3) FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=5.Opsf; h=2511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-12 to 3.0.12, Interior(1) 3-0-12 to 4.11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp 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 Opsl on the bottom chord in all areas where a rectangle 3.6.0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 1 and 109 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Vsrfly desfyn parameters and READ NOTES ON THIS ANO INCLUDED NfrEK REFERANCE PAGE M07473 rev. IMM15 BEFORE USE Design vdki for use only with Mllek® connectors, this doslpn k based only upon paanoters shown. and h for an Individual building component, not a buss systoin Before use, lho building designer must verity the applk:abliy of design pafarneters and rrop eiy hcoftofale this design into the overall building design. Bracing bWlcolod Is to pievent buckling of indNkAxi truss web and/at chord members only. Addllonai lemrwray and permanent bracing M iTek' Is always recabod for stab9lty and to prevent collapse w6h possible personal "arid properly damage. For genefc0 guidance ie(tasdny thw fabrk:atbn. storage. dellvery. erection and bracing of busses and in= systems, seeANSI/TPI I Quality Cdlerlo, DSB-69 and BCSI Building Component 9pa Parke East Blvd. Safety Inlotmatlon avc1lable horn truss Plate bnstfule. 218 N. Leo Slreel, Srlle 312, Alexandria. VA 22314. Tampa, FL 33610 Job rasa Truss Type City Ply T12697132 7802B0 C58 Jack•Open 2 t Job Reference (optional) tsueaers roswource. wrrpa, rrom kxy. rwnon a o0o v I. • • v. ID:0837CakNCJU5ySDiOmCDdnydllm-GvrwSErxnEr4shg2aKJIpzEnxdLCX3CjP8 TNOyA4yg 5-0-0 1.0-0 5.0-0 - Scale. 1:12.9 2x4 = 5-0-0 1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.07 24 >820 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 3 We n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.0-0 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=148/Mechanicai, 2=31408-0, 4=46/Mechanicai Max Harz2=89(LC 8) Max Uplilt3=-85(LC 12), 2=-124(LC 8) Max Grav3=148(LC 1), 2=314(LC 1), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsl, h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18, MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2.0.0, Intenor(1) 2-0.0 to 4-11.4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by otners) of truss to bearing plate capable of withstanding 85 lb uplift at joint 3 and 124 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end lixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Q WARNING- verily daefgn parameters and READ NorE5 ON rHS AND INCLUDED MnEK REFERANCE PAGE Mrl•7473 rev. 109M1S BEFORE USE Design valid for the only calm MlleW connectors. IMs design is based only upon paiameletsshovm. and Is poi an Individual IxddbV componnenl, nor a hues sysloi n. Before tao. the Ixdldhng deslgnet must veAN the opiAleaMity of design parameterss and Ixoperly Incoi orato ft design Into Ohs overall IxAdng design. ttacing Indicated Is to Ixreklbng of Individual Iniss wob and/ot chord members only. Additional femtotory aid prmnonent bracing MiTek' prevenlIs always iecltdred for stal7911y and to prevent colx;ne wllh possible prnsorxb bnkay and piopedy damage. "general dtAd nce iegadnp Itw 6904 Perks East Blvd. fobdcalkmstorage• detivery, otecti)n and brachnp of Inraes arxi Inns systems. sceANSI/1PI I Quality Criteria. DSB-89 and SCSI 6ullding Component Torrpe, FL 33610 SafetyInformationavailablehorntrussPlateInstitute. 218 N. lee Sheet, Stile 312. AlexandAa. VA 22314. Job Truss Truss Type Oty ply 712697133 780280 CJt Jack -Open 14 1 Job Reference(optional) eumers resisource. serape, Vera ury. nonce cs Zbb o+V O MV9 ro cvr r rwres mu..".... rw. ,nvn we i i w oar vo cv r ys . ID:0837CakNCJU5ySr,OmCDdrtydllm-GvrwSEnmEr4shg2aKJkpzEsGdP7X3CIP8 TNOyA4yg 1.0.0 I 1-0-0 1-0-0 1-0-0 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 TCDL 15.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014fTP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-5/Mechanical, 2=154/0.3.8, 4=10/Mechanical Max Horz 2=38(LC 12) Max Uplift3=-5(LC 13), 2=-48(LC 12) Max Grav3=13(LC 8), 2=154(LC 1), 4=19(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale a 1:7 1 2x4 = DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0,00 2 >999 240 MT20 244/190 Vert(TL) -0.00 2 >999 180 Horz(TL) -0.00 3 n/a n/a Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (7) 1) Wind- ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=2511; Cat. II; Exp C, Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 3 and 48 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNUIG • Verily design parameters and READ NOTES ON THIS AND WCLDDEO NREK REFERANCE PAGE NO.7473 roe, MUMIS BEFORE USE Design valid for use only calm Mllek® conrecloss. Wds design is posed only upon pea nelers shown, and Is for an individual building component. not a buss system. Below use. the building designer must verify tho arOlcabfliry of design pane neters and properly hcorpoiato this design Into the overall building design Biochg Indicated a to buckling of bxlNklual truss web and/or curd members only. Additional lernporany and permanent txoctrlg MOWIaevenl Is always regtlred for stability and to prevent co0apse wllh posible paisonal injury and properly damage. For general guidance regarding the laixicatlon storage. delivery. erection and biucirlg of raises and brrss systems. umMSI/1PI I Quality Criteria, DS11-69 and 6CSI Building Component 6904 Parke East Blvd Safety information available from bus Plate butektlo, 218 N. Lee Street. St110 312. Aloxandrla, VA 22314. Tempo. FL 33610 Job T Ns5 Truss Type Oily ply 712697134 T80280 CJ3 Jack -Open I t Job Reference (optional) Bvedere 1`e615ourCe. Tebbe. Plem Gdy, Florida a3566 7.64V a Aug 16 20, 1 Mr I eft Inausmes. in,. on uet 11 Ve b5 16 ZV1 r rage 1 ID:0837CakNCJU5ySDiOmCDdrlyd 11 m•k5PJIZsZYYzxUgOE82gzLAn*91 WGW SseoiDvgyA4y1 1-0-0 3-0-0 1-0.0 3-0-0 Stale - 1.12.3 2x4 = LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Verl(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 11 lb Fr = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=67/Mechanical, 2=23410.8.0, 4=26/Mechanical Max Horz 2=79(LC 12) Max Uplilt3=-52(LC 12), 2=-56(LC 12) Max Grav3=67(LC 1), 2=234(LC 1), 4=52(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0ps1; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) •1.0.0 to 2-0.0, Interior(l) 2-0-0 to 2-11-4 zone;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 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 3 and 56 lb uplift at joint 2. 6) 'Semi -rigid pilchbreaks with fixed heels' Member and fixity model was used in the analysis and design of this truss. 7) *This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING . Verily design pemnoters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE ND-7473 rov. 169"IS BEFORE USE Design vaiki lot use only with MlleW conneclom Ms Wesign isbased only upon Ixzasnetefs shown. axl a lot an Indiv"xtl Ixddlrlg component. not o Russ system Befofo use. the IxAcM y deslonct rnust vedfy the appllcobllly, of design pafanelors aril lropetly Etcotposale this design Into the ovorall bulltling design. Bocing Irxlkaled Is to Ixevenl buckling of dxfNkfucil truss wet> and/a chord meml,ets only. AdcBtlond fempotary and permanent txocblg M!Tek' 6 always regulred lot stability arxJ to prevent collq)5e wllh possible peraoncl Injury, aid properly damage. lot general gu kkince tegcxd tng Me lalxlcalbrt storage, dellveiy. efecilon and baking of tnmes and truss systems sLeANSI/1PI I Quality Cdfarlo. DSB-89 and BCSI Bullding Component 6904 Porke East Blvd. Safety Information avollalole Rom If Liss Wale Institute, 218 N. Lee Street, Sulle 317- AloxoWrkx VA 22314. Tampa. FL 33610 Job puss Truss Type City ply 7/2697/35 TBOM CJ5 Jack -Open 11 1 Job Reference(optional) uurroers rasriource. r ampo. mom terry, rrorma u000 o+v a nuy ro cv — v oo . ye . ID:0837CakNCJU5ySDiOmCDdnyd1tm.k5PJIZsZYYzxUgOE82gzLAmwn1h4GW9NNgyMyl t- 0-05.0-0 1 0-0 1 5- 0-0 20 = 5. 0.0 Scale = 1:17.3 LOADING( pst) SPACING- 2.0.0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.03 2-4 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(TL) 0.08 2-4 727 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a We BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 18 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. ( lb/size) 3=158/Mechanical, 2=305/0-3-8, 4=48/Mechanical Max Horz 2=121(LC 12) Max Upli113=-104(LC 12), 2=-62(LC 12) Max Grav3=158(LC 1), 2=305(LC 1), 4=96(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- ( 7) 1) Wind: ASCE 7-10; Vull=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=5.Opsl; h=2511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS ( envelope) and C-C Exterior(2) -1.0.0 to 2.0-0, Interior(1) 2-0-0 to 4.11-4 zone;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 psi 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 tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to Iniss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3 and 62 lb uplift at joint 2. 6) ' Semi -rigid pitchbreaks with fixed heels' Member and fixity model was used in the analysis and design of this truss. 7) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verify doVirn pwsrrofers and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M67479 rev. faMW IS BEFORE USE Design valid (or use only vAth MlleW Connectors. INs design It based only upon parameters shown. and Is lot an Individual building component. not a truss systern. Before use. Iho Mdlding deskiner roust verify the applicability of design paraneters and pfopoty I ncoeporale this design Into the over.., building design. Bracing Indicated Is to prevent budding of frndlvkkxnl kuss web cmd/o chord members only. Addlltlonal temporary and permanenl bracing ngMiTek' Is always reciuked " slabillly and to prevent collapse with possible personal U*jry and, property damage. For general guidance regarding Ida Iabilcallom storage, delivery, erection and brach Q of frtisum and Miss systems. seeANSI/TPII Quality Criteria. DSB-69 and BCSI Building Component 6904 Parke East Blvd Safety InrormoOon waLable from buss Rale frnstilute. 218 N. Lee Street, Sulle 312, Alexandria VA 22314. Tarrrpo, FL 33610 Job I russ TrUSS Type oty ply Tt26B7t36 TS0280 E2A Jack -Open 3 t Job Reference(optional) uuwers rusibource. i ainpo, viant Gey. Ylonae JJbea r o.v s mug ra cv r rvi can ,rwusi iw. me , . 4ve r rawo ID:0837CakNCJU5ySDiOmCDdnyd 11 m-CHzhMCJr5o5_zOiILCuOJDFR4H?zhOISTaSGyA4ye Scale = 1:9.4 1.8-8 1-8-8 LOADING(pst) SPACING- 2-0.0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Ven(LL) -0.00 1 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.00 1-3 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HOrz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 6lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-8-8 oc purtins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=76/0.1.8, 2=59/Mechanical, 3=17/Mechanical Max Horz 1=41(LC 12) Max Upliltl=-8(LC 12), 2=-40(LC 12) Max Grav1=76(LC 1), 2=59(LC 1), 3=34(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=5.Opsf; h=2511; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone,C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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 at joint(s) 1. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 1 and 40 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Vadfy design panumten and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE AI/167473 rev. tON7/2ar5 BEFORE USE. Design valid let use orgy wllh Mllek® connectors TK%design Is based only upon potameters shown. and Is lei an bndlvldud bxrlding component. not a truss system. Delete use, the building designer roust verify the appOcabllty of design "amelets aril proparly bncorporalo this design into 11 W oveidl NAdng design Bioci ng hndk:aled Is to buakling of Itxlivkiuxi truss wob and/et chord memtxns only. Additional lamMary and permonenl biachng WOWprevent Is always w4tshed for stabBlly and to prevenl collapse wlih possible personai Injury and property danage. for genial guidance regarding the 6004 Parke East Blvdtaixlcallmsletage. delivery, erection and bmcbg of busses and Inrss systems seeANSI/TPIt Dually Criterb, DSB-69 and BCSI Building Component Solely Information available horn IrrB Rate institute. 218 N. Leo Street, Saibe 312. Alexandria. VA 22314. Tonnpo. FL 33610 Job Truss Truss Type ty ply T12697137 T802e0 VA Jack -Open 6 t Job Reference (optional) Builders Flrs150ures. Tamps. Plant Vey. FarWa 33566 r.o4v s Aug is zui i m r ex rnousmes, inc. man Doc r i w:aa jr zvi r rags r ID:0837CakNCJU5ySDtOmCDdnydf lm-CHzhtvtCJr5o5_zOiILCuOJOoRxPlzhOISTaSGyA4ye 7-" 7.0.0 ADEQUATE 3x6 = SUPPORT REQUIRED. Fuz Scale = 1:22.2 LOADING (psi) SPACING- 2.0-0 CS1. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Veri(LL) 0.14 1-3 >591 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.34 1-3 >246 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 2 n/a Na BCDL 10.0 Code FBC20141f P12007 Matrix) Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=309/Mechanical, 2=217/Mechanical, 3=92/Mechanical Max Horz 1=148(LC 12) Max Upliltl=-44(LC 12), 2=-129(LC 12) Max Grav1=309(LC 1), 2=217(LC 1), 3=135(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; VU11=140Mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=5.Opsf; h=2511; Cat II; Exp C, Encl., GCpi=0.18; MWFRS (envelope) and C-C Exte4or(2) 0-0-12 to 3-0-12, Interior(1) 3.0-12 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Reler to girder(s) for miss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 1 and 129 lb uplift at join) 2. 6) 'Semi -rigid pitchbreaks with fixed heels` Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 WARNING - yerlly deslyn Pmamefors and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE M67473 rev. I60MIS BEFORE USE. Deslon valid lot use only Wih Mffek® conneclom. fill design Is based only upon paramelers shown, and Is too an Individual building component, not wtairussystem. Before use, the IxAdng designer must verity the applicability of design pararnelers and proporly Incorporole this design Into the ovorall building design. Biacing Indicated Is to buckling of Irndlvldual Inns web and/ot chord members only. Addllonal lempotary and permanent Ixaclng MiTe k' prevent 6 always oegnbod lot stability and to prevent cdkpse wllh posMe persort l k*try aril ptorxdy dornoge. roe general gukkmo regarding the Iabrlcallm sloRW. delivery, erecllon cad txaclng of kuses and mist syslems, seeANSI/1Pl1 Cuallly Cdterto. DSB-69 and SCSI Building component 6904 Pork* East Blvd. Safety Information available eom truss Plate Institute. 218 N. lee Street. Suite 312. Alexandria. VA 22314. Tampa, Fl 33610 Job ss Truss Type y Ply T/2697138 T80280 16-7: Jack -Open 4 1I Job Reference(optional) CaeOere "Sit OUKe, r ampa. Ytem vay. vmnae 33se6 Vb4v a Avg 15 M r ea t ex onaurrinw, me man Uec 11 ve bb'1 r "Lvl r roge 1 ID:0837CakNCJU5ySDiOmCDdr1yd11m-CHzhtvtCJr5v5 zOiILCuOJ2RRyZ?zhOtSTaSGyA4ye l-" 7-0.0 1.0.0 7.0.0 U4 = 7-0.0 7.n.n Scale: 3/4. V N N N Plate Offsets (XY)-- I20-1-10,Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.10 2-4 825 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 052 Vert(rL) 0 27 2-4 295 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 3 n/a Na BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 23 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No-2 REACTIONS. (lb/size) 3=205/Mechanical, 2=400/0-8.0, 4=83/Mechanical Max Horz 2=117(LC 8) Max Uplift3=-106(LC 12), 2=-140(LC 8) Max Grav3=205(LC 1), 2=400(LC 1), 4=127(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purtins. SOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psi; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=018, MW FRS (envelope) and C-C Exterior(2) -1.0.0 to 2.0-0, Interior(1) 2.0.0 to 6.11.4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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 106 lb uplift at joint 3 and 140 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Verlty dedgn paramotere and READ NOTES ON THIS AND INCLUDED UMFK REFERANCE PAGE MIF7473 rev. 100=15 BEFORE USE. Design valkl for use only vAth Milekl9 connectors. lnls design It based only upon paamereis shown, and Is lot an Indh4drd binding comlor enl. nor a truss system. Before use. tlnv buildingng designer roust verity the apdk:ablity of drwgn "ainefees and poperty Incorporate this design Into the ovorail building design. Bracing lrndk:ared Is to rxevenl buckling of IWNklual Inns web and/or chord members only. Addtlonal temporary and potrnanent Mating WOW6alwaysrept6edforslab911yandtopreventcollclpcewahpossiblepersonalWrayandpropertydamage. For general gukkmo tegading the fabrlcolkc,rL storago, delivery. etecllon and bracInQ of trtmes and tnm systems, seeANSI/TPI I Quality Criteria, DSB-59 and BCSI Building Component 6004 Parke East Blvd. Safely Information available Ian buss Role Institute, 218 N. Loe Sheet. Salto 312. Alexandra. VA 22314. Tampa, FL 33610 Job runs truss type oty ply T12697139 T00280 EJ2 Jack -Open 5 1 Job Reference (optional) auncem FIrstaaurce. 1arnpa. ram r,rry, f19ma ".0ou . y •v cv.. —1— n.avau va. • .s ev I D:0837CakNCJ USyS DiOmCDdnyd l l m-g UX34Fug49Dg8YdGTs R RbsN W gOOkOx966C7_IyA4yd t-0-0 1.10.8 1-0-0 1.10.8 Scale = 1:9.4 20 = 1.10.8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.09 Vert(LL) 0.00 2 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Ven(TL) 0.00 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 I Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 8 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=44/Mechanical, 2=175/0.3.8, 4=18/Mechanical Max Horz2=56(LC 12) Max Upli113=-33(LC 12), 2=-46(LC 12) Max Grav3=44(LC 1), 2=175(LC 1), 4=37(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. • All lorces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vull=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0psl; h=2511; Cat. 11; Exp C, Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 3 and 46 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI t as referenced by the building code.' 0 WARNING . Verily dedgn perarnotem and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE US-7473 rev. IarD W IS BEFORE USE Design valid for use only with MllekV comwtom It& design Is based only upon poameters shown, cowl Is for an bndtvklual brddbng component, nor a liras system. Below use. the brildng designer must vodry the app lcalAlry of design palaxnetets and properly bncogborato thisdesign Into the overall bullal ng design. ®acing Incflcoted Is to buckling of Individual Inns web and/or chord members only. Adclnond tomwary and permanent Mocing MiTek' IrevenlIs always iequ6ed lot slab911y and to prevent collapse vAlh possible petsetxl Key and property da maW. For general guidance iega idtng Vie 6004 Paike East Blvd. lalxlcollon. stoKVo, delivery, erection and brocblg of Inaws and Iniss systems seeANSU1P11 Oually Cdterlo, DSB-89 and SCSI Building Comptontnt Tampa. FL 33610 SafetyInformationavdkslletraintrussPlateInstitute. 218 N. tee Street. Suilo 312, Alexancift VA 22314. Job T Fuss TFUSS Type oty Ply T12607140 T00280 EJ7 Jack -Open 11 1 Job Reference (optional) Builders FUSI50Uree. Taripe. Plant Gay. Florida 33566 7 640 a AUg 16 Ze17 M11ex Irlaualnes. Inc. Man Vat 11 Vwbtb:1e ZU11 1•890 1 ID:0837CakNCJUSySDiOmCDdnydllm-gUX34Fug49Dg8YdGTsRRbsDBqlgkOx966C7_iyA4yd 1-0-0 7-0.0 1-0-0 7.00 3x6 = 7:5:0 Scale - 1:22.2 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Ven(LL) 0.11 2-4 >698 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.53 Vert(TL) -0.27 2-4 >290 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a We BCDL 10.0 Code FBC2014/TP12007 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 pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=204/Mechanical, 2=400/0.8.0, 4=84/Mechanical Max Harz 2=163(LC 12) Max Upli113=-125(LC 12), 2=-76(LC 12) Max Grav3=204(LC 1), 2=400(LC 1), 4=128(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2.0.0 to 6.11.4 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 3 and 76 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member and fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A wARNWG . veny design persmeters and READ N07ES ON 7N1S AND WCLUDEO MrrEK REFERANCE CAGE M67473 rev. IO WWIS BEFORE USE Design valid roe use only Win MBek® conneclois. this design Is based only upon, lalamelers shown. and Is la an IndNkAld building component, nol a truss system Before use. the building designer must verity the applicability of doslgn paranetors and rxoperly Incoipoialo this design Into Iho ovoeall building design. Biacllg indicated Is to plevent bmldbV of Indlvklual truss web and/or chord members only. Additional tompoialy and permanent bracblg M!Te k' Ls always regtlrwJ for stc1b811y arxi to peevenl collapse wtlh poss"o personai t4ury aril properly cknyoc*e ror goneeal gtdckme i(igaiding the fabrtcatlon. storage. dellvery. erection anti bracblg of misses and In= systems, seeANS1/1PI I Quality Criteria, DSB-89 a1d BCSI Building Component 6904 Parke East Blvd. safety IMormaeon available horn trim Bale blsilMe. 218 N. Lee Street Saito 312. Alex=Jrkl VA 22314. Tampa. FL 33610 Job I russ russ I ype 0y ply T12697141 TB0280 F01 Floor 1 t I Job Reference (optional) a,...........,__ .. _..__ __ __ .. . ,._ . ID:0837CakNCJUSySDiOmCDdnydl tm•dslpVxv4cmTNySr?NuvvW0xV8e2wC9KSZOhE2byA4yb 0.1.8 HI 14-0 PILIZi H:2A 30 1- 3-0 Stale = 1:33.4 1.5x3 II 1.Sx3 = 30 = 30 = 34 FP= 3x4 = t.5x3 II 1.Sx3 II 5x6 = 3x4 = 3x4 = Sx6 II 1 2 3 4 5 6 7 a 9 10 1112 13 26 1.Sx3 = 3x6 FP= 5x6 II 3x6 FP= 6x8 = LOADING (psi) 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 FBC2014lrP12007 CSI. TC 0.98 BC 0.29 WB 0.71 Matrix) DEFL. in Vert(LL) -0.02 Vert(TL) -0.05 Horc(TL) -0.01 loc) Well Ud 16 >999 360 16 >999 240 13 nta rite PLATES GRIP MT20 244/190 Weight: 133 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No. 1(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 11.13: 2x4 SP No.2(ilat) end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6.0.0 oc bracing. WEBS 20 SP No.3(flal) REACTIONS. All bearings 9.4.0 except (jt=length) 13=0-3.0. Ib) - Max Grav All reactions 250 lb or less at joint(s) except 25=407(LC 3), 13=1326(LC 4), 24=880(LC 3), 23=756(LC 3), 21=905(LC 1). 20=1916(LC 1), 20=1916(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=0/363, 4-5=0/363, 5.6=0/973, 6.7--0/973, 7-8=0/973, 8-9=-875/0, 9-1 0=- 1717/0, 10-11=-1040/0,11-12=-1048/0,12.13_ 1040/0 BOT CHORD 24-25=0/278, 22.23=-46810, 21-22=-468/0, 20-21=-973/0, 17.18=0/1711, 16-17=0/1711. 15.16= 0/1703 WEBS 12- 15=-355t0, 13-15=0/1494, 2.25=-385/0, 2-24=-634/0, 3-24=-537/0, 3.23=-758/0, 5-23=- 291/237, 5.21=-931/0, 6.21=-304/0, 10-15=-966/0, 9-18=-1255t0, 8-18=0/1332, B-20=- 180310 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x6 MT20 unless otherwise Indicated. 3) Bearing at joint(s) 25 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 4) 'Semi - rigid pilchbreaks 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE( S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads ( pit) Vert: 14- 25_ 10, 1-13=-320 A WARNING- Verily deefyn psn mstere and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M67473 rev. ray "016 BEFORE USE Design valkr for use orgy vAtn Mlledf9 conneclors. IM design Is based only upon parameters shown, and Is for an Individual building component. nol o truss SWIM. Befao use, the rAJUdbV doslpner must verily the applicMAlly of design paamelem and properly elcorporale this design Into Ilse overall txAdblg design. bacing ktdicaled Is to prevent budding of Individual Russ web and/of chard members only. Addillonal temporary and Wmanenl fxacing M!Tek' Is always regrbed for slablilly and to prevent collapse wllh possible personal hk W and properly damage For general gtkknce regarding the tabricallon, storage, delivery, erection and txochtg of Inrsses and Irtm syslems. saoANSI/TPI I Quality Crlterlo. DSB-89 and 8CS1 Building Component 6904 Parke East Blvd Safety Information available Iran turfs Plate Institute, 218 N. Leo Sheol. Suite 312. Alexand kl. VA 22314. Tanga, FL 33610 Job I russ russ ype ryPly nz697u2 T80280 F02 FLOOR 1 1 Job Reference Uonal Budders FuslSource. Tompe, Pont crry. Florida 33566 0.1.8 H 1 1-4-0 1.Sx3 11 1.Sx3 = 1sx3= 23 22 7.640 s Aug 16 2017 Wok Industries. Inc. Mon Dec If 09:55'20 2017 Page 1 ID:0837CakNCJU5ySDiOmCDdnydl l m-dsfpVxv4cmTNySi?NuvvWOxW 6euICGvSZOhE2byA4yb 1.9-4 11--F.__y 1.Sx3 11 3x6 11 3x6 11 5 6 24 7 25 8 9 10 11 Scale = 1:33.3 1.Sx3 II 3x6 = 1.5x3 II 11.8-0 14.10-0 17.2,10 16.5.41 12 tt8-0 32-0 24.to 1.2-t03-8 Plate Offsets (),Y)-- 6:0-1-8.Edge], 118:D-1-8,EdQe1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) -0.18 18-19 >756 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(TL) -0.28 18-19 >483 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz( L) 0.03 13 n1a Pla BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 104 lb FT = 20ekF, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2.2.0 oc pudins, except BOT CHORD 2x4 SP No.l(flat) end venicals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-7.4 except QI=length) 11=0.3.0, 16=0.4.0, 14=0.4.0. lb) - Max Uplift All uplift 100 lb or less at joint(s) 11 Max Grav All reactions 250 lb or less at joint(s) 11. 14 except 13=731(LC 13), 21=744(LC 13), 16=548(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1026/0, 3.4=•l568/0, 4-5=-142610, 5.6=-142610, 6.24=•913/0, 7.24=•913V0, 7.25=-585/0, 8-25=-585/0 BOT CHORD 20.21=0/627, 19-20=0/1414, 18.19=0/1642, 17-18=0/1426, 16-17=0/1426, 15-16=0/833, 14-15=0/362, 13-14=0/362 WEBS 2-21=-934/0, 2.20=0/611, 3-20=-593A 4-18=-329/0, 8-13=-686/0, 8.15=W358, 7.15=-380/0, 7.16>212/252, 6.16=-879/0, 6.17=0/260 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s)11. 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 3.1Od (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of lop chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING • VQ1W design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M&7473 rev. 10111 l015 BEFORE USF_ Design vdld for use, only with Mllelr®connoctors. ills desIgn Is based only upon parametors shown. and Is for an IndMdiial Wilding component, not ruass system. Before use. the bulking designer must verity the applicabilityof design paraetersnalaproperly Incorporate Ilk design Into the overall txgdb U design. Bracing Indicated Is to prevent buckling of Individual tans web and/oi chord members only. Additional temporary and permanent Mating M iTek' Isalwaysi"ked for sktblity axyl to prevent collapse with possible peisor" bribery aryl property dame Ie. for gerund UuWance regadln0 the tabilmllon, stonago• delivery, erection cmd bracing ngof trusses and tnns systems. seeANSUTPI I Qualify Cdterb, DSB-89 and SCSI Sulding Component 6904 Porke East Blvd. Sdety Information avdlable from bass Plate Institute. 218 N. Lee Sireol. Sudle 3 1 Z Alexandit VA 22314. Tornpo. FL 33610 Job Trust; Truss Type oty Ply Tt2697143 780280 F02A Floor I t 1 Job Reference (optional) Builders FirstSource. Tempo. Plont Cry. Fonda 33566 0.1.8 H 11— -40 ; 1.Sx3 II 1.Sx3 = 1Sx3= 22 21 7 640 s Aug 16 2017 MiTek Industries- Inc Mon Dec it 09:65:21 2017 Page 1 ID:0837CakNCJU5ySDiOmCDdnydllm-53DCIHvAN4cEacHCx6082EThz2Edxj5co4RnblyA4ya 1-8-4 0'I-0 Sx3 11 3x6 11 3x6 11 5 6 23 7 24 a 9 10 11 1.Sx3 II . 3x6 = 1.Sx3 II Scale a 1:33.3 11-11-12 14-7-0 18.5.4 1 -12 11-11-12 2-7.4 3.10 4 3-8 Plate Offsets MY)— 16:0.1.8,Edgel.117:0-1-8.Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.91 Vert(LL) -0,18 17-18 >770 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(TL) -0.28 17-18 >492 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.03 11 n/a n/a BCDL 5.0 Code FBC2014lrP12007 Matnx) Weight: 104 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except BOT CHORD 2x4 SP No.1(flal) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. All bearings 0.4.0 except (jt=length) 11=0.3.0, 20=0.7.4. lb) - Max Grav All reactions 250 lb or less at joint(s) except 11=292(LC 11), 20=751(LC 11), 14=759(LC 11), 15=368(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1038/0, 3-4=-1590/0, 4-5=-1463/0, 5-6=-1463/0, 6-23=-956/0, 7-23=-956/0 BOT CHORD 19.20=0/633, 18.19=0/1431, 17-18=0/1671, 16.17=0/1463, 15.16=0/1463, 14-15=0/641, 13.14=0/287 WEBS 11-13=0/285,2-20=-942/0,2-19=0/619, 3-19=-601/0,4-17=-315/0,8.14=-272/0, 7-14=-741/0, 7.15=0/528, 6.15=-875/0, 6.16=0/259 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design o1 this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNINO - Vadly deOgn perameten and READ NOTES ON THIS AND INCLUDED Nr7EK REFERANCE PAGE MLL7473 mv, IOOMWIS BEFORE USE Design valid too use only with Milek® connectors. This design Itbased only upon pmanelers shown, cand Is lot an enllvkAxrl building component, nol a hts system. Belcro use, the txAding designer must vedty the alVicatAlty of design paranoters and lxoWly tneolpaato it* design Into the overall txAang design. Braeing Indicated Is to prevent Ixrclding of Individual Iruss web and/or chord members only. Ac"llor" lemMory and p eirnoneni Ixachhg M iTek' Is always roqubod goo stctb9ty card to prevent cotctixe wllh posmW personch Ihkay and property damage. For general goicknce regadkhg the fabrication, slooago, delivery, eteclkxh ctnd btacing or Inasees and Irtm systems, seeANSI/1PI I Ouaty Criteria, DSO-89 and SCSI Building Component 6904 Pmke East Blvd Salary Information available from Truss Rate Institute. 218 N. Loe Street. Sidle 312. Alexandria. VA 22314. Tonga. FL 33610 Job Truss Truss Type Qty Ply T12697144 T80280 F03 Floor 8 t Job Reference (optional) Rudders FirstSource. Tempe. Plant City. Fbnde 33566 0.1-8 H 1 1 I.Sx3 II 1.Sx3 = 1.5x3 = 4x6 = 22 21 1 Sx3 11 7 640 t Avg 16 Z017 MITeK IndYb111ee. Inc. Mon Uec 11 UV:65 ZZ ZVI I Page 1 ID.0837CakNCJU5ySDiOmCDdrrydltm-ZFnawdxK8Ok5ClsOVJxNbROxnSa7g5m10kAL7UyA4yZ F—t— Scale = 1:33.3 3x6 II 4x6 I! 9 10 11 4x6 = 1.Sx3 II 4x6 = 1.Sx3 II 18-5-4 1- -112 r 18.5.4 — — 3 Plate Offsets MY)— 6:0.1-8,Edgel,111:0-3-0.Edgel,[17:0-1.8.Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Venl(LL) -0.18 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) -0.26 17-18 >825 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 HOrz(TL) -0.02 11 rVa n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 104 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 20 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) 11=1000/0-3-0, 20=1000/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-1486/0, 3.4_ 2436/0, 4-5— 2933 0, 5-6=-2933/0, 6-7=-2732/0, 7.8_ 2039/0, 8-9=-840/0, 9-10=-832/0, 10.11 _ 840/0 BOT CHORD 19-20=0/859, 18.19=0/2084, 17.18=0/2771, 16.17=0/2933, 15-16=0/2933, 14.15=0/2511, 13-14=0/1544 WEBS 11 - 1 3=0/1 234, 2-20=-1280/0, 2.19=0/956, 3-19=-915 0, 3-18=0/539, 4.18=-511/0, 4.17=-85/519, 8-13=-1048/0, 8-14=0l757,7.14=-722/0, 7.15=0/430,6-15=-513 24 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design 2) All plates are 30 MT20 unless otherwise indicated 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Vanity design panmelen and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE J04-7473 rev. 1000 015 BEFORE USF_ Design valid for use only with Mllek® connectors. It& design 6 Lased only upon parameters shown, and Is for an Individual building component not a hues system. Before use. Iho IxdlcbV designer must verity the applkahllty of design rxxarneters and Ixoperly incorpotato this design Into the overall IxOding desgn. mating fndk;afod b to lxevenf buclding of IndNkhxf fnrss web and/or chord members only. Addllorlul temporary and rotmanenl MackV MiTek' Is always iw4u led lot slablilly and to prevent collapse with possible personcd Irnitry and properly damage. Foe general guidance regadng the storage, delivery. erectlon and tracing of misses and huss; syslaxns. sea:ANSI/TPI I Ouellty Criteria, DSB-69 and SCSI Building Component 6904 Parks East Blvd.lobrlcollm Safely Inlomnallon available from buss Plate bralllulo. 210 N. Lee Shoot. SJIe 312. Alexandria, VA 22314. Tempo. FL 33610 Job runs TrUSS Type ty T12697145 TBO280 F04 Floor Girder 1 1 Job Reference floral Builders FirslSourae. Tompo. Plant Cay, Flonda 33566 0.1.8 H 1-4-0 ; 23 22 1 5x3 II 1.Sx3 = 1.Sx3 = 4x6 = 1.5x3 11 64u a Aug 16 zul r m e ex inaU6n1ee. rnc, mon Doc n W:55x2 Zvi / rage 1 ID:0837CakNCJUSySDiOmCDdnydl l m-ZFnawdxK8Ok5CIsOVJxNbROrzSZrg 1 slOkAL7UyA4yZ H-- Scalp = 1:33.3 4x6 11 3x6 11 5x6 11 8 24 8 10 11 R 44 = US MT20HS FP= 1 5x3 II Sx8 = 1.50 11 1.Sx3 SP= 14.3.4 18-5.4 18r&12 r 14-3.4 + 4-2-0 3 Plate Offsets MY)— 16:0-1-8 Edael 111:0.3.O.Edgel,[17:0-1-8.Edge] LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) 0.22 15-16 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.96 VeA(rL) 0.34 15-16 645 240 MT20HS 187/143 BCLL 0.0 Rep Strew Incr NO W B 0.84 Horz(TL) 0.02 11 n/a rVa BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 108 lb FT = 20e/6F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD SOT CHORD 2x4 SP No.2(flat) 'Except' 12-18: 2x4 SP M 31(flat) BOT CHORD WEBS 2x4 SP No.3(Ilat) REACTIONS. (Ib/size) 11=1377/0-3.8, 21=109310-7-4 FORCES. (lb) - Max. Comp./Max. Ten -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1651/0, 3-4=-2753/0, 4-5=-3477/0, 5-6=-3477/0, 6-7=-3421/0, 7.8=-2860/0, 8.24- 2857/0, 9.24=-2883/0, 9.10=-1197/0, 10-11=-1197/0 BOT CHORD 20-21=0/944, 19.20=0/2327, 18.19=0/3181, 17-18=0/3181, 16-17=0/3477, 15-16=0/3477, 14-15= 0/3295, 13.14=0/2388 WEBS 11. 13=0/1758, 2-21-1406/0, 2-20=0/1082, 3.20=-1033/0, 3-19=0/651, 4-19=-654/0, 4.17= 0l712, 5-17=-303/0, 9-13=-1736/0,9.14=01705, 7-14=-664/0,6.15=-259/247, 6.16- 265/58 Structural wood sheathing directly applied or 4.6-8 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (11) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x4 MT20 unless otherwise indicated. 4) The Fabrication Tolerance at joint 18 = 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) CAUTION, Do not erect truss backwards. 9) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 549 lb down at 14-9-4 on top chord. The design/ selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE( S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads ( pit) Vert: 12- 21=-10, 1-11=-100 Concentrated Loads ( lb) Vert: 24— 469(B) A WARNING - Vorfty dedgn pan noton and READ N07E8 ON rMIS ANO WCLUOEO WrEK REFERANCE PAGE NO-7473 nv. 100MIS BEFORE USE. Design valid la use only vAth IW leis® conrwctom. lints design Is based only upon paaneters shown. and Is la an Individual btAding component, not a hus system. Below use, the "ding deslgrwr must verify the applicalAIty, of design paameteis and pioporly Incorpaote this design Into the overall building design. Bracing indicated Is to buckling of Individual Inns web and/a chord rnembns only. Additional temporay and pormalerel txacing WOW ixevent 6always eecitlred for stalwlly and to prevent cdlcvse vAlh possible personal Infury and properly damage. Fa general gul dance iegad!W the labilcatkxi storage, delivery, eiecllon and bracing of htmes and Irus systems, seeANSI/IPl1 Quality Criledo, DSB-89 and BCSI Building Component 6904 Parks East Blvd Safety Information available horn htas Plate InsilMe. 218 N. Lee Sheet. Stile 3IZ Alexaxdrim VA 22314, Tompe. FL 33610 Job rUSS fuss ype ty T12697146 T80280 FOS Floor 1 1 Job Reference Gonad ou.m S —W.. rW1Y VYr, IgrrpY JJapO 0.1.8 H 1 1.bx3 II 1.5x3 = 1.5x3 = 1 19 18 3x4 = 2 nVy rp—rl— r pwr gVarrrpa,rR. a v "Vr ID:0837CakNCJU5ySDIOmCDdnyd11m-1RKy7zyyuhsypvRa20Sc7lZ23rxlPa2uFOwut yA4yY 11-0 W44 13-0 ; Scale. 1:26.3 30 = 3x4 = 1 Sx3 II 1.5x3 II 44 = 3x6 II 4x6 II 3 4 5 6 7 a 9 10 3x4 = 30 = 30 = 30 = 06 = 4x6 = t.Sx3 II 14-7-0 r _w Plate Offsets (KY)-- 110:0-3-0,Ednel,113:0-1-8,Edge],114:0-1-8,Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0.19 14-15 >887 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(I-) -0.29 14-15 >588 240 BCLL 0.0 Rep Stress Incr YES W B 0.46 Horz(TL) 0.03 10 n/a rite BCDL 5.0 Code FBC2014rrPI2007 Matrix) Weight: 84 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except 8.10: 2x4 SP No.2(I1at) end verticals. SOT CHORD 2x4 SP No. 1(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2x4 SP No.3(11at) REACTIONS. (Ib/size) 10=78810.3.8, 17=788/0.7.4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1105/0, 3.4>171810, 4.5= 167310, 5-6=-1673/0, 6-7=-1673/0, 7-8=-653/0, 8-9=-660/0, 9-10= 653/0 BOT CHORD 16-17=0/667, 15-16=0/1529, 14.15=0/1840, 13.14=0/1673, 12.13=0/1139 WEBS 10-12=0/959, 2.17=-994/0, 2.16=0/670, 3-16= 647/0, 3-15=0/290, 4-14=-361/132, 7-12=-724/0, 7-13=0/846, 6.13=-444/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Sirongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an Individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Vertfy dadon pwmetem and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M67473 rev. 1&03W IS BEFORE USE. Design vdld lot use only with Mnek® connectors. this design It based orgy upon parameters shown. and Is lot an IndhA ual bidding component rnol a buss system. Belote use. the building designer must verify the arAAlcablilty of design pmaiiielors and property Incogxxate link dedUn Into the overall buAdng design. Racing Indicated Is to prevent buckling of individual huss web and/ot chord members only. Additional lemporary and lxnmanont bxachng WOW Is always re%*ed for skIDBlly and to prevent collapse with possible personal Injury and property carnage. For general guidance IegadIng the labtk:allon. storage, delivery, oreetlo n and btacbV of Inmes and puss systems. soeANSUIP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parks East Blvd. Safety Information avdlable horn leas Plate ImIltute. 218 N. Lee Stroel. Suite 312. Alexandria VA 22314. Tempo. FL 33610 Job ruse Truss Type y TIM7147 TB0260 Feb Floc 1 1 Job Reference o onal Bucklers RislSource. Tampa. Plord City. Fiends 33566 a1•e 1-4-0 1.Sx3 II 1.5x3 = 1.5x3 = 17 16 14.10.12 14-10.12 7 640 s Aug 16 2017 Wait Indushles. Inc Mon Doc 1109 55 23 2017 Page 1 ID:0837CakNCJUSySDiOmCDdnyd l l m-1 RKy7zyytlhsyprRa20Sc7tZOYrz6PcpuFOwuiwyA4yY 2.1-12 Ou8 Wje = 1:25.7 1.Sx3 II 1.5x3 II 1.Sx3 = 1.Sx3 II 3x6 = Plate Offsets (X,Y)— 6:0-1-8,Edae1,112:0-1-8,Ed0e1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Verl(LL) -0.23 12-13 >749 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.35 12-13 >505 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 82lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(11at) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2x4 SP No 3(flat) REACTIONS. (Ib/size) 9=796/0-7-4, 15=802/0-7A FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2.3=-1128/0, 3-4=-1770/0, 4-5=-1740/0, 5-6=-1740/0, 6.7=-1154/0 BOT CHORD 14-15=0/679, 13-14=0/1567, 12-13=0/1891, 11-12=0/1740, 10-11=0/1740, 9.10=0/682 WEBS 2.15=-1011/0, 2.14=0/687, 3.14=-671/0, 3-13=0/310, 4-12=-343/153, 7.9— 989/0, 7-10=Of722, 6-10=-872/0, 6.11=0/322 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end lixity 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. Slrongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWO - Vorlly doWf in paratttorors and READ NOTES ON THIS AND WCLUDEO NREK REFERANCE PAGE N/LT473 rev. I111,03WIS BEFORE USE. Design valid tot use only vAth Mllek® connectois. this design Is based only upon pwameters shown. and Is for an Individual txdldbl0 component, rot a truss system Before use, the building deslgnet must verify the applkabilly of design prnaineteis aril Ixowdy lncoitxAolo this design Into the overall building design. booing Indicated Is to prevent buckling of indlvldual him web and/ow chord members only. Additional lempaary and peirnaronl txodng WOW Is always retlWod tot sk"lly and to prevent collapse wlm possible personal k*wy and properly darnctge. Foi general gulclanee teyaidlrsg the fatxk anon. storage, delivery, erection and bIOCthg of tames arxi truss systems. seeANSVWI I Quality Critedo, DSB-89 and SCSI Building Component 6904 Pork* East Blvd. salary Information avaltabte Dorn puss Plate Institute. 218 N. Lee Sheol. State 312. Alexandria VA 22314. Tompo. FL 33610 Job fuss puss I ype ry Ply T12697148 T80280 F07 Floc Girder 1 tI Job Reference atonal aurioers FIr6tA0urce. 1arrpa. ram r.ay. freWa S,%*oo - • nay .• c- m.•s .nuu5..w, m0. mw. vw . y . ID:0837CakNCJU5ySDiOmCDdnydttm.VduKLJybf1_oR30mgzrgs5L6FN486n2U2fSCMyA4yX 1.4.0 30 = 0I2-15—I 1 30 11 2 3 30 = 4 30 11 Scale = 1:10.0 3z6 = 3x6 = 3-7.15 3.7.15 Plate Offsets (X,Y)-- 11:Edge,D-1-81,12:0-1.8,Edge], (3:0-1-8,Edgel LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) 0.01 7.8 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.40 Vert(TL) 0.02 7-8 999 240 BCLL 0.0 Rep Stress Incr NO W B 0.17 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC201VTP12007 Matrix) Weight: 27lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(I1at) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(Ilat) BOT CHORD REACTIONS. (Ib/size) 8=569/Mechanical, 5=494/0.3.8 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-539/0 BOT CHORD 7-8=0/53916-7=0/539, 5.6=0/539 WEBS 2.8=-708/0, 3.5=-708/0 Structural wood sheathing directly applied or 3-7-15 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- ( 5) 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) ' This manufactured product is designed as an individual building component. The suitability and use of this component lot any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead+ Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pll) Vert: 5-8— 10, 1-4=-100 Concentrated Loads (lb) Vert: 2=-688 Q WARNING- VON/y deapyn Pwarnetera and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MD7473 rev. 1002W IS BEFORE USE Design valid for rue orgy with Mflek® connectors This design Is rased only upon parameters shown. and Is for an b dlvlducd building component. not a truss system. Before Lao, the lding designer must verify the applicability of design p3 ineleis and properly Incorporate this design Into the overall buildingMiding design Bracing Indicated Is to prevent buckling of IndlvkNd Muss web and/or chord members only. Adaltlonal temporary and perrnanont bracing M iTek' 6 always neyWed for sksb8lfy and to prevent collapse with posdAe personal k*xy and property damage. For general gtkkme regcacling tho tabricatkrL storage. delivery, erection and tracing of Inmes and tnm systems, socANSI/1PIT Quality Cdlwlo, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avaltabte Moni Truss Plate InstlMe, 218 N lee Street. Stile 312. Alerranclft VA 22314, Tonga. FL 33610 Job T runs Truss Type 0ry Ply 712697149 700280 FOB GABLE t 1 Job Reference(optional) avnaerl fn41A0Urae. rang0. rem d,rry. rlonaa 'l"oo OM 1 2 2• 27 26 25 3 4 r Aqv a Rug v o ev r i m y en urovsnres. in, mvn - r j w:-- ev r r rave j ID:0837CekNCJ1J5ySDiQmCDdnyd 11 m• VduKLJybf7_oR30mcjzrgs5ODFTD88w2U2fSCMyA4yX OA8 Scale = 1:25.5 5 6 7 8 9 10 11 24 23 22 21 20 18 18 17 16 12 13 30 4a1 29 15 14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 VBrt(LL) rVa We 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 W B 0.03 Horz(TL) 0.00 14 rVa n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 76lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 20 SP No.2(llat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 1040 oc bracing. OTHERS 20 SP No 3(flat) REACTIONS. All bearings 15-6-8. lb) - Max Gray All reactions 250 lb or less at joint(s) 26, 14, 25, 24, 23, 22, 21, 20, 19, 18, 17, 16, 15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Q WARNING- VerB7 dedgn peramators and READ NOTES ON THIS AND INCLUDED IBREK REFERANCE PAGE M67473 rev. IG03MIS BEFORE USE. Design valid lot use only with Milek®connoclas. IMs design is bastd orgy upon paameters shown. and Is for an Individual building component. not a kum system. Before use. Ito twang designer must verify the dp)Dllcabllly of design parameters and properly incorporate 1h6 dosign Into the overall building design. Bracing Indicated Is to prevent buckling of Indk4dual truss web and/a chord members only. Additional lempotay and permanent Iracing WOW Is always royueod la sWb00y and to prevent collapse with possible personal hpay and property damage. For general guidance regarding the IalrlcalbrL storage, delivery. erecilon and bracing of frtmes and Inns syslenn seeANSI/Vi I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Rate Institute. 218 N. Lee Street, Sulle 312, Ale:andrka VA 22314. Tonga, FL 33610 Job Truss rush I ype ty Ply T12697/50 T80280 F09 Floor 5 1 I Job Reference o tional Budders FirslSource. Tampa. Plant Cry. Florrde 33566 0.1.8 H 11 -4-0- t.Sx3 II 1.Sx3 = 1.5x3 = 7.640 s Au9 16 2017 Wak Industries. InC. Mon Vet 11 09:55,25 Z91I rage 1 ID:0837Ca1tNCJU5ySDiOmtCDdnydl tm-zgSiYezDOJ6f3DazARU4D4eOTfaPIWDBiiP?koyA4yW 1.9.8 r 1-0-0 1.50 II 1.5X3 11 4 21 5 15.6.8 15.6.8 -- 1.8 le = 1:26.9 1.Sx3 II 1.5x3 = 1.Sx3 = 20 Rel 19 Plate Offsets (KY)-- 113:0-1-8,Edgel,114:0-1-8,Edflel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vett(LL) -0,16 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(TL) -0.25 12-13 >740 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 86 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 20 SP No.2(Ilal) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: 2.2.0 oc bracing: 12-13. REACTIONS. (lb/size) 16=834/0-7-4, 10=834/0-7-4 FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-1177/0, 3.4=-1979/0, 4.21=-1979/0, 5-21=-1979/0, 5.6=-1979/0, 6-7=-1868/0, 7-8=-1189/0 BOT CHORD 15.16=0/713, 14.15=0/1636, 13-14=0/1979, 12.13=0/2038, 11-12=0/1649, 10.11=0/709 WEBS 2.16= 1062/0, 2-15=0l709, 3-15=-702(0, 3.14=0/648, 4-14=-342/0, 8.10=-1056/0, 8.11=0/734, 7.11=•703/0, 7-12=0/335, 6.12=-261/0, 6-13— 281/244 NOTES- (5) 1) Unbalanced Iloor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING • Verlly ded9n pammoten and READ NOTES ON THIS ANO INCLUDED M/TEK REFERANCE CAGE M9.7473 rev. 1WWI)15 BEFORE USE. Design vdkl lot use only with MRek/9 ConneClots. lnls design Is based only upon parameters shown. and Is far an IM1hAdfd 1xAtling component, not a Suss system. Before use. the lAilldng designer must vortty tle applicability of design patamelers and ptopetty tncotporato this design Into the oven... I>fidbV design machg indicated Is to buclding of IndNkhx>f truss web and/or chord rnembets only. Additional temporary and permanent fxacilg MiTek' piovent Is always regllnal for VICIA11y and to prevent collapse with posse, poison l trlpsy and property dcanage. For general gtldcnce iegatdng the 6904 Ponke East Blvd. fabrication. stowe, delivery. election and Ixacbng of trusses and tnm systems seeANSI/IPI I oua0ty Criteria, DSB-89 and SCSI Building Component Tampa. FL 33610SafelyInformationovdialelebornlivaPlateInstitute, 218 N. Leo Street. Sulte 312, Alexandit VA 22314. Job Truss Truss Type oty Ply T12697151 780280 F10 Floor t Job Reference (optional) Buddem FuslSource. Tampa. Plant Cdy, Flondo 33566 0-1-8 H 1H -0 1.Sx3 II t.sx3 = 1.Sx3 = 1Sn3 II 1.5x3 II 7 640 a Aag 162017 NI OR InflUSlmee, Inc. Mon Ue0 11 OB:bs Z6 ZVI I Vag* 1 ID:0837CakNCJU5ySDiOmCDdrlydl 1 m-zgSlYezDOJ613DazARU4D4e0hfbBIW PBjiP?koyA4yW 15.2-12 152.12 - Ole Stale = VM3 1.5x3 II 1.Sx3 = 3x6 = 19 Plate Offsets p(,Y)— 13:0-1-8.Edge], 114:0-1-8,Edgef LOADING (psf) SPACING- 2.0.0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.15 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(TL) -0.22 12-13 >822 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 85lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(11at) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flaf) BOT CHORD Rigid ceiling directly applied or 10-0-0 of; bracing, Except: 2.2.0 oc bracing: 12-13. REACTIONS. (Ib(size) 10=814/0.3-8, 16=820/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1154/0, 3-4=-1920/0, 4.5=-1920/0, 5.6=-1920/0, 6-7=-1827/0, 7-8=-1186/0 BOTCHORD 15-l6=0/700, 14-15=0/1599, 13-14=0/1920, 12-13=0/1979, 11.12=0/1627, 10-ll=0/723 WEBS 2-16=-1044/0, 2-15=0/693, 3-15=-681/0, 3.14=0/616, 4-14=-328/0, 8-10=-1050/0, 8.11=0/708, 7.11=-674/0, 7-12=0/305, 6-12=-264/0, 6-13=-331/255 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING. Ve ft datryn parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MD-7473 rev. 106MIS BEFORE USE Design vdkd lop use only with Mllek®conneclom. lnls design Is based only upon parameters shown, and Is lot on in dlvldual bulding componenl, nol a truss system. Before use, the build Iny doslgnel must verify the opplk:ablity of deslgrt palamolon and rroPedy heogorato this design into the overall buildingg design. @acing Indlcolod Is to rrevent buckling of lndMUal bus web and/or chord members only. Additional! temporary and petmanenl bracing M iTek' Is always re(aired lot slabllty and to prevent collaixe with possible personal trdray and properly damage. For genial guidance regard9rg the klxlcollon. storage. delivery, oroetlon and tracing of trusses and tars systems, seeANSIMI) Quality CrNwlo, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Irdormatlon available from Tars Plato trnsllfute. 218 N. Lee Street, SWIe 312, Alexandria. VA 22314. Tampa. FL 33610 russ Truss Type 0ry ply T12697t52 7BO280 F11 Floor Girder 1 1I Job Reference(optional) ouuvma rucwwurce. rarrya. roam —Y. r,vimu oa000 0.1.8 H i 1 a+vy , .,.ve I D:0837CakNCJU5ySDiOmCDdnyd l l m• R0051_rBeE WgN99k87JIHBWv3wPcxULxMSYGFyA4yV Ole Sidle = 1:26.3 1.5x3 11 IZ)r3 = 1.Sx3 II 1.Sx3 = 3x6 = 3x6 = 1.5x3 II 1.Sx3 II 30 = 30 = 4x6 = 1.5x3 = 1 2 3 4 5 6 7 b 9 FA / I Li FIAA, t• 1 1 WWI XV WA C 84 3x4 = 3x6 = 30 = 3x4 = 30 = 4x6 = 3x6 = 15.2-12 i 19 QCP Plate Offsets (X Y)-- 113:0-1-8,Edael,114:0-1-8,Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Ven(LL) -0.17 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.27 12-13 >672 240 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014lrP12007 Matnx) Weight: 85 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 5.4-6 oc purlins, except BOT CHORD 2x4 SP No.1(llal) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 10=1039/0-3-8, 16=90610-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1299/0, 3-4=-2274/0, 4-5=-2274/0, 5-6=-2274/0, 6.7=-2358/0, 7.8=-1590/0 BOT CHORD 15-16=0l777, 14.15--0/1827, 13.14=0/2274, 12-13=0/2422, 11-12=0/2227, 10-11=0/935 WEBS 2-16— 1158/0, 2-15=0/797, 3-15=-807/0, 3-14=0/805, 4.14=-419/0, B-10— 1358/0, 8-11=0/1001, 7-11=-974/0, 6-13=-539/0, 5.13=-20/330 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (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) 391 lb down at 11.3-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 10-16=-10, 1-9=-100 Concentrated Loads (lb) Vert: 7=-31 1 (B) Q WARNING - Verify dodo. persmetem and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M67473 rov. 169MIS BEFORE USE Design valid toe use only vAth MlleMconnectors. It& design b lased only upon pmarneters shown. and Is for an hxllvkAed building component. not a hest system. Before use. the bullding designer must verify the appllcabOlN of design parameters and p>topeely I ncoepoeate this design Into the overall building design. ®acing Indicated Is to prevent buclding of Individual puss web and/or chord mernbeis only. Additional temporary and perrna nenl bracing WOW Is always eetlalred for stc"lly and to prevent colicsixe wllh possible personal Injury (xKd property damage. For general galdanco iegading the fabrication, storage, doeNeey, erection and basing of trusses and trusssyslem; seeAN$I/IPII Quality Grllorlo, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety InlormaBon avallabfo horn huss Plate Institute. 218 N. Leo Sheet, Suite 312. Alexandria. VA 22314, Torrpa. FL 33610 Job T rus TFUSS Type y T12697153 T80280 F12 Floor 1 1 Job Reference banal ouuvew rusa vuice. ,anpu. rw,n .r, rn„wu .oo 0.1.8 H 1-4-0 ID:0837CakNCJU5ySDiOmCDdnyd 11 m7R(051_;Fa W gN99k8?JIHBa130cczILxMBYGFyA4yV 1.9.0 00--6-0 4.0rr— 1.3 i Style = 1:19.9 1.Sx3 II 1Sx3= 1 Sx3 = 30 = 3x4 = 1.5x3 II 1.Sx3 II 4x6 = 3x6 II 3x6 II 1 2 3 4 5 6 7 8 9 3x4 = 11.1-0 11.5-0 Plate Offsets MY)— 12:0-1-8.Edge],113:0.1-8.Edael LOADING (psl) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0,08 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 100 BC 0.59 Vert( L) -0.12 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014fFP12007 Matrix) Weight: 67 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 pudins, except BOT CHORD 20 SP No.2(llat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 9=596/0.3.8, 15=596/0-74 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-774/0, 3.4=-999/0, 4-5— 999/0, 5-6=-999/0, 6-7=-483/0, 7.8=-490/0, 8-9=-483/0 BOT CHORD 14.15=0/499, 13-14=0/1005, 12-13=0/999, 11.12=0/803 WEBS 9-1 l=0l710, 2.15=•744/0, 2.14=0/421, 3-14=-353(0, 6-11=-477/0, 6.12=0/549, 5.12=-384/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) 'This manulaclured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' rA WARNING • Vodly daslyn pwamoters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE hill. 7473 For. IGOWO15 BEFORE USE Design valid rot use only a4th Mllekr9 connectors lhls design Is based only upon parameters shown, and Is for an IndivkAgl building component. not a buss system Before use, the bukbV dosignssr must verily the arVIcablilty, of design lxaaneters and properly Incorporate this design Into the overall biking design. Racing Indicated Is to lAevent buckling of bxlW uci truss web and/or chord members only. Addilional temporary and permanent bracing M iTek' is alwclys regr4rocl Fos slab011y and to prevent collapse with posNo persorxi hluy aril property danoge For gencFalgtrklaneo reWdIng the Ic" l atkxl. storage, delivery, erocllon and bracing of husses and trim systems. seeMSI/TPI I Quality Criteria, DSS-89 and SCSI Building Component 6004 Parks East Blvd. Safety Infotmallon ovallable horn bras Plate Institute. 210 N. Loci Street. Sulle, 312. Alexandria, VA 22314. Tampa. FL 33610 Job I russ ruse ype yply T12607154 780280 F13 FlootGirder t t Job Reference(optional) Budder* Frre150=41. Tanga, Plant Goy, HOMO 33b66 Leiv a Aug le zV l d M 1 eR Incuslnea. Inc. Men Fim 11 W;65 zt evl / Faile I ID:0837CakNCJU5ySDiOmCDdnydl 1 m-wCaTzK?TywMNIXkLHsXYlUjlhTSkLS7UA0u6ohyA4yU 1-4-0 3x4 b1.3 1 30 II 2 3 30 = 4 30 II Scale= 1:100 Rv, 3x6 = 3x6 = 3-5.3 Plate Offsets (X,Y)-- ll:Edge,0-1-81,12:0-1-8.Edgel,13:0-1-8,Edael LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) Wall Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.19 V8ri(LL) 0.00 7-8 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.21 Vert( L) 0.01 7-8 999 240 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.00 5 rUa n/a BCDL 5.0 Code FBC2014fTP12007 Matrix) Weight: 26 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 20 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 8=437/Mechanical, 5=412/0.3.8 FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-416/0 BOT CHORD 7.8=0/416, 6-74/416, 5-64/416 WEBS 2-8=-546/0, 3-5=-546/0 Structural wood sheathing directly applied or 3-5-3 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0.0 of; bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3)'Semi-ngld pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 5-8=-10, 1-4=-100 Concentrated Loads (Ib) Veri: 2=-496 Q WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED hMK REFERANCE PAGE M67473 airy. 1003W IS BEFORE USE Design valid too use only vA01 MllekO connectors. lhls design Is based only upon rorameters shown, and Is lot an Ir aAdtal txrlding component, not a truss system Wrote use, the brdk0lg designee must verify We appllcahlly of design paoamoters and poopedy kncorora W this design Into the overall triding design. ®acing Indicated Is to ptevenf buckling of Individual truss web and/or chord memlxsos only. Adalikmal temporary and pwlmar1eni biocing WOW Is always redSdred for stability and to prevent collapse vAlh possible lo•sorxl k*zy dxxf popery damage. Fa general gtkknce regaid1W the lat-Wollon. storage, delivery, election and brdtcing of Irtmes and Inrss systems seeANSIMI l Dually criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallc"e from truss Rate InsilhAo. 218 N lee Street. Stlte 312, Alexandria VA 22314. Tonga, Fl. 33610 o Truss russ Iva ty 712697155 TB0280 Ft4 Floor 5 t Job Relerence tional Burldere FirslSource. Tempo. Plant City, Florida 33566 0.1.8 H I 1-4-0 1.Sx3 II 1 5x3 = 1.5x3 = ew s Aug to zul7 W r ex mausines. inc. Mon vac 1 i Va:pIX[ / 2017 ravv I I D:0837CakNCJU5ySDiOmCDdnyd 11 m-wCaTzK7TywMNIXkLHsXYI UinsTIgLRPUA0u6ohyA4yU 1n1.12 01138 SFale = 1:19.6 1.Sx3 II 1 Sx3 11 1 Sx3 = 3x6 = LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Ver1(LL) -0.11 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(TL) -0.15 11-12 >866 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.02 8 We n1a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight- 65lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 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 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib size) 8=60310.3-8,13=610/0.74 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2.3=-799/0, 3-4=-1046/0, 4.5=-1046/0, 5-6=-834/0 BOT CHORD 12-13=0/512, 11-12=0/1039, 10-11=0/1046, 9-10=0/1046, 8.9=0/503 WEBS 2-13=-763/0, 2-12=0/439, 3-12=-367/0, 6-8=-729/0, 6.9=0/506, 5-9=-536/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Slrongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect buss backwards. 6) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vartly design peremsters and READ NorEs ON THIS AND INCLUDED Mr7EK REFERANCE PAGE mp-7473 ray. FaC"016 BEFORE USE Design valid lot use only with MBek® connectors. this design Is based only upon paomelers shown. and Is for an Lndlvkk" building component, nol a kuss syslern. Belae use. Iho building deslgnot rnust vedy the oWicabliy, of design paraneters and properly Incorporate this design into the oveiatl bulding deslgn. BtackV Indicated Is to prevent Ixscakty of WK#vkkxd Koss web and/oi Chad members only. AddliorO lemlwtary axd peinxmnl l)tocing WOW Is always tegtliod la stability and to provenl collapse wllh possible potsonal Injury and ptoperty damage. lot general guidance regaiding the krlxlcalkxl. stoiage, delivery, erection and btacktg of Inures and Intss systems. seeANSI/IPI I Quality Criteria. DSB-89 and BCSI Building Component ik6904Porke East Blvd Safety IrVtrtmatlon ava0abte aom kuss Plate InsIIMe, 218 N. Lee Skeet Stile 312, AloxtxxlrkL VA 22314. Tampa. 33610 Job Truss russ I ype UlyFly T12697156 T80280 F15 Flap 10 1 Job Reference (optional) owes r.vaor —...ape. new rnry, rw,wa aaaw 0.1.8 H I 14-0 ID:0837CaMCJUSySDiOmCDdnydllm-OPSrAg?5iEUEwgJYrZ2ngiGw si 4s7ePgdIL7yA4yT p 3-b 1.3-0 Scale. 1:19.9 1Sx3 II SX3 = 1.5x3 = 3x4 = 30 = 1.Sx3 11 1Sx3 II 4x6 = 3x6 II 3x6 II 1 2 3 4 5 6 7 a 9 30 = 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/TP12007 CSI. TC 0.73 BC 0.60 WB 0.34 Matrix) DEFL. in (loc) I/dell Ud Vert(LL) -0.08 13-14 >999 360 Vert(R) -0.12 13.14 >999 240 Horz(TL) 0.02 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 67lb FT = 20*%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(11at) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins, except BOT CHORD 2x4 SP No.2(flal) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 9=597/0.3.8, 15=597/0-74 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 776/0, 3.4=-1003/0, 4-5=-1003/0, 5-6=-1003/0, 6.7=-485/0, 7.8=-493/0, 8-9=-485/0 BOT CHORD 14-15=0/500, 13-14=0/1008, 12-13=0/1003, 11-12=0/805 WEBS 9.11=0/713, 2-15=-745/0, 2.14=0/422, 3-14=-355/0, 6-11=-477/0, 6.12=0/554, 5-12=-388/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." A WARNING . Verify doelpn peemelore and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE 11,10-7473 roV. 10N3/10I5 BEFORE USE. Design vaild lot use only with Mllek® connectors. It& design is banned only upon parameters shown. and Is for an Individual building component. net a buss system. Before use. Ito building deslgnen must verify Ilw oriAlcdi101fy of design patcunelens and properly blcotpotale Ihls design Into the overall ding design. Bracing Indicated B to prevent bualding of tndIMucd tFuw web anal/ot chard members only. Additional lemperary and pennanont I:wacW g WOW h always neyudrod Ia stability cad to prevent eollaixtf wllh possible rxersorc8 Inlury cuxl properly damage. For general guidance tegardirrg the 6904 Pork* East Blvd. labrlcatbn, storage, delivery. erection and bracing of Intsses and miss systems seeANSI/IPII eucdlty Crilw1c. DSB-59 and BCSI Sulldlny Component Tornpo, FL 33610SWolyIMormatlonavdilablefromtrussPlateInstitute. 218 N. Lee Street. Su lte 312. Alexancift VA 22314. Job Truss Truss Type Qly Ply T12697157 TBO260 F16 Flea t 1 Job Reference (optional) BmIders FaslSouice. Temps. Plant city. Fgnaa 335ri6 7.640 a Aug io 2 r Mr r ex indumAn. im. W+ Dw i r W.00 26 Nr r Faye i ID:0837CaINCJUSySDiOmCDdryd 11 m-OP8rAg951EUEwgJYrZ2ngiGzdsin4oGePgdIL7yA4yT 0-1.8 H ' 14-0 1e4 H S.Ile :: 9.1B.e 5 4 1.Sx3 11 1 Sx3 = 1.Sx3 = 30 = 4x6 = 1.Sx3 11 06 = 30 = 1 2 3 4 5 30 = 6 7 30 = 4x6 = 4x6 = 4x6 = 0.4-0 8-2.4 11.1.4 1,1.4.1Z o-4-0I 7.10-4 I 2.11-0 - Plate Offsets MY)— 15:0.1-8,Edgel,17:0-1-8,Edgel,18:Edge,0-1-81,111:0-1-8.Edge] LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) 0.06 10 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Ven(TL) 0.12 10 547 240 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) 0.03 8 Pla Na BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 64 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc puffins, except BOT CHORD 20 SP M 31(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0.4.0 except (jt=length) 12=5-6-9, 11=5.6.9, 8=Mechanical. lb) - Max Uplift All uplift 100 lb or less at joint(s) except 11=-128(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 13=978(LC 1), 13=978(LC 1), 12=1859(LC 1), 11=581(LC 7). 8=1897(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-570/0, 3-4=-2457/0, 4-5=-2457/0, 5-6=-2206/0 BOT CHORD 12.13=0l738, 11-12=0/1864, 10-11=0/2457, 9.10=0/2457, 8-9=0/1578 WEBS 2-13=-1099/0, 2-12=-629/108, 3-12=-2093/0, 3-11=0/1231, 4-11=-723/0, 5.9=-588/0, 5-10=-267/0, 6.8=-2296/0, 6-9=0/960 NOTES- (8) 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 128 lb uplift at joint 11. 4) Load case(s)1, 2, 3, 4, 5, 6, 7, 8, 9, 10 has/have been modilied. Building designer must review loads to verify that they are correct for the intended use of this truss. 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 8-13=-10, 1-7— 450 2) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plt) Vert: 8-13=-10, 1-7=450 3) 1st Dead + Floor Live (unbalanced): Lumber Increase--1.00, Plate Increase=1.00 Uniform Loads (pit) Van: 8.13=-10, 14= 450, 4-7— 188 Continued on Daoe 2 Q WARNWO - Verify design paremotm and READ NOTES ON THIS AND INCLUDED MflEK REFERANCE PAGE MLL7473 rov. I&MMIS BEFORE USE. Design valid for use orgy vAth Mflelrb connoctois. lhls doslgn is Leased only upon paameters shown, and Is loi an Individual building component, not a huss syslem Bofoie use. the building designer must verify tho aplAicabllty, of design poiamefors and IAopeily Incorlwiale this doslgn Into the overall building design. ®acing Indicated Is to pievent bucIdIng of IndNklual Iruss web and/oi ctwrd members only. Additional lemWary and permanent bracing MOW is always iw.**ed for stability and to rKevent collapse wllh possblo personal hnhry and property danage. For general guidance iegading the Ialxlcollm storage- delivery, etectlon and bracing or IIUSSM and Irtm systems seeANSI/rPl1 Quality C4terlo, DSB-89 and SCSI Building Component 6904 Parka East Bald. Safety Information available from buss Plate Institute. 218 N. Lee Street. Sille 3 1 Z Alexaxlda. VA 22314. Tampa, FL 33610 Job ru Truss Type 0 y ply Tt2697/57 TB02S0 F16 Floor 1 1 Job Reference o na1 Budder$ FbetSource. Tempe. Plant City. FIDrltl$ 33566 LOAD CASE(S) Standard 4) 2nd Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pll) Vert: 8-13-10, 1-4— 188, 4-7=-450 5) 3rd unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pll) Vert: 8.13=-10, 1-4=-450, 4-7-188 6) 4Ih unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 8.13-10, 1-4=-188, 4-7=-450 7) 1st chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pll) Vert. 8.13-10, 1-5=-450, 5-7=-188 8) 2nd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 8.13-10, 1-7=-450 9) 3rd chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 8.13-10, 1-5=-450, 5-7=-188 10) 41h chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 8-13=-10, 1-7=-450 54U$nllg 16 "Cal/Ml I eKIr AMMS.IM. MMt/$C 11 W00M[V1/ "gee ID:0837CakNCJUSySDiOmCDdrlydllrr1.OP8rAg75jEUEwgJYrZ2ngiGzdsirA oPgdIL7yA4yT A WARNING - Verity dWon Pfinunotoro and READ NOTES ON THIS AND INCLUDED WMK REFERANCE PAGE M0.74?3 rev, tOOM15 BEFORE USE Design valld lot use only wllh Mllek® connectors. Ihh doslgn Is based only upon paaneters srlown, and Is foi an Mlvldttal txsldklg component. riot a fit= system. Belole use. Ow IxNdklg deslgnes mast verify the applIcabllty at doslgn pataneters anal lxopoily kleogwrato U* doslgn Into the ovorall NAdIng design. Brocing lrx9caled Is to Ixevenl bucklInG of IrKgvldtxl truss web and/ot chord members only. Addilonal temporary and permanent txacdlg MiTek' Is always ieytliod fix stability and to prevenl collapse with poss"o paisonal Injury anal pioperly afanage For general gukknce iegaa&1G the fadxlcatklrl, storage, dellveiy, erection and txacklg of trues awl (suss system-- seeANSI/IPI I Quality Criteria. DSS-89 and SCSI Building Component 6004 Pmke East Blvd. Solely Infoamatlon avaUaMe horn kts Plate Institute, 218 N lee Sheol. State 312. AleKaldda, VA 22314. Tampa. FL 33610 Job runs russ ype ty y T12697158 TB0280 FG1 Fbl Girder 1 A GJob Reference(optional) BYllders FIFSISOarce, Tortpo. Plant Oily. Flonda =66 7,540 6 Aug 15 Z017 Nr I ex arousuies, Inc. Mon uec 11 u9:S6:3e Ze,17 rage 1 ID: 0837CakNCJUSySDiOmCDdnydllm•KnFbbMILFrky9_Twz_4Fw7LFEgNoYfsws_6mPOyA4yR 2. 68 S1•e 7.66 011.9 t2•+9 i 1+11.12 + 17.615 1 202.2 201091 2. 66 2•SO 2•SO 2•SO 2•SO 2.7.3 2.7.3 2.7.3 066 Bx14 MT20HS = 20 11 20 II 5x8 = 2x4 11 602 MT20HS WB = Sx12 = 1 402 = 2 3 4 5 6 7 a 4x6 II 7x10 = 3x6 II Sx12 = Sx6 = 2x4 II 5x12 = 2x4 II 7x10 = 3x4 Scale. V36 2 US = 20 II 30 11 9 10 11 11 20 11 20109 241e Sl•e 7$e 9//•9 12-9 14.11.12 17$/5 202.2 2• e 2•S-0 2.6-0 2-SO 2•i0 2.7.3 2.7.3 2.7.3 b 3 03. 9 Plate Offsets MY)— 16:0.5.9,Edge1,110:0-38,0-1-81,114:0.5.0.G-441,119:0-3-12,0-2-01,120:0-4-8,0-1-81,121:04-8.0-3-81 LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.81 Vert(LL) 0.14 19-20 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) 0 23 19-20 626 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.77 Horz(TL) 0.02 16 n/a Na BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP M 31 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 'Except' BOTCHORD 1. 21,3-21,3-19,5-19,5-16,8-16,8-14,10-14: 2x4 SP No.1 OTHERS 20 SP No 3 REACTIONS. ( Ib/size) 22=1269/0-8-1, 16=376310-4.0 (req. 0-4-7), 13=952/0.5.10 Max Uplil122=-122(LC 4), 16=-296(LC 4), 13=70(LC 4) Max Grav22=3459(LC 14), 16=10711(LC 14), 13=2036(LC 14) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1.22=-2916/120, 1.2=-7146/209, 2.3=-7146/209, 3.4_ 7903/229, 4-5=-7903/229, 5- 6=-20217132, 6-7=-202f7132, 7-8=-202/7132, 8-9=-3096/60, 9-10=-3096/60, 10-11=-321l7, 11-12=-338/2 BOT CHORD 22- 23— 17/393, 21.23=-17/393, 21.24=-296/10113, 20-24=-296/10113, 20-25=-296/10113, 25.26=-296/ 10113, 19-26=-296/10113, 19-27= 48/1407, 18.27= 48/1407, 18-28= 48/ 1407, 17-28=48/1407, 17-29=-48/1407, 29-30=48/1407, 16.30=48/1407, 16-31=-672/ 29, 31.32=-672/29, 15.32=-672/29, 15-33— 672/29, 33-34=-672/29, 14.34_ 672/ 29, 14-35_ 7/321, 13-35=-7/321, 12-13=-7/321 WEBS 1-21— 207f7289, 3-21=-3231/95, 3-20=012090, 3-19=-2406l73, 5.19=-19717074, 5-17— 14/ 1006,5-16=-9297/272, 7-16=-519/96, 8.16=-6959/186, 8.15=-11/1198, 8.14=•96/ 4059, 10.14=-57/2990, 10.13=-863/91 Structural wood sheathing directly applied or 5.7-12 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15-16,14-15 NOTES- (14) 1) 2-ply truss to be connected together with 10d (0.131 "x3') nails as follows: Top chords connected as follows: 20 - 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 it noted as front (F) or back (B) lace in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind- ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25fh Cal. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. Continued on Dane 2 Q WARNING • Verlry design Pammotere end READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE 114107473 rev. 709MIS BEFORE USE Design valki for use Orly with MI108 connectors. lhb design b based only upon patamelers shown. and It for an tallMdltd bolding component. not a truss system. Before use. The brlkArng designer must vedty The appllcaibDlN of design parameters anal properfy Incorporate, 01b design Into the overall WdbV design. 190aing IraAcoted Is to prevent btrckffrlg of Individual Truss web and/ot chord mernlxus only. Additional lornmary and permanent bracing WOW Is always voccl lted lot stabl lly and to prevent collapse vATh possible peisoral Ir4ley and property dranage. rot general gtkknce regarding the labilcollon. stotago. delivery, etocllotn oral brocinD of trusses and Ituss systems seeANSVrPI I Oua9h CAtedo, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety IMdrmallon arvWa ble from Truss Plate ImIlMe. 218 N. Lee Street. Stile 312, AtOxaldFIM VA 22314. Tarrpo. FL 33610 Job Truss type 0ty Ply T12697159 TBO260 FG1 1. russ Flei Girder 1 f2 Job Reference (optional) Budder* FhslSwrce, Ternpa, Plant city. Florio 33566 r bav a Aug 10 zut I FJ9 r err inaucmes. me man Doc i i w:ox,w zvi t rage i ID:0837CakNCJUSySDiOmCDdnydllm-KnFbbMILFrky9_Twz_4Fw7LFEgNoYlsws 6mPOyA4yR NOTES- (14) 6) Concentrated loads from layout are not present in Load Case(s): H3 Dead + Uninhabitable Attic Without Storage; H4 Dead + 0.6 MWFRS Wind (Pos. Internal) Left; H5 Dead + 0.6 MWFRS Wind (Pos. Internal) Right; H6 Dead + 0.6 MWFRS Wind (Neg. Internal) Left, H7 Dead + 0.6 MWFRS Wind (Neg. Internal) Right; H8 Dead + 0.6 MWFRS Wind Pos. Internal) 1st Parallel; H9 Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel; #10 Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel; #11 Dead + 0.6 MWFRS Wind Pos. Internal) 4th Parallel; H12 Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel; H13 Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel; H18 Dead + 0.75 Roof Live bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left); #19 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right); H2O Dead + 0.75 Roof Live (bal.) + 0.75(06 MWFRS Wind (Neg. Int) 1 st Parallel); H21 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel). 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) WARNING: Required bearing size at joint(s)16 greater than input bearing size. 10) Provide metal plate or equivalent at bearing(s) 16 to support reaction shown. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122lb uplift at joint 22, 296 lb uplift at joint 16 and 70lb uplift at joint 13. 12) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysts and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1877 lb down at 18.8.13, and 86 lb up at 18.8-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibilityof the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-11=-70, 12-22=-20 Concentrated Loads (lb) Vert: 19=- 143 16=-253 1 5=- 143 23=-396 24=-396 25=443 26=-253 27=-253 28=-143 29=-253 30=-143 31=-143 32=-253 33=-253 34_ 143 35= 823(B=-794) A WARNING - Verily dedgn Peranietero and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE AW473 rov. 18932015 BEFORE USE Design valid for use only vAlh Mrek® connectors. 0* design Is based only upon pdadlrnolers arwwn. and Is tot at individual building component. not a truss systein Before use. the building destgrtel roust verily the appticabilty of design paramelors and popody Incorlwtate this doslpn Into the overall bulding design. Biocing Indicated Is to povenl bucNing of Individual truss web and/or chard membeis ortly. Additional lern Wary and permanent biochtp WOW 6 always iegtirecl tot stablilty and to prevent collapse vAlh possible personal htpsy and properly dlarnago. For goruyal guidance regcsairtg tho fabrication storage, delivery, erection and bracing of Insses and (russ systems seeANSIM I Quality Criteria, DSB-89 and SCSI Building Compon9rd 6904 Parke East Blvd. Sataly IMormallon available horn buss Plate Imlittito. 218 N. Leo Sheet, Suite 312, Alexandria, VA 22314. Terrpe, FL 33610 Job T ruse TrUSS Type y ly T12697159 T00200 H7A Diagonal Hip Girder 1 1 Job Reference (optional) Madam rosrbource, Ion". rronr t ny. rronce jjtot, r e.V 5 r Vg ro ey, r mres ,nousmea, me — vac , . w:aa.—cvv rye , ID: 0837CakNCJU5ySDr0mCDdrrydl1 m-KnFbbM1 LFrky9_Twz_4 Fw7LJCgOJYIGws_6mP0yA4yR 5. 1.9 9.10.1 5. 1.9 - 4.8.7 l4 020 = aw rr 4 30 = Scale = 1:22.3 0 5.1-3 4-8-7 LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.04 5-6 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(TL) 0.11 5-6 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.43 Horz( L) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight. 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 1=445/0.4.3, 3=170/Mechanical, 4=380/Mechanical Max Horz1=147(LC 22) Max Uplift I =-96(LC 4), 3=-108(LC 4). 4=-107(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All lorces 250 (lb) or less except when shown. TOP CHORD 1.7= 925/234, 7-8=-888/247, 2-8=-829/232 BOT CHORD 1-10=-330/832, 10.11=-330/832, 6.11_ 330/832, 6-12=-330/832, 5.12=-330/832 WEBS 2- 6=0/308, 2-5=-903/358 Structural wood sheathing directly applied or 5-11.15 oc pudins. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; VUII=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS ( envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96lb uplift at joint 1, 108 lb uplift at joint 3 and 107 lb uplift at joint 4. 6) 'Semi - rigid pitchbreaks wish fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 lb down and 98 lb up at 1-4.15. 21 lb down and 17 lb up at 1.4-15, 60 lb down and 64 lb up at 4-2-15, 44 lb down and 47 lb up at 4.2-15, and 100lb down and 117 lb up at 7.0.14, and 95 lb down and 110 lb up at 7-0-14 on top chord, and at 1-4.15, at 1-4-15, 15 lb down at 4-2.15, 12 lb down at 4-2- 15, and 41 lb down at 7.0.14, and 39 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) *This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE( S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ( pit) Vert: 1- 3=-70, 1.4=-20 Concentrated Loads ( lb) Verl: 7= 42(B) 8=-2(F) 9= 131(F=-72, B= 59) 11=-O(F)12=40(F=-20, B=-20) Q WARNWG - Vorq dedgn parnmdare and READ NOTES ON MIS AND INCLUDED NfTEK REFERANCE PAGE MIF7473 rev. la,101015 BEFORE USE, Design vdld for use only n,Ath Mnek® connectors, lints design b based only upon pmometers shown. and b lot on Individual building component. not a truss system. Before use. the building designer must vedy the apolcablly of design warnelers and Ixoponly I ncuporate this design Into the overall tAA(D design. Boeing Indicated Is to buckBng of Individual truss web and/or chord members only. Addllond tornpaary and permanent bracing WOW g preventIsalways redµked ter sk"Ily aril to prevent collapse wllh posWe personal Inpny and popery darnage. For general guKknco regcsd ing the 6004 Parke East Blvd. WAlooll m, storage. delivery, erecllon and Nadno of Misses and in= systems seeANSI/Wil Otlalily Cdtarlo, OSB-69 and SCSI Building Component Tempo. FL 33610 Salary InformationovdlablefrombussRateInstitute. 218 N. Lee Street, Suite 312, Alexc;W ta. VA 22314. fuss Truss Type 0typly T12697160 780280 H78 Diagonal Hip Gedan 1 1 Job Reterenee(optional) bfurraels F1141bource. Iarrlpa. rrant Gay. monOa ujbbo f o+v a Aug to evi t mian rriousnnes, arc mon vac rn vv ":Jn evi / raga r ID:0837CakNCJU5ySD1OmCDdnydllm-o_p-pt2 09spn827WhbUSKuVg4kXHCT45esJxSyA4yO 5.3.15 _ 9.10.1I 5.3.15 4.6.1 Scale = 1:21.1 30 = 5.3.15 4-6-1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Ver1(LL) 0.03 6-7 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Verl(TL) 0.12 6-7 984 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.43 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 40 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=158/Mechanical, 2=513 0.10.15, 5=339/Mechanical Max Horz 2=117(LC 22) Max Uplift4=-89(LC 4), 2= 154(LC 4), 5=-66(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 5.8.1 oc puffins. 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 2.8=-1051/218, 8-9=-1030/230, 3.9=-996/238 BOT CHORD 2-11=-297/998, 11-12=-297/998, 7-12=-297/998, 7.13=-297/998, 6.13_ 297/998 WEBS 3.7=0/278, 3.6=-1043/310 NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi--0.18; MW FRS (envelope); Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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 89 lb uplift at joint 4, 154 lb uplift at joint 2 and 66 lb uplift a1 joint 5. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb down and 110 lb up at 1.4.15. 78 lb down and 110 lb up at 1.4-15, 42 lb down and 38 lb up at 4-2-15, 42 lb down and 38 lb up at 4-2.15, and 86 lb down and 90 lb up at 7-0-14, and 86 lb down and 90 lb up at 7-0-14 on top chord, and at 1.4.15, at 1.4.15, 12 lb down at 4-2-15, 12 lb down at 4-2-15, and 36 lb down at 7.0-14, and 36 lb down at 7-0-14 on bottom chord. The desigrl/selection of such connection device(s) is the responsibility of others 8) In the LOAD CASE(S) section, loads applied to the face of the miss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 14_ 70, 2-5=-20 Concentrated Loads (lb) Vert: 8=94(F=47, B=47) 10=-97(F=49, B=49) 13=-36(F=-18, 8=-18) A WARNING - Vanity design panmafors and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE M47473 rev. 16=10/5 BEFORE USE Deslgn vrllld lot use only with MlleM connectors. lMs design Is U.med only Irpon marnelers shown. and is for an trWINdual balding component. not a kus system. Before use, the buk1kKl doslgnor must verily the applkablilly of design Iwranefers and proporly Incorporate this design kilo the overall b ulldlrly design. BtackV kxflcated Is to prevent buckling of lrxV*Jual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always iwored for stablilly and to prevent collapse with possible patsorxl t*ay atxl property damage. For gerxaal guidance regarding the fabrtcallon, storage, delivery, erection and bracing of Intsses and inns systems, seeANSI/17I I Quality Criteria, DW69 and SCSI Building component 6004 Parke East Blvd. safety Information available kom trig Rate institute. 218 N. Lee Sheet, Srlte 312, Afexandrkl VA 22314. Torn pa, FL 33610 Job I cuss Truss Type ty T12697161 TOMHJ2 Diagonal Hip Glider 1 1 Job Reference (optional) ewdere Firasource. I empe. "bra uary. Frlrrae;xs a o+vsnuy,o cv, i m„en ,,,ow„ ,,,:. .y., ID:0837CaMCJU5ySDiOmCDdnydllm-o_p_p12_09sp,n827WhbUSKuYf4r HI945esASyA4yO 1-5-0 I 2.7.1 5-0 2-7-1 20 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.00 2 4 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(TL) 0.00 2-4 999 180 BCLL &0 ' Rep Stress Incr NO WB 0.00 HOTL(TL) 0 00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) LUMBER - TOP CHORD 20 SP No-2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 3=1/Mechanical, 2=21804.9, 4=23/Mechanical Max Harz 2=68(LC 4) Max Uplift3=-55(LC 19), 2=-108(LC 4) Max Grav3=57(LC 22), 2=218(LC 1), 4=47(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale - 19.2 PLATES GRIP MT20 244/190 Weight: 10 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2.7-1 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (9) 1) Wind: ASCE 7.10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=5.Opsl; h=2511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psl 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) lot truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 lb down and 94 lb up at 1-4-15, and 69 lb down and 94 lb up at 1.4.15 on top chord, and at 1-4.15, and at 1.4.15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead Rool Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 70, 2-4=-20 Concentrated Loads (lb) Vert: 5=80(F=40, B=40) A WARNING - VMfy design pan msfsrs and READ NOTES ON THIS AND INCLUDED A9rEK REFERANCE PAGE M67073 rov, W111M1S BEFORE USE Dosign valid loi use only vAlh Meek® connectors, R* deslgn is Lased only upon Ixnametersshown. and Is la an kldh"fal trildtrlg component, not a truss system. Before use. lie IxAdIng designer must verity the ctIVIcablify of design rxxorneters and property Incorwalo this design Into the overall trAlndng design. Ihacing Indicated Is to rAicldlrlg or individual truss web and/oi chord membois only Additional toinporary and permanent broctng WOW prevenlIs always eeyrlred lot slabUlly and to prevenl collupse wnh posslde peisorKA Miry and properly damage. For general guldalce reWding nor 6904 Porke East Blvd. falrlcalkxl. stomflo, delivery, erection and bradng of tnissos and huss systems. seeANSI/1PII Quality Criteria, DSB-89 and 6CSI Building Component Taripe. FL 33610 SafelyInformationovallabiehorntrussPlateInstitute. 218 N. Lee Street. Suite 312. Adexandda. VA 22314. o rues Truss Type ty T12697162 T80280 HJ2A Diagonal Hip Grader 1 1 Job Reference(optional) aeaoers Y1161bource. 1ampo. Viam t:ay, 1.10noo:1JDCe 2.4.4 2-4-4 2-4.4 ale a Aug 1 a "LVt / Ne hex laousinee. mc. Non vec 11 w:00:Jz zeh / vo9e I I D:0837CakNCJUSySDiOmCDdnydll m-GANM023cnS_gOIdJ4P6j1YRnUUCKOIPDKIbtUvyA4yP Scale = 1:9.3 LOADING (pst) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014lrP12007 CSI. TC 0.06 SC 0.06 WB 0.00 Matrix) DEFL. in Veri(LL) -0.00 Verl(rL) -0.00 Horz(TL) -0.00 loc) Udell Ud 1-3 >999 240 1-3 >999 180 2 rt/a File PLATES GRIP MT20 244/190 Weight: 7 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=82/0-1-12, 2=60/Mechanical, 3=22/Mechanical Max Horz 1=40(LC 4) Max Upliltl=-4(LC 4), 2=-32(LC 4) Max Grav1=82(LC 1), 2=60(LC 1), 3=44(LC 3) FORCES. (lb) - Max Comp /Max. Ten. - All lorces 250 (lb) or less except when shown NOTES- (10) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=S.Opsl, h=25f1; Cal. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 PSI bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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 miss to bearing plate at joint(s) 1. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 4 lb uplift at joint 1 and 32lb 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 63 lb down and 83 lb up at 1-2.2, and 181b down and 15 lb up at 1.2.2 on top chord, and at 1.2-2, and at 1.2.2 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1.2=-70, 1-3=-20 Concentrated Loads (lb) Vert: 4=35(B) WARNWG - dedf nVerth9 penmoron and READ NOTES ON THIS ANOWCLUDED MI/EK REFERANCE PAGE MIF7473 ror. I41934015 BEFORE USE Design valW loi use only with Mnek® conneclois. Ills design It based only upon paameters shown. and Is for m hdKftxri bAdhhg comiwrant. not WN, a truss system. Bofote use. the bullring designer must verily the appllcotAlty of design paianelors and properly Incogbralo this design Into the oveidl WCf1rq design. Biachg Indicated Is to pievenl bucahhg of IndWucd puss web axi/oi chard members only. Adrlttonol tern Wary and permanent lAocing WOWIsalwaysiec111redloistabilityandtopievenlcollarnewithpossiblepersonalInjuryarxiproperlydamage. For general gukknce iegadtrhg the k"IcatbiL storago, delivery, etecllon and bracing of Inisses and Irtm Systems. seeANSI/IPI I Quality Criteria. DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safely IMormaton avaBabre ban truss Rate hhstliute. 218 N. Lee Shoal. Suite 312, Aloxandit VA 22314. Tampa. FL 33610 Job rus Iruss type ry Ply T12697163 T80280 HJ7 Diagonal Hip Girder 105 1 I Job Reference(optional) Budder Fast5ource. Tamps. Front filly. Flonde 33565 1.5-0 r.ew s Aug io evi r m r en inousmes, inc. nron Dec i i vie oa-,ra dvr r age r ID:0B37CakNCJU5ySDiOrnCDdnyd 11 m-kMxkDN3EYm6XOSCVe6dyXlzgGt0716cNYyLOOLyA4yO Scale = 1:22.4 5.1.8 4-8.7 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,57 Vert(LL) -0.D4 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.53 Vert(TL) -0.11 6-7 >999 180 BCLL 00 ' Rep Stress Incr NO WB 0.39 Horz(fL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=170/Mechanical, 2=520/0-4-9, 5=353/Mechanical Max Horz2=176(LC 4) Max Upli114=-110(LC 4), 2=-148(LC 4), 5= 89(LC 8) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (IN or less except when shown. TOP CHORD 2-8=-835/191, 8-9=-767/210, 3-9=-757/196 BOT CHORD 2-11=-278l756, 11-12=-278/756, 7.12=-2787756, 7-13=-27W756, 6.13=-278!/56 WEBS 3-7=0/292, 3-6=-821/301 NOTES- (9) 1 1) Wind: ASCE 7-10; Vull=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=S.Opsf; h=2511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope), Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed lot a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. i4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 4, 148 lb uplift at joint 2 and 89 lb uplift at joint 5. 1 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 74 lb down and 104 lb up at 1.4.15, 74 lb down and 104 lb up at 14-15, 44 lb down and 4711b up at 4.2.15, 44 lb down and 47 lb up at 4.2.15, and 95 lb down and 110 lb up at 7.0-14, and 95 lb down and 110 lb up at 7.0-14 on top chord, and at 1-4-15, at 1.4.15, 12 lb down at 4-2-15, 12 lb down at 4-2.15, and 39 lb down at 7-0.14, and 39 lb down at 7i0.14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building d i igner per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=l 25, Plate Increase=1.25 Uniform Loads (plf) Vert. 1-4=-70, 2-5_ 20 Concentrated Loads (Ib) Vert: 8=89(F=45, B=45) 10=-1 18(F=-59, 8=-59) 13=-39(F=-20, B=-20) Q WARNING - Vorfty desdgn PeronW0re and READ NOTES ON TNrSI A,ND INCLUDED AUTEK REFERANCE PAGEW7473 rev. 1arOMIS BEFORE USE Design vtdkl for use only with Klek® connectors. lhls design Is Uosod only upon pci ametersshown. and b la an Individual buldlng component. nor a Suss system. Befofe use, Iho IxOding designer must vorify Ilse aprxkabllly of design parameters and properly Incorporate this design Into tho overall t> 1Bding design. ®achg Indicated Is to prevent budding of Ind lOdu it truss wot> and/or chord rnemt>ers only. Adddllonal lemporary and pormanent brocing WOW Is ahvon required for skitAlty and to prevent cdtq>se with poss"o personal terry and property danage. For general gikki nco regadny the labFlcallon. slorago. dellveiy. election and bracing of fruses and truss systems. weANSIMI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Solely Information avd9aMe from lius Rate InsIIMe. 218 N Lee,Sfroet, Suite 312, Alexandria. VA 22314. Tempe, FL 33610 Job FUS Truss Type 0ry y T12697164 780280 T01 Hal Hip Gerdes 1 t Job Reference (optional) aumers "smource. earrpa. rmnr tsy, mum a0000 3.10.14 3.1.2 I D:0837CakNCJU5ySDiOmCDdnyd 11 m-kMxkDN3EYm6XOSCVe6dyXlzsllNjll UNYyLO0LyA4yO Scale. 1:26.4 4x6 = 3x4 = 3xa = 30 = 1 3x6 = "` 3x6 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.07 2-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(rL) -0.22 2-9 >760 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.72 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 71 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.7-1 oc pudins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7.3-15 oc bracing. REACTIONS. (lb/size) 7=1327/0.4-0, 2=1115/0.8-0 Max Horz2=119(LC 19) Max Uplift7=-350(LC 4), 2=-333(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2420/627, 3-4=-2182/541, 4-10=-2054/531, 5-10= 2054/531, 5.11=-1626/436, 11-12=-1626/436, 6-12=-1626/43616.7 -1235/380 BOT CHORD 2-9=-649/2227, 9.13=-436/1626, 8.13=2436/1626 WEBS 3-9=-266/243, 4-9=0/364, 5-9=-128/523, 5.8— 847/351, 6-8=-505/1879 NOTES- ( 9) 1) Wind- ASCE 7.10; Vul1=140mph (3-second gust) Vasil=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 1 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psl 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 350 lb uplift at joint 7 and 333 lb uplift at joint 2. 1 6) ' Semi -rigid pitchbieaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 135 lb down and 125 lb up at 7-0.0, 135 lb down and 125 lb up at 9.0.12, and 135 lb dowri and 125 lb up at 11.0-12, and 135 lb down and 125 lb up at 13.0-12 on top chord, and 374 lb down and 83 lb up at 7-0-0, 87 lb down at 9-0.12, and 87 lb down at 11-0-12, and 87 lb down at 13-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) ' This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-6=-70, 2-7=-20 Concentrated Loads (Ib) Vert: 4=-135(8) 9_ 374(B) 10_ 135(B)11=-13I(B) 12= 135(B) 13_ 63(B) 14=-63(B) 15=-63(B) Y WARNING- yerlly design parr motetv and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MIF7473 rev. 1011MI S BEFORE USE Design valid for trse only with Mllek® connectors This design Is dosed only upon porameters shown. and Is for an hdlvk-W building component. not o sus system. Bofone use. tlw building deslgnen must verity the alVicab9lty of design pawrnelors and property l ncoq>aale this design Into Ilse ovendl building design. Bnaeing Indicated is to rAovent buckling of IndNkAxD truss web and/a chord members only. Addlllonal lomVorary and pennanoni lxocing MiTek' is always reyu0ed lot slabs lty and to prevent collapse with possbie personal trdlrr and property dcrnogo. For generot qukkd i nce negcrding the IalAlcotl0n stotoge, delivery, erecilon and b rocing of trusses otd truss systems sceANSI/1P11 Quality Criteria, DSB-69 and SCSI BulklIng Component 6904 Parke East Blvd Sofoly InformaNtm CMAU le Bom Truss Plate Institute. 210 N. Lee IStreet. Sidle 312. Alexandria. VA 22314. Tampa. FL 33610 o ruse Truss Type City Ply T/2697165 T80260 T02 Hoff Hip 1 1 Job Reference (optional) 9uoders Fntl5curce. Tempo. Plant Goy, Flonda 33566 7 640 a Aug 16 2017 FATex Industries. Inc. Mon Dec 11 09.55:34 2017 Page 1 ID:0837CakNCJUSySDiOmCDdnydI lm-CZV6Rl4sJ4EOebnhCg9B4zW IXHkoUbCWnc4zYr1yA4yN 1-00 4.10-14 9.0.0 14.4.0 1 e 1-0-0 4.10.14 4.1.2 5.4-0 4 06 = Scale = 1:26.2 3x4 = 3x6 = 3x8 = 20 11 9.0_0 S4-0 4 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.41 Vert(LL) 0.14 2-7 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(TL) 0.38 2-7 440 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 69 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 20 SP N0.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 6=619/0-4-0, 2=721/0.8.0 Max Horz 2=147(LC 8) Max Uplllt6=-174(LC 8), 2=-225(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.8=-1258/587, 3.8=-1226/598, 3-4=-800/332, 4-9=-707/352, 9.10=.706/352, 5.10=-706/352, 5.6=-587/342 BOT CHORD 2-7=-696/1151 WEBS 3-7=468/356,5-7=-388l791 Structural wood sheathing directly applied or 4-9-14 oc purtins, except end verticals. Rigid ceiling directly applied or 7.0.4 oc bracing. NOTES- (7) 1) Wind: ASIDE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=S.Opsf; h=25ft, Cal. II, Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0. Intedor(1) 2.0-0 to 9-0-0, Exterior(2) 9-0-0 to 13-2-15 zone;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 lot 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.Ops1 on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 6 and 225 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' Q WARNING- Verily deign perenwors and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE CAGE M67473 rov. 1o11M15 BEFORE USE Design, valid for use only with Mllek®conneclom. This design Is bawd only upon parameters shown, and Is lot an Individual bruldh ng component. not a buss system. Were use, the huffing designer must verify Ilia al,dlcabfflly of design lwramelors and properly Inconponote this design Into the ovenalt txgdng design. Bracing Indicated Is to p ievenl buckling of lndNkhxi Inuss web and/on chard mernbets only- Additional lempaay and permanent Noting M iTek' Is always requited lot stability and to puevenf collaine wllh pom"o pensontsl"and lroperly damage. Fa genarol guidance regmding ilia kalxtcatlon. storage, delivery, erection and bracing of fnges and truss systems, seeANSVIPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Trig Plate Institute. 218 N. Lee Street. Suite 3 1 Z Alexandria VA 22314 Tampa. FL 33610 Job Truss Truss Type ty T12697166 780200 T03 Common 4 t IJb_R.f.,... optional) aueasra raarxurce, ramps. rram d ny, rrorraa auoo ID:0837CakNCJUSySD.6mCDdnydl tm•CZV6Rj4sJ4E0ebnhCg9B4zW 1gHmkUcpWne4zYnyA4yN r •1-0-0+ 5-7.4 10-8-0 I 154-12 21.4-0 r 1-0-0 5-7-4 5-0-12 5-0.12 5.7.4 Scale - 1:38.3 4x6 = 3x4 = 3x4 = 30 = 3x4 = 30 = LOADING (pst) SPACING- 2-0.0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.06 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(Q -0.21 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(TL) 0.05 6 n/a n1a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 96 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No-2 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8.5.15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=927/0.8.0, 2=1026/0-8.0 Max Horz2=100(LC 9) Max Uplilt6=-193(LC 13), 2=-229(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.10=-1584/582,3-10=-1509/596,3.11=-1385/582,4.11=-1296/593,4-12=-1307/623, 5.12= 1397/605, 5-13=-1497/625, 6-13=-1579/614 BOT CHORD 2.9=-452/1328, 8-9=-214/898, 7.8=-214/898, 6-7=-456/1342 WEBS 4-7=-193/522,5-7_ 339/267,4.9=-182/505,3.9=-331/264 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpt--0.18; MWFRS (envelope) and C-C Extedor(2) •1.0.0 to 2-0-0, Interior(1) 2.0.0 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This buss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) ' 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 193 lb uplift at joint 6 and 229 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 7) "This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' A WARNING - Vedfy design paramsrers and READ NOTES ON THIS AND INCLUDED MI7FK REFERANCE PAGE MiF7473 ray. 109Y20/S BEFORE USE Design vmld for use orgy with MrieW conneclors. this design is lxwdt oNy upon lxxonreters down. sand Is for an hdlviducil budding component, not a Truss System. Before use. the building designer roust verify One opplIcalAlly of design pdsarneters and prdrperty hcog5orale this denIgn Into The overall tad bV design. Brochg Ind 1coted Is to Ixevenl budding of Individual truss web dnd/a clad rnernhers only. Additional tomlwrary dnd permanent Ixacing WOW is always re%jbedt kx sklbUily aril to proven collcvse with possUe perscrndsl hjW anti properly dmnaye For general gu icl nce reg adng Ito krlrlcallm storage, delivery, erection and bracing of Inraes and tnrn systems, soeANSI/lPl1 Quality Cdterlo, DSB-89 and 6CSI Bullding Component 6904 Parke East Blvd. Safety Information ovdllaMe Dom buss Plate InslIhAe. 218 N. lee Skeen. Suite 312. Alexa ndrlo. VA 22314. Tampa. FL 33610 Job I Fuss Truss Type 0ry Ply T12697167 TBO280 T04 Common 6 t Job Reference(optional) BUmers hetlSeWee, r empe. IYrem Gay. rgnas 3JDbe V.V. , ID:0837CakNCJUSySwmCDdnydltm-hl3Ue35U4NMFFILuIXgOdA3Drh69D3910GgX4DyA4yM 1- 0-0 5.7-4 10.8-0 I 15-8.12 21.4-0 t• 0-0 5.7.4 5-0.12 5-0.12 5-7.4 Scale = 1:38 5 4x6 = 1 d 3x4 = 30 = 30 = 30 = 30 = LOADING ( psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 2x4 SP NO-2 WEBS 2x4 SP No 3 SPACING- 2.0.0 Plate Gnp DOL 1,25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014fTPI2007 REACTIONS. ( Ib/size) 2=1023/0-8-0, 6=1023/0.8.0 Max Horz2=98(LC 11) Max Uplift2=-228(LC 12). 6=-228(LC 13) CSI. DEFL. in floc) Wall Lid PLATES GRIP TC 0.37 Vert(LL) -0.06 2-10 >999 240 MT20 244/190 BC 0.56 Vert(TL) -0.20 2-10 >999 180 W B 0.19 Horz(TL) 0.05 6 n/a n/a Matrix) Weight: 98lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.11=-1578/565, 3-11=-1503/579, 3.12=-1379/565, 4-12=-1290/576, 4.13=-1290/576, 5. 13=-1379/565,5-14=-1503V579,6-14=-1578/565 BOT CHORD 2.10— 402/1323, 9-10=-182/892, 8.9=-182/892, 6-8=-421/1323 WEBS 4.8=-185/506, 5-8=-331/263, 4.10=-186/506, 3-10=-331/263 NOTES- ( 7) 1) Unbalanced roof live loads have been considered lot this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=S.Opsf; h=2511; Cat. 11; Exp C; Encl., GCpi--0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0.0, Interior(1) 2-0-0 to 10-8-0, Exterior(2) 10-8.0 to 13-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' WARNING - VOW design peremetere and READ NOTES ON THIS AND INCLUDED MIFEK REFERANCE PAGE N47473 rov, tMMIS BEFORE USE Design valid lot arse only With Milek® connectors. This design Is based or dy upon paameters shown, grid Is for an Wivlducil building component. rot a truss system. Before use, the building deslgrer must verity the W 4lllcabUlty of design lwranetors axJ properly Oncoipoicrte this doslgn into the overdl bwDcling design Bracing trx8cated Is to tackling of frxmaual Inns wetA and/or chord members only. AdcDBawl lempotary oW permanent baci ng M iTe k' preventh always reguUed lot stobUtly arKJto prevent collapse with possBJle personal frnlW and properly dcvyiWe Fa general gukktnce iegacling the MA -albs storage, delively, eiectbn axJ bFocb g of tnisses and trim systems. soeANSI/FPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Ours Plate Institute. 210 N. Lee Street. Sullo 312. Alexandria. VA 22314. Tempo, FL 33610 Job Truss Truss Type Qty ply T12697168 T80280 TWA Common Supported Gable t t Job Reference (optional) WOWS Firstbource, Pampa. plant udy, flan( 335b6 f.o4v a Aug 15 Zvl 7 M i ex inOusines. inc. Mon use 11 vu.55 Jb zul r rage 1 ID:0837CakNCJUSySDiOmCDdnyd 11 m•9xdtsP66rhU6tvw4JFBf9ObSa5ZOyYGpEwZ4dgyA4yL 10.8.0 21.4-0 22•e-0 1.0.0 lo-B-0 10.8-0 Scale - 139.6 4x6 = 3x4 = 23 22 21 20 19 18 17 16 is 14 30 = 30 = 21.4-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. • in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 12 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(TL) 0.00 12 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(rL) 0.00 12 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 110 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 20 SP No.3 REACTIONS. All bearings 21.4.0. Ib) - Max Horz 2=-98(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 20, 21, 22, 23, 17, 16, 15, 14. 12 Max Grav All reactions 250 lb or less ai joints) 2, 18, 20, 21, 22. 23, 17, 16, 15, 14, 12 FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6.7=-106/293, 7.8=-106/298 NOTES- (11) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsl; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3) -1.0.0 to 2-0-0, Extenor(2) 2.0.0 to 10-8.0, Comer(3) 10.8-0 to 13-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp 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 ANSVTPI 1. 4) All plates are 20 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 100 lb uplift at joint(s) 2, 20, 21, 22, 23, 17, 16, 15, 14, 12. 10) 'Semi -rigid pitchbreaks with fixed heels' Member end lixity model was used in the analysis and design of this truss. 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 WARNING - Verily design paremoton and READ NOTES ON THIS AND WCLUDED NREK REFERANCE PAGE NO-7473 rov. faV32015 BEFORE USE Design valld for use only with Mllck®connoctors. It* design Is based only upon prnameters stwwn. and Is for an hdiv du l building component. not a truss system. Beloro use. the building desigrwr must verity the oppllcab6pN of design pxaomelots aryl p iopoily hncorpaate this design Into the over(" bu i ding design. Bracing hxllcated Is to prevent buckling of hyJNklual Ines web and/or chord rnernbais only. Additional lei nwary and peimanent Mating WOW Is always iecitbed for stability and to prevent collapse wllh possible peisorxl Y4tay and property danoge. For general guidance iegading the falxlcallm storage, delivery, erecilon and bxachq of busses and him syslorns, seoANSI/IPI I Quality Criteria, DSB-69 and SCSI Building Compor»rd 6904 Parke East Blvd. Safety Information available born Truss Plate Ins"Mo, 218 N. Lee Sheol. Sutto 312. Alexandrim VA 22314. Tarrga. FL 33610 Job I ruse Truss Type ty T12697169 780280 707 Hall Hip Girder t 1 Job Reference (optional) uumero r-nasource, romps. ram "y. rranoo :Bata r wv s nuy io evr r m r era rnvusnres. rnc. n vn vsc r vn:oa or cv r r aye r ID:0837CakNCJU5ySDiOmCDdnydltm•dBBF316kb?dyV3VGyiuib8XxVggh WyTaJe96yA4yK t-0.0 3.9.4 7-" 10.10.7 r 1-0-0 3.9.4 I 3.2.12 3-10.7 LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 4x6 = 3x4 = Scale: W.1, Jxa — —4 7 0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0,46 Lumber DOL 1.25 BC 0.36 Rep Stress Incr NO WB 0.14 Code FBC2014/TP12007 Matrix) US = DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.05 2-7 >999 240 MT20 244/190 Vert(TL) -0.13 2-7 >618 180 Horz(TL) 000 6 n/a We Weight: 58 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 6=77/0-4-15, 2=362/0.8.0, 7=1067/0.11-5 Max Horz2=165(LC 8) Max Uplift6=-129(LC 4), 2=-70(LC 8), 7=-481(LC 8) Max Grav6=100(LC 34), 2=362(LC 1), 7=1067(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3.7-279/176, 4-7=-476/275 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- (9) 1) Wind- ASCE 7.10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Opst; h=251t; Cat. II; Exp C; Encl , GCpi=0.18; MWFRS (envelope); 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 2 except (jt=lb) 6=129 7=481 6)'Semi-rigid pitchbieaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 Ib down and 139 lb up at 7-0-0, and 124 lb down and 139 lb up at 8.7.3 on top chord, and 325 lb down and 117 lb up at 7-0.0. and 24 lb down and 141 lb up at 8-7.3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll) Vert: 1-4=-70, 4.5=-70, 2-6=-20 Concentrated Loads (lb) Vert: 4=-124(B) 7— 325(B) 8-124(B) 9=96(B) Q WARNING - Vsrfly dodge paramsfsra and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MiF7473 rev. 1MMIS BEFORE USE Design valid for use only vA91 Mnok®connectois. this design It based only upon "ameters shown. and Is loi an Individual buffeting component riot a Russ system. Before use, the building designer must verify the a0VilcalAIN of design prnarneters and pioperly Incorpoiale this design Into the owed, buidkng design. baebng Indicated is to prevent trrcldlng of InclMdual truss web and/or chord members only. Additional temporary and peimanenl lAac,ng M iTek' Is always reytired tot statAlly and to prevent collapse wllh possible personal hAW and properly damage. For general gukkince ieg 11dI1 l tiw falerlcollo n, storage, deltveiy, eroellon and bracing of busses and tnia systems. seeANSU1P11 Quality Criteria, DSB-69 and SCSI Building Component 6904 Perks East Blvd. Safety Information avd[Ic"o from ,rum Rate Insillule, 218 N. Lee Sheol. Suite 312. Aloxarx/rla. VA 22314. Tampa, FL 33610 Job T russ Truss Type y T12697170 T80280 T08 Hip Girder 1 1 Job Reference (optional) flullaers Fir8l5aurce. t arrga. rtoM tiny, nonce 3366a r ,iV a Rug le Zvl r IW I OK mausmes. inc. mn uec i i mD0:6e evl r rage 1 ID:0837CakNCJU5ySD1OmCDdnyd 11 m-5KkdH57NMIlp7D4TRgD7EphIVu5dORN6iD2BhYyA4yJ 1.0-0 3.9.4 7.0.0 8.8-0 11.10.12 15.8-0 16-0-0 1-0-0 i 3.9.4 I 3-2.12 1.8.0 i 3.2.12 3.9.4 I 1 Scale = 1:29.5 06 = 4x6 = 30 i 30 = 30 15.6.0------ 7-0-0 74-0 Plate Offsets (XY)-- 12:0-2-10,0-1-81,17:0-2-10,0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.07 2-10 999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Ven(TL) 0.20 2-10 927 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.16 Horz(TL) 0.05 7 n/a rl/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 74 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1197/0.3-8, 7=1197/0-3-8 Max Horz 2=67(LC 7) Max Upli112=-552(LC 8), 7=-552(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2048/1054, 3.4=-1810/999, 4-5=-1583/920, 5.6=-1810/999, 6-7=-2048/1055 BOT CHORD 2.10=-929/1774, 9-10=-817/1583, 7-9=-868/1774 WEBS 3-10=-293/211, 4-10=-206/425, 5-9=-207/425, 6-9= 294/211 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsl; h=2511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1 60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It=lb) 2=552, 7=552. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 243 lb down and 258 lb up at 7-0-0. and 243 lb down and 258 lb up at 8-8.0 on top chord, and 250 lb down and 228 lb up at 7-0.0, and 250 lb down and 228 lb up at B-7.4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face o1 the Iruss are noted as front (F) or back (B). 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-70, 4-5=-70, 5-8=-70, 2-7— 20 Concentrated Loads (Ib) Vert:4=-196(F) 5=-196(F) 10=-229(F)9=-229(F) A WARNING - Vwlly design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE ND-7/73 rov. 10932016 BEFORE USE Design vdid lot use only with MlleW connoctors. lhb doslgn Is Dosed only upon pararnelers shown. and Is for oh IncliMuol "rJhhg comlwnenl, not o truss system. Before use. the txAdhtg de*jm must verily Ira cyhpllcdNly of design paraneters and Ixopedy Incorpotole this design Into the ovetdl 1xAcling design aachlg hhdlcalod Is to Ixavent lxrefding of hdNWual fnls web and/or chord members only. Aydlllond lempatay and permanent Ixachhg WOW Is dways reciubetl for stublIlty aril to prevent collapso with pozVe persorxA ilpry and property dtunoge. For generd gulcknce tegtxdrlg the Idxlcotlorl, slotogo. delivery, erecton and lxcrcbhg of trusses and tnis systems seeANSI/IPIf Quality Crilwlo, DSO-89 and BCSI building Component 6904 Park& East Blvd. Sataty Irdarmatlon avotaMe horn bus Plate hutltute. 218 N Lee Sheet, Stile 312. Alexandria. VA 22314. Tompa, FL 33610 Job Nay Truss Type ypry T/2697171 780280 T09 Convnon 1 t Job Reference (optional) uUmem r-rrstsource. Iorrpa. rram aay. proms xs000 V •o &v• • ^ •.•^. v ID:0837CaMCJU5ySDiOmCDdrnyd1 l m5KkdH57NMIlp7D4TRgD7EphaTu4VORc6rD2BhYyA4yJ 1-0-0 7.10-0 15.8.0 16.8.0 , r 1.0.0 7-10-0 7.10.0 1 0 0 Scale = 1:29.3 06 = 3x6 = 20 II 3x6 = 7-10-0 7.10-0 -- --- , LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Ven(LL) 0.11 2-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.29 2-6 >642 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.15 Horz(rL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 59 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=772/0.3.8, 4=772/0-3.8 Max Horz2=-74(LC 10) Max Upli112=-174(LC 12), 4=-174(LC 13) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-994/360, 7-8= 872/368, 3.8=-844/382, 3-9=-844/382, 9-10=-872/368, 4.10=•994/360 BOT CHORD 2.6=-180/775, 4-6=-180/775 WEBS 3-6=0/384 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0psf; h=25f1; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1.0.0 to 2-0-0, Interior(1) 240 to 7-10.0, Exterior(2) 7-10-0 to 10-10-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=11)) 2=174, 4=174 6) 'Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 WARNING - Vedfy dWgn pareneten end READ NOTES ON THIS AND INCLUDED N/TEK REFERANCE PAGE 0119.7473 rov. 143114 OIS BEFORE USE. Design valed for use only vAlln Mnek®corowfois. Thh design is based only upon paameters shown. and Is to an kX111001,001 binding component, not a buss system Before use, the trllding designer must verity the a pplicahllty of design paameters and property Incorporate this design Into Ire overall txA(Ang design. Wacing Indicated Is to proven buckling of Individual buss web and/or chord members only. Additional temporary and permanent Mating MiTek' Is always reckhod for s1al70By arxd to prevenl collapse wilh passible personal InReY and property damage. for general gtfld nce regarding the f llrlcatlon, storage, delivery, ereclkln and bracing of trtrsses and Inrss systems. seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Salety Irdonnallon avollado non hues Plato Institute. 218 N. Lee Street, Suite 312 Alexandria. VA 22314. Tampa. FL 33610 Job Truss I russ I ype fY n26e7n2 TBOM Tio Common 3 1 Job Reference (optional) ew asrs F ost5ource. I amps. "am tarry. Frorwa ;craeo r wv a nug 1 N. mvn sec .. pe . ID:0837CakNCJU5ySDiOmCDdnydlIm-ZWI?UR8?7ctgkNll NkMnODILIOZ9usFxtokD?yA4yl 1-0-0 , 7-10-0 15-8-0 1- o 7.10-0 I 7.10-0 Scale = 1:28.7 06 = 1; 3x6 = 20 II 3x6 = 7-10-0 7.10-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Ven(LL) 0.11 4-5 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(TL) 0.31 4-5 604 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.03 4 We n/a BCDL 10.0 Code FBC2014lTP12007 Matrix) Weight: 57 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2'Except' 34: 20 SP No.1 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb(size) 4=693/Mechanical, 2=779/0-3-8 Max Horz 2=77(LC 12) Max Uplift4=-145(LC 13), 2=-175(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.6=-1012/367, 6.7=-890/375, 3.7- 862/389, 3.8- 857/407, 8-9=-888/391, 4-9=-1008/389 BOT CHORD 2.5=-227/791, 4-5=-227/791 WEBS 3-5=0/386 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psl; BCDL=S.Opsf; h=2511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2.0-0, Interior(1) 2-0-0 to 7-10.0, Exterior(2) 7-10-0 to 10-10.0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to buss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=145, 2=175. 7) "Semi -rigid pitchbreaks with fixed heels" Member end lixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING- Verily dosfgn pw metom end READ NOTES ON THIS AND WCLUDED NrMK REFERANCE PAGE N&7173 ray. /06MIS BEFORE USE. Deslon vdld la use only vAth Mlleke9 conneclors. Ms design Is bxaed only Won lulralrelers sWwn, and Is lot an individual brlding component- not praRusssyslein. Belau use. the building deslgnet mplk uslverilytheapdlUltyof design rxaameters anal opatly Incotpotole W& design Into Iho overall building design. Brocing IndIcalod Is to prevent budding of IndWud truss wob and/or ctwrd members only. Additional lernwcuy and permanent luoclng WOW Is always required la stability and to prevenl collapse vAth possible persomil k*" and ptopeny donage. For genetd gukknee tegatltrtg Mo 6904 Parka East Blvd. k"Icatkln, storage, delivery, eroctkln and bxacing of Inrsses and Inns systems, seeANSIMI Quality Criteria, DSB-89 and BCSI Building Component Tonga. FL 33610 SafelyInformallonovdldllofrom, buss Pluto btsllMe. 218 N. tee Street. Sulte 312, Alexandria VA 22314 Job Truss truss type 0ryply T12697173 780280 TIT Mmopnch Girder 1 t Job Reference(optional) BuWers FusIsouice. Tanps. Pram Gsy. Flpnda 33565 r.o4v s Aug io zvi r m r es rrwusmes, inc. mon vac r r w:DD sv evr r rage i ID:0837CakNCJU5ySDiOmCDdnydllm-ZWI?URS?7ctgkNtl NkMnODwRIPr9(sFxtok0?yA4y1 f 3.7.8 7-" 3.7.8 3.4.8 Scale a 1:22.4 axe It 4x6 = 3.7-8 7.0.0 3.7.8 3.4-6 Plate Offsets MY)— 15:0-4-8.0-1-81 LOADING(psf) SPACING- 2-0-0 CST. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.02 1-5 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL) 0.06 1-5 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.53 Horz(TL) 0.01 4 n/a rl/a BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=1319/0-3-8, 4=1303/Mechanical Max Horz 1=142(LC 8) Max Uplittl=-278(LC 8), 4=-346(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-2=-1824/358 BOT CHORD 1.6=-421/1596, 5-6=-421/1596, 5-7=-421/1596, 4.7=-421/1596 WEBS 2.5=-270/1392, 2-4=-1793/472 Structural wood sheathing directly applied or 4-1-6 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=lb)1=278, 4=346. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 673 lb down and 165 lb up at 1-4-12, and 673 lb down and 165 lb up at 3.4.12, and 673 lb down and 165 lb up at 5.4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=l 25, Plate Increase=1.25 Uniform Loads (pit) Vert- 1-3= 70, 1-4=-20 Concentrated Loads (lb) Vert: 5=-673(B) 6= 673(B) 7=-673(B) Q wARNwa - verity design Parwrralers and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE NO-7473 mv. 1003,WIS BEFORE USE. Design vdkl for use only with MlleM Connectors. This design Is based only upon parameters shown. and Is lot an 6x1hAd ual buldliv component, not a huss system. Below use. Ito brllding deslgnei must verity Ina aprAlcablilry of design paranelers and Ixopody Incorporate this doslgn into the overall building design. Bracing Indicated Is to prevent budding of Individual Truss web aid/a chord members only. Additional ternpaay and permaronl btacbV MiTek' 6 d ways regtbed lot sktAhy aH1 to prevent collcpse with possMo petsorKA hksy aril property clandrge Fa general Ould nce repaid Ing the IabricolbtL storage. delivery. erection and bracing of liusses and In1ss systems. seeANSI/TPII Quality Criteria, DSB-E9 and SCSI Bu9dN Component 6904 Parke East Blvd Safety INorrnaHan available from Truss Plate lnsltlule. 218 N. Lee Shoat. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job russ Truss Type Oty Ply T12697174 T80280 T12 Hip Girder 1 t Job Reference (optional) aurraaD Yrfelbource, r anp0. ruin Gay, aroma 43>be r My s Mug 19 eve r mn e6 a1VUW res, mc. mvn um r r vv— •v av r .aye ID:0837CakNCJU5ySDiOmCDdnyd 11 in- t isNrn9dLrv?XMW ErY4FbKEmOkllnuEmP9XXImRyA4yH f1.0.01 3.9.4 7-" 12.4.9 17-7.7 I 23-" 2BIN2 30-" 3, 1 3.9.4 3-2.12 5.4.9 5.2.73 5.4.9 32.12 3.8.4 /-0.0 Scale = 1:54.9 4x6 = 6 a0112 Sx8 = 30 = Sx6 16 6 17 16 7 3x8 ~ 3x12 MT20HS 6x12 MT20HS = Us = Sx8 = Sx8 = 2x4 11 72 + 12.4.9 17.7.7 23-" + 30-0.0 r 7111n S4•A 5.2.13 &4.9 7-04) Plate Offsets (xY)-- 12:0-2-10,0-1-81,17:0-3-12,0-2-121,19:0-2-9,0.1.81,112:0.3.0,0-3-81 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.30 12-14 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Ven(TL) 0.68 12-14 523 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.62 Horz(TL) 0.13 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 176 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2'Except' 4-7: 2x4 SP M 31 BOT CHORD 2x6 SP M 26 WEBS 20 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-11-11 oc bracing. WEBS 1 Row at midpt 5-15, 6.11 REACTIONS. (Ib/size) 2=2157/0-3-8, 9=2469/0-3-8 Max Harz 2=-67(LC 32) Max Upli112=-741(LC 5), 9=-1108(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. • All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-4171/1559, 3.4=-3928/1526, 4-5= 3539/1412, 5.16=-5962/2850, 6-16=-5962/2850, 6-17=-4141/2146, 17-18=-4141/2146, 7-18=-4142/2146, 7-8_ 4594/2336, 8-9=-4821/2350 BOT CHORD 2-15=-1393/3663,14-15=-2272/5514,13.14=-2272/5514,13-19=-2272/5514, 19-20=-2272/5514, 12.20=-2272/5514, 12-21=-2782/5962, 21.22=-2782/5962, 11-22— 2782/5962, 9.11_ 2043/4241 WEBS 4.15— 550/1429,5-15=-2426/1167,5.14_ 101/644,5.12=-831/695,6-12=-104/555, 6-11=-2223/901,7-11— 669/1428,8-11— 283/227 NOTES- (11) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psi; BCDL=5.Opsf; h=2511; Cat. II, Exp C; End., GCpi=0.18; MW FRS (envelope); 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 III between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=741, 9=1108. 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)124 lb down and 139 lb up at 16-11-4, 124 lb down and 139 lb up at 18-11-4, and 124 lb down and 139 lb up at 20-11-4, and 243 lb down and 258 lb up at 23-0-0 on top chord, and 1282 lb down and 366 lb up at 15.8.12, 24 lb down and 141 lb up at 16-11.4, 24 lb down and 141 lb up at 18-11.4, and 24 lb down and 141 lb up at 20.11.4, and 250 lb down and 228 lb up at 22-11.4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard uonunuea on a e z WARNING - Vwq dedgn paramoton and READ NOTES ON THIS AND INCLUDED ANTEK REFERANCE PAGE MD-7473 tev, 10030201S BEFORE USE Design valid tot use only with Mllek® conneclors. lnls de4n Is based only upon parameters shown. and Is lot an Individual building component, not a buss system. Bolote use. the bolding designer must verily the oppllcarAlry, of design parameters and ptowly incofporale this design Into the overall btNding design. Bracing Indicated Is to rxoveni budding of Individual truss web and/ot chord members only. Additional lempotay and petrTIOVEMl 17AMIng MiTek' Is always teclubod lot skAAlty and to ptovent edkpse wllh pos011e personal Injury and ptopenY darnatge. Fa general guidance regarding Ow fottrk•.atbrn. storago, delivery, erection and braclr* of musses and truss systems seeANSI/iPll Qualify Cdlodo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information ava9able from truss Plate bnsllMe. 218 N. Lee Street. Sulle 312. Alexandria. VA 22314. Tempo. FL 33610 Job Truss Truss Type ty Tt2697174 TBM80 T12 Hip Girder t t Job Reference (optional) Builders FrrtlSoUrCe. TMIpo. Punt Gdy. Florida 33566 r.wv a Aug la 4w, r Mraa rrlaaalllea. ir6. ri.. V.. r i vr:aa.+v cvr r raga c ID:0837CokNCJU5yS0I0mCDdnydl tm-1rsNin9dtrw?XMWErY4FbKEmOkilnuEmPDXXImRyA4yH LOAD CASE(S) Standard 1) Dead + Roof Live (balanced). Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4.7=-70, 7-10=-70, 2-9=-20 Concentrated Loads (lb) Vert: 7-196(F)11— 229(F)16_ 124(F)17=-124(F)18=-124(F) 19-1282(F) 20=96(F) 21=96(F) 22=96(f7 WARNING - Verily design pan mefers and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MM17073 rev. 109MIS BEFORE USE DesIg n wAld for Use only wllh Mnek®conneclors. iMs design Ls based only upon Mamelers shown. and h for an hdlvkAr(4 IxAding compo nenl. not o buss system. Before use, the Ixdldbng CWl0nrn must verily Into at AIccAAIty of doslgn parameters and propwly Incorporate M design Inlo tlKr overall Ixldng design. Bracing Indicated Is to VArcldhng of IrKINklut4 buss wel> and/or chats rnomtxxs only. Ad(allonal lernpam cind permanent txasbng MiTek' provent Is afwcrA re(abed for stablilty orKJ to prevent cdiq>se with possible persomfl h11Ley and property dan(tge. For general gukkme iegrading tine 6904 Parka East Blvdtabdcatkxn, slorago. dellvery, erection and bracing of Inaws and Inca systems, sooANSI/IPI I Quality Crltarlo. DS11.89 and SCSI Building Component Tarrpa. FL 33610SafelyInformationavolIc"o horn brra Plole Inslilute, 218 N. Lee Sheet, Sidle 312. AlexarWtlm VA 22314. Job TrUSS Type 0 ty Ply T12697175 T80280 ITrUSST13 Hip 2 tI Job Reference (optional) Ballders FIr6150uree. Tampa. Plant Goy, Fbnda 33566 1.b4V 6 AVg 1a ZVI r KN IOK mau61ne6. Inc. man Doc 11 Ve'0T41 ev1 r Page 1 ID:0837CakNCJU5ySDi0mCDdnydl t m.VvOIv79FID70_gp26ongsRlBw63LdiwYOBHrltyA4yG 10 0 4.9d f 9 2: 15-0-0 21-0.0 25.2.12 1 3P0 0 100114-9.4 4.2.12 6-0-0 6.0.0 4-2.12 1 4x6 = 3x8 = 4x6 = Scale a 1:53.5 e0 3x6 = V 30 = r v 3x6 3x8 = US = 20 11 9-0.0 6-0.0 6.0.0 19-0-0 LOADING (psi) SPACING- 2.0.0 CSI. DEFL, in loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.17 2-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Verl(TL) -0.51 2-13 >700 ISO BCLL 0.0 ' Rep Stress Incr YES W B 0.56 Horz(TL) 0.13 8 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 150 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3.6 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-5 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1417/0-3.8, 8=1417/0.3.8 Max Horz2=-84(LC 10) Max Uplift2=-262(LC 12), 8=-262(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-14=-2470/1060, 3-14=-2424/1076, 3.4= 2148/920, 4-15=-1874/891, 5.15=-1874/891, 5.16=-1874/891,6.16=-1874/891,6-7=-2148/920,7-17=-2424/1076,8.17- 2470/1060 BOT CHORD 2.13=-865/2148, 12-13=-765/2228, 11.12=-765/2228, 10-11=-765/2228, 8.10=-872/2148 WEBS 3-13=-334/295,4.13=-172/602, 5.13- 540/244,5-10=-540/244,6.1O= 172/602, 7-10=-334/295 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi--O.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0.0 to 9.0.0, Exterior(2) 9-0-0 to 25.4-11, Interior(1) 25.4-11 to 31-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=262, 8=262. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this In/ss. 8) 'This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING- Verify design pan patent and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. MOMIS BEFORE USE. Design vaild lop use only with Nllelt® connectors. This design S based only upon paiameteis shown. and Is for an kallAdual buiding component. not a truss system. Before use. the btDding desk)nei mull verily the applicability of design p oamolers and prop erly Incorporate this design Into the over,,, building design. 19acing Indicated Is to prevent bucUing of Individual truss web and/or chord members only. Additional lempetary and p>etmanent Mac v MiTek' It always iect fired for stability and to prevent collapse with possible personal injury and property dunnage. For general gtklance regaiding the labrtcallon, storage, delivery, atection and bracing of inisses and in= systems, smANSI/IPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Paike East Blvd. Safety Information available from Ulm Plate Institute. 218 N. Leo Street. Suite 312. Alexandrkx VA 22314. Temps. FL 33610 Job I russ cuss ype ty y T12697176 T80280 T14 Hip 2 t Job Reference Donal Wagers "F91bource, larrpa. I -lord Goy. 1•ronoo 44bbb 1.b4e a Aug 16 Zu1 r WOK 1neUUnee, rnC Mon UeC 11 W.bb 4Z Ze11 Y09e 1 ID:0837CakNCJU5ySDlOmCDdnyd l l m-z5_86SAIOXFFbgOEgV13PIrMT W S4MC9hdrOP"A4yF r1 0-0, 5.9.4 I If-" 19.0.0 24.2.12 30.0.0 1.0.0 5.9 4 5.2.12 8-0.0 5.2.12 5-9.4 Sxe = 1617 06 = Scale = 1:53.5 3x6 = 3x6 = 3x6 = 2x4 II 3x4 = US = 20 II 119-0.0 I 24.2-12 i 30.0.0 F.fle SA79 P_n n 5.9.19 S-G.e Plate offsets (xY)- 14:0.5.8.0.2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def1 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.12 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.40 10-12 >889 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Horz(TL) 0.13 7 We n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 151 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2'Except' 4-5: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1417/0.3.8, 7=1417/0-3.8 Max Horz2=-101(LC 10) Max Uplift2= 280(LC 12), 7=-280(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 6.6-9 oc bracing. WEBS 1 Row at midpt 4-10 FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14_ 2496/984, 3-14=-2411/998, 3-15=-1972/850, 4.15=-1824/868, 4-16=-1701/854, 16. 17=-1701/854,5.17=-1701/854,5-18=1825/868,6.18=-1972/850,6-19=-2411/998, 7- 19=-2496/984 BOT CHORD 2-13=-785/2139,12.13=-785/2139,12-20=-524/1700,11.20=-524/1700,10.11=-524/1700, 9. 10=-794/2139, 7.9_ 794/2139 WEBS 3-12=-515/300, 4-12=-74/465, 5.10=-73/465, 6-10_ 514/300 NOTES- ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=5.Opsf; h=25fl; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS ( envelope) and C-C Exterior(2) -1.0.0 to 2.0.0, Interiol(1) 2-0.0 to 11-0-0, Exlerior(2) 11-0-0 to 23.2-15, Interior(1) 23-2-15 to 31. 0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=280, 7= 280. 7)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) * This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - V81W design paramoten and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M67473 rev. 109"VIS BEFORE USE Design valid fa use only wain Mllek9 connectas. enis design Is based only upon putaneters shown. and Is la an Individual btddlng component. not a truss syslom. Befae use. the building doslgnel roust verity the opplicabllly at design Iwranetors and properly hcaporalo lhb design Into the overall Ixdding design. elachg Indicated Is to prevent buckling of Uxnvkducd muss web and/a chord mernbets only. AWlk>n d lempaay and pernnornonl txacing M iTek' Is always eecl lied for stability and to prevent collapse w1Bn possible porsornal b*sy and property damage. For gemall gtildu nce regadng tine lalxteallm storage, dellvery, erection and Ixoclrng of Musses and tnlss systems. seeANSI/TPI I Quality Cdlerlo, DSB-89 and BC51 Subding Component 6004 Perks East Blvd. Safety Information available ham lluSs Plate Institute. 218 N. Lee Street- Sulte 312, Alexandda. VA 22314. Torrpo. FL 33610 Job Truss T fussType y Ply T12697177 TBO260 715 Hip 2 t Job Reference ( optional) MIME ra815ource. r orma, rmrn cny. rronaa i,3000 /.o+a a nay ro cal r rw r en nroasmee, me mart Vsc r vrrao.+J ca r rope , ID:0837CakNCJUSySDiOmCDdrtydl l m-SITYW KoBVBrN6D_zODDplxsOW 6vnNSaErrVmyNmyA4yE tr0-0, 6.9.4 13.0-0 17-0.0 23.2.12 1 30-" 31-0.0 6-9. 4 6.2.12 4 0.0 6.2.12 6-9.4 "-o' 5x8 = 4x6 = Scale = 1: 53.5 v 0 3x6 = "' " " 3x6 = 2x4 11 3x4 = 3x8 = 3x4 = 20 II 1 6. 9.4 + 13-" I 17.0.0 I 23.2.12 I 30-0-0 6-rid F-2-12 44)-0 6-2.12 6.9.4 Plate Offsets (), Y)-- 14:0-6-0,0-2-81 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.61 Verl(LL) -0.10 12 >999 240 MT20 244/190 TCDL 15. 0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.31 12-13 >999 180 BCLL 0. 0 ' Rep Stress Incr YES WB 0.70 Horz(TL) 0.13 7 n/a n/a BCDL 10. 0 Code FBC2014fTP12007 Matrix) Weight: 157lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0.1 oc puffins. BOT CHORD 2x4 SP No.2 SOT CHORD Rigid ceiling directly applied or 6.8.4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/ size) 2=1417/0.3.8, 7=1417/0.3.8 Max Horz 2=118(LC 11) Max Uplilt2=- 296(LC 12), 7=-296(LC 13) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 2.14=-2466/937,3-14=-2372/955,3-15=-17821773,4-15=-1670/794,4.5=-1503/793, 5-16=- 167ln94,6-16=-1783/773,6-17=-2371/955,7.17=-2466/936 BOT CHORD 2-13=-737/2107, 12.13=-737/2107, 11-12- 416/1502, 10-11=-416/1502, 9.10- 746/2106, 7-9=- 746/2106 WEBS 3- 13=0/295, 3.12=-702/368, 4.12=-125/444, 5-10_ 149/445, 6-10=-700/368, 6-9=0/293 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0ps1; h=2511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS ( envelope) and C-C Exlerior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-0.0, Exterior(2)13-0.0 to 17-0-0, Interior(1) 21-2-15 to 31.0. 0 zone;C-C for members and forces & MWFRS for ieaclions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 PSI bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=296, 7=296. 7) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' A WARNING - VorW dedgn pwwneforo and READ NOTES ON THIS AND INCLUDED MI7EK REFERANCE PAGE NIP7473 rov. 1=9016 BEFORE USE Design valkl for use only vAth W109 connectors. lhh design 6 based only upon parameters shown. and Is for an hcllvldltal buldblg component, not a ktm system. Beloro use. the brllding dosigner must vedly, lhe applicability of design parconelms and poperty Incorporole lhlt design Inlo tho overall building design. Bracing Indicated Is to proven, buckling of individual truss web aril/a chord members only. Addiliortcl lernporary and IACrmanont txocing M iTek' It always required rot stability and to prevent collapse wtlh possible prnsonal Injury and property damage. For per m W guklance eegading the fatxlcatbn. slaago, delivery, eroctlon oW bracing of tnmes and Inm systems soeANSI/TPI I Quality Criteria, DSS-89 and SCSI Wilding Component 6904 Parke East Blvd Safely Irdormation avdlatAe corn kuss Plate tnstlMe. 218 N. toe Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss ruse I ype ty Ply 712697178 TS0280 T16 Common 8 t Job Reference tional nwroererest"ource, rarrgo. r•ronrvsy,rrorroeaaaoe vV I . — I I m.e. .. ,,,e — V- ID:0837CakNCJU5ySDiOmCDdnydl l m-SITYW KoBVBrN6D_zODDpIxsOSNmB5eYrrVmyNmyA4yE 0-0 7.9.4 f 15-0-0 22.2.12 I 30-0-0 31-0-0 1 00 7.9.4 7.2.12 7.2.12 7.9-4 1-0-0' 06 = 6.00 12 Scale - 1.62.6 3x6 = 3x6 = 3x4 = 44 = 3x0 = . 10.2-3 9-7-11 10.2.3 LOADING (ps1) SPACING- 2.0-0 CSI. DEFL. in loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.89 Vert(LL) -0.35 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(fl-) -0.71 2-12 >506 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(TL) 0.10 8 n/a Na BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 137 lb FT = 208/* LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 7-7-14 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 8=1417/0-3.8 Max Horz 2=135(LC 11) Max Uplift2= 309(LC 12), 8=-309(LC 13) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.13= •2369/831, 3-13=-2267/853, 3.4=-2076/819, 4-14=-1946/832, 5-14=-19411844, 5-15=-1941/844, 6.15=-1946/832, 6-7=-2076/820, 7.16=-2267/853, 8-16=-2369/831 BOT CHORD 2.12=-614/2016, 12-17=-283/1326, 11.17>283/1326, 11-18=-283/1326, 10-18=-283/1326, 8-10=-634/2016 WEBS 5- 1 0=-271/820, 7.10>522/380, 5-12=-271/820, 3.12=-522/380 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0.0 to 2-0.0, Interior(1) 2-0-0 to 15.0.0, Exterior(2) 15-0.0 to 1 B-0.0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psl. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=3D9, 8=309. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." A WARNING • Verify design perstneters end READ NOTES ON THIS ANO INCLUOEO M?EK REFERANCE PAGE M/F7473 rev. 1GUM16 BEFORE USE. Design valid for use only calm MnekO connectom lnls design is based only upon Ixxometers shown, and Is for an hdivlW dal IxNdhp component, nDl a hus system. Moo use. the IxdkEnp designer must verily the aWical%lty of design pararneters and propoily hcorporale this design Into the overall 1xAalng desIgn. bache Indicated Is to bucklhp of Individual suss web and/er chord members orgy. Addilbrwl lempaary aril pormaneni txacln i WOWIxovonl 6 always iequbed lop stability aril to prevent collapse wllh possMe personal k*sy and property ddsnage. For general guidance eogacit ng the 6004 Parke East Blvd. KAxk:albn storage, delivery. eieclbn and lxackn0 of trusses Oral truss systems. seeANSI/rPI I Quality Criteria, DSB-89 and SCSI Sulkiing Component Tampa. FL 33610SafetyInformationavallcVebornTruerPlatelinstllrio. 218 N. Lee Street, Suite 312. Alexancida. VA 22314. Job rues ruse ype ty y T12697179 TBD280 T17 HIP 1 1 Job Reference (optional) 9UIIdeD Fe8160YfGe. lompe. VK1D1 Grty. FbnOe 33566 7.6W 6 Aag 16 911 f NY I OK InaeeleeS, me. Men Use 11 Vv:eb eb Lvi r roge 1 ID:0837CakNCJU5ySDiOmCDdnyd 1 l m-OgfGIUDmISdgSl6pLerm l HTntiPmZOs8JpF3ReyA4yC i 1.0-0 7-0-0 /1-0-14 I t5-0-0 1e-11.2 23-0-0 I 26.2.12 I 30-0-0 1-0.0 1 00 3 9 4 3.2.12 4-0.14 311.2 3 11-2 4-o-14 3 2.12 3 8 4 t-0.0' 06 = axe = 20 II 3x8 = 4x6 = GMM-7 Scale = 1:53.5 20 3 20 i 8 5x8 = 17 22 16 23 15 14 24 13 25 12 3x8 = 20 I I 400 MT20HS = 2x4 11 US = US = 7-0-0 11-0.14 23-04) 30.0-0 7.A1n A -MIA a-I1a a.Ila A -MIA 741-0 Sx8 = Plate Offsets MY)-- 12:0-1-11.EdAel,110:0-1-11,Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Verl(LL) 0.36 14 985 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(fL) 0.81 14-16 441 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.88 Hors( L) 0.26 10 rVa n/a BCDL 10.0 Code FBC2014/1•PI2007 Matrix) Weight: 160 lb FT = 20% LUMBER - TOP CHORD 20 SP No-2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP N0.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 3-11-12 oc bracing REACTIONS. (Ib/size) 2=2406 0-4-0, 10=2648/0-4.0 Max Horz2=67(LC 7) Max Uplif12=-1060(LC 8). 10=-926(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4571/2118, 3-4=-4391/2131, 4-18=-395211957, 5.18=-3951/1957, 5.19=-5799/2416, 6-19=-5799/2416,6.2D=-5799/2416,7.20=-5799/2416,7.21=-4439/1684, 8-21— 4439/1684, 8-9=-4925/1833, 9.10_ 5086/1830 BOT CHORD 2.17=-186813978, 17.22=-2374/5156, 16-22=-2374/5156, 16-23=-2374/5156, 15.23_ 2374/5156, 14-15=-2374/5156, 14-24=-2108/5565, 13-24=-2108/5565, 13-25=-2108/5565, 12-25=-2108/5565, 10-12=-1563/4429 WEBS 3-17=-294/267, 4.17=-634/1435, 5.17=-16601690, 5-14=-7/895, 6-14=-548/3111 7-14_ 329/380, 7-13=0/313, 7-12=-1553(735, 8-12=-499/1635, 9-12=-274/277 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25I1; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS ( envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=1060, 10=926. 8) 'Semi - rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this miss. 9) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 243 lb down and 258 lb up at 7-0-0, 124 lb down and 139 lb up at 9.0.12, 124 lb down and 139 lb up at 11.0-12, 147 lb down and 149 lb up at 13-0.12, 147 lb down and 149 lb up at 15.0.0, 147 lb down and 149 lb up at 16-114, 147 lb down and 149 lb up at 18.11.4, and 147 lb down and 149 lb up at 20-114, and 265 lb down and 265 lb up at 23-0-0 on lop chord, and 250 lb down and 228 lb up at 7-0-0, 24 lb down and 141 lb up at 9-0. 12, 24 Ib down end 141 Ib up at 11.0-12, 95 lb down at 13-0-12, 95 lb down at 15-0.0, 95 Ib down at 16-11-4, 95 lb down at 18-114, and 95 Ib down at 20-11-4, and 424 Ib down and 122 Ib up at 22-11.4 on bottom chord. The design/selection of such connection device( s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Continued on Daae 2 Q WARNING- Verily design P rameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1093MIS BEFORE USE. Design va lld for use only with MnekO connectors. This design Is based only upon paiamelers shown, aril Is for an IndlvldrxN "ding component, not a truss system. Before use, the building designer must verily the arxxk:abBty, of design Ixaanelors and properly trncortwrote this design Into the overall ding design. Bracing Indicated Is to prevent I=Iding of lndNklual miss web and/or chord members only. Addillonal lemMM and permanenl txocl ng MiTek' Is always iecliked for stability and to prevent collapse with possmle personal byrsy and properly dar rage. For general giddtnce regadkng the fabrication. storage, delivery. erection and txacing of tnrsses and trim systems. WANSI/1PI1 Quality Criteria, DSS-89 and SCSI BulMing Component 6904 Parke East Blvd. Safely Information ovallatxe Dom liras Rate DutlMe. 218 N. Teo Street. Suite 312. Alexandria. VA 22314, Tampa, FL 33610 Job uss ruse Type ryly T12697179 7BO280 1,.:7 HIP 1 t Job RelerReference(optional) Builders FirsiSource. Ternpe. Plant City. Florida 33566 7 640 s Aug 16 2017 K-rok Industries. Inc. Mon Dec 11 09.55:45 2017 Pogo 2 ID:0837CakNCJ1J5ySDiOmCDdnyd 11 m•OgfGIUDmjSdgSl6pLerm 1 HTnfpPmZOs8JpF3ReyA4yC LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4-70, 4-8=-70, 8-11=-70, 2.10=-20 Concentrated Loads (lb) Van: 4=-196(B)8=-218(B)17-229(B)5=-124(B)16=96(B)14=-72(B)6=-147(B)13=-72(B)7— 147(B)12=-424(8)18=-124(B) 19-147(B)20— 147(B)21=-147(B) 22=96(B) 23-72(B) 24-72(B) 25=-72(B) A WARNING - Verly design perrunMsrs and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MD•7473 rov. IM31016 BEFORE USE. Design vdkl far use only wllh Mnek* connectors. BYs design Is Lxwd only upon Ixaamelers shown. and Is for an IridIvkival b tAdkV component, not o truss system. Boloie use. tho building deslgnel must verify Iho aplAlcabillty of design parameters and p topelly Incorporate this design Into the overdt building design. Brachg Indicated Is to pevont buckling of Indlvklud trim web atd/a chord meml>ers only. Addllbnd temporary and permanent bracing M iTek' Is dways reyWed lot skrt:NlY aril to prevent co9ap w with possbW persotxB &#ry and property rfonrl e. For general gnkkrnce regrading V* kabricollon, storo0o, delivery, erectkxn and tracing of tnrsses and Iniss systems, soeANSI/IPI I Quality Criferlo, DSB49 and BCSI Building Component 6904 Parke East Blvd Safety Irdormatlon avcAc*Ae Dom Inm Plote Institute. 210 N. Loe Skeen, Suite 312 Alexandria. VA 22314. Tempe, FL 33610 Fuss Fuss Type ry Ply T12fi97180 280TB0 T18 Hip Girder 1 11 Job Reference(optional) Wildere FksiSourCe. Tampa, Plant City, Florida 33566 7,640 8 Aug 16 2917 MUSIC 11100311e5, Inc. Man DeC 11 09:55:46 2017 Pepe 1 ID:0837CakNCJU5ySDiOmCDdnydllm•ssDeygDOUmlh4Rh?vLM?ZVOyS7m21tEHYT ez5yA4yB 1-0.0 1.10.E 6.1-7 10.2.9 14•6.8 16.4-0 100 1.10 8 4-2.15 4.1.3 4-2-IS 1.10 E 6x8 = 6.00 12 2x4 11 14 15 5xB = 4x6 = Scale = 1:29.6 3x6 = 2x4 11 US = 6x8 = 3x6 = 6x12 MT20HS WB = 1.10-0 6.1.7 10.2.9 14.5•e 16.4-0 1.1Qa 4-2.15 4-1.3 4.2-15 1,V1 Plate Offsets (XY)— 13:0.6.4,0.2.81,18:0.3.8,0.3-01,111:0-1-8,0-1-121 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.32 9-11 603 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(fl-) 0.87 9-11 221 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.87 Horz(TL) 0.12 7 n/a We BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 74 lb FT = 20e/6 LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc pudins. 3-6: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-4-10 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 1 Row at midpt 5.8 WEBS 2x4 SP No.3'Except' 3-11,5-11,5-8: 2x4 SP No.2 OTHERS 20 SP No.3 REACTIONS. (lb(size) 7=1785/0-3-8, 2=1519/0-3-8 Max Horz 2=31(LC 27) Max Uplift7=-374(LC 4), 2=-341(LC 5) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2907/657, 3-13=-6309/1430, 4-13=-6309/1430, 4-14=-6309/1430, 14-15=-6309/1430, 5-15=-6309/1430, 5-16=-3280/709, 6-16=-32801709, 6.7=-35297749 BOT CHORD 2-17=-573/2505, 12.17=-573/2505, 12-18=-577/2549, 18-19=-577/2549, 19.20=-577/2549, 11.20=- 577/2549,11-21=-1484/6744,21.22=-1484/6744,22.23=-1484/6744, 23.24=- 1484/6744,10.24=-1484/6744,9.10_ 1484/6744,9-25— 1484/6744, 25-26=- 1484/6744,26.27=-1484/6744,8.27=-1484/6744,8-28=-640/3062, 7-28= 640/3062 WEBS 3- 12=-26 308, 3-11=-877/3868, 4-11_ 262/142, 5-11=-455/82, 5-9=-68/674, 5.8=- 3581/827, 6.8=•268/1488 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0psf; h=2511; Cat. II; Exp C; Encl., GCpi-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 100 lb uplift at joint(s) except 61=1b) 7=374, 2=341. 8) 'Semi - rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Continued on Daae 2 0 WARNING • Verify design paromefero and READ NOTES ON THIS AND WCLUDED AUTEK REFERANCE PAGE W7473 rov. 169MIS BEFORE USE Design valid fa use only vAth MlleW conneclols. M design Is lxaed only upon parameters shown. and Is for an IndivkAid building component, not a truss systern. Before use. the rAdiding designer must verify the oWlcabllly of design parameters rind rxolorly Incdxpolote Ihb design Into the overall brdldling design. Bracing Indicated Is to prevent twcldkp of Individual tnra web rind/a chord members only Additional lem"M and permanent Mating WOW Is always ieclpbed for sk"lly and to proven) collapse wllh possmle personal hNy and property dkanage. For general guidance iegaid liv the fabrication, storage. delivery- erection and Iracklg of tnisses and lniss systems, seeANSI/1PI1 Qualify Cdforla, DSB-89 and SCSI Building Component 6004 Poike East Blvd. Solely Information ovdDabte born truss Rate institute. 218 N. Lee Street, Sutto 312, Alexandria, VA 22314. Tampa. FL 33610 rusess type yPly T,26971e0 TB0280 T1B 1.. r,.,,, d. 1 t Job Reference(optional) Bolden FuetSorsrce. Tempo, Bard Cry, Florida 33566 7 640 is lug 16 zu17 Mrl ex inausrins, inc. Mon uw 11 ue 6o 46 evi i rage z ID:0837CakNCJU5ySDiOmCDdnyd1tm-ssDeygDOUmlh4Rh?vLM?ZVOyS7m21tEHYT ez5yA4yB NOTES- (11) 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 63 lb down and 29 lb up at 1-10.8, 69 lb down and 29 lb up at 3-11.4, 69 lb down and 29 lb up at 5-11-4, 69 lb down and 29 lb up at 7.11-4, 69 lb down and 29 lb up at 8-4-12, 69 lb down and 29 lb up at 10.4-12, and 69 lb down and 29 lb up at 12-4.12, and 63 lb down and 29 lb up at 14-5-8 on top chord, and 24 lb down and 14 lb up at 1-1-1, 18lb down at I.10.8, 109 lb down and 37 lb up at 3-1-1, 8 lb down at 3-11.4, 199 lb down and 51 lb up at 5-1-1, 8 lb down at 5-11.4, 289 lb down and 64 lb up at 7-0.12, 8 lb down at 7-11.4, 8 lb down at 8-4-12, 289 lb down and 64 lb up at 9-0-12, 8 Ib down at 10-4-12, 289 Ib down and 64 Ib up at 11-0-12, 81b down at 12A-12, 289 Ib down and 64 Ib up at 13-0-12, and 18 lb down at 14-4-12, and 289 lb down and 641b up at 15.0.0 on bottom chord. The design/sebeclion of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 70, 3-6=-70, 6-7— 70, 2-7=-20 Concentrated Loads (lb) Vert: 17=-24(B)18= 109(B)20=-199(B)21=-289(8)24_ 289(B)25=-289(B)27=-289(B)28— 289(B) 0 WARNING - Vadly dodgn Parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MO.7473 rov. f&0"/6 BEFORE USE. Design valid for use only wllh Mnekl9 connectors. Ihk design Is lased only upon parametors shown. and Is for an 6xlNkkral IxAtling comlwnenl. not a truss system. Before use. the building desli must verity the af.01co blilty of design parameters and Ixoperly Incogborote this design Into the overall buildw design. Racing Indicated Is to prevent budding of Individual truss web aril/or chord members only. Addiltonal temporary and permanent bracing WOW Is always neryrired lot sk7bBBy and to prevent cdtatoso wllh possible personal IMsy and properly akrnage. For general gukknce regarding the labrksatbox slorago, delivery, erection and bracing of kusses and MISS systems, soeANSI/1P11 Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satiety Information ovalla ble horn fruss Plate Institute. 218 N. Lee Skeet. Suite 312, Alexandria. VA 22314. Tempo. FL 33610 Job Truss Truss Type y T12697181 TB0280 T19 Common Supported Gable 1 t Job Reference (optional) tsumers "sibource, torrpe. ronr L ny. rrorran aa000 ,.,,....,.y ,_ . I D:0837CakNCJUSySDiOmC Ddnydt 1 m-K3nt AAEOF3tYibGBS3uE6rYIIXHS 1 WIRm7k9W XyA4yA 1-0-0 3.6-0 , 7-" 1-0 0 3.6-0 3.6-0 4x6 = 3x6 = 2x4 11 3x6 = 7-0.0 r 7-0•a LOADING (psi) SPACING 2-0-0 CSI. DEFL. in (loc) Udell Ud TCLL 20.0 Plate Grip DOL t.25 TC 0.25 Vert(LL) -0.00 1 n/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(TL) 0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=144/7.0-0, 2=224l7.0.0, 5=333l7.0-0 Max Horz 2=43(LC 12) Max Upli114=-45(LC 13), 2=-70(LC 12), 5=-47(LC 12) Max Grav4=145(LC 24), 2=226(LC 23), 5=333(LC 1) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. WEBS 3.5=-218/303 Scale = 1.15.6 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid telling directly applied or 10-0.0 oc bracing. NOTES- (10) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25111; Cat. II; Exp C; Encl , GCpi=0.18; MWFRS (envelope) and C-C Corner(3) -1-0-0 to 2.0-0, Exterior(2) 2-0.0 to 3-6-0, Corner(3) 3-6-0 to 6.6-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Gable requires continuous bottom chord bearing. 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 100 lb uplift at joint(s) 4, 2, 5. 9) 'Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10)'This manufactured product is designed as an individual building component. The suitability and use of this component tot any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING. Verify design psramsters and READ NOTES ON TNIS AND INCLUDED UITEK REFERANCE PAGE 11167473 rev. 166D MIS BEFORE USE Design vdkJ for use only vAlh mneke connectors TNs design Is Lwsed only upon pcoalneters shown, and Is lot an Indlvickml b uldin0 component. not a teas system. Belote use, the building desl0net inusl verify the app 1catAlly of design pxnamelers and rAopetly hcotrAxate this design Into the overall bw9d rig design. Biactng Indicated Is to rAevent buckling of kK Mducd truss web and/ot chord mernWs orgy. Additional teml"ary and permanent Mating WOW Is always iegtLed for stability arKJ to prevent collapse Min possible personal Injury and property damage. for general Oukknce ieV.Y(*V the 1clWatlon. storage. delivery. erection ar ld hrodng of trusses and Iniss syslema seeANSI/TPI ) Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available born buss Plate Insillute, 218 N Leo Slroel. Stile 312, Aloxondrla. VA 22314. Tompo. FL 33610 b TrUSS I ruse I ype oty ply T126B71fr2 T802W Vol valleyI 2 1 lJobReference(optional) Buibem FeSISOWCO. Tempo. Plant City, Fb1Ma 33W r 64U a AUg 10 pt117 MI ION 111011 111eS, InC. Men UK 11 W TN r 'LVI r Yaps 1 ID:0837CakNCJU5ySDiOmCDdnydl tm-K3n1AAEOF31YibGBS3uE6tYluXHalX7Rm7k9WXyA4yA 4-" 4-0-0 20 i 20 It LOADING (pst) SPACING- 2.0.0 CSI. DEFL. in (loc) Wall Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) Na Na 999 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(TL) Na Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 Na Na BCDL 10.0 Code FBC2014r'rP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.3 WEBS 20 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=145/3.11.8, 3=145/3.11-8 Max Horz 1=68(LC 12) Max Upliltl=-21(LC 12), 3=-55(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:13.0 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20% Structural wood sheathing directly applied or 4-0-0 oc pudins, except end verticals. Rigid telling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psF BCDL=5.Opsf; h=25f1; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exlerior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 6)'Semi-rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) *This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Q WARNING - vally dosrpn parameters and REAO NOTES ON THIS AND INCLUDEO MrTEK REFERANCE PAGE MD-7473 rev. IOW,2015 BEFORE USE Design valid for use only wllh Mllek® connectors. this design It baked orgy upon paameters shown. and Is lot an Individual building component. not a truss systom. below use. the balding deslgnet must verify the arxfllcablilly of design paranoters and properly Incorporate the design Into the overall building, design. Itioebng Indicated Is to prevent budding of individual It= web and/ot chord members only. AcUtlonal lempaay and permanent bioctng WOW Is always iwalod tot slabUlty, and to ptovenf cotlat)w with poul!kr personal hpay and properly damage. Fa general gtkknce tegcsdlny One labticallo n, storage. delivery, erection and Lvocbg of tnam and film systems. sueANSI/IPI I Quern fy Crlterlo. DSB-89 and SCSI Building Component 6904 Parke Eosl Blvd. Safety Irdormdllon avWablo from truss Plate trutltute. 218 N. Lee street. Stlte 312, Alexalcift VA 22314. Tempo. FL 33610 Job runs russ Iwo ty T12697183 T80280 V02 Velby 2 t Job Reference(optional) Builders FitstSource. Tonitpo. Pint City. Florida 33566 2x4 4 2:H 2-0-0 7.640 6 Aug 16 Z017 Net OR Industries. InC. Men DeC 11 09'55:45 Z017 Pe90 1 ID:0837CakNCJU5ySDtOmCDdryd1lrr oFLPNWFeON4PJIrOOmPTew5Wywlbm Na9nTj2zyA4y9 Scale = 1:7.9 Plate Offsets (KY)-- 120-2-13,0-4-81 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.03 Vert(LL) n/a We 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert( L) rda n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 rn/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 6lb FT =20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.3 WEBS 2x4 SP No-3 BOT CHORD REACTIONS. (lb/size) 1=55/1-11.8, 3=55/1-11-8 Max Horz 1=26(LC 12) Max Upiiltl=-8(LC 12), 3=-21(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 2-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind- ASCE 7.10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=2511, Cal. II, Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed lot a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of The building designer per ANSI TPI 1 as referenced by the building code." Q WARNWG • VMfy design perometem and READ NOTES ON TNIs AND INCLUDED 4ufEK REFERANCE PAGE M1F7173 rev. 1401113W IS BEFORE USE Design vald for tao only with Mllek® connectors. T1* design Is based only upon parameters shown, and Is for an IndlvlcAwl Ixrlding component not a buss system. Betote use. The bJldng designot must verily One app,k:abllty of design paaneters and property Incorporate this design Into the overall txAdng design. Bracing Indicated Is to proven) buckling of IrKfW ud truss web and/or chord rnemtxlrs only. AKfalrtonal lemporary, and permanen) bracing MiTek' is always loathed lop stability and to proven) collapse wllh possUe personal bnpsy and property dolnage. For general guidance regadng Ono kAx)callon, storage, delivery, election and txaclrng of Inrzm and Inns systems seeANSI/IPI l Quality Cdterlo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlomhalon aveBable ban bras Plate bnstlRlle, 218 N. Ise $bee,. Sallo 312 Alexaxlda. VA 22314. Tompe. FL 336t0 Job I Fuss TrUSS Type a ty ry T12697t84 TS0280 V03 Valley 1 t Job Reference (optional) Builders FuslSource. Tampa. Plant City. Florida 33566 r ow a Aug ro evr r rvuron mouw6a.. ew. W.. vec 11 0e.55.45 cvi r Fuv. , I D:0837CakNCJU5ySDiQmCDdnyd 11 m-oFLPN W FeON?PJIrOOmPTew5SCwd_mz7a?nTj2zyA4y9 1-10.8 6-2-0 I 10.5-8 I 12.4.0 1.10-g 4.3.8 4-3.8 1-10-8 g 6.00 12 4x6 = 2x4 II 44 = 30 G e 30 20 11 2x4 II 2x4 11 Scale = 1:20.5 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL* 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) We n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1,25 BC 0.13 Vert(TL) n/a rVa 999 BCLL 0.0 ' Rep Stress Incr YES WB 008 HOrz(TL) 0.00 6 n/a rVa BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 37 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 20 SP No.3 REACTIONS. All bearings 12-3-0. lb) - Max Horz 1=-11(LC 10) Max Uplift All uplift 100 lb or less at joinl(s) 1, 5, 8,6 except 7=-123(LC 9) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 8=252(LC 1), 6=252(LC 1), 7=436(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-347/269 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.0ps1; h=2511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exlerior(2) 0-7.9 to 6-2-0, Interior(l) 6-2-0 to 10-5.8, Extedor(2) 10-5-8 to 11.8-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 1, 5, 8, 6 except jt=lb) 7=123. 8) 'Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Q WARNING- Verily dodgn pararrpeten and READ NOTES ON THIS AND INCLUDED WrEK REFERANCE PAGE 0111/14,673 rov. 1000ip20IS BEFORE USE Design valki lop use only wllh Mnek® ConrteClOrs. lNs design It based only upon pasa meters Owwn. and is fax an IndlVid al building component. not a buss system. Before use. the IxA(Ang doslgnel must verify the atOlcatAlty of design palalnolots and propedy l ncorpotale this design Into the ovepall aactng Indlcaled Is to tAmIdIng Individual Ifuss web and/ow chord rnernbeps only. Addillortal Iempopary and permanent Ixacing WOWbuildingdesign. ptevenl of Is alwu" recSbed for sk*Ally and to prevent collapse wllh posWa popsonul Injury and property damage. For general guidance regarcgng the 6904 Parke East Blvd. fabricallon. storage, delivery. erection and txactrtg of trusses and In= systems. seeANSI/TPI ) Quality Criteria, DSB-89 and SCSI Bullding Component Tempo. FL 33610SolelyIMormallonovaDaMefromTrussPlatetrns8lute. 218 N. Lee Street. Suite 311 Alexandria. VA 22314, Job I ruse ruse ype ry T T80280 VO4 volley Job Reference (optional), z6e7,es MIME Peslsource. r arrva. r•ranr 1 ny. Prwroo i soot, — s nvg , o — r au,en mou.o,va, n,c. v , , wo a c ve ID:0837CakNCJU5ySDiOmCDdnydl 1 m-GRvnasGGnh7FxvOaaTwiB7ec7KrgVRcIE RDGaPyA4y8 1.10.8 6-5.8 8.4.0 1.10 8 4.7-0 — — 1.10-8 6.00 F12 3x4 = 3x4 = 3x8 3x6 8-3.8 8-a-0 8-3-e 0- 8 Scab: 3/4'_ 1' Y g Plate Offsets (),Y)-- 12-.0.2-0.0-2.81,13:0-2-0,0-2-81 LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (Ioc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) Na Na 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Ven(TL) Na Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 4 Na Na BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 23 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb(size) 1=318/8-3-0, 4=318/8-3-0 Max Horz 1=-1 l(LC 8) Max Upliltl=-67(LC 9), 4=-67(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.2=-635/493, 2-5=-586/466, 5-6=-586/466, 3.6=.586/466, 3.4=-635/493 BOT CHORD 1.4=-413/586 BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 8.8-9 oc bracing. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0psI; h=2511; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-7-9 to 6-1-7, Interior(1) 6.1.7 to 6-5-8, Exterior(2) 6.5.8 to 7-8.7 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joinl(s) 1, 4 8)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vodfy dosdgn Paramotora and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M67473 rev. I&MMI5 BEFORE USE Design valid for use only with trttok® connectors. This design, Is based only upon paamelers shown. and Is for an Individual bolding cornponenl, not a truss syslom. Befao use, the txACMV designer must vedfy the oppllaablity of design Ixnaneters and properly Incorporate this design Into the overall b1Ad1ng design. ®acing Indicated Is to prevent buckling of Individual Wass web and/a chord members only Addlllond lempoiary and permanent t 00N M iTek' Is always regrLed fa stab9ty and to prevent collcpse wllh possJbie personal tr>Irry and properly damage. For general glldahce eegading the labdcoll m. storage, delivery, erection and bracing of trtrssos and turns systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Solely Information avUkdilo Worn truss Rate Ihslltute. 218 N. Lee Street, Sulle 312. Alexandria, VA 22314. Tor po. FL 33610 Job rus Truss Type Oty Ply T12697186 TBo280 vos Volley 1 1 Job Reference(optional) Builder) FuS150arCe. Tampa, PI6rd Goy. Florida 33565 r.e+u a Aug to zer r wares mausmes. Inc. mon Doc n av:oa nv evr r age I I D:0837CakNCJU5ySDiOmCDdnydll m-GRvnasGGnh7FxvOaaTwrB7ehSKzCVRcjERDGaPyA4y8 1.10-e 2-s-8 4.4-0 1.10-e oa-0 1-10.8 Anne 2x4 i 30 = 4.4-0 4-3-8 30 = 20 Scale = 1:8.4 Plate Offsets MY)— 12:0.2.0,0.2-81.r3:0-2-0.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Ven(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Ven(TL) n/a We 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb(size) 1=138/4-3-0, 4=13814.3-0 Max Horz 1=-11(LC 8) Max Upliftl=-27(LC 12), 4=-27(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc puffins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind- ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Opst; h=25fl; Cat. If; Exp C, Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verily dedgn paremefen and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/F7473 rev. M0320I6 BEFORE USE Design valld too use only wIR1 Mllelt® connoclors This design is based only upon paameters 0)own. and Is for an hdlNdtr01 IxRdhg component, riot tg designer must vodfy the applicability of doslgn parameters anoperly hcorloralo Ihb design Into the overallatrusssystem. Beloie use, the txdtWmd pr brBding doagn. Bracing Indicated Is to I=Id rig of Individual Ines web andAx chord members orgy. Additional lornporoy and p eimanen) bracing WOW prevent Isalways iocluked for stability and to proven) collcvse vAlh possible personal hluy and property donage. For general gtldolce regodlrtg the 6904 Parke East Blvd. fa rlcatIMstorage, delivery, erection and bracing of trusses ans es andtsystem& seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tarrge. FL 33610 Safety I=atlonavdtablefromtrussPlatetnsllMe. 218 N. Lee Sheet. Sllle 312, Alexarxlda VA 22314. Symbols I Numbering System JA General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets ore indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-rhdr For 4 x 2 orientation, locate plates 0-144' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: Notional Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 TOP CHORDS 0 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved M1C MiTek 0 MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-brocing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing Should be considered. 3. Never exceed the design boding shown and never stock materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. S. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wone of joint locations ore regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless Otherwee noted moisture content of lumber sholl not exceed 19% at time of fabrication. 9. Unless expressly noted. this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to comber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated ore minimum plating requirements. 12. Lumber used sholl be of the species and size, and in oil respects, equal to Or better than that specified. 13. Top Chords must be Sheathed or purllns provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed. unless otherwise noted. IS. Connections not shown ore the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review oil portions of this design (front, bock, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. RECORD COPY n City of Sanford Building and Fire Prevention Product Approval Specification Form Permit # # 1 7 - 3 Project Location Address Go-,81 722 472 Rock Grove Ln. Lot 2 As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-113 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL15332.09-112 Sectional Windsor Garage Doors Sectional Ext. Door Dbl, single FL15080.1 Roll U Automatic Other 2.Windows Single Hung MI Windows Single Hung window FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows Frame Fixed Glass FL 18644.04 Awning Pass Through Projected Mullions MI Windows Mullions FL 18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3.Panel Walls Siding Soffits Alpha Aluminum, Inc. Soff its FL12019-R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-R4 Underla ments InterWrap, Inc. Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shin les 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 Millennium MMI-2 Off Ridge Vent 16568.1 Other June 2014 I Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5.Shutters Accordion Bahama Colonial Roll u Equipment Other 6.Sk lights Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products HVAC Tie Down BMP International HVAC Tie Down FL14239-R3 Applicant's Signature Applicant's Name Please Print) June 2014 m TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS WINDOW CJLLL*M 6• u sN A SY USN 7)SN 335N w 5M 33 N51 3, sW6Y55N75543554 i)' III SW 2664 3654 Gc YERFT nw w OF'Sta FOR ALL W XL6 u, W FO 0M Siff! LSD A61ALLAIM MAT YR2r FER KW ACRffRRDSFEMASM.! z REFR TO FLOOR FLOS FOR STTIE OF OM LSEO FSWAF 111G•SRCA5E1 1- C54.OR MW GL ASS• FG I 4L MOW FICA-1 A10 OU 09M50A CMTYMgIp ra 1111R-IN9w101R0 11 A TYP. ARCHWAY lrAl! Yr.le r T!•ls-AY C[ ! OO4YE F611fyWrC16) PAl e>roIa I.\o•IDAa A Fo1ak air tAlu A • O m0df 1. t0l imm InaawIAlIA- • ntno, a, AAaE eA u..7 alwwa OD k=m Wtir061ve6 9[LI:x A.'6. it lIQ LAID Iota% TI TRAY CEILING SECTION laur. 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I I 1 LOFT 3 1 T-O' RAT CtC 9•-7 1LA1 Ct6TO 1 I CD S K 9e tn o" t N'N1FrMlKRAMAM h 1 a 1 1 1 2"4 1 WAS PNI.omm I 0LE9U[t------ 5 BEDR0014 4 D- MI QL I 1 O RA gpDDd FL_ l 1,3-L. Z G)- FlMlJ).MSTt6ItDV kkLnd CYSKIOO v DEE Q'AGUE At YAbrNSIr50, T• toM[trcaneKt O. ADf.! MTIY.9' BIRlitJSDNDISIRWLOUn AtVO0.OL AD, 9ACXp,RAC4 0VP0W sa. AO.0 [/aeo wn: srt a: rorw DRYS Q-" ma MST 90.01 SIP am r w LC! RANPLARM10CWU=410S9 E/ N!O rM NYt'!D. tY/! SIR7 OD11tlWIm YD.(ifm NLlRIt/NI0,0 tfrf614lItNp1 B talr Jr o sny arse NDi Aa•CltOOA®MOCd! 110C.SlLS It I/ D, EID pNNM•90, UI/O StW M YOcdCLq nnVlpl tF 1ED rotE OOIICINI V) IC)M}SO:,OS C/'9 f9D.CE I@KR61fr CCO Y IpSrM R lgrEllCKDt KY.'O Ipl OlgrEp[101L.G STRUmmL NOTES u Qo:lw tl[/pa NEp%RI rDDE (Jim" urY[ Tmtwsroaro•oeeD•euw'a comen 0- S40l40OK94DAVA cmia- miews * DIpN { R.1® MY.91DE3 UOIS M nao uln[ o+9w/a a[D[ InEsr two o n nE•tawao ne ROOA.,u e. Iwulo y too,eae m'.yeDuao rK Ie.. ub K l•OD' Nt2Gnm Rf)tttle 0 yip D 00 eD w.,a r'DDt•,' C. 0 /Xt w ( W 20 It pfMD o.. ra. um tan m. Tca.nOo rwr, r) v,ra.vacnN tlt 1 Ns 34 try W IWM LT.IV, 10U pOY n, m•ou r>v A A K4s". L - z W rC) 0Fce ce W ce 0 S f" ce OHO 0 N 0 Q J 2582 nnL rT- r non nw worts ar.[ s UPPER FLOOR PLAN NOTES 261 vAw. r0 GARAGE RIGHT Florida Building Code Online gbm-T I OCDR. Page 1 of 3 RegulationProfessional r: ecls Home I Log to I use RepbbetM :Hot Topic I subodt surd"MR ! Stsm s Few I vubaouons I FaC smrr I OM Ste r.IIp I uros I sends I Product Approval users: Pubic Use S s 61 L i3t Y Appildllao D.dt a' FL * FL15225-R3 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DSPR shall be reviewed and stifled by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Therma-Tru Coryoratlon Address,/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 ridcw@rwbldgoonsultants.com Authorized Signature Vivian Wright ridcw@rwbldgconsultents.com Technical Representative Address/Phone/Emall Quality Assurance RepneSentative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Usting Certification Agency National Accreditation B Management Institute Validated By Ryan 3. IOng, P.E. h Validation Checidist - Hardcopy Rece ved Referenced Standard and Year (of Standard) SUndard X= 10W.S.2 1997 ASTM E1686 2002 ASTM E1996 2002 ASTM Q30 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method i Option A Date Subrnfted 06/13f2015 Date Validated 06/2a/2015 https://www.floriclabuilding.org/pr/pr_app dtl.aspx?param= tDcp wGEVXQw3yVVICJZIQ... 7/20/2015 Florida Building Code Online Page 3 of 3 Units of use Approved for use In HVNZ 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 15225.5-89 (8'0 Door Products) and INST 15225-68M (6'8 Door Products Direct to Masonry) for Installation TsrvWons:•Noie - GIa`xTn-9Shall—fi0JY w-fth-ASTM-E1300 04. (This product approval requires the use of'J' part number doors and sidelltes, which have been stalned or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification AAgencir Certificate ae-r ree 1S»S.5 NAMt aerts odr Quality Assurance Contiact Expiration bate 12/31/2021 installation InstruCtions Created by Independent Third Party: Yes Evaluation Reports t c» 9 5 FVA!,5- pdf • Fl IS225-Ra`.AE edf Created by Independent Thud Party: Yes 15225.E f. 'Premium Series', 'Construction •6/ th and without opaque and Gls. azed Inswing and Doorrrtwith ransoms Series' and *Benchmark by Therma-Tru' with Transoms Umlts of Use Certirrotion Agency Certificate - ri e:,it tz9r.r. tic ><tY.6IdAMlI•itiRs:df: Approved.for use in HVNZ: No Approved for use outside HVHZ Yes Q bs tAssik6nee Contract Expiration Da Impact Resistants No 021 installation Instructions .. Design Pressure: N/A 5 k3• iIOther. See INST 15225.6-68 (6'8 Door Products) and 15225.6-80 (810 Door Products) for Installation instructions. a van c A4: I] iWSy i52?8.80 off Note - Glazing Shall comply with ASTM E1300-04) Ver(Med BY: Lyndon F. Schmidt, P.E. 43409 Created by independent Third Party: Yes Yes SMC2 us ::• n,n..e a,temeirt The SOWS of Fbfdda Is an AM®D effow. r• enuabbk 10 0.262-- ar Fimlda dw, ema0 addMOM aye Mot --rda. V You do not awd yow e-m•0 address teased m ntspo bo a wtr ds reouesL do not sett de onk ma0 m thk Sntnr. Uetead, mars Do o1n® by phone or by bedOrMad frog. V you have any o baapCOMM BM407-IM 'Furawd to Semon 53 27517), Fttatda Stabttrs elredWre October L 20M Ut umm kww&d undm t opter 455. F.S.must Wavba trr oeDarbneid with an o"or adtbess d suppN pencral adamss. p p ow tthe i> dondvedbW an ama0 whkh o3n NN nV& svasvattaaa& However to the wubOc. To deetand e u YMJ am8 Iwnars under cTaptar 455, FS., please dd hM. Pr' odwt Approm d ACapta: MMIPM Credits- AFE httpsJ/ www.floridabuilding.org/pr/pr app_dd.aspx?param=wGEVXQwtDgv3yVVKJZIQ••• 7/20/2015 NOTICE OF PRODUCT CE 'TTFFICATION Company: Therma-Tru Corporation Certification No.: N1005329- 114 Certification Date: 10/15/ m 108 Matzfeld Road Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Ontswing w/ and w/o Sidelites Y Benchmark by Therma-Tru Opaque Fiberglass Door Inswing/Oatswing w/ and w/o'Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" Is only valid If the NAMI Certification Label has been applied to the product as described within this document. The certificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing withinlabelrepresentsproductconformitytotheapplicablespecification ti ti : NAMI's Ct Han P m is accredited The Atnerl n'Naftanal tandards institute ANSI.. NAMI's Ce tied Product. a aft Glazed Design Missile Test Report Number Inswing Configuration or n or Maximum Size Pressure Pos/Ne Impact Rated Comments Outs . aone Opaque 3'0" x 6'8"• 671-6T No' ETC-01-741-10703.0/L-2097r TF-253F I/SX Single Opaque 3'0" x 67 67/-67 No ETC-01-741-10703.0/L-2097MF-254F X O/S Sinitle 1/S Opaque 6'0" x 6'8" 401-4D No ETC-01-741-10703.0/L-20971ITF-253F XX Standard Aluminum As I _ Double Opaque 6'0" x 6'8" 40/-40 N0 ETC-01-741-10703.0/L-2097fM-254F 70 O/S Standard Aluminum &strqgW Double rX US Opaque 6'0" x 6'8" 47/-47 No EI'C-O(-741-10703.0/L-2097/TTF-253F Coastal Aluminum As l .. Double O/S Opaque 6'0"x 6'8" 47/-47 No ETC-0(-741-10703.0/L 097rITF-254F Coastal Aluminum Astra l Double OX0/OX/XO US Opaque Door 5'4" x 6'8" 40%40 No . ETC•01-741-10593.0/L,2097/TtF-253F Single w/Sidelites O/S Glazed Sidelites Opaque Door 5'4" x 6'8" 40/-40 No ETC-01-741-10593.b/1r2097/i`i'F-254F OXO/OX/XO Sin a w/Sidelites _ I/S Glazed Sidelites Opaque Door 8'4" x 6'8" t0 NO ETC-01- 741=10593.0M2097ITTF=253 F OXXO Standard. Aluminum Astra ga Double w/Sidelites Glazed Sidelites 8' 4" 6'8" 40/40. No ETC- 1441'I 5 254F OXXO O/S Opaque Door x umO/ L- 209 standard. 01_ 74l•10593.OM209711W-253F Doublew/Sidelites Glazed Sidelites Opaque Door 814" x 6'8" 47/-47 NO I/ S OXXOCoastal AluminumAsq. I Double. w/Sidelites_ Glazed Sidelites Door 8'4" 6'$" 471-47 NO 01 _74 t-10593.0%Lr2097/i'i F-254F OXXO O/S Opaque x Coastal Alu i um Astra al Doubl w/Sidelites Glazed Sidelites Management institute, Inc./4794 George Washington Msmorin y/Asyes, VA 23072 ' National Accreditation Tel: (804) 684-5124/Fax: (894) 684-5122 NAAR AUTHORIZED SIGNATURE: OTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005331-115 Certification Date: 10/15/2003 108 Mutzfeld Road Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClaasic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/I'AS202 The "Notice of Product Certification" is only valid If the NAMI Certification Label has been applied to the product as described within this document. The certificationbeenThisproductbasbeenapprovedforlistingwithinlabelrepresentsproductconformitytotheapplicablespecificationandthatallcertificationcriteriahassatisfied. n: ' 'NAMI'a a tidb m4s accredited 'Y lte merlcan National Stands Institute ANSI . NAMPS Certified Product i istin at' td : Missile Test Report Number Configuration iIaor Glazed Maximum Pressure Impact Rated Comments On n O a oe Size VV x 61" PoslNex 67/-67' No' ETC4l-74.1-10702.6/Lr2096n7M52F X Opaque i Single Opaque 3'0" x 61" 67/67 No E`CC-0I-741-10702.0/L-2096/1'I'F25IF X O/S Single X US Opaque 6'0" x 6'8" 40/-40 No ETC -01-74.1.10702.0M2096MM52F Standard Aluminum Astragal. _ Double Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10702.0/L-2096MF251F XX O/S Standard Aluminum ALUMNI. Double 6 0" x 66 8 r 551--55 No 2151/252FETC-01.741.11008.0M1'[' XX INOpaque Coastal Aluminum A al . Double Opaque 6'0" x 618" 55/-5 No ETC-Ol-741-11008.0/L-2151/fTF251F XX O/S Coastal Aluminum As al : - Double US Opaque Door 5'4" x 6'8" 40/-40 No ETC-01.741-11008.0/L-2151MF252F OXO/ OX/XO Sin e_w/Sidelites ._ Glazed Side ites 5' 4" 6'8" 40%40 No ETC-01-741-11008.0/L-215IITTF251 F OXO/ OX/XO ON Opaque Door x Sin le w/Sidelites Glazed Sidelites 8' 4" 6'8'' 40/-40 No i'C-01-741-11008.0%L.-215IMF252F OXXO IN Opaque Door x Standard Aluminum As Doublew/ Sidelies.: Glazed-Sidelites 8' 4" x 6'8" 40/-40 No ETC-01-741-11008.0/L-215IrrrF25IF OXXO O/S Opaque Door Standard Aluminum Astrwal Double w/Sidelites Glazed Sidelites 804" x 6'$" 55/-55 No 01-741-11008.0M2151/iTF252F OXXO- IN Opaque Door Coastal Aluminum A al Double w/Sideli e Glazed Sidelites 8' 4"x 6'8 " 55/-55No ETC -1-11008.0/L-2151/iTF231 F OXXO OS Opaque Door 1 Aluminum A _ Double w/ Sidelites National Accreditation Glazed Sidelites . es VA 23072 Madagement15 122 ton Memo. yy enlstitu * 8 684-5124/Fax:(804) 684- NAM AUTLXOR12ZD SIGNATURE• ram 4 ^' 4` - +•.. 4• 1 1• '• w t' `• 1• .' it •.q T r l i je ; ` I b .. OWN FOR I MULLION • jJ I MUUJON Jig1 MASONRY • 4 MASONRY • ;. 4 11 RSHOWN FOR EFERENCE MASONRY. + 4 REFFERRE CE ;I I OPENING TYP. H OPENING I OPENING I I Sc JAMBS HEAD 11 HEAD N s JAMBS k JAMBS II d X BUCK 2X BUCK' ' It ^ 2X BUCK' It ) I' I I2 ai o I I I SHOWN NFOR I I a v - REFERENCE it °p a• `' . slue LE W/SIDELQFSSsINGIcW/SIDELITE punt ANCHORING I pt K RUCK ANCHORING - - ) , MASONRY I.§mmhS.G.&dA 2X I; • . e< at ero eomen ma be arAw ed ro molnradn the min dlfipAeir Jo tnaroil 2 em,mM+aueooro,sd ut4oHeevle lr.ro maAro)n Hl. rn6+ aeo. atlay.%Nh- a. mwtw. edrogrewi+ns'i ylr4 S. concwo ani hor roots: SUVA- 1/r 1-1/c T r TAFCON 1/A' 1.1/ 1• tlli 8• rK•.,e t:Y as 11 SHOWNNFOR I MULLION 11I TYP. HEAD A TYP. r REFERENCE a SHOWN FOR REFERENCE Il JAMBS I. ASTRAGAL Hip a II' a SHOWN FOR a I& JAMBS a IrREFERENCE2x . o. IAtBUCK14af a FOiF a; 3+, U SHOVWj c I ( a REFE:FfiIICE a a 11 11 A1O1 rtc'SDOUBLE allf'K DOOR ANCHORING MASONRY Jl1CK uJ/!D ANCHORING OPENING C• 3• 7. 10 SEE NOTE JO SHEET 3 5Ef OF -TAIL J• ARArg1J 1 MULUON./ SHOWN FOR SHOWN FOR REFERENCE REFERENCE ONLY A r 0 I C. • . V11W V•- C• DOUBLE DOOR W/SIDEL S 7•' PAIRS > v a, 'A' C jJ~ 3• TINSTALLATION . 7Q 56E OETAIC - M 2X BACK A W/1X BUCK NSIX SUCK 'a : 2 jW BULK.0 0 iaai on TYP. HEADA57K JafPtJAMBSPOWev - 1 JAMbS ONLY 'l j l DETAIL SEE rf2 ' SEE oUAIL ' r F A• •!11 VIEW T -1E" DOUBLE DOOR VIEW A•- A" saga r/ awmm aaRINAM rA7o ad /n (nP. ALL saa+R m a= Aw aamaa+el W/2X BUCK 2. INSTALLATION W/1X BUCK INSTALLATION' 1 1 6 W/2X BUCK Item DESCRIPTION Material x -1 2 0 STEEL. STEEL x Hin b to rome _ STEEL x ' 2 -P ' WOOD' SC - EG. -WH WOOD SCREW2 SCREW34ELCO: ftR1 1- fTYY 3 z' -1 4 fTW TCONCRMz3-1 P C ORHOLLOW BLOCK ICONFFORCMING TOOAAS'TM C900 TO AC) 16 1 { -1 4 PFH fTW CONCRETE3CKt IN SG a .0.3 0 21 4 TH . PRESSURE EATEO SIDED PAD 30 2 CORRUQATEQ FASTENERIX INSTALLAMON..3 T 0 W/IX BUCK 1i DL7AIL •+ INSTALUUION d DETAIL '• B A rAcmC IUTD EIXTSTR( AS SNOWN. S 7 1 C' l Mal .4. aua' 1 +2 a suac N.T.$ oao. er JK as m LFS I d aAan o w a IL-1 s2as.s-tt0 INTERIOR. EXTERIOR EXTERIOR, IE INTERIOR EXTERIOR IE W, I -- 7, EXTERIOR 4 i di 40 V Tvv, HEAD JAMBS 2X BUCKS C4 tj 4 OPENING MuLvON 1fr 11it SHOWN FOR' MASONRY1- MASONRY1 .4',REF: REFERENCE1' OPENING IV H JAMBS II ZX BUCK MUWON ccSHOWN FOR REFERENCE 2X SUCK—:• A I.. MASONRY 2X BUCK- 1. m3r %.h&akm MX ANgIm I. mconare 0, 2 ==="'tftdor?AAXONCeal9rmLntboo* Awfo natcolahkodclill- 1concrefeanclux mWbggw, AvdtoenwmgwTA&,LoNCeOWdhw2OmcOwnot ft"'"'S concrete onchar IuW sb aw r TAVECON aw-- r ILMUKINU 12 --- J_r 4 4_ 4 P -, r Z AN 4 14— fl-t% AII I1 II mUWON TYPE.. REFERENCE HEAD SHOWN\- MUWON FOR SHOWN FOR - Ail* REFERENCE II JAMBS ASTRAGAL JAMBS SHOWN FOR II REFERENCE1I JNASTRAGAL 11 BUCK SHOWN FOR REFERENCE11 1.- 0 n A nougLF 13001? MAS0NkY_f gal I A BUCK ANCHORING I UM 7T 7. 4 3 VTR - r t 3- 1 Eti M7AIL 3' III A I Iq SEE NOTE 3 IllSHEET31; 9 MULUON1' SHOWN FOR REFERENCE AsiRkoll-' 1• ' SHOWN FOR _ REFERENCE a: 1. 1: — 1pt8. 1s I p ta• , ' a• s . ai r 1 M S VIEW c. C' =IIB E DOOR W/SIDEI w 1x BUCK TiM TYP. HEAD A JAMBS SEE OETAIL 4' Ite OESCRI ON _ - _ material t0 x. -1 2 P s STEEL _ 1 P _. 1 10" x C e to. e 4 1 2-3 IF PFH 0.00 D TIWSTEEL TTW FH 1 4 x - 4.. FH CONC SCREW 1 VIA x -1 <. JTWP SCREW 1 . CCONCRETE1 .4 x -1 MASONRY - 3000 PSI MIN. CONCR CONFORMING TO ACI CONCRETE 13:301 OR HOLLOW BLOCK CONFORMIN TO.ASTM C90 P CO CRETE CREW D 8 PINE SG >e 0-4 21 3 THK. PRESSURE lED S DELRE PAUS 30 1' X 1' X 25 GA CORRUGATED FASTENER 3' in A' it 6' .. I SEE.. SEE OfTA31L J.' X- No R marW$TAUA TYP. HEAD & JAMBSAwSl ct4C J' SHOWN FOR REFERENCE I I i e ENCE to A' M Bl2UBLE B VIEW A=A• Fw W/ ow SEED[ TO ODOR MN EORNerlldl 0 4 i MA o Ah o pop 44 11 0 _ ATTACH TRAGAL ;-ROW BOLT STRIKE, FRAME low. en' 'JK ' 1 0 g 11 i ig INtERIOR SMIOR. o p IOR INUOR i 20 6 I T z d. a 13 utrmine I i" HORUO A n Q INTERIOR INTERIOR INTERIOR LO . . • y'S1L' a I wra W—K;-a iw JrJVCHERD kwiD MM" lei" 0 VIEW SINGLE OOOR gLS_MEM 40 SEE WAIT 0 Muumm 1sltowa FORwr. 0 "Ils nel" . I Ct So' or & Ir VIEW "r-Ir _SINGLE0001 W-V ookiff-SI-mm ow Comm may be camtod to -chf*h the -'I'- noted OF '&W nuM be 04UPW fbI!!!IEh7W whfth ow nft edge dMwK@ 10 MOrk" 9: 2. C016ftb . b, 0601100" CM -eft -d— otI aam r cdohmW@@w"md*,W-w 0-0 1-00f c4rk"fo Akws too EW I/C r TA/CON' e tpr line AS SHOWN AS SHOWN SoMM NOTES: There ore(4) of each t, the gdied SSI Mto the jamb wffh V 2) NO x r P!L *Cod screws There theheader of 4' veAkall • hoar the fop do" of 1= 3 1' , 48S & 66 - There are (2) the kww. Them are (2) at pW SILr fora the ovidde coomm 0 PIE IN Lamm= 3m! zm R W R W Building Consultants, Inc. Consulting and Engineering Serviees for to Building Industry B C P.O. Dos- VelrWo, Fl, 33595 Plwno 613.659.9197 Floride gold or Prorealonfl Enainmrs Ce"inOte of AWlartMion No. 9813 Scope: Product Evaluation report issued by R W Building Consultants, lnc. & Lyndon F. Schmidt. P.E. (System 10 # 1998) for Thermo Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept of Business 8 Professional Regulation. midt, P.E. do not have not Will acquire R B ildi 9o sPnitants and ua or MLynddon F. erhNy involved In the approval process of the tproduct named herein.Y manufacturing Urn/ tat/ons: Building 1. This product anchoring has been developed In Compliance with the ee lifor alms.on 2014) specifications and design preslsureratings. ctural requirements excluding da the -rfth Velocity HurrlCene Zone'. See the Cerli fcetion Agency 2. Productanchorsshagbeaslistedandspacedasshownondetails. Anchor embedment to base material Shan be beyond wall dressing, stucco, 108m, brick and other wag Coverings. 3. Wood staewa shag be Installed following instructions of ANSI AFBPA NDS 2012. Another fastener types to be Instated fogovdn9 fastener manufacturer's installation instructions• b to fastener manufacture, but in no instance shall they 4. Fastenerembedmentdepths, edge distance and center -center distances shag be specified y be leas ten shown in drawing FL-15225.5-68• 5. Whereshinsareused, they must be a "rigid / sW material that complies with the requirements of the FBC. 6. PositiveandnegativedesignpressurerequirementsforusewithdrawingFL15225.5.68 shag be determined by others for specific Jobs In accordance with the governing code. a licensed engineer or registered 7. Site Conditions that deviate from the details of drawing FL-15225.5 6E require further engineering analysis by 9 architect. SupporBng Documents: Retso t . FTC-Dt 741-10702.0 ETC-01 741-1100E.0 TEL 01460147 2, Drawl n No_ No. FL- 15225.5-08 3. Calculations Anchoring Teat StandsrA ASTM E33" 2 I TAS 202-94 ASTM E330- 02/ TAS 202-94 ASTM E330. 02 / E1886-02I E1996-02 red RW Building Consuilards, Ina (CA 09813) Prepared by RW Building Consultants, §M.(CA 1Y9813) Sheet 1 of 1 1i tno L-abotaQoAt ETC t Doratortes ETC Laboratories Testing Evaluation Lab. Sinned by Wendel W. Haney, P.E Joseph L Dolden, P.E. Lyndon F. Schmidt, P.E. stallet+asea a c Lyndon F. Schmict, P.E. sttms'd' l led 6tt. Lyndon F. Schinidt P.E. t`t1. r.f`t-p s s Lyndon F. Schmidt, P.E. FL PE No. 43409 2/6R015 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY W17H REOUIREMEN7S 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. 'X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHCR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063-TS. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REOUIREO 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 a OVERHANG LENGTH/OVERHANG HEIGHT. 0.FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 110 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 114TO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14.INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. T:7E 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA. 33KSI OR ALUMINUM 6063-TS 1/8• THICK MINIMUM TABLE OF CONTENTS SHEET NO. DES:RIPTION 1 NOTES 2 ELEVATION 3 - 9 'INSTALLATION DETAILS" RVASWNS DESCRVMN CAn APPROVED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R L ADDED FLANGE 067ALLATIONS 12/06/13 R L REVSED INSTALLATION DETALS 08/05/15 R.L. S ZS3 Ilt SIGNED: 1012712015 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 011111! 111/1 bra , 0 9ji- ice, or( t'bt *= SERIES430/440 XIX SGD 143• x 96' REINFORCED NOTES TAT OF z p • s ,' C•( OR1oP DRA"t DwD NO ALV OB D i' S NA'IE,eV\\ 5005030EMALTo,1c NTS02/23/09 9 143• MAX FRAME WIDTH SEE CHART 13 FOR NUMBER OF LOCATIONS REQUIRED 17' r6• MAX D.C. I 6• MAX I1 L Y MAX O.C. 06" T- MAX FRAME HEIGHT 1 i 1 6' MAX SERIES 4301440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t40.OPSF NONE SEE CHARTS 01 AND 02 FOR OTHER UNITS RATINGS RLvrsroNe REV I OESC4311DN I MtE AMWIM A ADDED CKARTS 03/06/12 JR.I. B REVISED PER NEw TESTING 10/15/13 R.L. C ADDED FLN10E INSTALLATIOnS 1 12/06/13 R.L. CHART Of 0 REVISED INSTALLATION DETAILS 08/05/15 1 R.L WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE.NOTE 9 SHEET I D - n pressure chart (ps0 Frerre Sc gle Panel and Tole) Frame VAdtn fin) Might J0.0 36.0 42.0 1 47.7 n) 90.00 108.00 126.00 143.00 Post Nag Pas Nag Pos Nag Pos Neg e4 0 40.0 60.0 40.0 37.9 40.0 1 520 40.0 48.0 e9.0 40.0 60.0 40.0 54.6 40.0 4B 9 40.0 45.0 920 4D.0 6 4.D 61.7 40.0 46.1 40.0 42.3 96.0 40.0 6 0 49.0 40.0 43.7 400 40.0 CHART I2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET I Design pressure chart (pso Frame Sngle Panel and Total Frerre Vadtn (In) Height J0.0 1 26.0 42a 47.7 In) 90.00 108.00 126.00 143.00 Pos Nag pas I Net; Pos Neg I Pos I Neg 94.0 50.0 60.0 57.9 57.9 52.0 520 48.0 48.0 18.0 60.0 60.0 54.6 54.6 4e.9 489 4.0 45.0 92.0 59.6 59.6 61. 51.7 46.1 46.1 423 42.9 96.0 55.6 1 56.5 1 49.0 1 49.0 43.7 43.7 1 40.0 1 40.0 CHART s.9 Number or anchor locsrlonsrequlrod Frame Single Panel anti Total Frame vAdth (n) Height Jo.O 1 26.0 42.0 1 47.7 N) 90.0 1 108.0 126.0 143.0 HdS I Jamb I HAS liomb Hd.S Jamb HdS Jamb e4.0 6 6 7 B e 6 9 8 de.0 B 6 7 6 B 6 9 6 91.0 6 6 1 1 6 e 6 9 8 96.0 6 6 7 1 B e 6 9 B Sn2"9 SIGNED: 10/27/2015 MI WID LLCIILO OOOLAKESIDEWSPDOORY FLOWER MOUND, TX 75028 ir• SERIES430/"0 XIX SGD 143" x REINFORCED ELEVATIONS r j0! ,51 tOt*= eGASE ;ivy o • TA7 OF OF•' OCDRIO?• 2 THAN": Dwc No. sEv F. A. 08-00503 D SS70NAl sru1: NTS "AT1 02/23/09 s"rs 2 OF 9 7jIIIIIIIIIIIL 11Er mms 1/2` MIN. KV I OESCR tgw CAW opwAm I EDGE DISTANCE f A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING i 10/15/13 R.L. 1 3/8' MIN. C AD DED f,-wGE INSTALLATIONS 12/06/13 R.L. WOOD FRAMI KOR2xSUCK EMBEQ MENT 0 REVISED 1NSTALlAT10N DETAILS 08/05/15 R.L. BY OTHERS L iWVJt. 1 3/6' MIN. 1/4' MAX. EMBEDMENT SHIM SPACE s SHIM I_ r O 21.0 WOOD SPACE 1/2- MIN. INTERIOR SCREW EDGE DISTANCE 10 WOOD SCREW IWOOD FRAMING OR 2x BUCK BY OTHERS EXTERIOR II I1 11 11 11 11 INTERIOR LVVL UIJIM{.L VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES., I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CURRY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTME2112 P..D s BE SET IN F APPROVED MIN. VENT WOOD FRAMING OR 2X BU"K BY OTHERS JAMS INSTALLATION DETAIL VIOOD FRAMING OA 2X BUCK INSTALLA77ON MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS ou",. 0wC NO. F.A. 08-00503 stuE NTS — 02/23/09 -.- 3 OF 9 SIGNED. 7012712015 R I IL G E N3 •9J1 MX'0f;'Q OF•.'c OR10P• : i117&/0NAjX\ G` METAL STRUCTURE BY OTHERS 110 SUS OR SELF DRILLING SCREW I METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 1/4' MAX. SHIM SPACE 3/4• MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTUREINSTALLATIONt- NOTES. I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FDA CLARliY. 2. PERIMETER AND JOINT SEALANT BY OTHERS To BE DESIGNED IN ACCORDANCE MTN ASTM E2112 AS OR RILLING R i. TO BE SET IN BED OF APPROVED ALANT 1t 5/4" MIN. EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS RrASONS 1RV DC=Mp oo I On1E orearo A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 RL. C ADDED FLANGE INSTALLATIONS 12/06/73 IR.L. 0 REVISED INSTALLATION DETAILS 08/05/15 I R.L 1/4• MAX. r SHIM SPACE F.A. seat NTS JAPAB INSTALLATION DETAIL METAL STAUCTUAE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SOD 143" x 96' REINFORCED FRAME INSTALLATION DETAILS onC r0. 08-00503 a1r 02/23/09 5 — 4 OF 9 SIGNED: 10/27/2015 C.Ery 4TAfpor—F- i't`•!'ZOR101 • ': js/ l. pNA 110aG\ CONCRETE/ MASONR. BY OTHERS OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/W TAPCON MASONRY/ CONCRETE BY OTHERS 2 1/2' MIN. FEDGE DISTANCE 1 1/4' MIN. a EMBEDMENT i 1/4' MIN. EMBEDmEN, 2 1/2' MIN. EDGE DISTANCE 1 1/4' MAX. _ SHIM SPACE 3/16' TAPCON 3/16' TAPCON CONCRETE/MASONRY BY NRS EXTERIOR If 11 11 11 11 11 INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT 1 1/4MIN. EMBEDMENT VERTICAL CROSS SECTION _ CONCRETEMASONRYINSTALLATION 2 1/2 MIN. EDGE DISTANCE Rb' ISIONS RCV D'SCAOMN DATE APPRLMD A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANCE INSTALLATIONS 12/06/13 R.L. 4• MAX D REVISED INSTALLATION DETAILS 08/05/15 R.L. SHIM SPACE JAMB INSTALLATION DETAIL OPTIONAL I BUCK CONCRETEMASONRYWSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES., 1. WTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCORDANCE WITH ASTM E2112 1s33, Q MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96' • REINFORCED FRAME INSTALLATION DETAILS ORAWN. DWG N0. ALv F. A. 08-00503 D NTS a'h 02/23/09 1 SNER 5 OF 9 SIGNED: 1012712015 FOOD FRAMING OR 2X BUCK BY OTHERS 10 WOPO — SCREW EXTERIOR 110 w00D SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. T EDGE DISTANCE 3/8" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE I I INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT I 1 3/8' MIN. EMBEDMENT 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCN MTALLA77ON NOTES. 1. WTEA10RAND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLAAITV. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE KITHASTM E2112 3/8" MIN. EMBEDMENT T- 1 /2" MIN. EDGE DISTANCE 110 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS ehmoNs REV DESCRFIION DATE AP R*4b A ADDED CNARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FIANCE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R: 1/4" MAX. r SHIM SPACE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X SL1CK INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 7502E SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS UUW.* TMC no. F.A. 08-00503 se"' NTS I o"R 02/23/09 IsPilr6 OF 9 SIGNED: 10/2M2015 ft.. I llr04j OTAT 5EOF , At OR10P : METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE 9Y OTHERS 3/4" MIN. EDGE DISTANCE I EXTERIOR n. j c n wn 3/4• MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATf0N 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 AS7M E2112 1/4• MAX. SHIM SPACE OR 3/4• MIN. LUNG EDGE DISTANCE L TO BE SET IN XD OF DROVED SEALANT I10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS RLMSONS REv DLSCIhPi1DU DATE APPRMD A ADDED CHARTS 03/06/12 R.L 8 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FIANCE INSTAUATIONS 12/06/13 R.L. D I REVISED INSTALLATION DETAILS 05/05/15 R.L. 1/4• MAX. SHIM SPACEIE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DPAW.. OYO ND. F.A. 08-00503 V-4E NTS IDA" 02/23/09 1 l 7 OFT SIGNED: 10/27/2015 J\ 5111 1 I li0 i// i G E M S'9 1% Z7 DMSE OF ; ZZ ib , CONCRETE/ 2 1/2" MIN. BYMASONRY I EDGE DISTANCE or ERs I I e• 1 1/4" MIN. a OPTIONAL 1x BUCK TO BE PROPERLY S=CURED SEE NOTE 3 SHE_T 1 EMBEDMENT 1 1/4' MIN. EMBEDMENT II 2 1/2" MIN. EDGE DISTANCE SHIM SPACE 3/16' TAPCON 3/16' TAPCON CONCRETE/MASONRY -\ EXTERIOR 11 11 II 11 1I 11 INTERIOR BY OTHERS 3/16' TAPCON 1 11 II II II II II MASONRY/ CONCRETE BY OTHERS rSILL 70 BE SET IN* A BED OF APPROVED I' ! SEALANT . . a 1 1/4* MIN. EMBEDMENT e' 4 : .. VERTICAL CROSS SECTION 2 1/2- MIN. 1CONCRETEMASONRYINSTALIATfON EDGE DISTANCE I III------ 1/4' MAX. f I SHIM SPACE G my DESn0i1am W1E Apmw D A ADDED CHARTS j 03/06/12 i R L. 3 REVISED PER NEW TESTING 10/15/13 R.L C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 0 REVISED I.VSTALLATKIN DETAILS 06/05/15 R.L. OPTIONAL IX BUCK JAMB INSTALLATION DETAILTOBEPROPERLY SECURED CONCRETE&"SONRYINSTALLATION SEE VOTE 3 SHEET 1 NOTES 1. INFERIOR 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 S Zo` MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SCD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS F.A. 08-00503 C t•NTS — 02/23/09 ISHEL78 OF 9 SIGNED: 10/Pmois 1 5/8" MIN. EDGE Dig'.. TRIM INTERIOR MASONRY/CONCRE7E BY OTHERS HOOK STRIP a 1 1 /4" MIN EMBEDMENT 1X BUCK BY OTHERS. 1X BUCK TO BE PROPERLY SECURED Ifll I! 3/16' EXTERIOR --— PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE INTERIOR TRIM HOOK STRIP 1/2' MIN. EDGE DISTANCE 1 3/8" MIN. EMBEDMENT I 10 WOOD Li SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2X SUCK4VOOD FRAMING METAL STRUCTURE 1 BY OTHERS TRIM INTERIOR HOOK STRIP ItNIS1)N5 REV DESHDPION Wit PPRWED A ADDED CHARTS 03/06/12 R.L. B7 REVISED PER NEW TESTING 10/15/13 R L C ADDED TUNCE INSTALLATIONS 12/06/13 R.L 0 I REVISED INSTA:LATION DEINLS 08/05/15 1 R 3/4" MIN. EDGE DIS7ANCE 110 SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METALSTRUCTURE 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 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 430/440 XIX SGD 143" z 96" REINFORCED HOOK INSTALLATION DETAILS ou". oNc NO. F.A. 08-00503 N T S D"h 02/23/09 s"m9 OF 9 SIGNED: 1012712015 a BOS Nome Log in user Regisaatbn 110 Topic% submit Surcharge Stpts a Fags PubliM,on: dbpr4Product Approval USER: went user Promrct or An kagan Smren > Appho . List > Appllcatlon Detail Fl-4 FL15080-R1 Application Type Revision 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 Stan, SCIS site Map Unks Search I WINDSOR DOOR MFG. LLC / DBA WINDSOR DOOR 5800 SCOTT HAMILTON DR. LITTLE ROCK, AR 72209 501) 570-9253 RBELKNAPOWINDSORDOOR.COM ! RODNEY BELKNAP RBELKNAP@WINDSORDOOR.COM Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Reglstered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy R Celved Florida Engineer or Architect Name who developed the )OHN SCATES Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 08/28/2018 Validated By Kurt Dietrich PE I Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Standard ANSI/DASMAI 15 DASMA108 I. Equivalence of Product Standards Certified By Sections from the Code Year 2005 2005 FL !t Model, Number or Name i Description 15080.1 RESIDENTIAL PAN DOORS MODELS 724, 426, 735, 750, 75s Limits of Use Installation Instructions Approved for use in HVHZ: No EL35080 Ri II 99AO61-rev1 7ambAttach s odf Approved for use outside HVHZ: Yes F115080 1 II 62A075 Loca stall s odfImpactResistant: No F115080 R1 1I 999079=revDesignPressure: +22.9/-26.4 gdf Verified By: 3OHN E. SCATES, PE FL 51737 Other: +22.9/-26.4 LISTED IS FOR THE 9' 0" X TO" OTHER Created by Independent Third Party: YesSIZESANDPRESSURESARELISTEDONTHEDRAWINGSEvaluationReportsI FJ I R! AE Eval Reoortl ResPan rla s ndf Created by Independent Third Party: Yes 13 CAGE STEEL TRACK SPLICE OR FLAGFASTENTOWOOD 44Y8ET' WITHTAG 2' GALV. STEELTIAGKKCAL BOLTED TO 4 TRACKWITH/BRACKETS1ihA4pcears OPEWHOEIGHT 04 OwOVERHEIGHT) 3 BRACKETS EACH SIDE 13 3/4• x 1-1/2' x 13 GAGE MN. 1/4' Y 1/2• LOND CAWa HORIZONTAL STERIZONTALANGLE. UK Cm CRaRYCE BOLr k NUT iO L1/4l-1X 3S/ 4 r use (2 UL•SRWSIEECX 165GAGE ORI43 0011K0E 0 ON THE WEIGHT THE ODOR.. I DETAIL 0 63- ( 16 x 7) 74' (is x 6) 42- (16 x 7) SO' (16 x 6) 21• (16 x 7) 24- (16 x 8) 20 GAGE ENO snLEs - FASTENED WITH TOG-L-LOGS TO PANEL. USE ENO CAP OVER END STILES. ( SEE OCTAL C) I% ST OP NIDNCiL HAILED HEVEAriN i 2SECTION B-B COMMERCIAL CALV, STEEL TRACK BRACKETS. SEE ABOK SPAOHC. FASTEN TO WOOD MAIDS WN 5/16' X 1-1/2 SCREWS, PiiE VMTION OF JA N BT OTHERS. P.SI. TABLE DROR 92E DT3 W PRf4UE I TEST MEMIE DIN H ml POWK MECAFK PDSITNE NOWK 16'-0" 7'-0' 18. 7 20.8 28.1 31.2 16'-0" 8'-0' 18. 7 20.8 28.1 31.2 16 GAGE GALV. STEEL S STRUTS 1 TOP BRACKET WITH 14 OWE ROLLER UDDER 3' GA 2oWIDE (t6 x SEE OCTAL0. 3' 16"1BWIDE 16 x T SCE OCTALA) BRACKET 2• ROLLER WITH 7/16" Olk STEW. pm: STEEL px n 7 BAIL SHORT STEM x 6 10 BALL LONG STEM OPTIONALLOCKSSTRRUTTonLIPPPERPART or LAJIr. ($ EEO ALL 81. DALY. STEEL (14 GAGE) COMMERCIAL ENO 14NGE AfT11ACHEO WITH 5 MTENERS GALVANIZED STEEL STRUT ATTACHED WITH 1/4- X 3/ 4- LONG HEx HEM SEC DRILLING, SCREW 2 PER VERTIC& Sill) MOI-3/6' STRUTSrR SECTKONIPP R PAART OF EXCEFT POLYSTYRENE 21' GH INSULATION OPTIONAL PANED FOR MOO. 724. 730. 750. 7= 426. PREPEEL 25 NOOT STRUT ON BOTTOM BRACKET 24 GAGEMODEL 750. 755 13 TOM RA K ATTACHED WITH LAG SCREW 5/16• X 1_1/ 2- FAST111ER$. B SECTION A -A OR BELOW RM 20 CAGE OALV. STEEL CENTER STILE TOG{_ OR POP RIVETED TO PAM- 16 GAGE oALV. STEEL CENTER HINGE RESIDENIVIL FASTQCEO WITH (4) I/4' X 3/ 4' HEX MEAD $MEET METAL SCREWS. NOTE' --20 x RNE FASTENERS ERRS SHOWN NUTS To BE 1 /4' x 3/4' LONG HEX HEAD SHEET METAL SCREW DOORS SHOWN ON THIS DRAWING HAVE BEEN OEMONSTRATEO TO WITHSTAND THE PRESSURES LISTED N THE ABLE ABOVE VIA TESTING TO AMS/OASMA 106-05. DETERMINATION OF SURABLITY FOR SPECIFIC SIZES IS THE RESPONSIBILITY OF OTHERS r B OPTIONAL sse OLM Liam 7 OR 6' B I 16' (DOUBLE CAR) X 16* AIR ((4) REOU VENTS OPIIpN I I. TIN. TOTAL OPC R LONG 6PA50. AREA). OPTIONAL Z..STILES (5 COLUMNS) CENTERHINGE3COLIwUSEONEEXTRA SELF ORLUNC SOTOM THROUGH TOP LEW OF HINGE. Elm STLE k RAC. ENDrvw-AL FOR EACH 1.23' 20 CAGE END SILL 20 GAMECA ENO CAP I-- 2.75' DETAIL ADETAILC O 3' 20GA " or STRUT ( 16 Y 7)) S' IS" WIDE S.-(16 x 6) O RARE lM. q TOR DETAIL B D Ar `" E° THI G T TRACKS ON WITH CQDSOH SPRINGS). ROCS NOT IFB NKY IMPACT 16 1 X 1 REQUIREMENTS TSMC 724. 426, 730, 735, 750, 755PART NAME: WINDLOAD RESIDENTIAL PAN DOOR RI FT LERANCEWl 8 ZU66 3/10/ 08 RL6 ' i1G1S NExT LEVEL OAIE 28148 11/1/07 Rl8 . s 1' DWG. NO. SCALE PLOT SCALE TORN, BY 99-B-079 E.C.N. GATE: APPROV. NONE I I SH SHT 2 OF 3 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16' X 1-1/2- LAG SCREWS — Z' CALV. STEEL VERTICAL TRACK 16GA BOLTED TO TRICK BRACKET! WITH I/4'-20 ) 5/8' TRACK 801 OPENING HEIGHT NOT OVERHEIGHT) kN DETAIL E 4 BRACKETS EACH SLOE 5' 3/4' X 1-1/2' () 1/4' CAIOWCE RIO.YS X 13 GVE CAW. STm TO' GRAC1E1 10 GAGEOI. HOID31! 13 GAGE MIN. H THAT POLLIM HmDm (SEE I GALV. STEEL 0R IS TURNED OM. HORIZONTAL ANGLE. SEE DETAIL D. 1/4' X 3/4' SHELT METAL SCREWS i/ 9"/X 3/4' iW STRUT JUST BELOW NEX NFVID SELF 2' GALV. STEEL HORIZONTAL ORLLNG SCREW TOP BRACKET. TRACK 16 GAGE OR 13 WE DETAIL D Z' HURRICANE ROLLER WITH B BASED ON THE WEIGHT OF THE DOOR. 7/16• CIA. LONG STEM. TIRE: STEEL 10 BAIL 1.25' - KSTRVF OPTIONAL LOCK 63' SIB % 7 74' (1 a X a JT 3' ON UPPER PART OF SEE DETAIL 'Ir 1 S EIIROEf , OPTIONAL SSB CLASS LIGHTS f— 2.75' — I END - STEEL (14 GAGE) COMMERCIAL ENO HINGE ATTACHED DETAIL A WITH 6 FASTENERS. 42' (18 X 7 3' IGGA WIDE STRUT SEE DETAIL B o E 4' X 16' AIR VENTS 50' (is % 8;= 3-1ECT0T7 I { rIIN T OF NN TOTAL OPEfi 1/2' POLYSTYRENE LEAF. SEE DETAIL B. AREA). OPTIONAI_ INSULATION 21' (la X 7) STANDARD FOR I1R Tf _ON LOWERN E OF USE TWO EXTRA SELF OR4lP1G 24' to X a MODEL 735. LEAF. ABOVE SCREWS THROUGH HINGE LEAF. GALVANIZED STEEL TYPIICALLEEACH RAIENO HINGAS E' 20 GAGEEND STILES - FASTENED WITH TOC-L-LOCS TO PANEL USE ENO CAP OVER ENO STILES. ( SEE OETAL C) STOP MOULOINC HAILED EVERT 9' TYPE HAIL MIN. -------- — i SECTION B—B STEEL -OA0 TRACK GRACKS. WE FASTEN TOOL aWOOD JAMBS WITH5/1G' X WASHERS. PREPARATION OF JAMBS BY P.S.f. TABLE ODOR SEE OMN PRESSURE I TEST PRESSURE MOTH HECHT POSITIVE NECATIVE POSITIVE NEGATIIE 18'-0" 7'-0" 18. 7 20.8 28.1 31.2 18'-0" 8'-0" 18. 7 20.8 28.1 31.2 2' STRUT ATTACHED WITH 1/ 4' X 3/ 4' LONG HEX HEAD SELF SCREW 2 PERR VERTICAL STILE) O a' POLYSTYRENE 21 OR 24' OESlILA1gN OPTpNA1 HIGH PANEL FOR MOO. 724, 730. GALV. AND 750, 755, 426 PREPNNTED STEEL 25 ALL STRUT IN MIDDLE OF MODELS EXCEPT BOTTOM SECTION. 24 GAGE MODEL 750, 755. 13 GAGE WW. STEEL 0 BOTTOM BRACKET L ATTACHED WITH 3 DETAIL 8 FASTENERS. BOTTOM l.H. 2 SCREW CAN BE ABOVE OR BELOW ROLLER. 7' OR 8' B opnomAL LONG PANEL EMBOSSES STILES ( 7COLUMNS) HINGES ( 3 COLUMNS) 20 CAGE END STILES 16 GAGE END CAP 04 O, n LTA11 r NOTE: DOOR MUST BE INSTALLED RAILS WITH EITHER ELECTRIC OPERATOR OR A LOCK MUST ENGAGE BOTH TRACKS ON OORS WON EXTENSION SPRINGS). 8' X 7' CCrTlnnl A - A 20 GAGE GALV. STEEL CENTER ME TDG-L-LOC OR POP RIVETED TO PANEL., 18 GAGE MY. STEEL CENTER HINGE RESIOENT1AL FASTENED WITH (4) 1/4' X 3/4' HEX HEAD SHEET METAL SCREWS. NOTE ALL NON-OESCRIP"VE FASTENERS SHOWN TO BE 1/4'-20 X 5/ 8' HEX BOLTS i NUTS OR 1/4' X 3/4' LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES 'A- t JO•wO--c4VJ LISTED IN THE TABLE ABOVE N72 S17 A TESTING TO ANSI/OASNA IOa-05. PE-5179 37 00 OETERNLNATION OF SUITABILITY FORSPECIFIC STIES 15 TI•E RESPONSIBILITY OF OTHERS. P'Orm Y1OA'A iie1 provaAa aa7 ror vArWleaUon tndlood con ctbN d41a9A. NOTE: DEBRI9GREOVWEMENTS IOES NOT N FEIC ISfYMPACT FL 150808' X 8' P 0. BOX 8915 wOIOIsOR DOOR 7ii IE 9 fOCK 8915 AR 501) 562- 1872 724, 426, 730, 735. 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR 12/15/ 11 RLB TOLERANCE W1 e 2866 3/10/ 05 RLB MX'* l/64 DEC.1:.015 NEXT LEVEL PATE: OWG. NO. 2848 11/1/07 RLB ANG. L: 1' 11 1 07 99—B-079 E.C.N. GATE: APPROV. SCALE NONE PLOT SCALE ORN. BY 8H SHT 3 OF 3 2' CALV. STEEL HORIZONTAL TRACK. 16 GAGE OR 13 CAGE BASEO ON THE WEIGHT OF THE DOOR. USE EXTRA j/4' X 3/4' NEX READ SELF ORDUNG SCREW 1/4' X 1/2' LONG CARNAGE BOLT & NUT 3/4' X 1-1/2' X 13 CAGE MIN. GALA. STEEL HORIZONTAL ANGLE 13 GAGE GALV. STEEL TRACK SPLICE OR FLAG BRACKET. FASTEN TO WOOD SNEET2MEV4 SCREWS JAMBS WITH 5/16' X 1-1/2' LAG SCREWS. DETAIL D 2' GALV. STEEL VERTICAL TRACK BOLTED TO TRACK BRACKETS WITH 1/4'-20 X 5/8' TRACK BOLTS. 18" (9 X 7). 16GA (9 X 0). OPENING HEIGHT I I II 03' (9 X 8) NOT OVER DOOR HEIGHT 2 BRACKETS EACH SIDE) COMMERCIAL (9 X 7) 42' (9 X 7) I//2' POLYSTYRENE 37' (9 X 8) 3 BRACKETS EACH SIDE) INSULATION STANDARD COMMERCAL (9 X 8) FOR MODEL 735 --\ 16 GAGE GALA. STEEL TOP BRACKET WITH 14 GAGE ROLLER HOLDER SEE DETAIL D) 2' ROLLER WITH 7/I6' OIIL STEM. TIRE: NYLON OR 7 BALL STEEL. (9 X 7). 2' ROLLER WITH 7/16' OIA STEM. TIRE: 7 SAJL STEEL. (9 X 8). OPTIONAL LOCK NOTE: DOOR MUST BE INSTALLED WITH EITHER AN ELECTRIC OPERATOR OR A LOCK (MUST ENGAGE BOTH J TRACKS ON DOORS WITH EXTENSION 3 S1RUf5 SPRINGS). 3' 20GA SEE OETAL A) GALV. STEEL END HINGE COMMERCIAL ATTACHED WITH 5 FASTENERS. 14 GAGE. (SEE DETAIL C). GALVANIZED STEEL STRUT. Ar[ACHEO WITH 1/4- X 3/4- LONG HEX HEAD SELF DRAWING SCREWS. 2 PER VERTICAL STILE) THIS STRUT ON HINGE LEAF. SEE pEfAIL C OTHER TROTS INN E OF TOP & BOTTOM SECTIONS. OPTION POLYSTYRENE 4. 73TIONOPTIONALFORN00, 724, 730 20 GAGE END STILES - FASTENEO WITH 750, 755, 426. TOG-L-LOCS TO PANEL. USE ENO CAP OVR END STILES ON 9 X e. 21' OR 24" SEE-,,IDETAIL C. HIGH PANEL MOUIdNG HALED EVERY 12• CALV. AND TYPE NAIL MIN. PREPA61TE0 STEEL 25 CAGE ALL MODELS 13 CAGE GALV. STEEL BOTTOM BRACKETEXCEPT24GAGEATTACHEDWITH2FASTENERSMODEL750. 755 BORON SCREW CAN BE ABOVE OR 2 BELOW ROLLER. I LAG SCREW - 5/18' X 1-1/2' SECTION 8—B 20 GAGE GALV. STEEL CENTER STILE TOC-L-LOC OR POP RIVETED TO PANEL. TOGA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL SECTION A —A FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16' X 1-1/2' FASTENED WITH (4) 1/4' X 3/4' LAC SCREWS. PREPARATION OF JAMBS BY OTHERS. HEX HEAD SHEET METAL SCREWS. P.S.F. TABLE ODOR SITE I ocm PEE I 1E5T PRE54R1E 1MOTH HD POSITIVE NEGIIYE IPOsflWE NEGIIYE 9'-0" 7'-O" 22.9 26.4 34.4 39.6 9'-0" 8'-0" 19.2 22.2 28.8 33.3 NOTE: A/ NON-DESCRIPTIVE20X5/8 TO BE HEX SOUS &NUTS OR 1/4' X 3/4' LONG HEX HEAD SHEET META. SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES pE-51737 - LISTED IN TABLE ABOVE VIA TESTING TO ANSI/OASMA 109-05. 972 402-9500 Pmf?%Ionol Engl f fool DETERMINATION OF SUITABLTTY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Pmddod only for "Wiieolion o r4md eonftn L1on dfloYf. F p IiIF=&EFilII r 9' SINGLE CAR) ENTER STILES AND HINGE 4' X 16' AR VENTS (1 COLUMN REO' 0. 60 SO. DI H MIN. TOTAL OPEN AREA). OPTIONAL. 1 r 3' 1 USE ONE EXTRA SELF DRILLING SCREW THROUGH 2. 7 V —I TOP LEA' OF HINGE ENO SIZE & WIN.. DETAIL A 20 CAGE ENO STILES 3' 20GA WIDE STRUT O Of O 0. 9 O O I20 CAGE 9% CAP USED ON 6DOORONLYL. H NOTE: GLAZING DOES NOT SATISFY IMPACT DETAIL C 9 X % DEBRIS REQUIREMENTS W PBC FL 15080 9 X 8 P. O. BOX 8915 Q R )ODOR 7221 RIG5 AR 501) 562- 1872 724, 426, 730, 735. 750, 755 PART NAME: WINOLOAO RESIDENTIAL PAN DOOR W1 8 IFIRAC** 12/15/11 RLB TOLERANCE 1/64NEXT 015 ANG. t 1• 2866 3/ 10/05 RLB LEVEL PLOT SCALE DATEDEC.t 111 07 0 6H BY DWG. NO. 99-8- 079 2848 11/1/07 RLB E.C. N. DATE: APPROV. NSON SHT 1 OF 3 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16" X 1-1/2- LAG SCREWS 2' GALV. STEEL VERTICAL TRACK BOLTED TO /4 TRACK BRACKETS WITH 14'-20 X 5/8' TRACK BOLTS. OPENINGHEIGHT 14NOTOVER R HEIGHT) 03 3/4' X 1-1/2" X 13 GAGE MIN. 1/4' X 1/7" LONG GALV. STEEL HORIZONTAL ANGLE. USE EXTRA FAFP14G' BOLT ! HUT 1/4- X 3/4- HEX HEAD SELF S WILLING SCREW SHEET2LETAL SCREWS• • ALV. STEEL HORIZONTAL X 16 GAGE OR 13 GAGE EO ON THE WEIGHT THE DOOR, 03' (16 X 7) 74- (16 x a) 42- (16 X 7) 50• (16 X 8) 21- (16 X 7) BRACKETS EACH SIDE 24 (16 X 8) 83 5. 20 CAGE END STILES - FASTENED WITH TOG-L-LOCS TO PANEL. USE ENO CAP OVER ENO STILES. ( SEE DETAIL C) STOP MODUXNG NARm EVERT 6• 6-0 TYPE NAIL MIN T SECTION A—B IDCOMMERCIAL GALV. ST CAEEL TRACK BRACKETS. SEE ABOVE FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16- X 1-1/2- LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. P. S.F. TABLE DOOR SIZE OESIGI PRESSURE TEST PRESSURE WIORH HEIGHT POSITIVE NEGATIVE POSTIVE NEGATIVE 16'- 0" 7'-0" 18.7 20.8 28.1 31.2 16'- 0" 8'-0" 18.7 20.8 DETAIL D 1/ 2' POLYSTYRENE INSULATION STANDARD FOR MODEL 735.— 16 GAGE GALV. STEEL S STRUTS TOP DRAD(ET WITH 14 3' 20W WIDE (16 % GAGEROLLERHOLDER3' 20GA WIDE (16 X SEE DETAIL D. (SEE DETAIL A) 2" ROLLER WITH 7/ 15- 014. STEM. rtE: S EL 16 X 7 7 BALL SHORT STEM 16 X 5 10 BAIL LONG STEM OPTIONAL LOCK —/ STRUT ON UPPER PART OF SECTION OVER LEAF. ( SEE OETNL 3 . CALV. STEEL (14 CAGE) COMMERCIAL ENO HINCE ATTACHED WITH 5 FASTENERS. GALVANIZED STEEL WITH STRUT4- XX 3/4- LONG FIE% HEAD SELF DRAWING SCREW 2 PER VERTICAL STLE) STRUT OVER HIN6). OF LEAF. ( SEE DETAIL 1- 3/8' POLYSTYRENE HIGH INSULATION OPTIONAL 1" OR 24• HIGH TOR MOO. 724. 730. PANEL GALV. AND 750. 755. 426, PREPAINTED STEEL 25 GAGE ALL STRUT ON BOTTOM BRACKET MODELS EXCEPT 24 GAGE MODEL 750. 755 13 GAGE CALV. STEEL BOTTOM BRACKET ATTACHED WITH 2 LAG SCREW S/IB' % I-I/2" FASTENERS. BOTTOM OVESECTIONA —A OR BELOWW ROLLECAN BER. 20 GAGE GALV. STEEL CENTER STILE TOG-L- LOC OR POP RIVETED TO PANEL 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL FASTENED WITH ( 4) 1/4 % 3/4- HOC HEAD SHEET METAL SCREWS. NOTE: ALL NON-DESCRPTIVE FASTENERS SHOWN TO BE 1/4-- 20 X 5/6' HEX BOLTS 6: NUTS OR 1/4' X 3/4• LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES 1X—Y! wim-r -If nu LISTED IN THE TABLE OS ABOVE VIATESTINGTOANSI/OASMA 105-. 8702-9 2 51737 00DETERMINATIONOF SUITABLOY FOR SPECDTC SITES 15 THE RESPONSIBILITY OF OTHERS. Nalesslo'l Engl.t :s sad prW`taAe enfy to vWnTcaGon Indload oominxibn drtolln. USE ONE EXTRA SELF ORRDNC SCREW THROUGH TOP LEAF OF HINGE, ENO STILE k RAIL TYPICAL FOR FLAW I NOTE: GLAZING DOES NOT SATISFY IMPACT DEBRIS REQUIREMENTS IN FBC CENTER STILES L COL.UNNSl CENTER HINGES 3 COLUMNS) 1.25- --1 -- 1 1— 2. 76• —1 DETAIL A 20GA WIDE STRUT ( 16 X 7 18GA WIDE STRUT ( 16 X 6 CONSTRUCTION STRUTS B' I OPTIONAL LONG PANEL EMBOSSES20GAGE Ero. 20 GAGE ENDCAPDETAIL C MUST MUST ENGAWITHGEEX 0. 116' X 7 O FL 15080 l 6 T X 81 P. O. BOX 89OCK.15 QAR M DOOR 722Rwnm8915000562-182 MODELS: 724, 426, 730, 735, 750. 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR 12/15/11 RLB TOLERANCE WI 8 2866 3/10/ 08 RLB oFEC t/64 NEXT LEVEL DWG. NO. 2848 11/1/ 07 RLB 1_ 1' 7 99-8-079 E.C.N. GATE: APPROV. sCALE PLOT SCALE J)R N.BYSHT 2 OF 3NONE w Florida Building Code Online F Page1 of4 RegulationBusiness & Professional r PPMW'd SOS Home I Log In I User Registration ( Mot topim ( Submil Sumharge I Stats 6 Facts f publications FaC Stan SOS Site Map Unks Search Busines product Approval Professi ai WUSElt: pubik Lim Regulation product Aooroval Menu > Product or Application Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Emall Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved G MI Windows and Doors 650 West Market Street Gratz, PA 17030 717)365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE GL Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/l.S.2/A440 Method 1 Option A 22/03/2015 12/04/2015 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6f G 1... 5/26/2016 da Building Code Online Page 2 of 4 t FL # I Model, Number or Name Description 117676.1 13540 SH 36x74 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.Ddf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fln.ndf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 27676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2026 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with ASTM E1300-04. FL17676 R2 11 Install - 3540 SH Fin 40x66.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.ndf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other. R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL37676 R2 C CAC APC 3540 Fin 44x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II install - 3540 SH Fin 44x72.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed In accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.udf Quality Assurance Contract Expiration Date 04/12/2027 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: ilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 a2 11 FL17676 RI 11 install - 3540 SH Fin ASTM E1300-04. 52x84.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01252B 7.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.udf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL27676 R2 11 08-01372 511989.0f Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.udf Created by Independent Third Party: Yes 17676.20 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2027 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL27676 R2 11 08-02247B 10.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.Ddf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC_ 3540 FLS 48x96.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.Ddf Created by Independent Third Party: Yes 117676.12 13540 SH 152x62 Finless Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62 Ddf Quality Assurance Contract Expiration Date 08/27/2027 Installation Instructions FL17676 R2 II 08-02269A 12.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 2269.Ddf Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLi7676 R2 C CAC APC 3540 FLS 52x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG2S FL17676 R2 II 08-01514 512141.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 FIS 52x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC(127751A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01. 3540.AWS.IG.FIN.48X72.R35.(0720161 Impact Resistant: No Rev.Ddf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 11 Install Instructs - 3540 SH FIN 48x72 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 308x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Bsdt Next rafflarn his :: 2940 North Monroe Street, Tallahassee Ft. 32399 Phone: 850-487-1824 The stale of Florida Is an AJEEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statemem :: 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 efecbonle 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 45S.275(1), Florida Statutes, effective October 2, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an small 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 Deparbrient with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: MiNom CreditSAFE https://floridabuilding.org/pr/pi app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 w Veiidator. / Operations AdriimWp or) MI Windows & Doors, LLC P.O. Box 310 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION- PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The -product descrlbW bdow is bereby approved for 6sG6g bi.the next issue cf the AAMA CeMed Products Oireddrik The eRproval is based. 4n sucbeWul completJon Qf tests, and the reporting in the Admin)strator Qf the res its•of igsls. aeoop" red by related dravutngs, by an AAMA Accredited Laboratory. 1. The listing below will tie -added tD the nexi published'AAMA•Certi6ed Products'Directory. SPKWICATION. RECORD OF PRODUCT TESTEDAAMANDMAM".101ILS2JA4410-08 LC-PG40'-0i4.XM34 (36x84W Negative -Design, Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MODEL'S PRODUCT DESCRIPTION MAXIMUM $IZE TESTED 3540 SH.(FINLESS) FRAME SASH MI Windows & Doors, LLC 1157 PVC)(O1X)(1G)(INS GL) • 914 rmn x 2134 nttp i 867 mm x t39Z'mm Cade''MT' iREl)M(T1LT)(ASTM) 3'0" x rd-) 2110" x r11') 2 This Certification will expire July 27, 2020 (extended from July 27, 20.15 Or AAMA 16344a) and requires validation until then by continued listing in the•current AAMA Certified Products Directory. 3. Product Tested and Reported -by! ArchItectural Testing, Inc. Report No.: 81910.61 109-47. Date of Report: August 15, 2011 ' Date: April 16, 2015 cc: AAMA JGS ACP-04 (Rev.1/11) Validated for Certification jte 4J d Laboratories, Inc. Authorized for Certification Dt= Z--Q Ameri Architectural Manufacturers Association 36" MAX. FRAME W101'H 4" MAX. ANCHOR$ TO BE EQUALLY SPACED, SEE ANCHOR CHART SHEIT 1 FOR UNIT SIZE AND ANCHOR QUANTITY O / 84" MAX. FRAME HEIGHT X LjL4" M". f SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.01-50.OPSF NONE Number of anchors required s4 each smb Height in) Penelwidlh(in 24.0 JOA J6A 24.0 2 2 12 30.0 2 2 2 26.0 3 3 3 42.0 3_ 3 3 46.0 3 3 3 4.0 3 3. 4 00.0 4 4 4 e6.0 4 4 4 - 72A 4 4 6 78.0 4 4 5 64.0 4 S 5 TABLE OF CONTENTS SHEET NO. DESCRIPTION ELEVATIONS, ANCHORING LAYOUTS AND NOTES 2 - 3 1 INSTALLATION DETAILS ea+soa OE9M"M tua •PaO O NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACiUREO TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2) WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X SUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER Or RECORD. 4) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEP.EIN. II:IND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5) FRAME MATERIAL: EXTRUDED RIGID PVC. 6) SASH UNITS MUST BE REINFORCED WITH GVL-451-020 STEEL REINFORCEMENT. MEETING RAILS MUST BE REINFORCED WITH RF-IOAS-020 STEEL REINFORCEMENT. 7) UNITS MUST BE GLAZED PER ASTM E1300-04, 8) APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN KIND BORNE nEBRIS REGIONS. 9) SHIM AS REOUIRED AT EACH INSTAUATION ANCHOR WITH LOAD BEARING SHIM, SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS, MAXIMUM ALLOWABLE SHIM STACK. TO BE 1 f 4-. 10) FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16- TAPCONS WITH SUFFICIENT LENGTH 10 ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE- WITH 2 5/8" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE A8 WOOD SCREW WITH SUFFICIEIT LENGTH TO ACHIEVE A 1 3/I6" MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLA110N DETAILS. 12) ALL FASTENERS TO BE CORROSIOpf RESISTANT. 13) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURERS INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT GE USED IN SUBSTRATES W11H STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPFCIFIC GRAVITY OF GwO.47 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI, C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE I TOR GREATER). SIGNED: 10/21/2011 MI WINDOWS AND DOORS R ;1Lpf//i/ KET STREET\\ 0 ANT_Z, VA650WEST 1703050370 v`\GENSG SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW 0 * STEEL REINFORCED - NON -IMPACT 36" X. 84 ELEVATION, ANCHORING LAYOUT AND NOTES 9 +ir, ORAWN. ONG NO. V.L. 08-01372 sAX NTS l0kl9 10/17/11, SNET1 OF 3 SONS 00clavIIpN RA7F I AFFkRfU 2X DUCK/WOOD FRAMING BY OTHERS. 2X PUCK TO BE PROPERLY SECURED i FLANGE TO BE -/ SET 114 BED OF 1/ 4" MAX. 1 3/15' MIN. 1/4' N.AX. APPROVED SEALANT C SHITA EMBEDMENT SHIM HEAP 10 BE Sti IN A BED OF APPROVED r i8 WOOD SCP.EW CONSTRUCTION SELA14T / I INTERIOR 2X BUCK/WOOD FRAMING / BY OTHERS, 2X BUCK TO EXTERIOR_ I -- INTERIOR BE PROPERLY SECURED M u EXTERIOR M FLANGE TO BE J SET IN FED OF rL SILL TO BE SET IN APPROVED SEALANT HORIZONTAL CROSS SECTION BED OF APPROVED ZX 6UOKAV000 FRAMING INSTALLATION CONSTRUCTION ADHESIVE 1/4' MAX FLANGE' TO BE SHIMSL-T IN acD OF APPROVED SEALANT --r NOTE: INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2X L3UCK 4W000 FRAMING. —VERTICAL CROSS SECTION MIWINDOWSIWDOWM AND DOORS ``J 5 Pti' L11+ER BUCK TO BE PROPERLY SECURED 2XBUCKAYOODFRAMINGINSTALLATION GRANTZ, PA 17030-0370 = ,••\GENs •,{+ SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW *• 0 6 STEEL REINFORCED - NON -IMPACT 36' X 84 ,o ki wpa INSTALLATION DETAILS Z • AT OF •Z w[ are 08- 011 T372 - i sIONA 11 NTS10/17/11 2 OF 3 AA:;ONRY/iONCRETE BY OTHERS PTIONAL I x BUCK BY OTHERS, Ik BVCX TO BE OPO-ERLY SECURED 7EE uOTE 3 S11EFT I FLAN{.E TO BE SETN WED OF APPROVED SEALANT EXTERIOR FLANGE TO BE SE11N BED OF APPROVED SEZ-VT OPTIONAL IX BUCK BT OTHERS, IX BUCK 10 BE PROPERLY SECURED. SEE NOTE 3 SHEET I I lo I a MAY SHIM HEAD TO BE SET IN A BED ^F APPROVED CONSTRUCTION SEALANT INTERIOR VERTICAL CROSS SECTION MASONRWOOMCRETE INSTALLATION SILL TO BE SET IN BED OF APPROVED CONSTRUCTION ADHESIVE 1/.• MAX. SHIM mmems s'Fv OEiCR rA)h I Mrt A-mmo 1 1/4• MIN 1/a° M4k. EMBEDAMETJT SHIM 3/16- TAPCON MASOrIRY/CONCRETE BY OTHERS INTERIOR 2 ST. EDCEGE GIST. OPTIONAL IX BUCK BY EXTERIOR OTHERS, 1 X BUCK. TO BE PROPERLY SECURED. SEE NOTE 3 SHEET T FLANGE TO BE SET IN BED OF APPROvEO SEALANT HORIZONTAL CROSS SECTION MASONRYA?ONCRETEINSTALIAM N MA ONRY/CONCRCTE NOTE: INTERIOR AND EXTERIOR FINISHES, BY OTHERS, MAS NOT SHOWN FOR CLARITI. OTHERS M650IWESTNDODOORS MARKET' TREET g111 11L1o q'. ENoGRANTZ, PA 17030-0370 v,•r G ,EP SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW 0 S = STEEL REINFORCED - NON -IMPACT 36" X 84 INSTALLATION DETAILS T E rJ0ATOF FS oRWRI; mro iro. FEti 08-- 0E1t372 V.L.ISCA' ORIOF aft NTS10/17/11 3 OF 3 it c. L. Roberto Lomas P.E. 1432 Woodford Rd. Lewisville,"NC 27023 336-945-9695 rllomas@lrlomaspe.com Manufacturer: MI Windows and Doors 650 West Market Street Grantz,.PA 17030-0370 Engineering Evaluation Report Product Line: Series 3540 Finless PVC Single Hung Window— Non -Impact Report No.: 511989 Compliance: The above mentioned product -has been evaluated for compliance with the requirements of the Florida Departmentof 09miriunity _Affairs for Statewitla Acceptance per Rule 9N-3. The product listed Herein complies with requirements of the Florida Building Code. SupparNng Technical Dowmiwtatyop: 1. Approval .document: drawing number Q"137Z fitted: Series 3540 Snless PVC Single Hung Window— Non - Impact stgried and sealed by Luis RobetW Lomas PZ Z Test report No.: B1910.01-109.47, signed -and seated by Michael D. Sb*mmel,•P.E. Architectural Testing, Im. Yoric. PA A, iKAU pMA/CSA 10111.S.2JA440-05• Design pressure: +40.10/-60.13paf Water penetration resistance 6.06psf 3. AhOw'Calculations; report number 511989.1, prepared. signed aild sealed by Luis Roberto t bmas P.E. Limitations and Conditions otuse. Maromum design pressure: ;40A/-50.0 psf Maximum unit sbw 36" x 84' Units must be glazed per ASTM E 1306-04. Frame and sash material: EAruded Rigid PVC: Sash.We and rails and fixed rneeerig rail reiriloro-nient:116114ornted steel. This product:is not -rated to be used in the HVH4 This product is not impad resistant and requlres.I npact protection In wind borne debris regions. installation: Units rtlusl be Installed in accordance with approval document, 08-t)i372- COVr1eation oaf independence: Please note that 1 don't have nor will acquire a financial interest in any company manufachAra 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 inift approval process of the fisted* product(s). 1 of 1 III111/// J S R L : q % G E N sue• .s `r 0 5 •*_ o TAT OF i,;s/ONA ` 1,` Luis R. Lomas, P.E. FL No.: 62514 11 /07/2011 I Florida Building Code Online Page 1 of 4 FL17676.16 Business & Professional Regulation d aas home I Leg In I USV Reristratbn I trot Topla I suwwt Surdwrre I Stats 6 racls I Publications I Fec Stan I Bas silo Map I Unit I seanh I Busines Product Approval Professi m 0USER: public User Regulation ulMi ft Product ADmoval Menu > Product Of Application Seamh > AODII®tbn tlsl > Application Detail FL g FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved U MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger®mlwd.com Brent Sitlinger bsitlinger®miwd.com Windows Single Hung Certification Mark or Usting American Architectural Manufacturers Association Steven M. Urich, PE 0 Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2025 12/06/2015 Yea 2008 hnvs://floridabuilding.org/pr/pr_app_dtl.aspx?param—wGEVXQWtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 FL p Model, Number or Name 27676.1' 13540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other. LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Description 36x74 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.odf Quality Assurance Contract Expiration* Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fih.pdf Verified By: American Architectural Manufacturers Association . Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate' Approved for•use in HVHZ: No FL17676 RZ C CAC AEC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed In accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 j 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.ndf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2026 Design Pressure: +3S/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3S40 SH Fin 4046.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other. R-PG40. Units must be glazed in accordance with ASTM f1300-04. FL17676 R2 11 Install - 3540 SH Fin 44n63-edf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Greated-by-Independent-Third-Party: 117676.5 13540 SH 144x72 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant.• No Design Pressure: +35/-47 Other. R-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x72.odf Quality Assurance Contract Expiration Date 08/01/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x72.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed In accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/22/2017 Installation Instructions FL17676 R2 II Install - 3540 SII Fin 44x04.ndf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https://floridabuilding.orglprlpi_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 117676.7 13540 SH 152x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25/-25 Other: R-PG25. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 35M Fin 52x84.odf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL R2 II FLI7676 117 II Install - 3540 SH Fin Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality0 Assurancesurance Contract Expiration Date Impact Resistant: No Design Pressure: •+35/-50 Installation Instructions Other. LC-PG35 FL17676 R2 II 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.Ddf Created by Independent Third Party: Yes 17676.9 j 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3540 FLS 36x84.odf Quality Assurance Contract Expiration Date Impact Resistant: No Design Pressure: +40/-50 07/27/2020 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511982odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports R2 AE 511989 3540 FLS 36x84.odfFL17676 Crcated by Independent Third Party: Yes 17676.10 13540 SH 4072 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3540 FLS 44x72.odf Quality Assurance Contract Expiration Date Impact Resistant: No Design Pressure: +35/-47 08/28/2017 Installation Instructions R2 11 08-02247D 10.DdfOther: LC-PG35 FL17676 Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports 511849B 1247.odfFL17676R2AE Created by Independent Third Party: Yes 17676.12 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate 3540ApprovedforuseinHVHZ: No Approved for use outside HVHZ: Yes FL77676 R2 C GAG APC FLS 48x96.Ddf Quality Assurance Contract Expiration Date Impact Resistant: No Design Pressure: +30/-30 08/28/2017 Installation Instructions Other: LC-PG30 FL17676 R2 I] 08-01371E 11.Ddf Verified By: Luis R Lomas, PE PE-62524 Created by Independent Third Party: Yes Evaluation Reports AE 5119888 1371.DdfFL17676R2 Created by Independent Third Party: Yes 17676.12 3540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.odf Approved for use outside HVHZ: Yes 0u/27 Quality Contract Expiration Date Impact Resistant: No 17 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/pr/pi app_dti.aspx?param=wGEVXQWtDgvFGYZsjrZFR6fG1... 5/26/2016 Florida Building Code Online Page 4 of 4 ` FL17676 R2 AE 513015A 2269.ndf Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL37676 R2 C CACAPC 3540 FLS S2x72.pd Approved for use outside HVHZ: Yes QuaHty_Assurance Contrail Expiration.Date. Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other. R-PG30 FL17676 R2 II 08-02270A 13.pd Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Odf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for. use in- HVHZ: No FL17676 R2 C CAC APC 3540 FLS 5 x84.ndf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 F117676 R2 II 08-01514 512141.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 AE 512141 3540 FIS 52x84.Ddf Created by Independent Third Party: Yes 17676.15 13540 SH 48x72 Fin Frame Limits of Use Certification Agency certificate Approved for use In HVHZ: No fL 17676 R2 C CAC APC(127751A2726.01-109-47- Approved for. use outside HVHZ: Yes R? 7326.01 3540.AWS.IG.flN.48X72.R35.(0720161 Impact.Resistant:•No.. Rev.odf_ - Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other. R-PG35. Units.must be glazed In accordance with 07/20/2016 ASTM E1300-04. Instilllatlon Instructions EL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (Ace: Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Part*. 7676.16 3540 Triple SH 10Bx74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74_Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 6s1 comet :: 19e0 North Monroe Street. Tal ahessee_ FL 32399 Phone: 850-487-2224 The State Of Florida Is en WEED employer. Cooyrloht 20D7,2013 State of Florida.:: Privacy Srmement :: Aceessibrilty Statement :: Refund Statement Under Fbr10a taw, emafi addresses are public records. If you do not want your e-mBll address released In response to a public-reeards repues4 do rot send ekctr I We mall to this entity. Instead, ca the office by phone or by traditional mark. If you have any questions, pease contact 850.487.1395. •Pursuard to Section 4SS.275(1), Florida StIkWaM efFaRMe October 1. 2012, licensees 0orrse0 under Chapter 455, F.S. must provide the Department with an ema0 address 9 they have one The ema0s provided bay be used for official mmmunlotbn with the 8ansee. flowew ernall addresses are public record. If you do not wish to appN a personal oddness, please provide the Department with an emall address which can be made avell" to the public To determine If you are a licensee under Chapter455. FS., please deck b , Product Approval Accepts Credit AFE https://floridabuilding.oriz/pr/per app dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Valr td' /Ope Adf iilr>lsaatisr3 MI Windows & Doors. Inc. P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICAT19N PROGMM AWHORIZATION FOR pRODUCT CERTIFICATION Tbo p .deWtW-beiow is beteW 8pproved W fibg In the net issue of the AAMA Cert)bed P(bWcft- Oifedory. The appnNval is tiased on suoftssM ocs nptbdon 9f•tests,-ar4 the n#pm*fg W the AdniNsOtor of the mullsof.lests, accorripanied'by related draY+0gS6 by o AM AActedited Lebora*)L I. The (tang beiow vdll tie added-W the -next pubilsfied. AAfuli4 Certified Proifuds-Diredory- SPECIFICI TION RECORD OF -PRODUCT TESTED AAMAIWDM/VCS11;'l9 U S:.'tJA44408 Negative Desigo,Pwimtrre=-5D psf COMPAXf AND CODE CPD NO. FRIES fINOGLL b WZODUC7 OESC110N MAXIMUMSM TESI 3540 TRIPLE SH (FIN) FRAME SASH MI iifrldows 8 Doofs, 1rtC. 10ti1T PVCKObf.Q)X01 (1G} Z731 Rgri x 4067,mm 860 rtttta x 919 ngrl Cade: (ID7' I- WS'Glj(itElIlFiRaTII ) 91r.x 6"2") i {r l0" x y 2.This 0artflicotioriwill expire 'ApYRA2, 201T. and*requfres vaildatlon 06 then by continued llsdng in -the current AAMA CeiiHied Products Directory. 3. Product Tested and Reported by. Architectural Testing, Inc. Report No.: C7327.01409-47 Date of Report: May,7, 2013 Date: May 8, 2013 Cc: AAMA JGS ACP- 04 ( Rev. 1111) Validated for Certification h! I r"" . led Laborabones, Inc. Authorized for Certification r 1<* LAmericanArchitectural Manufacturers Association 2' typ. 2' typ TT- 2' o.c. max. L tn fj'*WCLEARANCE ALL FOUR SIDES) LIJ111TOT.] ELEVATION 108' SHLATHINO Min Edge Distance r4 JAMB DETAIL HEAD DETAIL RASF 9y 0% Mahar Me Seetla Ditaib) tort. I i i I Mln!.Edge SIZE HEADER AS NEEDED,. Caulk under.ENTIRE perlmeteF of. Nailing M before fattening: . SHIM AS REQUIRED DRYWALL is % 1-5/8F. SCREW (SHOYM WITH 1/2' SHEATHING) MUSt•ACHIEVE t-174' PENETRATION IN70 .STUD. . SILL DETAIL Notes: 1. InstAllation depicted: bated off of structural teat report C7327.01-109-47. 2. Wood @crows shall ratify the National Design Specification for Wood Construction for material typo and dimensional requirements. 3. Wood buck installations are assumed 2x S—P—F (0-0.42) or dedeer.. Buck width shall be greater than the window frame width Tapered or partial width bucks are not allowed. Wood- buck shag be secured to the structure to resist all design loads. 4, Wood screw length@ shall: be sufficient to guarantee 1-1/e penetration into wood buck. 5. Maximum shim thickness of 1/4' permitted at each fostensd location. Shims shall be load bearing. non — compressible type. 8. These drawings depict the -details necessary to meet structural; load requirements. They do not address the air infiltratlon, wafer penetration, intrusion or thermal ppeerfomance rgquirements of the Instalblfon. 7. Installation shown.is that•:of the test window for the slztr shown and the design pressure tlalmed. For window sizes smaller then shown, locate fasteners appro c. 2' from comere and no more than 12' on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN' PRESSURE * C Wit FASTENER ME, AND ,SPACING MOWN' WILL ALLOW DE51 : PRESSURES UP TO +35/-5D UNRS UP TO 108' x 74' SEE TEST REPORTS FOR INDIVIDUAL UN1r:SIZE •AND APPLICABLE DESIGN PRESSURE LIMITATIONS) 1F. • gab awrn• i:am Vie. V,M.R. 13120-09 FIN— V s 3540 ,.Single Hung VVUdows B..Dobril Continuous Head and Sill Gratz, PA, •_ • 1_ NONE 1: 1 3546 SH CSH FIN NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3 IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINOOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE $O THAT FULL FRAME SUPPORT IS PROVIDED. 8, FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. II. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE 16 WOOD $CREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. TABLE OF CONTENTS cuccT un I DESCRIPTION NOTES ELEVATIONS INSTALLATION I m I I GATE I AMOVE0 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MAVUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM -SPECIFIC GRAVITY OF G-0.42 17. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18. THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 350OPW.•3500T, 3500SOUTES, 3500SP, 3540PX, 3540T, 3540SOUTES, 3540SP. 3250PZ, 3250T, 325OSDUTES. 325OSP. 3240PW. 32407. 324OSDILITES, 3240SP, 3500HPPW. 3500HPT, 3500HPSOLITES. 3500HPSP, 358OWP, 3580T, 3580SOLITES, 358OSP, S-350OPW, S-3500T, S-3500SOILITES. S-3500SP, S-354OPW, S-3540T, S-354OSOUTES. S-354OSP, M-350OPW, W-350OPW, W-3500T, W-3540PW, W-3540T, W-3540SDILITES, W-3540SP, 1255PW, 1255SP. 128OPW, 91OSP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. izj 1m Z_ SIGNED: 0211712016 M1OOwAND DOORS f /, 650WMARKE PA 17030-0370 Jt'. to/ C i NSFGRATZ, S Qi5 * = SERIES3500FIXEDWINDOW96" X 60" NON -IMPACT OF aNOTES % DOFF4ur • ORIO, owoNo08- 02859 atv N. G. NA 11\ suac NTS PATE 02/04/16 1 3"Lu 1 OF 3 2' I FI HI i CHART 01 2 NUMBER ANCHORS SERIES 3500 FIXED WINDOW EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING I IMPACT RATING 50.01-60.OPSF NONE NOTES: I. MAXIMUM D.L.O.: 92' X 56" 2. (2) 1- X 1/8' WEEPSLOT AT 2' FROM EDGE OF SILL FACE CHART #1 I Height REN90N9 IRtvocxnnnawarc rdRovco SIGNED. 0211712016 DOORSM650IWDOWESTM SREDSTREET GRATZ, PA 17030-0370 v•GENS••U+f 0 6 ASERIES3500FIXEDWINDOW 96" X 60" NON -IMPACT ELEVATION 7*;E OF • F•ORIOP• i . awe: avc No. aev D6-ua 1 S ao\NINAj59 wtNTS ah 02/04/16 SHEET 3 4 APPROVED SEALANT BEHIND FIN 6 WOOD SCREW 3/8" MIN EDGE DISTANCE EXTERIOR 3/8' MIN EDGE DISTANCE 6 WOOD SCREW APPROVED BEHINDSEALANT VERTICAL CROSS SECTION WOOD FRmlNO OR 2X BUCK WSTALLATION INTERIOR r WOOD FRAMING BY OTHERS 1/ 4' MAX. SHIM SPACE WOOD FRAMING BY OTHERS 06 WOOD SCREW 1 1/4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 3/ 8' MIN EDGE DISTANCE 1/ 4••MAX SHIM SPACE INTERIOR EXTERIOR oEscw nm a>E .rvawEn JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/ 4' MAX SHIM SPACE 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 ^^w yy[ f` 1• I t WOODruornFRAMINGBY OTHERS O SIGNED: 02/17/2016 MI WINDOWS AND DOORS I!l /liz PA 17030 0370STREET 6CRATZ,WESTx91R N,, .* GEN,g*.-f SERIES 3500 FIXED WINDOW 96" X 60" NON —IMPACT FIN INSTALLATION DETAILS 0 SSSTTATEE OF. ; t KV N. G. 08-02859 7s ONA;1 a s- NTS — 02/04/16 — 3 OF 3 Florida Building Code Online 18504.2 Page 1 of 3 Business &,Professional Regulation. 11 ra gas Home I lag In user Registration ( Hot Topics submit surcharge F Stats a FaCSPublcatlons I FBC Slag t gas Site PUP I UnkS f sesrCh R' a Product Approval ryUSER: Public User J• iNv Product Approval Menu > Produn or AODllotbn search > Aoolkatbn List > Application Detail FL # FL18SO4 Application Type New Code Version 2014 Application Status Approved Comments Archived Q Product Manufacturer MI Windows and Doors Address/ Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2S60 bsitlinger@miwd. com Authorized Signature Brent Sitlinger bsitlinger@miwd. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE F- Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL1B504 RO COI FL COI.Ddf 1710. 5.3 Method 2 Option B https: Hfloridabuilding.orglpr/pi app_dti.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 107 ]/8" COMBINED WIDTH WI -Ir W2 PY FRAME HEIGHT WINDOW WWDOW MULLICN 107 3/8" COMBINED WIDTH wt-Ir- W2 63' 4DOWFRAME IYINOOWHFIcHT MULVON 1SPAN) 107 3/8- COMBINED WIDTH 1 --I r- W2 83" W J WINDO WINDOW FRAME HEIGHT WWDO 1 SPAN) 1 iJ W 1 --11- 1.12 107 3/8' COMBINED WIDTH Design pram- rating (pao Units andlorod Into wood Aenitng Mullion span (In) Tributary 1&13 2.130 wid 3900 4200 n 4&W 5213 00 130.0 130.0 130.0 130.0 1300 130.026130.0 1 .0 127.2 127.0 127.0 270 33 120.7 94.3 77.9 73.8' 72.1Wk92470.6 38.0 61.5 48.8l7.43366.5 65.8 51.7 47.3 44.443.00077.8• 58.7 45.6 41.4 30.6 37.00002:1 46 0 33.1 " 29.1 20.3 24.9 107 3/8" COMBINED WIDTH WI -ir- W2 eL FRAMEI... HEIGHT MULLION l0T '/ 8" COMBINED WIDTH W1 -- jl [ W2 Aj.. I J WINDOW J FRAME HEIGHT aIIQ MULLION / SPAN) W 1 --( F-- W2 107 COMBINEDD WIDTH DISCRIInION REVISED INSTALLATION DETAILS 107 3/8" COMBINED WIDTH WI W2 3' I I WINDOW WINDOW F HEIGHT MULLION SPAN) APPROVED CONFIGURATIONS MULTIPLE UNnS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOTEXCEED fO7 ""AS SHOWN HEREIN. 04wgn pma- mung 0ps7 Units andlofed Into maaonry/oonaets Mullion Wan( in) TAbutary 1G/ 3 23.30 Width 3600 4200 In 43. 00 321J 25A0 130.0 130.0 130.0 130.0 130. 0 130.0 37. 30 WO-130.0 130.0 130.0 130.0 130.0 49. 03 130.0 130.0 130.0 130.0 130.0 130 6200 130.0 116.4 67.8. 79.3 T3.9 71 5 ' 4& 63 _ 130.0 96.6 72.9 85.6 80.5 b82 00 993 72.4 54.0 48.1 W3- r 44, 0 42,0 R62.1 45.0 33.1 20.1 24,9 LARGEAND SMALL MISSILE IMPACT, LEVEL O, WIND ZONE3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND 00 NOT INCLUDE FLANGE w I --I t-- w2 107 3/8" COMBINED WIDTH MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M- 1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND OP CHARTS MA oas No V. L. 08-01445 WkE NTS - 01/11/12 - 2 OF 3 DATE RQVW 06/ 07/15 1 R.L. SIGNED: O&V7,1015 r L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 dlomas@lrlomaspe.corh Manufacturer: MI Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: W 1926 - Vertical Mullion Engineering Evaluation Report Report No.: 512069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department 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 current Florida Building Code. Supporting Teclinical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 1/8' x 84' Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind -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; mullion or individual units. All windows attached to mullion must be manufactured by MI Windows and Doors, Inc. Installation: Mullion must be installed in strict accordance with installation instructions document 08-01445 revision A. Certification of Independence: Please note that I don't have nor will acquire a financial interest In any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1of1 01111It//// R L 0' J v C E NSF9d'_ 6251 • * _ TATE OF 01 w NA 11E G Luis R. Lomas, P.E. FL No.: 62514 08/07/2015 f Florida Building Code Online [; Page 1 of 2 Business Professional Regulation p,Mt%i a= Nome I Lag In I user lteghstratlM I Hot Topb I 1us'r e Product ApprOYaI Pao ssib a &USER: Public usw Reg latiori - s,&Wt Uld*Me 1 Stahs a Fags I pubVmtlons I FBC sae 1 905 sib Hap I Lbua 1 SeDIM I OWM > Aovnpisim oeeD', FL * FL12019-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Emall 5140 W CLifton Street Tampa, FL 33634 813) 884-0444 lyle.pestow0acm-metals.com Authorized Signature Vivian Wright ridcw®rwbldgconsultents.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 y, 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 03/02R020 Validated By Ryan 3. King, P.E. L Validation Checklist - Hardcopy Received Certificate of Independence gU20io Rom] CSftffigZ Of ]n1(poendanee.adf 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 bttps://www.floridabuilding.orglpr/pr app dtl.aspx?param=wGEVXQwtDquJEQfBP6a6FJ... 7/20/2015 ACM11A AMMCAN CONSUrdCTION MHALS 5140 West Colon Street Tompo, fi 3M TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENRAI NOTES 1. This product has been evaluated and is in complance wrlh the Sth Edition 12014) Harido Bullding Code excluding the'l igh Velocity Hurricane Zone" jHVHZ). 2, product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material Mal be beyond wall dressing or stucco. 3. Sfie conditions not covered by this drawing are subject to further engineering onalysis. 4. Wood/CMu wall construction, by others, must be designed property to receive loads from the soffit and/or 2" x T batten strips. S. Aluminum soffits shall contarm to the requirements of FBC Section 1404.53 and labeled according to FBC Section 1710.9 TAME OF COME elevalioils a 1Totes 2 Panel detaft_ 3 saml etolb b d n preswres 4 sotradelaft&dedan S Sotfit dekiL design preS9ues 8 ba of rTlaterl. Tt1rLE 4 Wo121D11511r04 W014 ["NM QUAD 4 Q4 Q.&O111411rt"M Ti Rg i n° P R-12019J ° ow s ROOF OV901ANG SPAN -'A ' ROOT OVERHANG ROOF OV9t11A1dG SPAN -. . k o w ROOF ROOF fOFRAMRFRAMING —FRAMINGFR ALUMINUM ALUMINUM fA6[UI FASCIA 9 p TRIM -_ - 1ROI l =WI SOFFIT- EMU OR SOFFIT J EMU oa .. soFFn- 1 u OD mHOOD DEFAIL-C' FRAMED Sff013A11'A' FRAMEDSffDEIAR.'A' FRAMED SEE .0 ' .. EE DETAV D' SET: DEVIL-C' SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/3-CHANNELS SIDE VIEW - SINGLE SPAN w/7-CHANNEL Mon, vw! 111toffi "a 11960 r) (Shorn rd buzmr&169 mod) (Sham ad trLwMmrbg omue-V) SINGLE SPAN LENGTH 4' DESIGN PRESSURE (PSQ POSITIVE NEGATIVE B' 70.0 141.0 TLrV+ 60.0 60.0 lr 500 Ile 38.5 Ir 30.0 TRIM NAIL ATTACHED 3THROUGHFASCIANOTE Id' O.C. mktFOR SQUARE CUT OVERHANG. TRIM BOTTOM OF FASCIA FLAT STAPLES INSTALLED 0 IT O.C. ONTO WOOD) N XHANNEI SLOT OR T-NAIL 0 12'O.C. 1 AGAINST PANQ W WOOD OR MASONRY) 7 STAPLES LOCATED 8: M O.C. INTO FRAMNG St 88 STAPLES 1 2oc-INTOLOCAFRAMo® A' } tt NOW. WOOD FRAMING AND CONNEC110NS TO BE STAPLES BtSfAU ED 0 DESIGN® BYTHEARCHITECTORENGO®T ENDOFPANGAND _. OF RECORD r MAIL O.C. SEE DETAIL'J'. SHEET5) 1/SMAX. - 11 3 8DETAIL " A". at STAPLES NSTALLED LF 2POZ- PNTO WOOD) ONFCNAHNELLEGORT-NAaOIrO. C. INIO WOOD OR MASONRY) t STAPLES INSTALLED 0 Ir O.C. (INTO WOOD) S I/ B'ATA1L , 10 NF ®tro. 0 INTO WOOD DETAIL " B " FChannel Iffi; ily' ll f f luIllI Ili illlili . -` II jl ljl II JJ 1S STAPLES MAIL® 01r O.C. ONTO WOOD) N-L HANELSLOTOR144AMOIrO.C. can N.T.S. DETAIL n D " am O: JK 0 J-Chanel SUBSTRATE MOTS: 1. WOOD SUBSTRATE G - OA42OR BETTER e•:a• LFS mu o FOSCIO 2. MASONRY SUBSTRATE 3,000 PSI CONCRETE (Aa 30)) FL-12019.1 OR HOLLOW BLOCK (ASTM C90). sar n ITEM DESCRIPTION MATERIAL I FASCIA.0216-THK.AL3105-H14 ALUMINUM 2 - f NEL.o15S'THK. AL 3105 - H24. - ALUMINUM 3 F' CHANNEL A155' THK AL 3104 - HI9 ALUMINUM r QUAD 4 PAN& A115 OR.0)3rTHICII AL 3105 ALUMINUM 6 TRIPLE 4 PAta .011 S OR .013rV THICK) AL 3105" - ALUMINUM 7 15x1-3/4'TRIMNAIL SS. 8 18' GA. X 1/4' SS STAPLE ! 7/8' mK NB S 9 7 X 2 -BATTEN STRIP JG-A2 OR BETTER) " WOOD 10 APA B-C- GROUP 1 EXI.15/32' PLYWOOD OR BETTER WOOD 11 1 j..wr OLA- T*4AIL twl S/8' MN. EMBEDM - Sly 12d X 31/4' HD. GALY. STD COMMON NAIL 0 2C O.C. % w/ 1-/4' MIN. ea DETAIL is H " FRAMING 10-642)' ATTACH wl2.8d COMMON NABS 0TOP TO ROOF FRAMING STAPLES INSTALLED 0 END OF PANEL AND e' MAX O.C. SEEDETAL'1I -- C. MAX - MAIL"1" I" ROOF CVERHANG ROOF FRAHM SPAN ' A ' jig o etBet jigSEEDETAL.B. SHEET 3) i QUM DXGAI 81133 (T EM CA' WOOD COMMON NAIL ® 2C O.C. SEE DETAIL' A- - i T - FRAHM w/ I VC MN. EMS. (SKM 3) CONIQAISEEDETAIL'H' BATTEN ! SPAN SIMMINSTALLED 0 SIDE VIEW - DOUBLE SPAN w/BATTEN , 84D OF PANEL AND (Stmvm w/ du liramirg C"kver) e' MAXO.C. SEE DIJAIL'J I SPAN ' A TWIN SPAN LENGTH w/ CONTINUOUS BATTEN A' DES16N PRESSURE (PSF) Nf( iATP E 16• 70;0 1Rr F.+70.0 s 66-S r 0 60.0 27 S4.S S4.S 24• smo so.0 ROOF ROOF OVERHANG SEEDETAIL" G' SHEET 4) SEE NOTE 2 EMU OR WOOD SEEDEAIL' L. 8 T1 FRAHM SEE DETAIL A SHEET 3) SIDE VIEW - DOUBLE SPAN w/BATTEN CONNECTOR NOTFx ( St-- W/ bu-/f aMrg oaftm) I. WOOD FRAMING AND CONNECTIONS 70 BE DESIGNED SUBSTRATE NOTES: BY THE ARCHRECT OR ENGINEER OF RECORD 1, WOOD SUBSTRATE G - 0.42OR BETTER I12dCOMMON NAIL ORVICOWTAPCONCONCRETE SCREW IMASONRY SMTRAMUODPSI CONCREIE(ACI301) MN.1.1/4' EMBEDMDO) • 24' ON CENTER OR HOLLOW BLOCK (ASTM C90). Florida Building Code Online Page 1 of 2 RegulationBusiness & Professional r tea_ ecs "WM I coo in I user ReolsaeOW i "a -room I submt Surdurye I ifs a Fees I Putft*WM I FBC %W I et6 SUB wP I links I Sears I BU, I e Product Approval Ptflfe s. 1 1USM: Pubkusu egulatiol AODrlrstla®aepa 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 600 Atlanta, GA 30328 770) 946-4571 mcolllns®atlasroofing.com Authorized Signature Meldrin Collin mcolllns0atlasroofing.com Technical Representat ve Address/Phone/Email Quality Assurance Representative Address/Phone/Emall 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 R Validation Checklist - Hardcopy Received Certificate of Independence O1 IMS R4 DO AIW60 A 2014 FEE Prodki Evaluation SShinoles.edf Referenced Standard and Year (of Standard) Standard UK ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS107 1995 Equivalence of Product Standards Certified By sections from the Code httpsJ/www.flori&buBding.org/pr/pr app dtl.aspx?param vGEVXQwtDgWBMjgU1j3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Pioduct Approval Method Method 1 Option D Date Submitted 06/26/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07105/2015 limmery of Products r m • FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions . • , , Approved for use in HVH71 Yes F+-i da k 1t•ATIA3002A 2014_'FBtMook Evils lam Shlriales.odf Verified By: Zachary R. Priest 74021 , Crested by Independent Third Party: Yes Approved for use outside HVHZ: Yes impact Resistant: N/A Design Pressure: N/A Other. See evaluation report for limits of use : Eva llu atttiion Reports 7ntf24. I Created by 5hIndependentThird Party: Yes 59 1 :: 7y j Tirsti e{+"°" fwtiiie• a5o:4s.tva_ Wo State or FNAM K An AA/FT.•O wnlrloyar; .: Prlvacv rerrwnt :: :: Under Floridb taw, wTwV addresses are publk remrda. V yw dD not Mint your *.wM address released 1n nespact We publk-records repueet. do not send alecbonic man to thbwl ty. Instead, oonW the oraoa by phwe or by badalmrot n%L I7 you have WW eueabM pie wntad I5a.487.095. •Pursuant to SeCHM 455275(1), Ronda Ste AM dred)ve 0d1Dba 1.103Z QW60 5 aX - I Un t 4014V r 455. FS. - provide the aepantrot wah an emap addmn d • dray have am-Mm emus pmvbW may be used for Ofadal rsrmnm40tlon with tiro Ioensea. However emaa addrem are PON: record. V you do not wtSh to supply a perSMI addreM please I. OVi a the Department wish an snap address vrMdr can be made avatlalde to tiro pubnr. To determna If yw area awtarro under Owpter 455. FS pie dtdr b2M, Prg0w* Approval Ameptst iS rnrri SAFc https://www.floridabuilding. org/pr/ pr app dtl.aspx?param=wGEVXQwtDqudBMjgU1j3N... 7/20/2015 C REEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE V EDmoN (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 (Q(JA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.Z7.1, 1523.6.51 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity PRI Construction Materials Technologies (TST5878) Re o ATL-079-02-01 Standard 3161AS Y 10D 1995 PRI Construction Materials Tectmologies (rST5678) Materials Technologies (TST5878) ATL-083-02-01 ATL-086-02-01 Rev 1 TAS 100 ASTM D 3462 1995 2009 PRI Constriction PRI Construction Materials Technologies ATL-104-02-01 ASTM DPRIConstructionMaterialsTechnologles (W5677) ATL-106-02-01 ASTM D 3316 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATLA06.02-01 Rev 1 3161TASTMOD 9D9 PRI Construction Materials Technologies (TST5678) ATLA07-02-01 TAS 100- TAS 1 DD 1995 1995PRIConstructionMaterialsTechnologies (TST5878) PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 ATL-109-02-01 ASTM D 7158 2A0Bd PRI Construction Materials Technologies (TST5878) . ATL-116.02-01 ASTM D 3462 ASTM D 3462 2009 2009PRIConstructionMaterialsTechnologies (TST5878) ATL-118-02-01 TAS 1DD 1995 PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) ATL-119.02-01 ATL-123-02-01' ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) PRI ConstructionMaterials ATL- 125-02-01 Rev 1 TAS 100 ASTM D 7156 1995 2008d j. PRIMateerialsTechnologies (TST5878ogies ). A132-02-01 ASTM D 3161 0D9 TAS 107 1985 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM D 3161 2009 TAS 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM D 3462 ASTM D 3462 009 009 PRIConstructionMaterialsTechnologies (TST5878) PRI Construction Materials Technologies (TST5878) ATL- 136-02-01 ATL- 137-02-01 Rev 1 ASTM D 7158 008d PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM D 7158 2008d 2009 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 TASTM D 3161 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-M ASTM D 3161 2009 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 1995 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 ASTM D 3161 2009 PRIConstructionMaterialsTechnologies (TST5878) PRI Construction Materials Technologies (TST5878) ATL- 167-02-01 ATL- 168-02-01 ASTM 2009 1 3161 1995 PRI Construction Materials Technologies (TST5678) ATL-169-02-01 ASTM D 3462 20D9 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01' ASTM D 3462 Pagr< 1 of 8 ATL13002. 4 FL 16305-R4 tMevaluatloh report Is provid for State of Florida product i50r&al under Rule 61G20-3. The marl"ufae3umr shall nottly CREEK quality or urancechanges recommended Wit, orhe duraffion for which this report Is valid. oVw product attributes that are not Thhiss evaluatihnical on report does not eWressna N warren specifically addressed herein. ROOFING CORPORATION. CRE£KATLASj Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM•D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (rST5878) ATL-174-02-01 ASTM 0 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) ATLAIM& 2-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 34ab 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) thermallyad'ivated, self-sealing sealant stripe -that complies with ASTM D 3462: Prol-AM"' 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 0.3462: Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Gass 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•D3461, 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:- StormMasterO 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. Technical Services, LLC of any product char This evaluation report does riot express nor specifically addressed herein. FL 16305-R4_ _ _..P_tlge2 of 9. Aft product approval under'RuTe 61G2o:& The imwwft ww shall notify CREEK or quality assurance changes throughout the duration for which this report Is valid, y warranty, installation, recommended use, or other product attributes that are not 0 CREEK TECHNICAL SERVICES, LLC INSTALLATION _ GlassMaster® 30 & Basic Wind Speed MO: Tough -Master® 20 Basic Wind Speed Nod): Deck (HVHZ): Deck (Non-HVHZ): Undertayment: Min. slope: Installation (HVHZ), Installation (Non-HVHZ): ATLAS.ROOFING CORPORATION Asphalt shingles Max. 194 mph Max 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in,. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in, plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12.- Installed with 54nch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 54nch 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' Nlilt Sir I•---12- ---+ 12- --+--1 r-- Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattem (Non-HVHZ only) 3B' I I N-1•...: iJaNs . . l .4 Figure 2. GlassMasterO 30 a Tough-MasterO 20 6 Nail Pattern ATL73002.4.. - _ ._ _ FL 16305-R4 Per 3 019 This evaluation repoifIs prWiled for State of Florida product aPDre > Rule 61520-3 The manufacturer shall .. _.. CREEK. Teas evaluationationServices, p LLC of any product changes or rarraquality Installation, recorrmwided use orcechangesthroughoutthedurationforwhichthis other product aftutes are not is aikl. This evaluator report does not express nor imply , specifically addressed herein. C,,,R- ' E---EK TECHNICALSERVICES, LLC Prol-AM"' Architectural Basic Wind Speed (V,m): Basic Wind Speed (Vwd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min.. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 In. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed 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 manufacturers published installation instructions. Shingles shall be attached using either *4 Nail Pattem' or *6 Nail Pattem' detailed below. W3W 1mdo ire_ .. r 12 yr T. x 0 0 0 0 0 0 .o r , Q X3 ' a o 0 0 0" T Figure 3. ProLAMTO Architectural Shingle 4 Nail Pattern (non-HVHZ only) I; Figure 4. Pro-LAM7" Architectural Shingle 6 Nail Pattem FL Tiil9-eVat>ori I6W1B-provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CRE Technical Sovim, LC of any product &ranges or quality assuranos changes throughout the duration for wlkh this report Is vi This evaluation report does not express nor imply warranty. installation. reoomnrended use. or other product attribWes thk are specUrcaly addressed herein. N CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphaft Shingles Pinnacle® Pristine & Basic Wind Speed MO: Max..194 mph StormMaster® Shake Basic Wind Speed (Vaad):. 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. 15132 in. plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. Undertayment In accordance with FSC 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 shag be attached using either'4 Nail Pattern' or'6 Nail Pattern' detailed below. WSW Figure 5. Pinnacle® Pristine and StonnMaster® Shake 4 Nail Pattern (Non-HVHZ only) ma. Ur C==•ooCD cm iCX cm cm oo 000 o0o C= SUP Figure S. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern 1630fsR4 6019 This evaluation report Is provided for State of Florida product approval under Rule 61620-3. The manuracdxer snarr•now t;KMA 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. reconunended use, or other product atlrmutes that are not specifically addressed herein. CREE TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed {Vw): Basic Wind Speed (Vwd):: 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. 7116 in;.OSS existing construction. In accordance with FBC requirements. 2:12 and in accordance.with FBC requirements. Contact the Alas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 6.5 in. exposure in accordance with FBC requirements acid manufacturers published Installation instructions. Shingles shall be attached using either'4 Nail Pattern' or'6 Nail Pattern' detailed below. Figure 7. Stor nMaster® Slate 4 Nail Pattem T 1 Figure 8. StormMasteril Slate 6 Nail Pattern Ai7J 9002 4 —_ . FL 163W 4. -- Page 6 of 9 ThTs• €vaTu e %-'ir 'Fepod11U-provided for Slate of Florida product approval under Rule 61G20-3.: The manufacturer shall notify CREEK Services. LLC of arty product changes or quality assurance changes tirrougharl tin; duration for which this report Is valid. This evaluatlon report does not express nor imply warranty. Installation. recommended use. or oth ar product atMbules'•that are not specifically addressed herein. 0 , CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro-Cutb1 Starter Strip Basic Wind Speed (V,o: Max. 194 mph Basic Wind Speed (Vow): 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. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Undertayment 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 in accordance with RAS 115 and manufacturer's published Installation instructions. Shingles shall be attached as shown below. Installation (Non-HVHZ): Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below.. ua sa ray..r ry o Figure 9. Pro -Cut® Starter Strip Ir 1 ATL73002.4 _ _ FL IQ305-R4 Page 7 of 9 This evaluation teporlis "Iftd for Slate of Florida product approval under Rule 61 G20-3e 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 TECHMCAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (V„O: Basic Wind Speed (Vase): Deck (HVHZ): Deck (Non-HVHZ): Underpayment: Min. slope: Installation (HVHZ and, non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max.150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in, plywood or wood plank for new construction; Min. 7116 inc OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Installed with 5-5/8 inch exposure in accordance with RAS 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind,.. Y 12 ga,/Y1-1ring t f' shank nail 1 Figure 10. Pro-CuM Hip & Ridge An13DM4 R 18305;i4 Page 8 of 9 i srev n report is provided -for state of Florida product approval under Rule 61G20-3;.: The manufacturer shall no" CREEK Ter hr" Services. LLC of any product changes or quality assurance Changes ttuoughout the dureHori for which this report is valid. Thisevaluationreportdoesnotexpressnorimplywarranty. Insta latim. recommended use. or other product attributes that are not specifically addressed hereln, I.:CREEI<• TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphak Shingles LIMITATIONS - 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. . 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-fi 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 undertayment 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. When; discrepancies exist between these sources, the more restrictive and code compliant detail shall prevaiL 8) All products fisted 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 BuildingCode5eiEdition (2014) as evidenced in the referenced documents submitted by the named manufacturer. T STATE OF :U 2015.06.2 912:55:48 041001 Zachary R. Priest. P.E. Florida Registration No. 74021 Organization No. ANE9541 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 ary comparry manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire. a financial interest In any comparry manufacturing or distributing products under this evaluation. Zachary R Priest. P.E. does not have, nor will acquire, a financial Interest In arty other entity Involved In the approval process of the product. END OF REPORT ATL13002A . FL Wevaluation report Ys provided for State of I Moa pnmua apinwa" Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. Tl This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK Certif(cate of Authorization No. 29824 17520 E Tampa, FL 33647a, Fl. 3647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT • .._ _ FLORIDA BUILDING CODES`" EaTIoN (2014) Manufacturer. ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Ailinta, 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' Report No. Standard PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM U316l 2009 TAS 107 1995 PRI Construction Materials Tedmologies (TST5878) ATL-083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM D 34M 2009 PRI Construction MaterialsTedmologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Tedmologies (W5878) ATL-106-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 Rev1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5876) ATL-109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-116-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA 18-02-01 ASTM D 3462 2009• PRI Construction Materiels Teduwlogies (TST5878) ATL-119-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123.02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-m-om1 TAS 106 ' 1995 PRI Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7156 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133.02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 ASTM D 3462 2009 PRI Construction Materials•Tequwlogies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7168 2008d PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM D 71S8 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Menials Tedmicgles (TST5678) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 AT1. 13002A F,LJJ600544.. Technt Services, LLC of any.product changes.or Quarry assurance changes throughout the duration To which this report is valid. This evaluation report does not ogress nor imply warranty, installation, recorrhnended use, or other product attributes that are not spedflcally addressed herein ATLAS ROOFING CORPORATION CREEKAsphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (fST5678) ATL-172-02-01 ASTM D 3462 2009 PRI ConswcUon 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 ASSTTMO 3161 20009 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, 34ab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough-Master4i 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore a 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 -Cuts 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. Prol-AM"' 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. Pinnecle® 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) SttormMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfleld) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StornMaster® 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. ATLJ3002.4 FL 16305-R4 Pia' p,2 of 9 This evaluation repbrW 19 provided for State of Florida product approval under RWOOG20-3. The menufacdurer shall no*CREEK Technical Services, LLC of ariy product changes or ghfelily assurance changes throughout the duration for wttich this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use. or other product attributes that are not spedticaliy addressed herein. 01t. tK- TECHNICAL SERVICES, LLC INSTAU AMON GlassMasterO 30 & Basic Wind Speed (VW: Tough -Master® 20 Basic Wind Speed (VaW: Deck (HVHZ): Deck (Non-HVHZ): Underlayment MIA. 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. 191'32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing constivction. In accordance with FBC requirements; Solidly sheathed min..15/32 in. plywood- or wood plank for new construction; Min. 7/16 in: OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greaterthan 21:12. Installed with 54nch'exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed Installed with 54nch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either 4 Nail - Pattem••or'6 Nail Pattem' detailed below. S/g• Figure 1. GlassMasterOD 30 a Tough4aster® 20 4 Nail Pattern (Non4WHZ only) 1_ -zoo J. I F--12- m I n 12'—+-12'-- Figure 2. GlassMasterO 30 & Tough-MasterOD 20 6 Nail Pattern ATL13002.4 FL 1005-144 __ Tednrieal ServicesLLC of any product dmVes or quail asswance charges throughout the duration for wNch this report is valid. This evaluation report does rmt 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 (V,a): Basic Wind Speed (Vacd): Deck (HVHZ): Deck•(Non-HVHZY Underlayment Min: slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions.• Shingles shall be attached using either '4 Nail Pattem' or *6 Nail Pattern' detailed below. m w 12P9+.w.emdwrd mar N'1rtl ttvr . r iry x 0 cm C C C C C C C C C C C C C s our 7 . I L Figure 3. ProLAMTM Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro -LAM" Architectural Shingle 6 Nail Pattern Technical Services. LLC of any product changes or quarmr assurarwv cnan8as UU VUUIIUUL aw Thiswatuationreportdoesnotexpressnorimplywarrardy, installation, recommended use. or -other product attributes specNhaily addressed herein. CEEKK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (V,e): StonmMasterO Shake Basic Wind Speed (Vaw): Deck (HVHZ): r ATL19002.4 Deck (Non-HVH4. Undertayment Min. slope: Installation '(HV HZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Aspha@ Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements: Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 'and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21-12. Installed with 6 in. exposurein accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pettem' 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. ny. - Figure 5. Pinnacle® Pristine and StorrnMaster® Shake 4 Nail Pattern (Non-HVHZ only) Figure S. Pinnacle® Pristine and StormMaster@ Shake 6 Nail Pattern 1 Technical Services, LLC of any product &ranges or quallty.essurance changes throughout the duration for which this report is vali& This evaluation report does riot express nor imply v ananty, Installation. recommended use, or other product attributes that are not specifically addressed herein. MOREEK: TECHNICAL SERVICES, LLC StormMaster® Slats Basic Wind Speed (VwO: Basic Wind Speed (Vmdi: Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in, exposure in accordance with RAS 115 and manufacturers 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 manufacturers published installation instructions. Shingles shall be attached using either *4 Nail Pattern' or *6 Nail Pattern' detailed below. Figure 7. StormMaster® Slate 4 Nail Pattern Figure S. StormMasterO Slate 6 Nail Pattern FL 6 of This evaluation report is provided r State OT Florida product.approval under Rule 61G20-3. The inarnd`eifiudi Shall notify CREEKTechnicalSenvioes, LLC of any product changes or quality assurance changes throughout the duration for which Uds report is vslW. This evaluation report does not express nor Imply warranty. installation, recommended use, or other product attributes that are not specifically addressed herein. CA.EEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (V,m): Basic Wind Speed Nod): Deck (HVHZ): Deck (Non-HVHZ): Undedayment Min. slope: • • , Installation (HVHZ): Installation (Non-HVHZ): 3.vr • r 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:•. u..svras r.+ rl _._ I-T Figure 9. Pro -Cut@ Starter Strip specifically addressed herein c.kEV.K TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (V,aJ: Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Undertayment Min. slope: Installation (HVHZ and non-HVHZ): ATLAS ROOFING CORPORATION Asphaft Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 1%32 in -plywood or wood plank for new construction; Min. .15/32 in.. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSS existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements.. Installed with 5-5/8 inch exposure In accordance with RAS 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. ' 12° _1. 12 ga. 1-11r ring r- shank nail ' ya r r i Figure 10. Pro -Cut® Hip & Ridge 13002.4 Fl. 18305-R4 This evaluation report i9-provided for -51M or rwnva plvuwx w+w V-W W.— Thesisevaluationicalnreportdoesrotexpressnrces. LLC of arry product lmpl warranty. installation. es or quality assurance recommended use. orhoutthedotherproductatlrfbutesare vaUnd specifically addressed herein. C e. K TECHNICAL SERVICES, LLC UNTATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 1) Fire Classification is not within the scope of this'evalualion.. 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 it in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-111 or less. 5) Deck substrates shall be clean,. dry, and free from any irregularities and debris. All fasteners in the deck shall'be. checked for protrusion and corrected prior to underlayment application, 6) • Shingles shall*be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall •comply with this report, the FBC,' and the manufacturers published application lnstadions. Where discrepances exist between these sources, the more restrictive and code.coMplient detail sball prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMIPUANC€ITATCkENT The products evaluated herein by Zachary R. Priest, P.E. *have demonstrated compliance with the Florida Building Code 501 Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. Y! 2015.06.2 912:55:48No. 74021 . cr*.: 04' 00' 59'A7 Q W P% 4:0 R %V N j 3!. ' • ••" ! ONAL Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor Will 4 acquire, a fnandal Interest in any company manufacturing or distributing products under this evaluation. CREEK TedWcal Services, LLC Is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest. P.F_ does not have, nor will acquire. a financial interest In any company manufacturing or disbibuUng products under Ift evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial Interest In any other entity Involved to the approval process of the product. END OF REPORT R 1 • Florida Building Code Online Page 1 of 2 ProfessionalBusiness • • Fi ewvIuIusarRspisbatloniVAT60MIsubneSwdmv. I Sens a rats I 1 U" I I qp r ecis uct Approval vuNt Umw i la on• a iep•Dditl; F115216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Ard Ned _ ... .. _ . . Product Manufacturer InterWrap, Inc. Addressl/Phone/Emall 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas®Interprap.com Author zed Signature Eduardo Lozano elozarw®Interwmp.com TerhMcal Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 776) 945-2891 elozano®Mteiwrap-com Quality Assurance Representative Addrets/Phone/Emall Category "ng Subcategory Underlayments Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida Ucense 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 Evaluation Report from a Florida Registered Architect or 8 Ucensed Florida Professional Engineer Evaluation Report - Hardoopy Received Robert Nleminen PE-59166 Intertek Testing Services NA Inc. - ETL/Wemock Hersey 111171201E John W. KnewAch, PE S5 Validation Checldist - Hardcopy Received 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9S T1507.8 https://www.floridabuU&ng.org/pr/pr app dtl.Wpx?pmm-- vCEVXQwogv3yVVUZIQ... 7/20/2015 A Florida Building Code Online r 1 '-- - Page 1 of 1 V Business Professional Regulation eas ieorrls I eoI >n I its:r Re•btntion I Hoe Topk$ I submit su,&,0 Me I sus a Fels I thrblodM I FIC Sh0 I SM sl "op I u dls I SorN I- - - - Bus ne rodud Approval P Psi . P u9w Regulation Search Criteria Refine Search. Code Version 2014 FL* 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use In HVHZ AIL AjWroved'for useouts- & HVHZ ALL - - - - - — -- - - - - Impact Resistant ALL Design Pressure ALL Other ALL slarLr Rs • rt oons flag. Tea Monufaeturec _ w afted Bt Ram F6, 5216-11 I ptevision InberWraP. Iris- - -:- .+- ohn W. Knezevich, PE Approved History Cateporyt Roofing 954) 772-6224 sube ebe ., Underieymen s 1lrh- rt.K+_iWNIC122aeaft1W We Staee of Ponds ht an ANC eMWA r. c: PA4m slaterneM :: B :: Refund SUlament untie Rohde law, emel addresm am putft nemrde. V you do not warm Yeur amen addret, refee>ad to reMnroe to a publh-records rOWAS . Oe"MSOW elcbonkrreltbarbedM• Deed, mneers de orpoa by phone or by tre&AMI mal.•u You P&v any auesttore, pleas OMMa 11M.407.23I5.'noswe to Setlbn 455.ZMI), RWW SWOM. dreethe onoW i 2/1L I wam Iorrsed under C opter e5S. FS. rust prPWM de Oeperbrem vdth an erorat wishW r addressIFthatheree. mThaemaerOrovldedetleDepermatrdnrMthanenroladdrenMddr ave0eb4 to IM prbHL To dtM$ thY You ersdi 1111 I under supply a personersmress, Dleese prwMs Chapter 455, A.. pteeia CM haft. T-.-.-^WVVr Awepto https://www.floridabuilding. orgtpr/pr app lst.aspx 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date validated Date Pending FBC Approval Date Approved Method 2 Option B 04/28/2015 04/29/2015 05/04/2015 06/23/2015 f1 a; I Noeeb Number or Name pescripoon 15216.1 RhlnoRoof Underlayme Is Synthetic roof underinyments Limits of Use - .. installation Instructions Approved for use in HVHZ: NO Fl 3 5216 E' II 2015 04 FINAL ER IP nH RP F EL3521L Impact Approved or use N/ A NVFIZs Yes BY: Robert Nieminen PE-59166 Design pressures N/A Created by Independent Third Party: Yes Odten See 8R Section 5 for Umits of Use. rValpo"Orl.RePorts. . ea i r+ 2 ' IL 101i}'. F1N k i' EA INI ERWRnO RNdgOCP AiS`2iS Created by Independent Third Party: Yes 7 The stabr or Rortm k an r AfWD emWaMr, .too Undo Rmlda wr, enur addresses an putft rerordL II you M rA w+t s0la: emu. > 1 oenr m, pto n oaaarr eso semi. . nsrJiartto elemank map to"entity. InO" oho tin OraOl py por m SeAlon A-M 275(1). Rahn SleLrl!!L et)MtIIs OomYbo 1. 2032 Umtsaes B 0 unlb pggo 455, i5 rm6 prov100 emirs b VN " n0 t0fOft hone OIL The Ones provkw rr rtR4*d 10r w ebu b+lr ties aahseL Mgauo ernsB ( TO deter" d you are a Ikensee undo supple a unsold addrem pdrase pmvwe OI!'!Mojtw l MIT A l'e r a ynraratde wvwvdw— stems dick pm& xt wpo. owt tee: c, SATE https:// www. floridabuilding. org/pr/pr asp dtl.aspx?param-wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 f* Q0'TMN,nY'JE'RD EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate 4Authorization #9503 353 CHRISTiAN STREET, UNiT 423 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT hitetwrap, Inc. Evaluation Report 140516.0MI-112 32923 Mission Way FL152164R2 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 goveming-the use of construction materials in the State of Florida. The documentation submitted has been'revimed tiyttobert Nleminen, P.E. for- use of -the. product under the Florida Building Code and .Florida Building.Code,-Aesidential Volume. The products described herein have been evaluated -for compli rid with the a Edition (2024) Florida Building Code sections4wwd. herein.- DESQUPTION: RhinoRoof Underlayments LmEuNe: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPumms: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation,changes,.or- provlslor+s•cf thetcde that -relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nleminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrWdyIERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. AvvERTgol mn The Evaluation Report number preceded by the words `TrinityIERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INspECnoN: 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 ]oil 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 DrA ANEM3 Thal , " setaatrooftrtaauthottradbyRobertrDetnh % PbcaOV IMW W&duorotwwaonabOmdttmvftrod dmmwrL Niwd. wbd Audmpks has bmiraiettdtted to ft Pto&nAmroualAdtebibdtaWWAto0o tweed tfletd COMMON OF INDEP6ND6IM L 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. Trinityl ERD Is not owned, opereted'or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nleminen, 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 Nleminen, 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, istwas used for permitting or design guidance unless retained specifically for that purpose TtRINITYIERD ROOFING COMPONENT EVAWAmom 1. SCOPE: Product Category: Roofing Sub-CCategory: 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 Umitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.23,150753, T3507.8, Unrolling, Breaking Strength, Pliability, loss ASTM D226 2006 1507.83,1507.93,1507.9-S on Heating 1507.23,1507.53, lsm g3, Unrolling, Tear Strengtih, Pliability, loss on ASTM D4869 2005 2507.93 Heating, Uquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity r ITS CM 1 Physm rop MM39395CDQ-M IOM39395CDQ-002 1On7/2012 10/27/2011 iT5 R5T1509) ITS UST1509) Physical Properties Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Cluality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhlnoRoof U20 is a muitilayered polymer woven coated synthetic roof underlayment Intended as an altemate to ASTM D226, Type I or Type II felt or D4869 Type 11 felt. RhinoRoof Undedayment is available in 424nch wide rolls, and can be produced irt_various other sizes. S. UmmAnoNS: 5.1 This is a building code evaluation. Neither TrinitylERD nor Robert Nleminen, 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 5.3 5.4 5.5 5.6 This Evaluation Report is not for use in the HVHL Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents If not listed, a request may be made to the AH) for approval based on this evaluation combined with supporting data for the prepared roof covering. m....,r,ie .,.s ,•,. &, nomad etnn RhinoRoof Underlavmerits are follows: TABU It ROOF COM OPnon Underlayment AsphaR ing _ Nag -On 11% Foam.On TRe Metal WOOd Shakes a Shingles slate or simulated slate RhinoRoof U20 Yes No No Yes Yes No _ Exposure Um'rtations: 5.6.1 Rbinoltoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.2 Rhinoltoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Umitations set forth In Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturers published installation instructions and the requirements for ASTM D226, Type 1 or II or D4969, Type II underlayments in FBC Sections 2507 for the type of prepared roof covering to be installed. Exte.Im Research and De5W4 LLC. ArrEuatlon Report MD511160= t2 Cerofto0e OfAuftrlretlon 09503 FLL 1 5Revision2: 04/274/z7Ross Page 2 of 3 Q0TRkATYjERD 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. f6A R1ilAbR fi 12tl—:: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 24nch roofing nails with a 3/84nch 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 shah be minimum 14nch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8' diameter tin caps (with the rough edge facing up). The use of staples Is prohibited. 6.4.2 *at.Aevow.,RffoT'SMMUM .10 End (vertical)laps shall-be•minimum 64nches-and side (horizontal) -laps shall be•minimum 4-inches.-Referto.lnterwrap, Inc. recbmmerndaVon3 for alternate lap -configurations and/or the- use -of sealant•undercertain-conditions. For exposure 124 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-locadon 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 irisdvctions. 6.43bk,l i4t 2;1ixRel#3h+oeeab:12 End (vertical) laps shall be minimum 124nches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 2-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-IncA3lde•(hortzontal) laps, resulting in a double4eyer application. 7. BUILDING PERMIT REQUOtEMEWS: As required by the Building Official or Authority Having Jurisdiction In order to properly evaluate the installation of this product MANuFACrUR= PLANTS: Contact the manufacturer or the named CIA entity for information on plants covered under Rule 61620-3 CIA requirements. 9. QuAuTy ASSURANCE ENTITY. Intertek Testing Services NA Inc-MMarnock Hersey-QUA1673; (604) 520-3321 END OF EVALUATION RETORT - EdeAWRereardr and Do" I.M. Evaluation Report 140510A=-RZ CuVIOMofAutlmrhatt n49503 FL15216 a ROVWIo n b 04/27/2015 Page 3 oR s QOTRINITY.IERD EXTERIOR RESEARCH & DESIGN, LLC. CertiAcote of Authorization d'9503 353 CHRISTIAN STREET, UNIT 813 OXFORD, Cf 06478 PHONE: (203) 262-9245 FAX: (203)262-9243 EVALUATION REPORT - interwrap, Inc. Evaluation Report 140510.02.1212 FL152164R2 32923 Mission Way Date of Issuance: 02/17/2012 Mission, BC V2V ay Revision L- 04/27/2015 Canada SCDPE: 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 Nleminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5 h Edition (2014) Florida Building Code sections noted herein. DEscwvnoN: Rhinoltoof Underlayments LAsEuNG: 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 ofthisEvaluationReportbythenamedclientconstitutesagreementtonotifyRobertNieminen, 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. ADVERRTUEMENr: The Evaluation Report number preceded by the words *Trinity IERD Evaluated" may be displayed in advertising literature. 0 any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSVEcnON: 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. Rondo Registration No. 59166, Florida DC4ANE1983 nwfaatn& aal appa ba w vAwftd by eoben 1 *ffJMn. Z an 04MI 7L IM does wt am a anetew=%@* dtwd w & 9rw4 wdW nndmom hm ban Ov0dMed m 00 padW Appmal A&MdAMW ad W dW nnned dime CUUMAMONof INVUENDV= 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 ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. products 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest In any company manufacturing or distributing which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest In airy 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 anyprojectonwhichthisEvaluationReport, or previous versions thereof, is/was used for permitting ordeslgn guidance unless retained specifically for that purpose. 4 Q.TPRiNITYIERD RooRNG Cmwomw tvAwAnm; L Scm: Product Category: Roofing - subLcategory: Undedayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the Intent of following sections of the Ronde Building Code through testing in accordance with applicable sections of the following Standards. Compliance Is subject to the Installation Requirements and Umitations / Conditions of Use set forth herein. 2. STANDARDS: Section, Properties StiandardYfeaj 7507.2.3,150753, U507A Unrolling, Breakng Strength, Pliability, Loss ASTM D226 2006 J3.3,1507.93, LW43 on Heathrg - — - 1S07.23,1S07.53,1507J33, Unrol ft Tear Strength, Viability, Loss on ASTM D4869 2005 156793 HeatingLiquid.WaterTransmisslon, . Breaking Strength, Dimensional Stability 3. RER3mi s: IBM Esenrirration Reference, PAW ITS (TST`09) PhysW Properties 100539395CDQ-006 10/27/2011 ITS "SMS09) Physical Properties 100539395000-002 10/27/2011 firs (TSTISM) fhyskal Pioperdes 10(1539;19500Q-006 03/14/2014 ITS (QUA3673) Qualfly Control Inspection Repoit — 11117/20147 ' 4. P4tmcrOmmPnow 4.1RhlnoRoof.iJ2ii is a multiiayered.polymerwoyen oaated.synthetie roof underlaymgq Intended as an alternate to ASTFto D226, Type I or Type 11 felt or D4869 Type 11 felt. RhinoRoof Undertayment is available in 42 Inch wide rolls, and can be produced in various other sizes. L UMRATWO 5. 1 This Is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, ip any way, the Designer of Record for any project on which this Evaluation Report, or previous verslons thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5. 2 This Evaluation Report is notfor.use in the HVHL 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 Rhinoltoof Undedayments are follows: iTMIf L• Rcor Covce OPnons UnderbymentAsphalt B"n TBe roam -On TBe Metal Wood Shapes . Slate at 8 ShitV;les .. _. S SimulatedSlateRhUioRoof U2p Yes No j No Yes Yes No 5. 6 Exposure Umitations: 5. 6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. G. INSTALLATION: 6. 2 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc published installation instructions subject to the Lbnitations set forth In Section 5 herein and the specifics noted below. 6. 2 Install RhinoRoof Underlayments in compliance with manufacturers published Installation instructions and the requirements for AS7M 0226, Type I or II or D4869, Type 11 undertayments in FBC Sections 1S07 for the type of prepared roof covering to be lnstalled. Euterior Research and DesIM LLC. Evaluation Report IOOS10.02.124t2 CertlHoute ofAuVw daub 09503 R1S2164i Revision 2: 04/27/ZMS Page 2 of 3 TPJNrrY JERD 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. Ad RhlnoR, oof 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 14nchdia% plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). staples Is prohibited. 6.4.2 im a •gr y dprtSit t1@'s gir End (vertical) laps shall.be minimum 6-inches and side (horizontal) laps shall be minimum 44nches. 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 DoubM.1ah m 2:12'< RVf Biome <-4:22 End (vertical) laps shall be minimum 124nches 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 PERM REQUIREMOM 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 CIA entity for information on plants covered under Rule 61620-3 QA requirements. 9. QUALITY Assuitma ENTRY: Intertek Testing Services HA Inc.-ETL/Wamock Hersey — QUA1673; (604) 520.3321 END OF EVALUATION REPORT - t vraluad= Repoli I4p51pMA242 b teriw Researo and Design, LLC- FUS216-RZ Cer djkoW ojAU010f oHon #003 Revision L• 0VV/2MS Page a of a. CBUCK Engineering SpcVclaww SfruictLwal EnQIf1P riniq CBUCK, Inc. Certificote of Authorizotion u8064 Evaluation Report MMI-2" Off Ridge Vent Ridge Vent Assembly Manufacturer: Millennium Metals, Inc. 10200 Eastport Road Jacksonville, FL 32218 877) 358-7663 for Florida Product Approval FL 16568.1111 Florida Building Code 5th Edition (2014) Per Rule 61G20-3 Method: 2 - B Category: Roofing Sub - Category: Roofing Accessories that are an Integral Part of the Roof System Product: "MMI-2" Off Ridge Vent Material: Steel Support: Wood Deck Prepared by: James L. Buckner, P.E., SECB Florida Professional Engineer # 31242 Florida Evaluation ANE ID: 1916 Project Manager: Youry Demosthenes Report No. 14-104-MM12-StORV-ER-14 Date: 2 / 26 / 15 Contents: Evaluation Report Pages 1— 7 L:. BVC o ENSe lcp No 31242 0. STATE OF _ i s•'•.F(ORM ••'•U, oigluw S4p*d by; James L wdam. v.c CBUCK, Inc. 2015.03.02 10:57:51-05'00' 1399 N. Killian Drive, Suite 4, West Palm Beach, Florida 33403 Phone: (561)491-9927 Fax: (561)491-9928 Website: www.cbuckinc.net FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CBUCK Engineearinq Page Report No.: 25-104-MM2-St0RV-ER_14 SpF+clalty Structural Enginemeq nq CBUCK, Inc. Certificate of Authorization #8064 Manufacturer: Product Name: Product Category: Millennium Metals, Inc. MMI-2" Off Ridge Vent Roofing Product Sub -Category Roofing Accessories that are an Integral part of the Roofing System Compliance Method: State Product Approval Rule 61G20-3.005 (2) (b) Product/System "MMI-2" Off Ridge Vent Description: Steel off ridge vent for shingle roofs mechanically attached to Plywood Deck. Product Assembly as Refer to Page 4 of this report for product assembly structural components: Evaluated: 1. Off Ridge Vent 2. Fasteners 3. Roof Cement Support: Type: Wood Deck Design of support and its attachment to support framing is outside the scope of this evaluation.) Description: 15/32 (min.) or greater plywood, or Wood plank (min. specific gravity of 0.42) Slope: 2 : 12 or Greater Performance: Wind Uplift Resistance Design Uplift Pressure: - 75 PSF Allowable design pressure for allowable stress design (ASD) with a margin of safety of2to1. FL ##: FL 16568.1 R1 Date: 2 / 26 / 15 CBUCK Engineering Page Report No.: 35-1 MM2-5tORV-ER_14 of 7 Specialty Stru =ftxal Engineering DUCK, Inc. Certificate of Authorization #8064 Performance Standards: The following test protocols were performed to demonstrate compliance with the intent of the code as this product is not addressed specifically in the code. ASTM E330-02 — Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference Code Compliance: The product described herein has demonstrated compliance with Florida Building Code 5th Edition (2014), Section 1709.2. Evaluation Report This product evaluation is limited to compliance with the structural requirements of Scope: the Florida Building Code, as related to the scope section to Florida Product Approval Rule 61G20-3.001. Limitations and • Scone of "Limitations and Conditions of Use" for this evaluation: Conditions of Use: This evaluation report for `Optional Statewide Approval' contains technical documentation, specifications and installation method(s) which include Limitations and Conditions of Use" throughout the report in accordance with Rule 61G20-3.005. Per Rule 61G20-3.004, the Florida Building Commission is the authority to approve products under `Optional Statewide Approval'. Oration for aaplication outside "Limitations and Conditions of Use" Rule 61G20-3.005(1)(e) allows engineering analysis for "project specific approval by the local authorities having jurisdiction in accordance with the alternate methods and materials authorized in the Code". Any modification of the product as evaluated in this report and approved by the Florida Building Commission is outside the scope of this evaluation and will be the responsibility of others. Refer to applicable building code section for ventilation requirements. Design of support system is outside the scope of this report. Fire Classification is outside the scope of Rule 61G20-3, and is therefore not included in this evaluation. This evaluation report does not evaluate the use of this product for use in the High Velocity Hurricane Zone code section. (Dade & Broward Counties) Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in accordance with the Florida Building Code and Rule 61G20-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through Keystone Certifications, Inc. (FBC Organization ##: QUA 1824). FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CBUCK Engineering Page Report No.: 1 of MM2-St0RV-ER 14 Speclalty Structu al Englneserinq CBUCK, Inc. Certificate of Authorization #8064 Components/Materials Ridge Vent: "MMI-2" Off Ridge Vent by Manufacturer): Material Type 1: Steel Thickness: 26 gauge (min.) Yield Strength: 40 ksi min. Corrosion Resistance: In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel Nominal Dimensions: Width: 24" Height: 4-1/2- Lengths: 2' , 4', 6', 8' and 10' Fastener(s): Base Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Annular Ring Shank Roofing Nails Size : 11 gauge x 1-1/2" Corrosion Resistance: Per FBC Section 1506.5 Standard: Per ASTM F 1667 Alternate Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Hex -Head Wood Screw Size : #10 x 1-1/2" (min.) Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4 Standard: Per ANSI/ASME B18.6.4 Roof Cement: Type: Asbestos -free asphalt based roof cement w/ SBS rubber Application Size: 1/4" thick minimum Standard: Per ASTM D 3019 Type III and ASTM D 3409 FL #: FL 16568.1 RI Date: 2 / 26 / 15 CBUCK Engineering Page rt No.: 55Of MM2-StORV-ER_14 ISpedalty Structural Engineering CBUCK, Inc. Certificate of Authorization u8064 Installation: Installation Method: Refer to drawings on Pages 6-7 of this report.) Prepare deck opening by trimming any shingles & nails that may interfere with ridge vent installation. Apply roof cement to the underside, back and side flanges of the ridge vent. Cement should be a 1/4" thick and extend 2" onto roof underlayment. (Install cement in compliance with manufacturer's installation guidelines.) Position vent flange beneath loosened shingles and align with deck opening. Attach vent top, bottom and side flanges to deck with nails or screws spaced 4" o.c. and 1-1/2" from each end. Minimum fastener penetration thru bottom of support, 3/16". Install the "MMI-2 Off Ridge Vent" assembly in compliance with the installation method listed in this report and applicable code sections of FBC 5th Edition (2014). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. ASTM E330-02 Uniform Static Air Pressure Difference Test Architectural Testing, Inc.(FBC Organization #TST ID: 1527) Report #: D0249.02-450-18, Report Date: 8 / 29 / 13 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID: 1824) Millennium Metals Licensee # 423 3. Certification of Independence By James L. Buckner, P.E. @ CBUCK Engineering FBC Organization # ANE 1916) FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CBUCK Engineering Page rt No.: 165-1 MM2-StORV-ER 14 of 7 SPevj- alty Structural Englnperinq CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 4 1/2 in. i Profile Drawings 5-1/2" 12- 1 /8'1 18-1 /4" I 3" Side View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws MMI-2" Steel Off Ridge Vent Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Lower Slope Frond) Typical Side View (Not To Scale) Higher Slope Back) FL #: FL 16568.1 RI Date: 2 / 26 / 15 CBUCK Engineering Page Report NO.: 7 of MM2-StORV-ER 14 Spedalfiy Structural Englneerinq CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 1 1/2" o.c. 1 12" 4" o.c. 4" o.c. Typical, Maximum Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail Base Flange OR 10 min. Wood Screws Top Plan View (Not To Scale) Typical Fastening Pattern) Nominal Lengths 4 Ft 6 Ft. 10 Ft / Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws y Typical Ridge Vent Assembly Isometric View (Not To Scale) Florida Building Code Online Page 1 of 3 jd , SOS Mo/ne I Lop in I User RepistmUcn i Mot Topl I Sobs* SL rwrge I Sots 6 Fiat I BUsnbW .. es Product Approval Pro..essj al 'SEa Pubk Use( Regulation > ADMiCOMn Lust > Appliotlon oeWwan •^AeetO_l MMu > FL FL2197-R5 II Lion T Revision k PUb110tlOnf 1 FaC SDM I SM Site Flap I Unb I® ApP — F" 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 Mrrek 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@mli.com Technical Representative David Wert Address/Phone/Emall 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7460 dwertQmil-com Quality Assurance Representative David Wert Address/ Phone/Emall 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mli.com Calory Structural Components Subcategory Truss Plates Evaluation Report from a Product Evaluation EntltyComplianceMethod 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 p 197 RS [01 Cpitlficate of tnde-oenfor Eveilliawl uxg , Referenced Standard and Year (of Standard) gilt• Yesr ANSI/ M 1 2007 Equivalence of Product Standards Certified By Sections from the Code https:// www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgvrT'Ex%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 Credit Sr:A'F"Erc ' SAFE bttps://www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf .. 7/20/2015 Excerpt from 1CC-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 ANSVTPI 1, Chapter 3, Quality Criteria for the. Manufacture of Metal - Plate -Connected Wood Trusses. IMES Evaluation Report r-OM-1 J " Reissued June 2015 This report is subject to renewal June 2017. www1cc-es.orsl 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational 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.mli.com. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mill 20, M-20 HS, Mill 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006 Intemational Building Codeo (IBC) io2012, 2009, 2006 International Residential Code® (IRC) ir. 2013 Abu Dhabi International Building Code (ADIBC)1 The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced In this report are the same sections in the ADIBC: Property evaluated: Structural 2. 0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3. 0 DESCRIPTION 3A MiTee M-16 and Mill 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1_46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 Inch (1.44 mm). Slots 0.54 inch 13. 7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area.: Teeth are 0.16 inch (4.1 mm) wide and 0.37 Inch 9. 4 mm) long, and there are 4.8 teeth per square inch 0. 0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3. 2 MITee M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11A 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 0.334nch-long (8A mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point See Figure 1 of this report for details. 3. 3 MiTek® M-20 HS, Mil 20 HS, and MT20HSTM: Models M-20 HS, Mil 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [ 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 9/44nch-by-14neh (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 (I I A mm) long and 0.125 Inch (32 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 0254rich 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 oentedines of slots are spaced 0.25 inch 6. 4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point See Figure 1 of this report for details. 4. 0 DESIGN AND INSTALLATION 4. 1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulicplaten embedment presses, CC - ES rvalariun Reports are nor to be construed as mpresenring oestheaes or any other aaributes not spewtrically addressed. nor are they to be construed asonendorsementoJthesubjectojthereportororecommendationforitsuse. 71,ere is no tror anty by ICC Evahtotion Service. U-C. express or implied us _ to a tndin or other matter in this report or as to any product covered by the report nYf8Page 1 of 5 Copyright 0 2015 ESR-1311 1 Most Widely Acoepfed and Trusted Page 3 of 5 TABLE 1-ALLOWA13LE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in'/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mil 16 Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Sprucepine-fir Southern pine 0.42 0.55 127 174 82 126 75 147 107 122 M-20 and MII 20 Douglas fir-lan;h 0.5 220 195 180 190 Hem -fir 0.43 185. 148 129 145 Spruce -pine -fa 0.42 197 144 143 137 Southern pine 055_ _ 249 190 1 184 - 200 M-20 HS, Mill 20 HS and N=0HS Douglas fir -larch 0.5 165 146... 135 143 Hem tlr 6.43 139 .. 111 97 109 S rice -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For Sh llbtiiff = 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 AA = Plate parallel to load, wood gram parallel to load EA - Plate perpendicular to load, wood grain parallel to load AE - Plate parallel to load. wood grain perpendicular to load EE = Piale-perperldicularto load, wood grain perpendicular to toadAlltruss•plales are pressed:kdo the wood for the fug depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION 1111-16 AND Mil 16 M-20 AND Mil 26 M-20 HS, MI120HS AND MT20HS Efficiency Pounds/inch/Pair of Connector Plates I Efficiency I Poundsfinch/Pair of Connector Plates Efficiency Pound slinch/Pali of Connector Plates Tension Values in Accordance with Secti6n'5.4.4.2 of TPIA (Minimum Net Section over the Joint)' . Tension @ 00 0.70 2012 0.50 880 0.59 1505 Tension @ 900 0.36 1013 6.47 820 0.48 1219 Tension Values in Accordanoewlth TPI-1 with a DiMation [see Section 5.4.9 (e)) Iitlaxlmum*Net Section Occurs over the JW . Tension @ 0° 0.66 1945 0.62 1091 T-o. 67 1716. Tension Q 9T 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 00 0.54 1041 0.49 . 574 0.43 761 Shear @ 300 0.61 1173 0.63 738 0.61 1085 Shear @ 60° Shear @ 90° 0.73 0.55 1402 1055 0.79 0.55 936 645 0.67 0.45 1184 792 Shear @ 1200 0.48 .. 914 0.42 490 1. 0.34 608 Shear @ 1500 0:35. j 672 0.46 544 1 0.3 1537 For Sk 1 lb/inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: Minimum Net Section - A One through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line-pOsses through a tine of holes. Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most widely Accepted and TMsted Page 5 of 5 0.12V 0.25W 0 5W 0 3W 32min 64mm 127mm 93mm r 000 00o goo 000 000 4 r goo Goo OGG 0 goo Dog Goo goo 000 Goo M-20 HSI Mll 20 HSI MT20HS FIGURE 1-APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES On Inches) (Continued) IMES Evaluation Report ESK-1;511 rt5L, OupplemGnt Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org ( (800) 423-6587 ( (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. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeeTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS"- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MTTek® Truss Connector Plates M-16. Mil 16, M-20, Mil20. M-20 HS, Mll 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: U 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTeOTruss Connector Plates M-16, Mil 16. M-20, MII 20, M-20 HS, MI120 HS, and NMOI-151, descnoea in sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe2014.and:201b-FlD de Bukft'Code—Residential, provided the design and installation are in accordance with the lntemational'Quilding :Code• {IBC). provisions noted in the master report. Use of the MTek®Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HS7m has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. loc-LS Evoluatlon Reparn are nu to be eonttrued as repres"ang avfheUa or any other atVlbates nw specifically addreue4 nor are they w be canrtnudasanendorsementofthesubjectofthereportorareeonmendationforitsuse. There Is rro iearrmrry by lCC Evaluailon Service. LLC. crpras or iatplkd as _ to arty finding or other matter In this report or os to otry product covered by the report Page 1 of 1 Copyright m 2015 ICC-ES Evaluation Report M„`-' 01 ' Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational 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, Mil 20, M-20 HS, MII 20 HS, AND MT20HST° 1.0 EVALUATION SCOPE Compliance with the following codes: X 2012, 2009, 2006 Intemational Building Code® (IBC) ip 2012, 2009, 2006 Intemational Residential Code® (IRC) 6* 2013 Abu Dhabi Intemational Building Code (ADIBC)T The ADIBC is based on the 2M IBC. 2009 IBC code sections reremwed in this tepw 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 MI116: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G6D galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut. thereby forming a sharp point The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mot) multiples. See Figure 1 of this report for details. 3.2 MiTek* M-20 and Mll 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage (0.0356 inch total thickness (0.9 mm)], ASTM A653 $S, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 14nch-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 OAS inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (QA mm). Each slot has a 0.334rich-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 MT20HS"': Models M-20 HS, Mil 20 HS, and MT20HS71 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60. high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating'/44nch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, OA5 inch (11.4 mm) long and 0.125 inch (32 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 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered D.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 0.334nch4ong (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 eorauved as representing authelia or any othar alojour spec Jkaliy oddrmea nor are rhcY tobe iorwrueded / TT os an endorsrment of ilm subject of the repan or a recommendation for its W& 7*Fc is no'ronon ICC Evaluation Service, UC `spru pl to anyfinding or other mover in this repo", or as to ony produce coremd by the repo"• page 1 of 5 Copy fttd 0 2015 ESR-131l I Most Widely AcQepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in2/PLATE) LUMBER SPECIES SG AA EA _ AE EE M-16 AND M1116 Douglas fr-larch Hem -fir 0.5 0.43 176 _ 119 121 64 137 102 126 98 Spruce -pine -fir Southern pine 0.42 0.55 _ 127 174 82 126 75 147 107 122 M-20 and Mill 20 Douglas fir -larch 0.5 • 220 _ 195 180 190 Hem fir 0.43 185 148 129. 145 Spruce -pine -fir Southern pine . 0.42 0.55 197 249 144 190 143 184 _ 137 200 M-20 HS, Mil 20 HS and M_T20HS _ Douglas fir -larch Hem -fir 0.5 0.43 165 139 146 135 111 97 143 109 Spruce -pine fir Southern pine 0.42 0.55 148 187 108 107 143 138 103 15D For SI: llbfin` = 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. AA = 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 penmWiCuIN 16 load. wped.grain perpendicular to loadAIItrussplatesarepressedintothewoodforthefugdepthoftheirteeth by hydraulic -platen embedment presses, mtodple roller presses thatusepartialembedmentfollowedbyM&embedment rollers, or combinations of partial emb"ment 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 ANDMI 16 M-20 AND Mil 20 M 2D HS, M1120HS AND MT20HS Efficiency PoundsrrnchtPair Efficiency PoundstinchlPair I Efficency PoundsfinchlPair FORCEDIRECTION of Connector I of Connector I of Connector Plates Plates . Plates Tension Values in Accordance with Section 5.4.42 of VI-1 (Minimum Net Section over the Joint)' Tension @ 01 0.70 2012 6.55 8W D.59 1505 Tension @ 90° 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e)] Maidit' WA Net.Se on Occurs over the JoWe Tension @ 0° 0.68 1945 0.62 1091 0.67 1716 Tension @ 9D° 0.30 849 . 0.48 841 0.52 1321 Shear Values Shear @ 00 0.54 1041 0.49.. 574 0.43 761 Shear @ 300 0.61 1173 0.63 in 0.61 •. 1084 Shear @ 600 0.73 1402 0.79 936 0.67 1184 Shear @ 900 0.55 1055 0.55 645 0.45 792 Shear ( 0 120a 0.48. 914 0.42 490 0.34 61)8 _ hear @ 1509 0.35 612 0.46 544 0.3 537 . For SI: 1 lb/inch = 0.175 N/mm. 1 inch = 25.4 min. NOTES: MinimumNet Section - A One through the plate's tooth pattern with the minimum amount of steel for a specified orientation, For these plates, this line passes through a line of holes. Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted _ _ Page 5 of S 0.125- 02W 0-WV 0.3w 3.2 m}m a 4 m}m 2.7 nun m93 BOB A 000 000 000 000 000 000 000 k 1: 000 000 000 000 000 000 iQ11000 000 000 wDTH M-20 HSI Mil 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MM CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report LbK-lave rat. ouppiwrrrove, Reissued June 2015 This report is subject to renewal June 2017. www3cc-es.orn 1 (800) 423-6587 I (562) 699-0643 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 63--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: MiTeO TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HS7e1 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MTek® Truss Connector Plates M-16, MII 16, M-20, Mil20, 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: is 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTeeTruss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HS ", described in Sections 2.04hroggh 7.0 of the master evaluation report ESR1311;,comply with the 2014 and 2010 Florida Building Code —Buildingandttie2014and2fi0,Fhiida Building Cot1e=- l eslderrfral, provided the design and installation are in accordance with thelnteMativnalBuildingCode (IBC) provisions.naied'ira the master report Use of the Mek®Truss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTM has also beenTfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. F6rpr6d46ts fagii4-under Florida Rule 9N 3, verification that.lhd tej.W.hokW.S quality assurance program is audited by,:a qualify,asurafic9: eicdy app!bved. by the. Florida Building Commission for the type of inspections being conducted. ttie respf n5_ ifity vf'aTt;approved validation entity (or the rode d' Wal when the'feport holdertlbe$ not possess an approval.by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC-M Evaluation Reports are not to be construed as representing aesrheria or mW other —but Specifically addressed. nor are they to b constro as an endorsement ofthe subject ofthe report or a recommendatton for la use. Mere lr no warran b XC Eicluollon service. = esprers IMPUCCE as to anyfinding or other mates to thLr report, or as to arty product covered by the report Page 1 of 1 Copyright 0 2015 ICC-ES Evaluation Report r-J'`-'J 11 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org (800) 423-6587 I (562) 699-0643 A Subsidiary of the Intemalional Code Council® DIVISION: 06 00 DO -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: MITee 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: is 2012, 2009, 2006 International Building Codee (IBC) 0 2012, 2009. 2006 International Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC)i The ADISC Is based on the 2009 IBC. 21x19 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 MiTeO M-16 and MII 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut. thereby forming a sharp point. The teeth are additionallyshapedintoatwistedconcaveform, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1'/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTeko M-20 and MII 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch4ong (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 MITelk® M-20 HS, MII 20 HS, and MT20HS m: Models M-20 HS, Mil 20 HS, and MT20HS^1 metal truss connector plates are manufactured from minimum No. 20 gage tO.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-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, OA5 inch (11.4 mm) long acid 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 0.254nch-vide (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 6A mm). Each slot has a 0.334nch4ong (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 Era/uatloa iteports ore not to be construed as r prMaring autherlu or any other aarlbur spedjcally addressed- aware they % construed as an endorsement of the subjectojrhe report or a reconune lofo n u r+o'rarran b ICC Evaluation Swln LLC. arprcv mph to anyfinding or oncCr mower In thir report or as to arty p o red by the report Page 1 of 6 Copyright 0 2015 Page 3 of S. ESR-1311. I_ Most Widely Accepted and Trusted TABLE LOwABLE LATERAL RESISTANCE ES, IC -PLATEN EMB DMENT' (b/iWIPLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Not I6 ouglas fir -larch 0,5 176 121 137 126 lem-fir 0.43 119 6410298 82 75 107 Spruce -pine -fir 127 126 126 147 122 S ulhem pine 0.55 174.. .. M-20 and MII 20 Douglas fir -larch 0.5 220 195 180 129 196 145 Hem -fir 0.43 _ 185 _ 148 144 143 137 Spruce -pine -fig 0.42 197 19D 184 2DD Southem pine 0.55 249. M-20 HS, MII 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 gT 143 ... 109 Hem -fir 0.43 139 111 108 107 103 Spruce -pine frc 0.42 148 143 138 15D Southem pine 0.55 187 For SI: 11b/ir? = 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 loadEE = Plateperpgrid_loularA*-toed, wood grain perpendicular to loadAntru6SpatesampressediMothewoodforthefulldepthoftheirteeth by hydraulic -platen embedment presses. multiple roller presses thatusepartialembedmentfollowedbyfill-embedment rollers, or combinations of partial embedment roller presses and hydraulic platen presses that feed trusses into a stationary finish roller press. AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES TABLE2-EFFECTIVE TENSION M- 20 AND MII 20 M 20 HS, MII 20HS AND MT20HS PROPERTY FORCE Nh16 AND MII 16 _. Pound nch1Pair Efficiency PoundsrrnchlPair Efficiency P undslinchlPa DIRECTION C- f{c ency of Connector of Connector Connector Plates Plates Plates Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' TensionValuesinAccordancewith0.59 1505 Tension @ (r 0.70 2012 0.50 j 880 _ 820 0.48 1219 Tension @ 90° 0.36 1013 0.47 Tension Values in ACeWanC with TPI-1 wit a Deviation jsee Section 5A.9 (a)) Maximum .Net Section occurs Ever the Joirtf. Tension @ 0° 1945 0.62 1091 0. 68ETension 0. 67 0. 52 1716 1321 @ 90° 0.30 849 0.48 841 Shear Values Shear @ 0 0.54 1041 0.49 574 0.43 0. 61 761 1085 Shear @ 30D 0.61 1173 b.63 _ 738 0. 67 11 Shear ( 060° 0.73 1402 0.79 _ 936 645 6450.45 2 792Shear @ 90° 0.55 1055 0.55 0. 34 608 Shear @ 120° 0.48 914 0.42 46 544 0.3 537 Shear @ 150° 0.35 672 0. por SI:' 1 lb/inch = 0.175 N/mm, linch = 25.4 mm. NOTES: MinimumNet Section -A fine through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates. this Or* passes through a One of holes. Maximum Net Section - A One through the plate's tooth pattem with the maximum amount of steel for a specified orientation. or t se plates, this line passes through a section of fhe plate with no holes. Page 5 of 6 ESR-1311 I Most model Accepted and.Trusted _ . - - 0,12r 0.2W O-W 038W 3.2mm !.amm 127mm S3mm 4-j aaa A dot 000 aaa aaa 0o0 aoa aaa Oaa aaa J aaa ono BOB aoo ago ago ago WUrH M-20 HS, Mil 20 HS, MT20HS FIGURE 1 APPROXIMATE DIMENSIONS OF mITEK CONNECTOR PLATES (In Inches) (Continued) ICC-ES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. Www.icc-es.orla I (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: MiTele TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS" 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTee Truss Connector Plates M-16, Mll 16. M-20, Mil20, M-20 HS, Mil 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: a 2014 and 2010 Florida Building Code —Building a 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTekeTruss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HS1°, described in Sectionse2014and2010Flodda-0 2.0'thrmgh 7.6d the: ffiO r.ev aluildingua3ioQ-+ep "fie provided the-.-. compIy with hdesign and nstallatio are inf accordang nce with the and ll e.2a14Ono-.-201'O-F"2i WON, Code —=Read lntemafionaf Btlllding'Code0 IBC) provisloraj-noted in the 'master report. Use of the Wee Truss Connector Plates M-16, Mil 16. M-20, MI120, M-20 HS, MII 20 HS, and MT20HSTM has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For prodpds fall Ftg under Florida Rufe•JN41, verification that the report holder's quality'assurance program is.audited by e quafity•ass>I I entilY ski ve :by:lhe Florida Building Commission for Jhe.type of irispedions being conducted is the resporisibiTdy;an•apProyed yalidation enMj'(or the.code.ofBcial when the report.holdei does not possess an.pppnsvat by the Comrnission)'.. This supplement expires concurrently with the master report, reissued in June 2015. ICC-ES L• raluodon Report/ ore not to be cominied as repr9=11ng ourhetta or any other attributes not s el call oddrusxd. nog on they to be # ICCE ed , Pe f! Y a, lets d as an endorsement of the subject ofthe "port or o reeommendafion n n ^O 11Qrra^y by 1CCi.Voluarion Servla. LLC. ezP to a»I jltding or other "totter In dill repo" or a, ro apW pro&cl commd by dw rePort page 1 of 1 Copyright 0 2015 ICC-ES Evaluation Report " W . Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the lntemational 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: mrrekm TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS"- 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009. 2006 International Building Code® (IBC) a 2012, 2009. 2006 International Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBCf tThe ADISC is based on the 20091BC. 2009 IBC code sections referenced in #ft report are the same sections in the ADISC. Property evaluated: Structural 2.0 USES Miele metal truss connector plates are used as joint connector components of light wood frame trusses.. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MI116: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionallyshapedintoatwistedconcaveform, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 0.0074 teeeth per square millimeter) of late area. squareong. and there are 4-.8 teeth per Plates are available in 1-inch (25A min) 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 MTele M-20 and M1120: Model M-20 and Model MII 20 metal truss connector plates naremanufacturedfromminimumNo. 20 gage [0.0356 ch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0,013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch11.4 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 0.334nch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approAmately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, MII 20 HS, and MT20HS": Models M-20 HS, MII 20 HS, and MT20HS711 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)]. ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 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-14neh (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 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4A General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, 1CC43 Rvatuavan Reports are not to be construed as rrPMe""J g oathala or any other awrDures not speeljeally addressed nor are they so be eorted asasanendorsementpjrheaubJtdojthsreportorarecommendationforlauseThereisnoworronlyby !OC £ralaatlon $ervke. l LC, uprea or tm ied as so a q finding or other matter in this report or as to any product covered by the repots Pape 1 of 5 Copyright 0 2015 Page.3 of S. ESR-1311 1 Most Wide/y Accepted and Trusted TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin'/PLATE) LUMBER SPECIES SG AA EA EE M-16 AND MII 16 0.5 176 121 137 126 Douglas fir -larch 64 102 98 Hem -fir. 0.43 127 82 75 107 Spruce -pine -fir 0.42 17 126 147 122 Southern pine 0.55 M-20 and Mil 20 • . - 0 5 0 195 180 190 Douglas fir -larch 185 146 129 145 Hem -fir. _ 0.43 197 144 - 143 137 Spruce -Pine -fir 0.42 _ 249 190 154 200 Southern pine 0.55 M-20 HS, MII 20 HS and MT20HS Douglas fir -larch 0.6 165146 135 97 143 108 Hem r 0.43 111 139108 107 103 SPruoe- pine-fir 0.42 1 187 143 138 150 Southern pine 0.55 For 91: 1[bfinz = 6.9 kPa. NOTES: les Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values. P a must be installed on opposite sides of Joint. AA - Plate parallel to load, wood grain parallel to load o load EA = Plate perpendicular to bad, wood grain pare llel AE = Plate parallel to load, wood grain perpendicular to load raulartoload_ EE = Plte. perpetidiei0;rio load vMoO(19 8!n.pefPe!d' .. h Of _ roll 3A0 trus$ plates AM press e ll roll or tombtnadonss of parlial&lembedmerd presses. and'hytlr aufice-platenpresses use partial wfoedmen that feed trusses Into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE M- 16 AND Mi116 Efficiency] Pounds/Al nctDIRECTION _ Tension Values in AccQtdance W Tension Os 0. '0 20012Tension @90°0.38 Tension Values in Acorn Maidn Tension @ 00 0.68 HE1945ETension @9V0.30 Shear @ 0° _ 0.54 1041 Shear @ 30° 0.61 1173 Shear @ 609 0.73 1402 Shear @ 900 0.55 1051 Shear @ 120° 0.48 914 Shear @ 150D 0.35 672 For SI: 1 Ibfinch = u.l 10 r umm, ""%a I - M- 20 AND MII 20 ' M-20 HS, NII 20HS AND MT20HS Pair Efficiency Pounds/InchlPair Efficiency Poundslinch/Palr of Connector of Connector for i Plates Plates _ h Section 5.4.42 of TPI-1 (Minimum Net Section over the dotal)' 0. 50 880 0.59 1505 0. 47 820_ 0.48 1219 dance vAh TPI-1 with a Deviation [see Section 6.4.9 (e)J um Net Section Occurs over the Joinf 0, 62._ 1091 0.67 1716 0; 48 841 0.52 1321 Shear Values 0. 49 674 - 0.43 761- •. 0. 63 738 0.61 1085 0. 79 936 0.67 1184 05.. 645 0.45 792 0. 42' 490 0.34 608 0. 46 544 0.3 537 NOTES: MirdmumNet Section - A tine through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates. this brie passes through a line of holes 2Ma) iriitih Net Section - Aline through the plate's tooth pattern with the maidmum amount of steel for a specified orientation For these plates, this line passes through a section of the plate with no holes. Page 6 of 6 ESR-1311 I _Most Widely Accepted and Trusted- 0 12V 0.2W 0.3W 0 911S S21M 64n n 99 mm127mn lUOO A 000 aDo 000 ona ago ago ODD ago 0n0 000 Ogg Ong oDo 000 o0a W20 H S, M 1120 H.S, MT20H.S FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES Con Inches) (Continued) ICC-ES Evaluation Report r—or%-IJI I Reissued June 2015 This report is subject to renewal June 2017. vwvw.icc-es.om 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 Www.mll.com EVALUATION SUBJECT: MTeleTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, M1120, M-20 HS, M1120 HS, AND MT20HS7" 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTele Truss Connector Plates M-16. MII 16, M-20, MII 20. M-20 HS, MII 20 HS, and MT20HS"°, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 6 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTeleTruss Connector Plates M-16, MII 16, M-20, Mll 20, W20 HS, MII 20 HS, and MT20HS", described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply With the 2014 and 2016 Florida Building Code —Buildingandthe2014add•2010 Flbjbde BtW09: Code —Residential; provided the design and installation are in accordance with the International Building Code. (16Cjprovisions noted in'the.master report. Use of the MTeeTruss Connector Plates M-16, Mil 16, M-20, M1120. M-20 HS, Mil 20 HS, and MT20HST° has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. 1CC ES Fvahmtion Reports are not to be cotarrued au rcpresenrtrtg oarhcttes w atry aher ottrlbur y not sptcr collYg1W1 op Sa i"ed, nor are they to bat #kct as as an endorsement of the subJea ofthe report or o recommendationJor its use. There h no warront by ICC Gvoluorion Sovics. Lr ap mpl d to ap7 findbng or other matter in this report. or m to arty product covered by the report 'm Page 1 or 1 Copyright 0 2015 4 Florida Building Code Online Page l of 2 V P'MPfc 1LC'1 r4allo De.e.r 11 SOS Hone I Lop In I User Registration i Hot Topics Submit Surcharge I Stats & Facts Publications FBC Stag BCIS Ske Map Links Search Bures Pro b ) Product Approval USER: Public tieressi Regulation 1 > Prods ar llodkation Se.:tth >'PeoliraUon List > Application Data" FL If 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 benmengBOyahoo.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 Ni Evaluation Report- Hardcopy Received Florida Engineer or Architect Name who developed Frank L. Bennardo, P.E. the Evaluation Report Florida License PE-0046549 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ted Berman, PE l?1 Validation Checklist - Hardcopy Received Certificate of Independence FL14239 R3 COI Indeo.odf Referenced Standard and Year (of Standard) Standard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Equivalence of Product Standards Certified By Florida licensed Professional Engineer or Architect FC14239 R3 Eouiv Eoutv.odf Sections from the Code https:/hvww.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEV XQwtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products . Method 1 Option D 04/23/2015 04/30/2015 05/06/2015 06/23/2015 Fl. it 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 F L142M R3 ,11 Dyyo.odf 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 1 FL14239, R3 AE_Eval.odf- system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. Moots • Contact UsUs :: 14M p h nemei cir[h-'I'll"e, fl'1aoe none' lSdae7•1U4 The State of Florida Is an WEEO emproyer: CAfty tatd 2007,201A State of Florida.:: PlIvare statement•: 1bCMi Upgp1 :: R fu d.StalterKOI Under Florida law, email addresses are putYk records, it you do not want your e-mill address released In response to a publik-records request, do•not send dearonic anal to this many. instead, con act.UM 6" bbyy Oh b or by tradabAil rnall. 1f.vou (rove any,ou"hs, please contait'llSo:t07. IM. •Pu Ill to Soq$ on aSS.275i11. FiatOa`Stptutis.•eMeitltia'ottobv mi 1.•2Al2,•Iicnl'sKs,!eerwd inldorampW 455, IS. st wovice the Department with an emi0 address If they hale orA..Me "ft Vrookled-may bit used Wr olltdal CarrrrpMdcillCri with the 06basae. rbweva Onab addresses are public record. D you do not wish to supply a poisorW addjM, *M provide tiro Deparbrcrd.whit iri ema0 address 6fildn can be made ava W ble to the public. To determine If you are a IrcenSee under Chapter 4SS FS., please dick bras.• Product Approve$ Accepts: Crc It1CArs1E https://www. floridabui l ding.org/pr/pr_app_dtl .aspx?paranl=wGEVXQwtDquDEJErt OSCei ... 7/20/2015 BMP INTERNATIONAL, II MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP 7SLB MIN. WEIGHT, MECHANICAL UNIT PER SEPARATE CERTIFICATION, TYP. CENTER OF G.RAvITY ASSUMED TO ACT AT THE GEOMETRIC CENTER OF THE MECHANICALUNIT. MECHANICAL UNIT MUST BE 0 W I i SEE DESIGN tCENTER OF i SCHEDULE FOR GRAVITY ' • SQUARC OR RECTANGULAR, 6 20 MAXIMUM SURFACE AREA AND DESIGN NO IRRCGULAR SHAPES. PRESSURE, TYP. W 1 W Tip. MOST STRUCTURE DESIt" BY OTHERS SEE i SCHCOULE'S FOR ALLOWABLE SUBSTRATES STEEL TIE43OWN CUPS, 1 2 SEE DETAL 0 A 2/3fORCUPINFORMATION 3 TYP. I i - 3 MAX MAX •' , tF' , .. MECHANICAL UNIT 1 TIE -DOWN ISOMETRIC cF GIPAND RVMOlR 1 ) . )• Q• ISOMETRIC PER CORNEA vnu.YAAT PEA CONNECTION TYPES CI.OA OM SIQET 2 TIE -DOWN CLIP DIRECTIVE EXAMPLE THE rOLLOWING EXAMPLE ILLUSTRATES THE P'OCEDURf USED TO DETERMINE THE MAXIMUM ALLOWABLE ROOf•TOP INSTALLATION HEIGHT, H. MR ANY GIVENMECHANICALUNITTHATCONIONISTOTHEDIMENSIONRESTRICTIOMSANDDESIGNCRT79UALISTEDMON. SEE SNEE'S+S FOR DESIGN SCHEDULES') MECHANICAL UNIT CRITERIA: CONSIDER THE INSTALLATION OF (I) MECMA4ICAL UNIT WITH THE FOLLOWING CRITERIA. VUN• 170 MPH, EXPOSIAE TT AD' TALLr AB• DE!P R 1B' WIDE• 1D0 LE (WEIGHT AS VERIFIED OY OTMEILS) INSTALLED 70 ]000 PSI MIN CONCRETE WITH (1)•)' CLIP AT EACH CORNER OF UNIT (TOTAL OF (A) PPS) rnvl. H: vvnr- c PROCIDURE STEP RESULT DETEMf CONNECTION TYPE EASED ON THE OIAGAAHS ON THIS INSTALLATION IS INTENDED FOR A VUR-170 MPH, EAPOSUR! •C. THIS DESIGN fDETERMINEWHICHDESIGNSCHEDULETABLETOUSECRITERIACORRESPONDSTOTABLESIDmAnihizARGeSTI IMIT TO Of INSTALLED AB1AW16F:' . THIS UNITMEIGNT OF AB' is EQUAL TO THE MAXIMUM ALLOWAOLE HEIGIFT OF FIB•. NO711 THIS PRODUCT APPROVAL ALLOWS THE UMIT TO DL INSTALLED ON TOP A CHICK MAXIMUM UNIT HEIGHT RESTRICTION OF AN A/C STAND TWA 7ISA MAXIMUN30" TALL IFAN A/C STAND IS U77LIIED, CNECR 70 SEE THAT THE STAND DOM NOT EXCEED RD• IN HEIGHT S CHEpc NININUM YNiT AS .ESTR! TM 15 W W"KmTf_GJ1Ai1ZA THAN THE AUZIMAR ALLOWABLE WIDIN MIS UNIT MAY BE INSTALLED AT ROOF HEIGHTS LESS THAN OR EQUAL 1015 FT. oNALLY, THIS UNIT MAT BE INSTALLED ON RCOF-TO HEIGNiS GREATER b lo.... THE ALLOWABLE[ ROOP•TOP N Nb f OF THE IRSTAILATON THAN 00R AND Less THAR ]BO FT. SEE (•) ON TABLE S FOR THE NUMERICAL THANVALUESOFTHISDESIGNEXAMPLEVC: MOUNTED APPLICATIONS DESIGN NOTES: THIS PRODUCT HAS BEEN DESIGNED IN ACCORDANCE WITH ASCE 7.10 AND THE BUILDING COD! F0" USE WITHIN AND OV151D! 7H! MIGHT VELOCITY HURRICANE EDI IHDt[ ATED W THE ACCOMPANYING DESIGN SCHEDULES. THE DESIGN CRITERIA USED Hf i, CALOAAIE THE ALLOWABLE ROOF -TOP NEIGMTS CONSIDERS ASC 7.10 SECTION 29.5.1 FT ON kloslif i0RRODETENNEtGTfiS (M) SBO R AND SECTTOII ?9•S kTR RO.1 W HCGI4TS ( N)>BO B SECTION 29.4.1 MR DISTp'IS AT 011AOE (GC,E•)•f0 w(THtN THE 11Y1FE. The HN12, (G4_ `s aRALL LOCATIONS (COMOAMP ). AREDI w.aw.me M7M ASCE 7.10 C/IA/(!RS 26 S g$$g} ALLOOIITTHICCIRIDESIGNVARIABLESME HEIGHTS LISTED IN THtt DESIGN SCHEDULES REPRESENT nitALLOWABLE HEl4Tlt OrZ{]4•( 1JTHEBUILDINGTHISPRODUCTAPPROVALALLOWSFOREACHUNITtOBEEDINSTALLONA3 W ,• W MAXIMUM )0• TALL NC STAND (CERTIFICATION BY OTHERS) ON 70P OF THE MEIGMTS 1 3 LISTED IN THE OLSIGN SCHEDULES. in GENERAL NOTES:_ o 1 THIS PRODUCT HAS OEM DESIGNED AND SMAIL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS Of INE FLORMA BUILDING CODE R ASC! 7-10 THIS PRODUCT MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE. 2. NO 33-V3% IN CKCASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. 3. DESIGN 15 BASED ON CLIENT PROWDED PRODUCT AND DIE SHEETS FROM TEST u REPORTS . fEI GIgmajly • 7 BY IESTIIG EVALUATION LABORATORIES, INC. NO SUBSIT7UTIOHS%APPROVAL BY THIS ENGINEER SHALT BE C PERMITTED. A. MAXIMUM B MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MC{IIANICAI UNIT SHALL J z ODHFORM TO SPECIFICATIONS STATED HEREIN. ALL MECHANICAL SPECIFIOSTIONS ICLEAR SPACE, TONNAGE, ETC.) SMALL BE AS PER MANUFACTURER RECOMMENDATIONS Q ^ Z p^ AND ARE TN! EXPRESS RESPONSIB'UTY OF THE CONTRACTOR. O z ie, K S. FAST,,,LS TO BE P12 X %, OR GREATER SAE GRADE S UNLESS NOTED OTHERWISE TAPCOMSREFERREDTOHEREINSHALLOfITWBUIIDEHBRAND, CARBON STEEL ONLY, FOR ANCHOR ri H+ M d INSTALLED 70 3000 PSI MIN CONCRETE. SEE ANCHOR SCHEDULE REQUIPEMENTS. ALL FASTENERS SHALL HAVE APPROPRIATE CORROSION PROTECTION ELECTROLYSIS. Q m Z TO PREVENT 6. ALL STEEL CUPS SHALL BEM A2113 STEEL (GRADE D) VMW Fy33 KSI OR BETTER. ti Lu O ALLSTEELMEMBERSSHALLOfASTPROTECTEDAGAINSTCORROSIONWITHANAPPROVEDPROTECTION. (1, 90•RATED COATING Ha COAT OF PAINT, ENAMEL OR OTHER APPROVED REQUIRED FOR ALL COASTAL INSTALLATIONS. 7, ALL CONCRETE SPECIFIED HEREIN IS NOT PART OF TIES CERTIFICATION. AS A MINIMUM, z IH ALL CONCRETE SMALL BE STRUCTURAL CONCRETE 4• MIN. THICK AND SHALL HAVE 0. MDRIMUM EOMPRESSIVESTRENGTHOF3000PSI, UNLESS NOTED OTHERWISE TO INSULATE ALL MEMBERS FROM DISSIMILAR x 0. THE CONTRACTOR IS RESPONSIBLE MATERIALS TD PREVENT ELECTROLYSIS 9. ELECTRICAL H7tOlINID, WHEN RLaUIHTED. TO B! DSSIGNED B ItSTHLLLED BT0IHOS: G m 10. THE ADfl2VACT OF ALIT EXISTING 571UIC7LRR! TO YFITThTATlO SVM MP050 LOADS SHALL 621 VERIFIED BY THE OIISit! DESIGN PROIlSStONA. AND IS NOT INCLUDED IN AIa 1g( yTHISCERTIFtCATON. EXCEPT AS EXPRESSLY PROVIDED ME -REIN, NO ADUT7104AL CERTIFICATIONS OR AFFIUMTIONS ME INTENDED. 1%. THESYSTEMDETA9EDHEREINISGENERICANDDOESNOTPROVIDE INFORMMTON FOR 116 i •I li ASPECRC SITE. FOR SITE CONDITIONS DIFFERENT FROM THE CONDITIONS DETAILED qq9 Li3 HEREIN, ALICEASEDENGINEERORREGISTEREDARCHITECTSHALLPREPARESITESPECIFICDOCW' EN S FOR USE IN CONJUNCTION WITH THIS DOCUMENT. 12. WATER - TIGHTNESS OF EXISTING MOST SVBS7RATE SHALL BE II -I! FULL RESPONSIBILITY F I E OF THEIYSTALUNGCONTRACTOR. CONTRACTOR SMALL ENSURE THAT ANY REMOVEO OR ALTERED WATERPROOFING MEMBRANE 15 RESTORED ArTEA FABRICATIO4 AND R e INSTAUATIO. A OF STRUCTURE PROPOSED HEREIN. THIS ENGINEER SMALL NOT BE FOR ANY WAMOROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS 9 RCSPONSIBLE WATER• IIGMTHESS SKALL DE THE FULL RESPONSISILM OF THE INSTALLING B Fi yy CONTRACTOR. 13. FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPANY THE VNt WIND SPEEDS USED IN THIS APPROVAL, S•-! SECTION 26.7.2 OF ASCE 7.10. r OfBmHIRHNII OHHN 15-2378 V6 AP cl CONNECTION TYPE Cl in CLIP - UTILIZE (1) AT EACH CORNEA FOR A TOTAL OF (4) PER UNIT ANCHOR SCHEDULE: 1" CLIPS 2" CLIPS 3' MA7t t I TYP. • I- CLIPS . 3r FwC TY. . r MAX BUBSTTYTt DESCRIPTION 1)-S/16.0 CAROON'sm ITW BUILDER TAKON. CONCRCIC: 2Y,' FULL EYBEo TO 4- THICK MIN, CONCRETE, 3)6114:N. MOO SI MINJ EDGE DISTANCE, SPACING ID pity ENADJACT AMCMOA. 1)•A 14 SAE GRADES ALUMINUM: SHIFT METAL SCREW 10 Ows. PH1N. THICK, 6061.0 ALUMINUM, PROVIDE Is) MIN: ALUMINUM) PITCHES MLII. PAST THREAD PLANE 4flEl. 1)-a 14 SAE GRACES D.12Sr- MN. SHEET METAL SCREW TO THICK, 33 99 STEEL. PROVIDE (5) MIN. STEEL) PITCHES MIN, PAST THREAD PLANE sussTRATE DesaonlDM_ d l)-S/16'O CARBCNI St`EL IT,V BUD DEC TAKOr.'' RETE: lY.• LULL EMBED t0 L MIN, 001L'CRETE. 3)1'MDLIMI4.) EDGEMSTAMCLS gCUlGk(4'MICK TDANTAD:ACEM ANCHOR. NUM: 2)-014 SAE GRADE 5 STREET METAL SCREWS TO0.125- PEN. ALUMINUM. PROVIDE (s) THICK. 6116146 MIR ;ALL/D:UM) PITCHES HIM. PAST THREAD PLANE StT&: 2)-A 14 SAE GRADE S 0,135'M:N. SHIFT METAL SCREWS TO 1HICR, )) R5: STEEL, PROVIDE (5) NIN. SIEFy RICHES HIM, PAST THREAD PLANE 1. EMBEDMENT AND [DGF DISTANCE EXCLUDES F,NtSM[S, IF APRICABIt 1 2. ENSURE MIHIM:M EDGE DISTANCE AS NOTED IN AtIOKTR SCHEDULE. 3. SEE OFTATLS OM SHEET 3 FOR ANCMORS ATTAOGMG TO P:EOIANOC AL UNIT CONNECTION TYPE C2 11• CUP - UTILIZE (2) AT EACH CORNER FOR A TOTAL OF (3) PER UNIT r cups y' ,(fir\lux P• r md*' •y TMPJ r caps i- r L1 I TYP. Lam' xTTri.. 7YP., . yC[' C. L3 LINT WIDTH----{ 6' M4X 1 6' MAX CUP OFFSET I CUP PAIR SPACING -I ( CUP OFFSET 31 TIP k-ERTWICAVION ECHANICAL CLIP-QJP Y(T PER SPACING EPARATE UTILIZE (4) CLIPS LA 510E OF UNIT FOR A TOTAL OF a) PER UN17 C3 CONNECTION TYPE C3 CONNECTION TYPE C4 s ALTERNATE 8 CLIP DETAIL CLAPS.• vnuzE (i) AT EAC)1 CDAgR (qa A TOTAL OF [tit PEit TJNIT • ((T(Ej (Z) AT EA01 CORNER FORA TOTALOF L , PER41 3 N•T.S. PLAN VIEW THIS DETAIL NAY BE USCD AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNECTION TYPES THAT UTILIZE (2) CUPS AT EACH CORNER IOK A TOTAL OF (9) CUPS PER VAITT. 15-2378 N FOR ANY CUP LONGER THAN 10' 0 19' UTIL:ZE (S)-112 SAE 1)' GRADES SHEETMETALSCREWS, TYP. I0.068' ASTM STEE( 3)•112SAEGRADESe ScSHEETMETALSCAEVIS7FORCupsUPToS' LONG. UTILIZE (5)•112SHEETJA203METALSCREWS FOR CUPS LONGERTHANS, TYP.; o MNCHUPANCHORCHEDULE. TYP.( OTHER DIMENSIONS SIMILAR) 1 1" CLIP ISOMETRIC DETAIL 3 N.T.S. - ISOMETRIC I O 0' 0.07Y CR AST/ B 0. ASTM THICK IunJAMA283 STEEL. TYP. D v• FACTORY -MILLED Y'D HOLES; UTILIZE (1) OR (2) ANCHORS FROM r CLIP ANCHOR SCHEDULE. TYP. O.SO 2 2" CLIP ISOM 1 J N.T.S MCCHANICAL UNIT BY OTHERS, ALUMINUM HOUSING UNITS SMALL BE 606E-T6 MIN, ALUMINUM SHEET WITH Fry-30 KSL 0.125' MIN. THICKNESS, STEEL HOUSING UNITS SHALL BE ASTM A653 Fy-33KSI MIN. STEEL, GRADE 33, 22GA MIN. (t-0.02991. 0.068' THICK / 4283 STEEL CUP, BASE OF UIIIT SMALL BE FLUSH WITH BASE OF CLIP. NO SPACE 3)-112 SAE GRADE 5 SHEET ET - SCREWS SCREWS FOR CUPS UP TO S LONG. UiTLIZF (S)• 412 SHEET METAL SCREWS FOR CUFS LONGERTHAN S'. PROVIDE(S) PITCHES MIN. PAST TMREAO PLANE FOR EACH SMS, TYP. ANCHOR PERiANCHOR' i • »-SCHEDULE SUBSTRATE PER SCHEDULE VARIES) f 1" TIE -DOWN CLIP TN ANCHOR DETAIL 3 T - 1'•0' ' ' DETAIL CLIP IS DSIGNEIt FOR FULL CONTACT WITH THE BASE DF EACH MECHANICAL UNIT, TVP. MECHANICAL UNIT BY OTHERS, ALUMINUM HOUSING UNITS SHALL BE 6063•T6 MIN, ALUMINUM SHEET WITH RY-301LSI. 0.12S' 3)•112 SAE GRADE S SHEET MIN, THICKNESS, STEEL HOUSING UNITS SMALL BE ASTM A553 FY-33KST MIN. PS 4* CLIPSMETALSCREWSFORCLIPS 4' SCREWUTILIZE STEEL GRADE 33, 22GA Mtn. (t-0.0299'). FOR LONG. ET METAL SCREWS FOR CUPS 3 -112 SAE GRADE S SHEET METAL SCREWS A-:1 f} i ' • t':; LONGLK THAN 4' PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR CUPS 4' LONG. 0.072.OR 0.121' FOR EACH SMS, TYP. UTILIZE (4)•112 SHEET MAL SCREWS FOR THICK ASTM A2013 97 EEL CLIP, TYP. BASE OF UNIT SHALL I j. 1) OR NOBS CUPS LONGER THAN 4', TYP B[ FLLSHI WITH VASE j J7, J J ANCHORPE0. ANCHOR B SCHEDULE Of CUP, 140 SPACETYP. J, r PERMITTED, SS'O HOLES, NOT TO BE USED FOR f/ SUBSTRATEPER TYP, r\- IANCHORS. // ANCHOR iSCHEME. f/I VARIES) 2" TIE DOWN CLIP W a ANCHOR DETAIL 3 r n V-D' DETAIL o,sr CLIP IS DESIGNED FOR PAL CONTACT WITH THE BASE OF LACM MECHANICAL UNIT, TYP. GPI Zga O d= F t ZIP W R Z ' ^ oe HH F d t w m 1 15-2378 9 16 r TABLE 1: Vult=175 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE IN THE HIGH VELOCITY HURRICANE TONE-) MAXIMUM .._ 1 SURFACE AREA OF UNITY LARGEST UNIT 1 I HEIGHT UNIT WIDTH CI I C2 0 C4 I FACE 6R' 124-MAX 1 32-M IV WA AT GRAM FI A GRADE j_ AtGRAOEH S 200 R I AT MINE- I H S 60 FT 9m32- NIA%. w MIN 4FT' 6Ft ATGMDE HA200FT ATOL421 I NS4OFT HtiOR NSJOOfT ATGRADE _ HS20DR,i FT' T.4WMAX' 24-W.IN WA I AT[IIlIOE AT GRADE HSIBOFT NIA' s'ATGRAM WA I AT GRACE ATGRADE I I114DFT Ai _ 1 ATWUDE . 12 t'1< 16 FT`. 20FP GR!1DE N/A j AT GRADE . 25 FT4 60'MAX 146-MI! WA GDE AT RAWA • DE AT GRAMMIAMFOADECOUNTIES. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOA THE APPUCABILIN OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY11 STRUCTURE-1 All(riVAWER6w. lOPHEIGHT11) 1 TIE-OMN CONFIGURATION TYPE MAATMUM I SURFACE AREA OF UNIT ! UNIT Cl C2 Cl C4 UYfPS LARGEST HEIGHT WIDTH FACE I I 6 FT' N- A1AX 1 11-MIN tJ/A N S 200 R AT 6RADE 60R<14S 160fTi H S HOD FT 9 FT' 32-MAX IS-MINN/A I6pR<N5FT AT GRADE H120OFT j FT HS200 FT i NS200i NS]OfI FT ; 4FT' 60FANGF16F• fi ATGRADF Hs200 FT 60RFT Hs200FT H5200FTi N/A I HSIOOR SAT GRAN • 4'120DR t 9 FT' 43`MAX 124-MIN • 12 R' I I N/ A Al GRADE WA 60 FT<H5200 fT, ._ Ht2 R 1 16 TV, N/A AT GRADE N/A H 1200 FT 20W i NIA AT GRADE ) WA' H5200 FT H9 H S80R 25 FT' I N/A N/A WA ' H3200 fii Jl 60, MAX48'MIN WFT AT GRADE 30 FT WA II/A NIA FT j60R4H51DD WA35 FVINIANIAATGRAW I AS AN EXAMPLE, THIS TABLE lS OtMISUBLE TO BE USED WITHIN PALM BEACH COUNTY. CHECKWIT)I LOCAL AUTHORITY H.TVING 1URISDICTIOH FOR THE APPLICABILITY % INISTABIEWIIMNCERTAIN FtORLDACOUNTIES TABLE 2 : Vult-- 175 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE IN THE HIGH VELOCITY HURRICANE ZONE') I •ALLOWABLE ROOF- ttl N[IGM IHI __._. i TIE40"CO" AWRATIONTTPE IAWOMIOA _— it AREA OFUNITI VNIT I CS I Cl C3 C4 UNITSIl111DlST HEIGHT .i WIDTH ' FACE 6 FT^ 24' EAAX 12. MW NIA ! AT GRACE AT GRACE` H S 201D 9FT`_- _ 3T MAX I'1S'MIN NA AT GRACE _N/Ht30R FM j— ATGMDE HS200FT ATGRADE NsMOFI N/A I HSLSR ATGRAOE H5200R 9W 4S MAX 24-MIN WA I ATGRADE ATGRADE HSBOR i2 FT' WA ATr GRADNITA AT GRADE16F1'._.. WA AT GRAD! _ WA ~ AT WADE_ 20 FT' WA _ - AT GRADE_ - N/A AGMT E 2SrT, N/A _ WA _ 1UA J AT GRADE GO MAXI 4S MIN I- 1 30 F1' j NIAWA . WA AT 6RA0E i ssm NA WA J$7A_ AT GMq IRAs TABLEISPERMISSIBLE TO BE USED WITHIN THE HVY2 WHICH CONTAINS BROWARD AND MIAMI•DADE COUNTIES. CHECK WITH LOCAL AUTHORITY HAVING/URISDICDON FOR THE APPLICABILITY OF THIS TABLE WTHIN CERTAIN FLORIDA COUNTIES. TABLE 4 : Vult-- 170 MPH, EXPOSURE D FOR USE WITH A TUSK CATEGORY II STRUCTURE -1 AVOWABLE ADOF-TOPHEIGHT ( H) TIE -DOWN CONFIGUMTIONTYPE MAXIMUM_ SURFACE AREA Of UNIT Lou" Cl C2 C3 C4 UNITS LARGEST HEIGHT WIDTH FACE I 6R' 24'MAS' l2'MIN ( N/A I H520D F7 AT GUIDEh'1200 60Fl <HSEO Fi FT 9FT2 32- MAR { IS -MIN • N/A 1 1 AT GRADE NIA 60 R<H 5206 FT• hi2COfi 4 FT' AT GRAD( I I HR 5203 FT H5200 40FTcH 5100 FT, h1200fT ' 6 FT' H/ A H S 200 FT N 125 FT 6CR< H 5200 rT H 120D R 9FT, 46-MAX , 20 MIN i N/A HS 13R AT GRADE 60fT Ns10DR. H52CA FT 11 fT' N/A AT.GAAM NIA Y. S 2C(1 FT 60Ff4H1120Fi 16 F'N 1 N! A WA NSA H 140 FT 60FT<HS700FT. 60R<4OF'TH120 20FI' I I- ' N/A1 A. GRAN 1 N/ A. T I I SR' NIA WA N/A 60FATGMTT H Oit WMAX 46' MIN ... I 30 FT- N/A WA' N/A GR 00 60 FAT 14 6 FT136FT' I NIA I N/A N/A AT GRADE AS AN EKAMME THIS TABLE B PERMISSIBLE 10 BE USED WITHIN PAW BELCH COUNTY. CHECK WITH LOCAL AUMORITY OV1Y6 AITISDICHON FOR 7HE APPLICABILITY OF THIS TABLE WfININ CERTAIN FLORIDA COUNTIES. C,:Sx LL u it, v yppW" i 7 O< O iE 15-2378 161 TABLE 5 : Vult=140 MPH, EXPOSURE B FOR USE WITH A RISK CATEGORY II STRUCTURE-) I ALLOWABLE ROOP-T PHEIM00 M-0OY NtO.tTfd]MTIONTI'PE MAXIMUM 1 SURFACE AREA OF , UNIT UNIT Cl L2 p CA UNITSIARGEST HEIGHT WIDTH FACE 6FT' , 24'MAX 112-M;N : MS1SFT I HS200FT60FI<H 3120 H520OFT H9200FT 9 FT' ' 32'MAX IV MAN I AT GRADE NS200F7 1 Hl2ODFT H92WFT AFT' t MS100 FT 111 HS20D FT1 HS20OFT N9200 FT 6 FT' M 94OR 60 FT<HS2W fig MS200R NS200R NS20DR HS200 Fi91,11' ' AB'MAX ATG<HRADE ) HS20D FT NSZoo FTIt'MIN I 60 FTSdO fi 12 FT' I AT GRADE H 1200 FT 60 FT 4O 200 Ft N 1200 FT 16 FT' ' WA H1100 FT 60FHS1SR i< Hs100fT HS200 FT I N/ A M 200 R H I IS FT H 1200 FT 20 FT' S 25 FT' N/A HS40FT ATGRAOE H f 200 FT 1 1 WMAXAd'MIN •— _ . 60R<Hs200 FT! 60R<HSdDR 30 FF' ' N/A I MS15 FT 60 FT C H 1 16O FT. AT GRADE N S 20D FT 36 FT' WA AT GRADE 60 FT<H 6D0, AT GRADE NS200 FT AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO Of USED WITHIN OREVARD COUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FDA THE A PUCANUTY OF THIS TABLE WIl MIN CERIAIN FLORIDA COUNTIES. TABLE 7 : Vult= i40 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY 11 STRUCTURE .) _ TABLE 6 : Vult= 140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY 11 STRUCTURE') ALLOWABLE ROOF -TOP HEIGHT MI TiF.nnwa CflNfl WRAllnitrM MAXIMUM SURFACE AREA OF UNIT UNITCI I UNITSIARGEST HEIGHT WIDTH FACE 1 6 FT' 24' MAX IY MINI AT GRADE H S 200 R I .12001T G I H 1206 FfSbh h SIFT' j32'MA% 15'MIN . N/A I M5100Fi IS Ff 6OFT<Hf 200FT H"ODFT A i:' I M S 200 FT N 1200 FT H 1200 FT I H s 200 FT I r H1200FT M1200 fT I HS200FT 6Fh E AFTT<MSGRNIdO 60FT IM1200 FT 60 FT<NS200n HS100Ft i 9FT' td'MAX14-MIN • AT OWE a i 12w WAIHi:oo FT ATGRADE FTCM1140FT 60 H1too FTI AT GILAOf H 1200 FT 11 6 FPMIA16_0FT < S 200_R IS3 FT' N/ AbOfNl<H0 FT 1200 FT AT" H1200 FT--i 20 25 FT' N/ A AT GRADE 60 FT< Hi ItO FT_ AT GMO[' N 1200 FT SO FT' N/A I AT GARDE WA H 1200 FT j 36 Fi' N/ A AT GRADE WA FT 130 200 FT' ALLOWABLEROOFTOP HEIGHT IN) _ TIE-OOWN CONFIGURATION ME I n MAXIMUM I SURFACE AREA OF UNIT. UNIT CI C2 UNITS LARGEST I NEIGH! I VADTH Grp 124'MAX F12' MIA N/A HS20D FT 9 FT' 3Y MA% 115' MIN • -=N/A N I20D FT tfT' H 140 FT 1 HS200 FT 60FT4M520DR AT GRADE 6F1' ( i 60FI CHS_I_OOFi N1200 FT 9 FT' Air MAX 2/' MIN 1 WA H 1200 FT 12 At' WA _ t 60 FT <NS200FT 1, tifT' P I I. N/A ATGRADE 60 FT< H1200 FT N/A AT GRADE i ._3opp 60 F7<H9200 FT i 25 FT' WA AT GRADE 60'MAX Air MIN --_••... 6OFC4HSdOFT 30 F!' N/ A N/A WA 36 FT' WA C3CtH130RNS20DFT ' FT<Hs200FT AT GRADE H S 2OO FT FT < H t 1t0 FI H520D FT HI200iT. _I L ' N120OF7H1200FTH% 9FT --- HS20D FT Ft-H S 200FTNS100FT ' AT GRADE IFT<HSBOR N t 200 FT HS20D FT ' N/A ATGMDE H N/A S 200FTWA' NfiOR ; 6pR<H5200 FT: N/ A AT GRADE SOFT<H520OFF1 V` i 0 ;o A 3: owe i0< 0f 15- 2378 5 E • •T ENGINEERING EXPRESS® l- PRODUCT EVALUATION REPORT ENGINEERING EXPRESS EXPERT PRODUCT EVALUATION REPORT April 14, 2015 Application Number: FL #14239.1-R3 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 4710 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1" and 2" Models Product Description: Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report Is being issued in accordance with the requirements of the Florida Department of Community Affairs (Florida Building Commission) Rule Chapter 61 G20-3.005, F.A.C., for statewide acceptance per Method 1(d). The product noted above has been tested and/or evaluated as summarized herein to show compliance with the Florida Building Code Fifth Edition (2014) and is, for the purpose intended, at least equivalent to that required by the Code. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or revisions. Substantiating Data: PRODUCT -EVALUATION DOCUMENTS FLB drawing #15-2378 titled "Mechanical Unit Steel Tie -Down Clip: At -Grade and Roof -Top Mounted Applications", sheets 1-5, prepared by Engineering Express, signed & sealed by Frank L. Bennardo, P.E. is an integral part of this Evaluation Report. TEST REPORTS Ultimate test loading structural performance has been tested in accordance mit1-88 test standards per test report(s):#TEL 01976St37A and #TEL.61970167-B:by Testy ' ;; pratorie Inc. STRUCTURAL ENGINEERING:CALCULATIONS- R&ed Ln eers:Seal Valid far. Structural engineering calculations have been prepared which Pages::t l_2j evaluate the product based on comparative and/or rational analysis to qualify the following design criteria: 1. Minimum Allowable Unit Width 2. Maximum Allowable Unit Height Frank: N. 3. Minimum Unit Weight # PE0, 04 a5 4. Maximum Allowable Unit Surface Area/ii11u1iN 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 a i ENGINEERING r cr Frr_SS•- 4/14/2015 BMI P International — Steel Tie Down Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (i.e.. engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ). 160 SW 12T" AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX:954-354-0443 WWW.ENGEXP.COM CITY OF SANFORD MAR 19 2013 BUILDING & FIRE PREVENTION A/t PERMIT APPLICATION Application No: r7 -722 Documented Construction Value: S t_02,00 W Job Address:Y]zKN-y_QHistoric District: Iles No D Parcel ID: Residential [Commercial Type of Work: NeAv Q addition Alteration Repair El Demo Change of Use Alove Description of NVork: I-4(311 l I l ` lA 1 i r r I 8Q2 c14 Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Tame pAnI— Phone: Street: Resident of property? City, State Zip: Contractor Information ame SAMLtcf Phone: Street: r r, Fax: JC12,. S i 00Z City, State Zip: i f/ t j % State License No.:E /, 'j 7/, Name: Street: City, St, Zip: Bonding Company: CP Address: Architect/Engineer Information Phone: Fax: E-mail: 1\1ortgage Lender: Address: NVARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COilIt\•IE\CE"\IE\T •IA1' RESULT EN YOUR PAYING T«'ICE FOR la•IPROVE.-NIENTS TO YOUR PROPERTY. A NOTICE OF CO•I'%IENCEAIENT MUST BE RECORDED A -ND 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 CO.NFNIENCEIMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no .cork 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 tvork, 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 us of that date: 5" Edition (2014) Florida Building Code Revised: June +0. 2013 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county. and there may be additional permits required from other govenunental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713, The City of Sanford requires payment of a plan review- fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value. credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all «'ork Nvill be done in compliance with all applicable laws regulating construction a dzaning. Signature of Owner/Asem Date Prim OatnedAgent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Signature Date Print Contr cto At*' g;nt' Name Signature o :-s:at f Florida Date STEPHANIERALLO r t. commission # FF 175017fExpiresNovember •2018 audwTkuTmrf appaa6JOW Cont Personally Knowvn to Me or Produced ID Type of [D BELOW IS FOR OFFICE USE ONLY Permits Requited: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Total Sq Ft of Bldg: ft Occupancy Use: Iin. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes Into = of Heads Flood Zone: of Stories: Plumbing - it of Fixtures Fire Alarm Permit: Yes No APPROVALS: ZO?\ING: UTILITIES: WASTE WATER: EI\GNEERING: FIRE: BUILDING: COINZNMLENTS: Revised: June ?0. 2013 Pcrriz application D• /• I A r`k-.r 9' • I f r: CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: I T r) 7 2 Z Documented Construction Value: S. L'1 1 I — W I. I'1 S kklA S Job Address: `[fjG l C"nde L-O//t++.lrl.t, Historic District: Yes No'g Parcel ID:"t)tktrtl^CS RcsidentialCommercial Typc of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Phone: Fax: Title: Email: Property Owner Information Name Street: City, State Zip: Phone: Resident of property? : Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2082 Street: 6310 MABLETON PARKWAY, SUITE 1000 Fax: (770) 941-9522 City, State Zip: MABLETON, GA 30126 State License No.: CFC1426562 Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: 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 I,ENDER 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 1he dale or oppiie,itioo and the code io errect as or that date: 5" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ]CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit lees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature ofOtrner/Agent pate Signature ofContr or/Agent ate Print Awmer/Agent's Name Signature ot'Notary-State of Florida pate Owner/Agent is Personally Known to Me or Produced ID Type of ID Print Contracto ot' N,,", Srgnature olury-Slate of Florida pate tt11111116 Contractor/Agent is Produced ID Tyl 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: Flood Zone: of Stories: Plumbing - # of Fixtures of Heads Fire Alarm Permit: Yes No UTILITIES: WASTE WATER: FIRE: BUILDING: Revised. June 30. 2015 Pcr n t Application UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering - Environmental Sciences Geophysical Services - Construction Materials Testing - Threshold Inspection Building Inspection -Plan Review -Building Code Administration 3532 Maggie -Blvd, Orlando, 32811 - P: 407.423.0504 • F: 407.423.3106 UES Project No: 0110.1401008.0000 Workorder No: 9365533-1 Report Date: 3/20/2018 In -Place Density Test Report Client: 2600 Lake Lucien Drive Suite 350 UES Technician: Christian Acevedo Maitland, FL 32751 Agate Tested: 03/20/2018 ra LProject: Thornbrooke 40s & 50s, SF House Lots Area Tested: Lot #2 , 472 Rocky Grove, Sanford ,FL Material:Nati e Reference Datum: - oting Type of Test: Field: ASTM D-2937 Drive Cylinder Method 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 aximum Density pcf) ptimum Moisture I%u) Field Dry Density per Field Moisture Soil Compaction Native 3 Depth inch) Pass or Fail 1 South Footer 0-1 ft 105.4 11.8 104.6 10.9 99 N/A Pas: 2 North Footer 1-2 ft 105.4 11.8 104.9 11.2 100 N/A Pas: 3 West Footer 1-2 ft 105.4 11.8 106.2 11.0 101 N/A Pas: 4 Northwest Corner of Pad (TOF) 1-2 ft 105.4 11.8 107.1 10.6 102 N/A Pas: 5 Northeast Comer of Pad (TOF) 2-3 ft 1 105.4 11.8 1 105.5 11.7 100 N/A Pas: Remarks: (TOF) Top of Fill,( HWT) Hit The Water Table. Tn nn{n/.linA n .n.•{..n/ n.++{nn{:nn In I /nn•nronl'r nl:nn{e {hn O..hl:n WWII n..rnnA•nw n11 rnnnAw nrin n..h...:Mn•/ nn ..nnFrinn{:n1 nnnnn.A• ni n.o nl:nn{w WWII nn{Lnri.nl:nn t WI DESCRIPTION AS FURNISHED: Lot 280, THORNBROOKE PHASE 4, as recorded in Plot Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 314 LOT 315 LOT 316 N 00°1455" W I 40, 00' I 19.80, 19.80' LOT 280 5.00' 15 7' v, d 5.00' 8' RECESS FOR POCKET SLIDER FORMSOARD FOUNDATION iV to O TOP OF FORMS = 23.70' 4 LOT 281 ° "I o LOT 279 5.00' 5.0t 0 o; 1 I 21. 3' 5. 00, 25. 20' 25,20' 10' UTIL. ESMT. Z-4154. 30' 40. 00' ON LOT AREA CA LOT = 4.800 SOFT. LIVING = 1,522 SOFT. GARAGE = 400 SOFT. ENTRY. 71 SOFT. ROCKY GROVE LANE BREEZEWAY- N/A SO.F'T. 50' R/W) TRACT I DRIVEWAY - 403 SOFT. A/ C PAD 18 SOFT. UTILITY do ACCESS R/W WALKWAY - 70 SOFT. IMPERVIOUS 54.7 x Z523 SOFT. QdG p S00 = 2 7 SO.FT. 0 R/W 440 SOFT. q PROPOSED = FINISHED SPOT GRADE ELEVATION APRON - 110 SO.FT. PER DRAINAGE PLANS BUILDING SETBACKS, SIDEWALK 200 SOFT. V PROPOSED DRAINAGE FLOW FRONT - 25' SOD 130 SOFT. LOT GRADING TYPE A REAR = 15' AREA= 51240 SOFT. PROPOSED F.F. PER PLANS - 23.7' SIDE - 5.0' DRIVEWAY = 513 SO.FT. v PROPOSED GRADE PER CONSTRUCTION PLAN ++ SIDE CORNER - 10' SIDEWALK270 SO.FT. SOD 2,307 SOFT. CRUSE' NME'YE1R-SCOTT & ASSOC., INC. - LAND SURVEYORS LEGEND - LEGEND - P • PLAT PaL. . POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 NOTES I. P. . ,D IPE u. POINT QREVOKE CURVATIAE 1. THE U Wtg0ED DOES Mgt[ffr CYRMFY TINT 7M SWRVLY WEM THE SIANOWDS Or PRFL7ICE SET FTRIM n SHE FLORIDA OGVtD 0I IA. • INOI ROD '= • POINT W COMPOUND CURVATURE PROFESSIONAL SURWYM AMU YAPPOU N CPWIEIt W-tT FLOR104 AONOVTRAfIVE COOS PURSWNT M SECTION 47L027. FLaMD4 STAR= GL C@ CIZIC IOMCIrt RAA • RADIAL 2. UNLES= EL005So wSm SVRVEYORY STOAIVRE AND ORIOPNI. RAC DEAL IM SURVEY AAP OR COPIES ARE NOT VAUA SCT Y. . 1z' IA /OLD 45% ILL . fOF•RADIAL J. 1SURVEY IIRT PIKRARm /IIOM STYLE WFOItllAlIOtN FURNISHED /D IRE SLOMETOR. iNE7K WY OC ORIW R671UO11014 PPXLIL . DIH EDDEGDOIING CALLC • CAL TEDD MIS MI OLSEHONRIMAr AFFECT IHS PROPOM. IAIC. . POINT OF CO"memewT RA • PEIOWCIT IKfOKNtt tr /. HDWAQ NOIDmERCROUND AOMOVONEMS HAVE KEN IOU/ED UNIESS OIHEARTSE SNIOWN. E . CENTERLDc rIM S16D rLOV ELEVAT 04 0. TIOS SURVEY 4 PROW= FOR THE = 9 ODIr71f OF YHOW CEIrFV= TO AND SNOIAa NOT OE REtm UPON OY ANY 07H[R EMTTrr HAD . MAM1 L DISK DsL • DUILDINO S[TDACK LINE R ONEHSIONS SMMW FOR THE LOCATION Or DIPROKEIEMON S NO•ESHOMNOTOEUSED TO REPONSTRM ELIMOAW LNES It" • [ ". DAD. • DENCCHMARK DO 7. DE40AM ARE BASED ASSU= G11W AND ON IW LINE D OWN AS EASE KARMC (VAL) va.,K MIAINAOE a ELOVIONS. Y SHOWN, ARE DO W ON MAMMAL WOOERC OAIUE/ Or 1029, UMLZU OTMDIWESE N01m. Urll. • UTILITY 0. CLAMIGVTE OF AUTHORIZATION AVA 4300. CL:L. • CHASM LINK FENCE vI)M • VODD FOIE C/D • CONCRETE TACK SCALE F- 1' 20'----4 1 DRAWN BY: ••• P.C. • POINT OF CURVATURC P.T. • POINT Or TANGPCY MATE ORDER NO. OESC. • DESCRJPTIMI CERTIFlED BY. -- -' R • RADIUS PLOT PLAN 12-04-2017 3JD-17 p . AKKL,PITM FORANBQARO FOUNDATION/ELEVS. 03-21-10CHORD 1020-f0 cD. - CHORDNEARINGNORTH THIS 8UNL01NG/PROPERTY DOES NOT LIE MIIMN INC ESTABLISHED 700 YEAR FLOOD PLWE AS PER T7RN• J'101 RISI..R.ZONEX.d4P / 12117C 0055 F . SCOTT, R.LS / 4801 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION D Application No: 9 - SDaa Documented Construction Value: $ Job Address: OC. czwf,", historic District: Yes No)f Parcel ID: ResidentiaQ Commercial U Type of Work: Newo Addition Alteration Repair Demo Change of Use Q Move Description of Work: _^5,tit.r l(AG Plan Review Contact Person: \iN. r.,l 1 M,V/S Title: l Phone: `W7-5W526MJ Fax:9-L -3253 Email: UGC CJ a1D y. arv f n - Property Owner Information Name Pt1,j I> 111 I Wfr Sc \ Phone: JPs `,, Street: (o 60 lam. La C.Pw LX Resident of property?: 3D City, State Zip:Ctt-G%iLUi ITT'. _ •,y CohtracioHnfonnatlon Name -A ' t rhonq): 440 6 `3 Street: (!>3I rSLO (9 )a(.l Fax: L10i- vn,, z,--` 3'S3 City, State Zip: `E. ar\pmr PL Zv-r7 State License No.: CMD-n, 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, beaters, tanks, and air conditioners, etc. FBC 105.3 Sball be inscribed with the date of application and the code in effect as of that date: 51° Edition (2014) Florida Building Code Revised: June 30. 2015 Permit Application iN CIF.: 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, ITS 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 at work will be done in compliance with all applicable laws regulating construction and zo g. 11iMm Signature of Owner/Agent Date SigptCre of ContractodAgeM Print Owner/Agent's Name Pfie Contractor/Awnt's Name Signature of Notary -State of Florida Date Signature i`'.: CHERYL D AKERS MY COMMISSION # FFN8962 EXPIRES June 05, 2020 07 99-0r5 FWrWsNmarVServke.eom Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing0 Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures, Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: COMMENTS: BUILDING: Revised: June 30, 2015 Permit Application VJWII/IaJC :a ' taea.. Data,tWMIS vJAIY DI'1{.Yt _ _ Diu rx NS•r rw _K tY IYMaba aatAfyNl... Dllt 1 rwwLa•n• saR. tr.Mlr{jil.." mrJ n. rra __.___,______ _~ _ Iiw..4 ay 1 tJ- ti1[Ja .IJ..ylty..w• 13o=c Jr.r..Flcs," r L_J:at .wr•IL.ayNY m•n wrri Z,;.n.i.Y•he _^— • r _•• ., - . _ il.w`^'1AY•t•u.•J4utwlsawcu..a •f _ — •. a- I t..art,l.y 1 11r.a.Y•.l1 ragj .tiira•—wit d'.•Y1<{ O7T •fw•NJw.A. IM'I,.tM1I I 1.•..ue•..U L•1.•%t rr.vltaa•r• lrJ dl^.11 •aK•T..UiM Y).YI.tas— i- {ar•Jr..0 inKM ('••a'Nlcr. a0a.. a..— Ir IM.C.aN`+n)1 3><[La'Opn:dl.t rvxctn -a—, . •_• r•••••— tend. C)RR C.aAa. i D.•u rri _OW..ar.w a:. W/0,^•IL". _ _ _ L• t-d— s, smuc(O Y WML1r•-a•6..wh•J.WMDMDtwM MaJ1.1 rr\.ra.41 11..r.wr •. 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