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484 Red Rose Ln - BR17-003755 (A) SFRCOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 18100000 BUILDING APPLICATION #: 18-10000083 BUILDING PERMIT NUMBER: 18-10000083 DATE: February 01, 2018 UNIT ADDRESS: ROCKY GROVE IN 484 21-19-30-510-0000-2770 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: 484 ROCKY GROVE LANE THORNBROOKE PH 4 LOT 277 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 Single Family Housing 00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS Single Family CO -WIDE ORD Housing 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 PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, n C 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 O MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. O COPIES OF RULES GOVERNING 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 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT ISSUED WITHIN 60 CALENDAR DAYS FROM THE DATE ABOVE 7P f- -Z E> II CITY OF SANFORD J BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No • - 117 Documented Construction Value: $ 352;1-16(• Job Address: Historic District: Yes No Q Parcel ID: 2j-19-30- 90-0000__?T7 0 Residential n Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME - LOT NUMBER: _`] Plan Review Contact Person: Daphne Clark Title: N 111IN&MoilitIm Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTH'HALL 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 Name Street: City, St, Zip: Bonding Company: Address: Architect/Engineer Information Phone: Fax: 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 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 herebv 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: 5111 Edition (2014) Florida Building Code Revised: June 30, 2015 13 LA 3 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 pen -nit is verification that I will notify the owner of the property ofthe 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. jzh oSitureofOwner/Agent Date TAYLOR MORRIS ORIDA INC Print Owner/Agent's e Z/ Signature of otary- ate • orida Date Put,, D. A. a ARKoa ' 0,Bonded MY COMMISSION # FF 209108 EXPIRES: June 27, 2019 e ThmBudgetNotarySenket Owner/Agent is YES Personally Known to Me or Produced ID N/A Type of ID z /( gnature of Contractor/Agent Date JOHN ASA WRIGHT Print Contractor/Agent' Signature ofNotary -State of Florida Date of %X D. A. CLARK MY COMMISSION # FF 209108 EXPIRES: June 27, 2019 IsFOF,de BondedThruBudgetNotary Servit" Contractor/Agent is YES Personally Known to Me or Produced ID NIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building R Electrical R Mechanical y Plumbing Gas[] Roof Construction Type: Occupancy Use: 12' Flood Zone: )-!56E T a,r-4 FV Total Sq Ft of Bldg: ZN Min. Occupancy Load: l —1 # of Stories: Z New Construction: Electric - # of Amps 0-rc Plumbing - # of Fixtures ZZ Fire Sprinkler Permit: Yes No 54""# of Heads APPROVALS: ;Z.ONING. 114IS UTILITIES: COMMENTS: ENGINEERING: Yh,L Ok to construct single family home with setbacks and impervious area shown on plan. r5q .'7 '/, Wy, 1 Vtasfa s i ot - 6—L. Fire Alarm Permit: Yes NoRl WASTE WATER: BUILDING: St'r 3• z3-18 Revised: June 30, 2015 Permit Application f S7 OIL[ { CITY OF SANFORD BUILDING & FIRE PREVENTION n lOi z PERMIT APPLICATION Application No: Documented Construction Value: $ v ! —1 lT Job Address: {' % t- 6 C I-eyeLa Historic District: Yes No Parcel ID: 21.19-30- 90-0000-7'7 0 Residential 5 Commercial Type of Work: New E Addition Alteration Repair Demo Change of Use Move Description of Work: _ NEW SINGLE FAMILY HOME - THORN BROOK PHASE y LOT NUMBER: ;-`7'7 Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: da hone( Permits P .rmitsPermits 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: Name: Street: City, St, Zip: _ MAITLAND FL 32751 State License No • CBC1257462 Bonding Company: N/A Address: Architect/ Engineer Information Phone: Fax: 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 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 Neill be performed to meet standards of all lads regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5", Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application E:NOT 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 ofpermit is verification that I will notify the owner of the property ofthe requirements ofFlorida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy ofthe executed contract is requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, inaccordancewithlocalordinance. 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 Date TAYLOR MORRIS ORIDA INC Print Owner/Agent's e Signatureof otary- ate orida Date o, ot„1, D. aaARK e ' * MY COMMISSION # FF 209108 EXPIRES: June 27,2019 l TEOFf o oe BondedDru Budgel Notary Senicet Owner/Agent is YES Personally Known to Me or Produced ID N/A Type of ID Permits Required: Construction Type: Total Sq Ft of Bldg: IgnatMur, ofContractor/Agent Date JOHN ASA WRIGHT Print Contractor/Agent' Signature of Notary -State of Florida Date o RY Lo4o D. A. CLARK MY COMMISSION # FF 209108 EXPIRES: June 27, 2019 Nr7jEOFF`oe BondedThruBudget Notary Services Contractor/ Agent is YES Personally Known to Me or Produced ID ISIIA— Type of ID BELOW IS FOR OFFICE USE ONLY Building Electrical Mechanical Plumbing Gas[:] Roof Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit:. Yes No Flood Zone: of Stories: Plumbing - # of Fixtures of Heads Fire Alarm Permit: Yes No APPROVALS.: ; ZONING: UTILITIES: Z Z — WASTEWATER: _ ENGINEERING: FIRE: BUILDING:_ COMMENTS: Pennit Application Revised: June 30, 2015 REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Pormit 0 BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Prepour 20 Lintel / Tie Beam / Fill Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence Address: ELECTRICAL,PERIVIIT - Min Max Inspection Description 10 Electric Underground 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final an, 02, Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final Min Max f - Rng14 , g Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 i°i'I1- I`I LO` . JE=111"rat)4_C: ia7lJha `i `' Ci...ERK AF CIRCUIT C:OUIRT & COMPTROLLER Parcel ID Number: Prepared By Kim Carter and Taylor Morrison Homes Return To : 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. State of Florida. County of Seminole. E:t,. ; 3.?'i 1_i i `:'r •.`.if- l .','is r' CLERK S t 2017125997 F: C0i;`E,iCD 1.,_;`1:.:,!'2,0:E A :1 ii,1 IH l`E1.!h:i_i=1J B 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 cZ 7 Legal Description: Thornbrooke Phase Lz, according to the plat thereof, as recorded in Plat Book )fthe public records of Seminole County, Florida. Addresses : wy 62t 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(1)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed: { Signature of Owner's Agent: h C Jqdn Asa Wright aylor Morrison of Florida I0/ Sworn to and subscribed before me this by John Asa Wright who is er lly known to me. Notary Public DA Clark My commission expires: 6/27/19 Serial DEC g;_ __, .. :...:.. 2017/ ... MY COMMISSION 9 FF 209108 EXPIRES: June 27, 2019NjOr ry Signature: 9j aN$ta"N1' eod9M Mary ,eraS;gr'y M 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: 484 Rocky Grove Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-2770 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) a G*F'OjFFICIAL—USE Flood Zone: X Base Flood Elevation: NSA Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway 0 The parcel is not in the: 0 floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 17-3755 Reviewed by: Michael Cash, CFM Date: January 2, 2018 17 Application for Right -of -Way Use for Driveway,Walkway& Landscape O RIDF _1877 —11 Department of Planning & Development Services www.sanfordfl.gov 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the o attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the size and location of the existing right—of-way and use shall be provided or application could be delayed. r know whorl below. Callbefore you dig. 1. Project Location/Address: va 2. Proposed Activity: ILT Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: g0, 911/0A Y iFVX d1W SF4 This application is submitted by: Property Owner. Signature: /l Print Name: yaf— yy flfAS Address: IS1WaTURAU, XE 11 ®dN4 At I ICA Phone: 7 ZD7-b140 Fax:- 0!Q6hJJ?? '}89' = (i i a E"2j'ae4 e' Date: Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/ improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improve- ment and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City' s right -of --way. I have read and understand the above statement and by signing this application I agree to its terms. I hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. 41? Signature: Date: This permit shall be posted on the site during construction. Please call 407.688.5080, Ext. 6401.24 hours in advance to schedule a pre -pour inspection. Pre - pour Inspection by: Date: September 2010 nvw use unveway.paf FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot277ThornbrookeAnastasiaAGLN Builder Name: Taylor Morrison Street f c<= 1 r r2 i a'.- _ - Permit Office: c r t dz- r. City, State, Zip: FL , Permit Number: Owner: Jurisdiction: 691500 Design 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 ft2 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= ft2 5. Is this a worst case? No 10. Ceiling Types (1509.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1482.00 ft' 6. Conditioned floor area above grade (ft2) 2582 b. Knee Wall (Vented) R=30.0 27.00 ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(369.6 sgft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 297.59 ft2 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 72.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEER:16.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 21.8 HSPF:8.50 SHGC: b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 3.484 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons8. 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 ft2 None c. other (see details) R= 13.00 ft2 15. Credits Pstat Glass/Floor Area: 0.143 Total Proposed Modified Loads: 73.97 PASSTotalBaselineLoads: 76.82 1 hereby certify that the plans and specifications covered by Review of the plans and THE STAFFthiscalculationareincompliancewiththeFloridaEnergyspecificationscoveredbythiszO Code. calculation indicates compliance with the Florida Energy Code. y J., PREPARED BY. _ Before construction is completed 1_1/30/_1.7_- DATE: - -- ---- --- - . 9inspectedthisbuildingwillbe for compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. n OD WE OWNER/AGENT: ______ _/ fI __.__ BUILDING OFFICIAL: _ DATE: - ='" ! Z 1_ -- DATE: _ -- -- Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 11/30/2017 1:48 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 Property Record Card Owner: TAYLOR MORRISON OF FL INC Property Address: 484 ROCKY GROVE LN SANFORD, FL 32771 Parcel Information Parcel 21-19-30-510-0000-2770 Owner TAYLOR MORRISON OF FL INC Property Address 484 ROCKY GROVE LN SANFORD, FL 32771 Subdivision Name THORNBROOKE PHASE 4 Tax District Sl-SANFORD Exemptions j Value Summary Values Valuation Method Cost/Ma Number of Buildings 0 Depreciated Bldg Value Depreciated EXFT Value Land Value (Market) 26,050 Just/Market Value 26,050 Portability Adj Save Our Homes Adj 0 P&G Adj so 7AssessedValue 1,809- 7axAmount without SOH: 2017 Tax Bill Amount Tax Estimator Save Our Homes Savings: Does NOT INCLUDE Non xuValorem Legal Description LOT 277 Taxing Authority 1 Assessment Value Exempt Values County General Fund 1,809 0 City Sanford 1,809 0 County Bonds 1,809 0 Galen Description Date Book-- Page Amount Qualified No Sales 12/ 13/2017, |O:25&M Rt:C6 . i 1 FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot277ThornbrookeAnastasiaAGLN Builder Name: Taylor Morrison Street: 8 G, CYlltit L Permit Office: ry w\LD1City, State, Zip: FL , Permit Number: - 3 7 5 5Owner: Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone ) SANFORD AN1. New construction or existing New (From Plans) 9. Wall Types (3145.8 sqft.) Insulation 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1380.60 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 244.22 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1509.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1482.00 ft2 6. Conditioned floor area above grade (ft2) 2582 b. Knee Wall (Vented) R=30.0 27.00 ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(369.6 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 297.59 ft2 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 72.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEER:16.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 21.8 HSPF:8.50 SHGC: b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 3.484 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons8. Floor Types (2582.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 1102.00 ft2 None c. other (see details) R= 13.00 ft2 15. Credits Pstat Total Proposed Modified Loads: 73.97 Glass/Floor Area: 0.143 JJPASSSSTotalBaselineLoads: 76.82 1 hereby certify that the plans and specifications covered by Review of the plans and S7.4 this calculation are in compliance with the Florida Energy specifications covered by this o THE Code. calculation indicates compliance with the Florida Energy Code. rrtru °Y'„ O PREPARED BY: ""-' Before construction is completed DATE: 11.13.0/_17 - this building will be inspected for compliance with Section 553.908 t I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. COD WE'T¢ OWNER/AGENT:----/---- DATE BUILDING OFFICIAL: DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. , 11/30/2017 1:48 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot277ThornbrookeAnastasia 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 V IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL ORLANDO INTL AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 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 ftz 19 0 0 1 2 Slab -On -Grade Edge Insulatio 1st Floor 147.9 ft 0 1467 ftz 0.41 0 0.59 3 Floor Over Other Space 2nd Floor ---- ___- 1102 ftz 0 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1655 ft' 370 ftz 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 ftz N N 11/30/2017 1:48 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Knee Wall (Vented) 1st Floor 30 Batt 27 ft2 0.11 Wood 2 Under Attic (Vented) 1st Floor 30 Blown 13 ft2 0.11 Wood 3 Under Attic (Vented) 2nd Floor 30 Blown 1469 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Ornt To Wall_T_ype Space R-Value F_t-I F_t-In Area R_Value-Fraction Absor.-Grade% 1 N Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 5 6 9 4 51.3 ft2 0 0 0.6 0 3 E Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 4 E Exterior Concrete Block - Int Insul 1st Floor 4.1 54 6 9 4 508.7 ft2 0 0 0.6 0 5 S Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 6 S Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 ft2 0 0 0.6 0 7 W Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 8 W Exterior Concrete Block - Int Insul 1st Floor 4.1 53 0 9 4 494.7 ft2 0 0 0.6 0 9 NW Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 45.9 ft2 0 0 0.6 0 10 Garage Frame - Wood 1st Floor 13 26 2 9 4 244.2 ft2 0 0.23 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 Wood 1st Floor None 39 2 7 8 20.7 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang y # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds Exterior 5 2 E 3 Vinyl' Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds Exterior 5 3 E 4 Vinyl Low-E Double Yes 0.34 0.31 39.1 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds Exterior 5 4 S 5 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds Exterior 5 5 S 5 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 6 S 6 Vinyl Low-E Double Yes 0.34 0.31 58.6 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds Exterior 5 7 S 6 Vinyl Low-E Double Yes 0.58 0.32 72.0 ft2 10 ft 8 in 0 ft 0 in None None 8 W 7 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds Exterior 5 9 W 7 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds Exterior 5 10 W 8 Vinyl Low-E Double Yes 0.34 0.31 5.0 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds Exterior 5 11 W 8 Vinyl Low-E Double Yes 0.34 0.31 19.3 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds Exterior 5 12 NW 9 Vinyl Low-E Double Yes 0.34 0.31 24.7 ft2 10 ft 0 in 0 ft 4 in Drapes/blinds None 11/30/2017 1 A8 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 ft2 384 ft2 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 Heat Pump Electric Heat Pump Split Split HSPF:8.4999 21.8 kBtu/hr 1 HSPF:8.4999 21.8 kBtu/hr 2 sys#1 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit Split Split SEER: 16 25.2 kBtu/hr cfm 0.75 1 SEER: 16 25.2 kBtu/hr cfm 0.75 2 sys#1 sys#2 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft2 DUCTS v # Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT QN RLF HVAC # Heat Cool 1 2 Attic 6 293.4 ft Attic 6 223 ft2 Attic 2nd Floor 73.35 ft Default Leakage 2nd Floor (Default) (Default) 55.75 ft Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 11/30/2017 1:48 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin an Feb Mar Apr ( Ma X] Jun Jun X Jul Au Se [ Oct Nov Dec Heating Jan Feb lXMar l Apr l May 4 Jul Au Xj XjSep l Oct lXNov tXDec lX Ventin [ JanlXFebXMarAr [ Ma Jun Jul Aug Se [ Oct X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 11/30/2017 1 A8 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* = 96 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 ftzb. 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 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1482.00 ftz 6. Conditioned floor area (ft2) 2582 b. Knee Wall (Vented) R=30.0 27.00 ft2 7. Windows- Description Area c. N/A R= ft2 11. Ducts R ft2 a. U-Factor: Dbl, U=0.34 297.59 ftz a. Sup: Attic, Ret: Attic, AH: 2nd Floor 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 ft2 SHGC: SHGC=0.32 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 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 kBtu/hr EfficiencySHGC: a. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 3.484 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 ft2 a. Electric EF: 0.95 b. Floor Over Other Space R=0.0 1102.00 ft2 b. Conservation features c. other (see details) R= 13.00 ft2 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 feat res. Builder Signature: Date: Address of New Home: qy DClI -/ L7 City/FL Zip: , 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 1:48 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 qDEL-AIIRManual S Compliance Report HEATING.*AM COMMON= 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: Lot277ThornbrookeAna... Date: 6/4/2014 By: FJF Outdoor design DB: 92.5°F Sensible gain: 18864 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: 22329 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 102% of load SHR: 93% 0 0 0 Design Conditions Outdoor design DB: 41.7°F Heat loss: 19832 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 IF Supplemental heat required: 0 Btuh Economic balance: -99 IF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.0 kW 85% of load Temp. rise: 50 IF Meets are all requirements of ACCA Manual S. t WriihtSOfts 2017-Nov-30 13:ge 1 9Right -Suite® Universal 2017 17.0.23 RSU24011 Page 1 AC1gnaslasiaAGLN\ Lot277ThornbrookeAnaslasiaAGLN.rup Calc = MJS House faces: N QEL Alta Manual S Compliance Report HEATHIG + AIR c0N0rrwNwG a h u 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: Lot277ThornbrookeAna... 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 ASH Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 18134 Btuh 113% of load Latent capacity: 2831 Btuh 97% of load Total capacity: 20965 Btuh 110% 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 Capacity balance: 30 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 3.5 kW 87% of load Temp. rise: 13 OF Meets are all requirements of ACCA Manual S. wri htsoftx 2017- Nov-30 13:age 2 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 2 nastasiaAGLN\ Lot277ThornbrookeAnastasiaAGLN.rup Calc = MJ8 House faces: N o 0 0 0 Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (°F) 70 75 Elevation: 95 ft Design TD (°F) 28 18 Latitude: 28°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (IF) 42 93 Infiltration: Daily range (IF) - 17 ( M Method Simplified Wet bulb (°F) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft Btuh/ftz-°F W-T/Btuh Bluh/W Btu BtuhV Btu Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int fnsh 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2" gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 112" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vni frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, 1 ft overhang (5 ft window ht, 1 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31), 50% drapes, medium, 1 ft overhang (6.3 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ovd: 2 glazing, cir low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vni frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3 ft window ht, 1 ft sep.); 6.67 ft head ht n 240 0.091 13.0 2.58 618 2.34 562 e 461 0.091 13.0 2.58 1186 2.34 1079 s 200 0.091 13.0 2.58 515 2.34 469 w 470 0.091 13.0 2.58 1209 2.34 1100 all 1370 0.091 13.0 2.58 3528 2.34 3210 n 51 0.201 0 5.69 292 4.35 223 e 470 0.201 0 5.69 2671 4.35 2044 s 150 0.201 0 5.69 851 4.35 651 w 470 0.201 0 5.69 2675 4.35 2046 nw 22 0.201 0 5.69 122 4.35 94 all 1162 0.201 0 5.69 6611 4.35 5058 s 29 0.032 30.0 0.91 26 2.38 69 223 0.091 13.0 2.58 575 1.44 322 n 30 0.340 0 9.62 289 10.6 317 e 30 0.340 0 9.62 289 30.4 911 s 30 0.340 0 9.62 289 10.8 323 s 40 0.340 0 9.62 385 10.8 431 w 15 0.340 0 9.62 144 3b.4 455 all 145 0.340 0 9.62 1395 16.8 2438 e 39 0.340 0 9.62 374 30.4 1180 s 58 0.340 0 9.62 561 12.2 708 all 97 0.340 0 9.62 935 19.4 1888 s 72 0.580 0 16.4 1182 16.8 1213 w 6 0.340 0 9.62 58 30.4 182 wri htsoft' 2017-Nov-3013:56:32 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 1 MCA...nastasiaAGLN\ Lot277ThornbrookeAnastasiaAGLN.rup Calc = MJ8 House faces: N 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 5 0.340 1/8" thk; NFRC rated (SHGC=0.31), 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 19 0.340 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 ft window ht, 11.67 ft sep.); 6.67 ft head ht 10C-v: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, nw 25 0.340 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 10 ft overhang (8 ft window ht, 0.33 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n 21 0.390 Ceilings 1613-30ad:Attic ceiling, asphalt shingles roof mat, r-30 cell ins, 112" 1483 0.032 gypsum board int fnsh Floors 20P-19t: Flr floor, frm flr, 12" thkns, r-19 cav ins, gar ovr 13 0.050 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 wrightsoft` Right-SuiteOO Universal 2017 17.0,23 RSU24011 l CQ...nastasiaAGLN\Lot277ThornbrookeAnasIasiaAGLN.rup Calc = MJ8 House faces: N 0 9.62 48 30.4 152 0 9.62 185 30.4 585 0 9.62 237 16.0 395 0 11.0 228 12.0 248 30.0 0.91 1343 1.74 2574 19.0 1.41 18 0.71 9 0 28.0 4140 0 0 2017-Nov-30 13:56:32 Page 2 Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (IF) 70 75 Elevation: 95 ft Design TD (IF) 28 18 Latitude: 28°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (IF) 42 93 Infiltration: Daily range (IF) - 17 (M ) Method Simplified Wet bulb (IF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft BtuhW-T ft-F/Btuh Btuh/ft Btu Btuh/W Btu Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 51 0.201 0 5.69 292 4.35 223 board int fnsh e 470 0.201 0 5.69 2671 4.35 2044 s 150 0.201 0 5.69 851 4.35 651 w 470 0.201 0 5.69 2675 4.35 2046 nw 22 0.201 0 5.69 122 4.35 94 all 1162 0.201 0 5.69 6611 4.35 5058 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: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" 223 0.091 13.0 2.58 575 1.44 322 wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 39 0.340 0 9.62 374 30.4 1180 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft s 58 0.340 0 9.62 561 12.2 708 overhang (6.3 ft window ht, 11.67 ft sep.); 6.67 ft head ht all 97 0.340 0 9.62 935 19.4 1888 2A-2ovd: 2 glazing, clr low-e outr, air gas, vnl frm 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 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 5 0.340 0 9.62 48 30.4 152 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, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 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 ft sep.); 6.67 ft head ht 10C-v: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, nw 25 0.340 0 9.62 237 16.0 395 1/8" thk, NFRC rated (SHGC=0.31); 50% drapes, medium; 10 ft overhang (8 ft window ht, 0.33 ft sep.); 6.67 ft head ht Doors 11 D0: Door, wd sc type n 21 0.390 0 11.0 228 12.0 248 wri htsoftlI' 2017-Nov-3013.56:32 14`_ N 9 Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 3 MCA...lastisiaAGLNTot 277Thorn brookeAnaslasiaAGLN.rup Calc = MJ8 House faces. N Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 13 0.032 gypsum board int fnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 ACChwrightsoft' Right -Suite@ Universal 2017 17.0.23 RSU24011 nastasiaAGLN\Lot277ThornbrookeAnastasiaAGLN.rup Calc - MJ8 House faces 30.0 0.91 12 1.74 23 0 28.0 4140 0 0 2017-Nov-30 13:56:32 Page 4 Component Constructions Job: Lot277ThornbrookeAna RDEL-AIR HEATING® AIRCGNItlT10NRIG ahu 2 Date: 6/4/2014 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM 0 0 For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 28ON Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (IF) 42 93 Infiltration: Daily range (IF) 17 ( M) Method Simplified Wet bulb (OF) 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft B1uh/ft2-0F ft'-°F/Stuh Btu hM Btu BtuhM BtuIn Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Partitions none) n 240 0.091 13.0 2.58 618 2.34 562 e 461 0.091 13.0 2.58 1186 2.34 1079 s 200 0.091 13.0 2.58 515 2.34 469 w 470 0.091 13.0 2.58 1209 2.34 1100 all 1370 0.091 13.0 2.58 3528 2.34 3210 Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft e overhang (5 ft window ht, 1 It sep.); 6.67 ft head ht s s w all 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, cir innr, 1/4" gap, w 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3 ft window ht, 1 ft sep.); 6.67 ft head ht Doors none) Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 112" gypsum board int fnsh Floors 20P-19t: Flr floor, frm flr, 12" thkns, r-19 cav ins, gar ovr 30 0.340 0 9.62 289 10.6 317 30 0.340 0 9.62 289 30.4 911 30 0.340 0 9.62 289 10.8 323 40 0.340 0 9.62 385 10.8 431 15 0.340 0 9.62 144 30.4 455 145 0.340 0 9.62 1395 16.8 2438 6 0.340 0 9.62 58 30.4 182 1469 0.032 30.0 0.91 1331 1.74 2551 13 0.050 19.0 1.41 18 0.71 9 t WChtsoft' 2017-Nov-3013:56:32 I 9Right -Suite® Universal 2017 17.0.23 RSU24011 Page 5 i C... nasIasiaAGLN\Lot277Thorn brookeAnaslasiaAGLN.rup Calc - MJ8 House faces: N Project Summary Job: LotMThornbrookeAna...' DEL Date: 6/4/2014 HEATHiG - AHt CONDITroHH+G 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 3/8/16 LS 6/21/16 JA LS 10/27/16 JA o 0 LS 3/24/17 JA LS 11IMPWA Orlando Intl AR 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 26220 Btuh Structure 23946 Btuh Ducts 7202 Btuh Ducts 11007 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 33422 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 34954 Btuh Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 Structure 4165 Btuh Ducts 2225 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling Area (ft2) 2582 2582 Equipment latent load 6390 Btuh Volume (ft3) 26938 26938 Air changes/hour 0.41 0.21 Equipment Total Load (Sen+Lat) 41344 Btuh Equiv. AVF (cfm) 184 94 Req. total capacity at 0.70 SHR 4.2 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade Na Model n/a Cond n/a AHRI ref n/a Coil n/a AHRI ref n/a Efficiency n/a Efficiency Na Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Nov-30 13:56:32Wrightsoft' Right-SuiteOO Universal 2017 17.0.23 RSU24011 Page 1 ACCA g nastasiaAGLN\Lot277ThornbrookeAnaslasiaAGLN.rup Calc = MJS House faces: N Project Summary Job: Lot277ThornbrookeAna q-DEL-AIR ... Date: 6/4/2014 HEATmc t AM CONDTF110 G ail U 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 Heating Summary Structure 16926 Btuh Ducts 2905 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 19832 Btuh Infiltration Method Construction quality Fireplaces Sensible Cooling Equipment Load Sizing Structure 14618 Btuh Ducts 4246 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 18864 Btuh Simplified Latent Cooling Equipment Load SizingAverage 0 Structure 2626 Btuh Ducts 839 Btuh Central vent (0 cfm) 0 Btuh Heatingg Coolingg Area (ftz) 1467 1467 Volume (ft3) 13715 13715 Air changes/hour 0.39 0.20 Equiv. AVF (cfm) 89 45 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AH R I ref 10258598 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 39 IF Backup: none) Equipment latent load 3465 Btuh Equipment Total Load (Sen+Lat) 22329 Btuh Req. total capacity at 0.75 SHR 2.1 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBA27UHE-024-230'++TDR AH R I ref 10258598 8.5 HSPF Efficiency 13.5 EER, 16 SEER Sensible cooling 18900 Btuh 21800 Btuh @ 47°F Latent cooling 6300 Btuh 24 IF Total cooling 25200 Btuh 840 cfm Actual air flow 840 cfm 0.042 cfm/Btuh Air flow factor 0.045 cfm/Btuh 0.30 in H2O Static pressure 0.30 in H2O Load sensible heat ratio 0.84 Input = 5 kW, Output = 16909 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Nov-30 13:56:32WlrightsotRight -Suite@ Universal 2017 17.0.23 RSU24011 Page 214CCp+..nastasiaAGLN\Lot277ThornbrookeAnasIasiaAGLN.rup Calc = MJ8 House faces: N Project Summary Job: Lot277ThornbrookeAnaE 'R ... Date: 6/4/2014 HEATING AIR CONDITIONING ah u 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 Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 IF Inside db 70 IF Inside db 75 OF Design TD 28 IF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Structure 9294 Btuh Ducts 4296 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 13590 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heatingg Coolingg Area (ft2) 1115 1115 Volume (ft3) 13223 13223 Air changes/hour 0.43 0.22 Equiv. AVF (cfm) 96 49 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AHRI ref 10258598 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 30 IF 8.5 HSPF 21800 Btuh @ 47°F 24 OF 840 cfm 0.062 cfm/Btuh 0.30 in H2O Backup: Input = 3 kW, Output = 11784 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 9328 Btuh Ducts 6761 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 16090 Btuh Latent Cooling Equipment Load Sizing Structure 1539 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh pone) Equipment latent load 2925 Btuh Equipment Total Load (Sen+Lat) 19015 Btuh Req. total capacity at 0.75 SHR 1.8 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBA27UHE-024-230'++TDR AHRI ref 10258598 Efficiency 13.5 EER, 16 SEER Sensible cooling 18900 Btuh Latent cooling 6300 Btuh Total cooling 25200 Btuh Actual air flow 840 cfm Air flow factor 0.052 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.85 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Nov-30 13:56:32Wrightsoft` Right -Suite® Universal 2017 17.0.23 RSU24011 Page 3 ACCA...nastasiaAGLN\Lot277Thorn brookeAnastasiaAGLN.rup Calc - MJ8 House faces: N i DEL -AIR Right-JO Worksheet MTM ` AM 1301mmo '"S Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot277ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name Entire House ahu 1 2 Exposed wall 316.9 ft 147.9 ft 3 Room height 9.2 It 9.3 ft 4 Room dimensions 5 Room area 2939.3 ft2 1470.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 121 Osw , 2A 0 091 0340 n . n 4 2.58 19.6210.5830aE:i 2:34 270 240 0 618 289 562 317 0 30. 0 s - 0 0 t) 0 0' W 13A-2ocs 0.201 n 5.69 4.35 51 51 292 223 51 51 292 223 1 1 r12C Osw2A2ov _- 0 091 0.340 e ;' e : 758' 0:62 2 34 Rio336 491 30 461 v. ,,, 0 11861079 289. 911 0 0 y0 i 0 0 0: A 0 W 13A-2ocs 0.201 e 5.69 4.35 508 4701 2671 2044 508 470. 2671 2044 W13A-2ocs 0.201 s 5.69 4,35 280 150 851 651 280 150 851 651 2A-2ov 0.340 s 9.62 12.15 58 0 561 708 58 0 561 708 2A-2ovd 0.580 s 16.41 16.85 72 144 1182 1213 72 144 1182 1213 W 16A.30atl ! 0:032 `` s 0.91 238 29 . .` 29 .26 69 29 m 29 ,a 26 89'. fW-- 12C-0sw -0.091 w 2.58 - 2.34 -- 491 - --- 470---1209 - 1100 -' -0 0 0 0 I-G 2A 2ov 0.340 w 9.62 30.36 6 0 58 182 0 0 0 0 W 13A-2ocs 0.201 nw 5.69 4.35 46 22 122 94 46 22 122 94 t-G 10C-v 0.340 nw, 9.62 16.02 25 0 237 395 25 0 237 395 P 12C Osw9 091 2:58 1.44 244 223 575 322 244 223, 575 322< 11 DO__ _.... ._ . . 0.390 ri- 1 { 0-4_' _ 11.99 21 .. _..... 21 ._._.... 228 248-21 _2.1- `_ E-' 228', C 1613-30ad 0.032 0.91 1.74 _1483 1483 1343 2574 13 13 12 23 F 20Pt 9f . - =.0 050 141 0.71r 13 13 =- 18 9 r 99A-1nl n QA0 _ 9700 n nn 1e7n 1nA n1An nl 1n70 1AQ A1An n 61 c) AED excursion 10 10 Envelope loss/gain 20509 18342 14180 9953 12 a) Infiltration 5711 1809 2747 870 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 6 1380 Appliances/other 2415 2415 Subtotal (lines 6 to 13) 26220 23946 16926 14618 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 26220 23946 16926 14618 15 Duct loads 1270% 46% 7202 11007 179/6 290 2905 4246 Total room load 33422 34954 19832 18864 Air required (cfm) 1680 1680 840 840 Calculations approved by ACCA to meet all reauirements of Manual J 8th Ed w rightsoft- 2017-Nov-30 13.56:32 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 1 naslasiaAGLN\Lot277ThornbrookeAnastasiaAGLN.rup Calc = MJ8 House faces: N r'' 4 DEL -AIR Right-JO Worksheet MATH -AM COMIM0MH8 Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot277ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name ahu 2 2 Exposed wall 169.0 It3Roomheight9.0 ft 4 Room dimensions 5 Room area 1469.3 ftz Ty Construction U-value Or HTM Area (it2) Load Area Load number Btuh/ft2 °F) Btuh/ftz) or perimeter ft) Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C'Osw 2A 2bv 0 091 0 340::., n 2:% 2 34 270 240 618 562 W i.. 13A-2ocs 0.201 n n 9.62 5.69 10:58 4.35 S 30 0 0 ...,. Of 289 0 317 0 0.201 e 5.69 4.35 0 0.340 e 9.62 30.36 0 g2 580340, 9:620.340 NIL", sr, 9.62 0.201 s 5.69 4.35 0 0.340 s 9.62 12.15 0 0.580 s s + 16.41 0 91: 16.85 0 0 032 z2:38 r_0 0.091 w 2.58 2'34 491 0.340 w 9.62 30.36 610.340 w 9.62 3n_36 1.11 0 0 0 0 0 0 777 0 1209 11 0 58 1 0 6 c) AED excursion p Envelope loss/gain 6329 8390 12 a) Infiltration 2964 939 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other p Subtotal (lines 6 to 13) 9294 9328 Less external load 0 0 Less transfer 0 p Redistribution 0 014Subtotal92949328 15 Duct loads 46% 721/ 4296 6761 Total room load 13590 16090 Air required (cfm) 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed wrightsoft` 2017-Nov-3013:56:32Right-SuiteC Universal 2017 17.0.23 RSU24011 Page 2nastasiaAGLN\Lot277ThornbrookeAnastasiaAGLN.rup Calc = MJ8 House faces: N 2 DEL -AIR Right-M Worksheet H,nNo.= LIMNS 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: Lot277ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name ahu 1 mstr rm 2 Exposed wall 147.9 it 42.0 it 3 Room height 9.3 it 9.3 it heat/cool 4 Room dimensions 17.0 x 15.5 it 5 Room area 1470.0 ft2 263.5 fl2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat I Cool Gross I N/P/S Heat I Cool Gross I N/P/S Heat I Cool 2A 0 091 n 0.00 0.00 0 0 0 0 c 0 0 0 0' 2ov -. .-'_ 0.340. n : n 0.00 0.00 0 0 0 0 ..: x. 0 0 L , 0 0' W 13A-2ocs 0.201 5.69 4.35 51 51 292 223 0 0 0 0 f 12C-Osw 0 091 e 0 00 0:0 0 0 0 0 0 1 1 2A 2ov k-. 0 340 e' L0.00 0 4 0 0 0 0: y/ 13A-2ocs 0.201 e 5.69 4.35 508 470 2671 20444 89 89 504 386i1 l--G 2A-2ov 0.340 e 9.62 30.36 39 0 374 1180 0 0 0 0 W 12COsw- 0091s 0.00°0:00 D 0 0 0 0 0; 0 v 0' 2A 2ov 0 340 s s z0:00 0:00 0 0 0 0 0 0 0 0 26 2fv.: 0 340 sl 0:00 0.00 0 O Fu 0 0 , 0 0 0 0 13A- 2ocs 0.201 s 5.69 4.35 280 150 851 651 145 86 491 376 2A- 2ov 0.340 s 9.62 12.15 58 0 561 708 58 0 561 708 2A- 2ovd 0.580 s 16.41 16.85 72 144 1182 1213 0 0 0 0 W'. : 1_16AA330ad 0 032 s i 0:91 2:38 29 29 26 69 29 i 29 26 fig 12C- Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 13A 2ocs . 0 201 w 5 69 4.35 494 4 '0 2675 2046 159 159 902 690 2A 2ov 0 340 w,. 9 6230,.36 5 0 48 152 a 0- 0 0 A 30. 36 W, - 19 t 0 r.. ' 185 585 `.,.. p p 0 p W 13A-2ocs 0.201 nw, 5.69 4.35 46 22 122 94 0 0 0 0 61 c) AED excursion 0 1 1 102 Envelope loss/gain 14180 9953 3660 2126 12 a) Infiltration 2747 870 820 260 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 1 230 Appliances/ other 2415 600 Subtotal ( lines 6 to 13) 116926 14618 4480 1 3216 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 16926 14618 4480 3216 15 Duct loads 17% 29% 2905 4246 17% 29% 769 934 Total room load 19832 18864 5249 4150 Air required (cfm) 840 840 222 185 Calculations aooroved by ACCA to meet all reauirements of Manual J 8th Ed w r igh tsoft- 2017-Nov-30 13: 56:32 ACCA Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 3 nasIasiaAGLN\ Lot277ThornbrookeAnaslaslaAGLN.rup Calc = MJ8 House faces: N r - 19DEL-AIR Right-JO Worksheet WATIM - = C0N=0NM11 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: Lot277Th orn broo keAnastas Date: 6/4/2014 By: FJIF 1 Room name mstr bth mstr wic 2 Exposed wall 12.0 It 0 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 Room dimensions 12.0 x 8.0 It 6.5 x 7.5 It 5 Room area 96.0 ft2 48.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2*F) Btuh/fl2) or perimeter (ft) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S; Heat Cool Gross N/P/S Heat Cool 6 W 12C 0 2A-2_ny POCT" 0 5.20 O 00 S',',",bE g-" 2.0 0 0 0 0 0 o 0 0 0 if W 1 TA -2-o-cs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 T-G 12GLOsw 2A-2ov 0 91 O 340 e e 51"0.00 0. 00 0'.00 0 0 0 0 0 - 0 0 0kg N 13A-2ocs 0.201 e 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 e 9.62 30.36 0- 0 0, 0 0 0 0 G 12C Osw, 2A'2ov 2B -2fv RO, 0.1391" 0340 O 340 s s s z""M"""o 00 000 00 0.00 0" 0 LL.L 0 0 LIQ 0 0" 6 oi4"' 0 10 0 0 0 0 0 0 0 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s- 16.41 16.85 0 0 0 0 0 W f6-A36ad- U.032 S 0.911 2.38 0 0 krw, 0 0 0 0 6 0 0 12C-Osw 0.091 w 0.00 0.00 0 6 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 13A-2ocs . .... 2A`26 0201 w M "" I w5. 69 M2,' 0:36 4 35 112 0 112 0 637 0 0 487 o 0 0 M 0 0 0 rL, 0 h ' ' b! V' N6 0 0 1 3A-2ocs 0.201 nw 5.69 4.35 0 0 0 0 0 0 0 0 t- G 10C-V 0.340 nw 9.62 16.02 0 0 0 0 0 0 0 0 R A2C0sW -',,;10 09112 J 58M," A. 44 I Ell, 9.9, 00 7777 o 0 0 0 0 C 16B- 30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 05 0. 00 7 *0' 7", -0- 0 0, F 0. 989 27.99 0.00 96 12 3361-..--- 0 49 0 0 0 b NU 7 ,,, 7 7777 j- 777 11 S 7 771 - 1 7777,,- 6 c) AED excursion 46 0 Envelope loss/ gain 973 441 0 0 12 a) Infiltration 218 69 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 5 Subtotal (lines 6 to 13) 1191 510 0 5 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1191 510 0 5 15 Duct loads 17% 29% 204 148 17% 291 1 Total room load 1395 658 0 1 6 Air required ( cfm) 591 291 0 0 Calculations anoroved by ACCA to meet all reauirements of Manual J 8th Ed vwrightsc)1ft, 2017-Nov-30 13:56:32 4'-Ck Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 4 nastasiaAGLN\Lot277ThornbrookeAnastasiaAGLN. rup Calc = MJ8 House faces: N DEL -AIR Right-M Worksheet H11>xe.M1Gr11D11M 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: Lot277ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name mstr we study 2 Exposed wall 0 ft 21.0 It 3 Room height 9.3 It heat/cool 9.3 ft heat/cool 4 5 Room dimensions Room area 5.5 x 3.5 ft 19.3 ft2 1.0 x 146.5 It 146.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (it2) Load number Btuh/ft2-°F) Btuh/It2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross I N/P/S Heat Cool Gross I N/P/S Heat I Cool 6 L l . 12C Osw 2A 2ov -; '- 0 09101340 n n ;' 0,00 0 00 0.00 0.00 0 0 D 0 0 o moo 0 s 0 0 0 0: 0 0 0`' Yt„ 0= p, W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 51 51 292 223 11 W G 12C Osw ' 2A 2ov ut . 0 091 q'0 340 e E e_', a 0 00 0`00'-O 0 00 0 0 v 0 0 0 0 0-0 0 i, p i .0' 0` p W 13A-2ocs 0.201 e 5.69 4.35 0 0 0 0 0 0 0 0 G x 2A-2ov _ 12C Osw 2A 2ov:0`340s 26=2fv' " . d 0.340 0 091 O'340 e s s "' 9.62 0 00, 0 00' 0:00 30.36 0.00 0 00 0 b 0 0 0 0 k<,F 0 0 0 1 0 0 0 O0 0 s 0 0 0- 00. 0 tip 0 0 0' 8. 13A-20cs 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", ,.w 0-032 zs.: 0 91! 238 y zx0 0 0_ O 9- 0 0' 0 12C-Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 13A 2ocs 2A 2ov ' 2A.2ov .: 0' 201 s 0".340 w vu 5.6 9.62 435 30.36 0 0 0 D D 0. W s 0 p 0 0 map19 145 h ° 0 125 y0 0 713' 0: a ,.E185i 545, 0; 585. 13A-2ocs 0.201 nw 5.69 4.35 0 0 0 0 0 0 0 0 10C-v 0.340 nw 9.62 16.02 0 0 0 0 0 0 0 0 6 c) AED excursion 0 193 Envelope loss/gain 0 0 1778 1547 12 a) Infiltration 0 0 382 121 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 0 Subtotal (lines 6 to 13) 0 5 2160 1668 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 2160 1668 151 Duct loads 17 % 29% 0 1 17 % 29%1 371 1 484 Total room load 0 6 2531 2152 Air required (cfm) 0 0 107 96 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft` 2017-Nov-3013:56:32 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 5 nastasiaAGLN\Lot277ThornbrookeAnastasiaAGLN.rup Calc = MJ8 House faces: N DEL -AIR Right-JO Worksheet ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot277ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name util pwdr 2 Exposed wall 4.0 It 4.0 It 3 Room height 9.3 it heat/cool 9.3 It heat/cool 4 Room dimensions 4.0 x 11.5 It 4.0 x 11.5 It 5 Room area 46.0 ft2 46.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft? °F) Btuh/ft2) or perimeter ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 i2A-2ovw 13A-2ocs 0.091 0.940 0.201 n n ' n 0.00 0.00 5.69 0.00 0.00 4.35 x' . ; 0 0 0 Q 0 0 A ,_ o 0 0 0 i 01 0 0'' 0W 1 1 2A2ovW--0 03 0 Q p 00o p,, V)/ 13A-2ocs 0.201 e 5.69 4.35 0 0 0 0 0 0 0 0 G 2A-2ov 12C Osw 2A 2ov -, 26 21v , . • . , 0.340 0 091 0 340 0.340 e s s r,; s =: 9.62 0.00 0.00 0 00 30.36 0.00'* 0.00 0.00 0 0 SarO 0 0 x! 0 0 0 0 0 0 FAO - 0 0 .. 0 0 0 0 0 0 0 0 0 0 0 0 0; 0` 0 0` 0 0' 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 16.41 16.85 0 0 0 0 0 0 0 0 W .. 16A 3Oad 0.032 s '- 0.9- 2.38 0 0 p .° o 0 0 0 0 12C-Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 13A 2ocs ZA 2ov 2A 2ov , 0.201 0 340 0.340 w . w ' wm=?_.,9.62,.=r 5,699 9 62 4 35 30 36 30.36 37 0 0 37 0 0 212 "" 0 0. M2 0 "- 0 37 5 0 32 0 0 184 48 0,, 141 152 O; W 13A-2ocs 0.201 nw 5.69 4.351 01 01 01 01 01 01 0 0 61 c) AED excursion 11600 56 Envelope loss/gain 324 344 349 12 a) Infiltration 73 73 23 b) Room ventilation 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 397 720 417 372 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 397 720 417 372 15 Duct loads 17 % 29 % 68 209 17 % 29 % 72 108 Total room load 465 929 488 480 Air required (clm) 20 41 21 21 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed wrightsuft` Right -Suite® Universal 2017 17.0.23 RSU24011 2017-Nov-30 1 :56: 32 4CCP g 6 nastasiaAGLN\Lot 277ThornbrookeAnastasiaAGLN.rup Calc = MJ8 House faces: N DEL -AIR Right-JO Worksheet HEATING - AIR CONMONING ahu 1 DEL -AIR HEATING & AIR CONDITIONING531CODISCOWAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot277ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 Room name Exposed wall Room height family rm 35.0 It 9.3 It heat/cool dining rm 10.0 It 9.3 It heat/cool 4 5 Room dimensions Room area 20.5 x 14.5 It 297.3 ft2 1.0 x 210.0 It 210.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/Wt -F) Btuh/ftz) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross I N/P/S Heat I Cool Gross I N/P/S Heat I Cool 13A-2ocs 0.201 e 5.69 4.35 2A-2ov 0.340 e 9.62 30.36 12C Osw • `- 0 091 s 0.00 3 0 00 2A 2ov a 0 340 s; 0:000.00 2B-2fv Ot340 s -: 0.00 13A-2ocs 0.201 s 5.69 4.35 2A-2ov 0.340 s 9.62 12.15 2A-2ovd 0.580 s 16.41 16.85 16A-30ada, a 0.032 asa 0.91i t,'238 12C-Osw 0.091 w 0.00 0.00 2A-2ov 0.340 w 0.00 0.00 2A 2ov 0 340 w 0.00 0.00 13A 2ocs : 0 201 w 5.69 4:35 2A 2ov ,. x 0 340 w- 9 62 30.36 13A-2ocs 0.201 nw 5.69 4.35 10C-v 0.340 nw 9.62 16.02 12C Osw'r 091 2 58, 1.4411 -0 n 11. _04 b1 99 16B-30ad 0.032 0.91 1.74 2OP 19t ',77RiU7 M __0 050 29A-tnl n ono 97 0o I n nn 01 191 191 1088 832 93 54 310 237 0 0- 0 0 39 374 1180.. 0 00 0 0 0 0 00 s0 0 0 0 0 0. 0 0 135 63 360 275 0 0 0 0 0 0 0 0 0 0 0 0 72 72 1182 1213 0 0 0 0 0 21'0 0 0 0 0 57 i0. _ 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 D 0 w 0' 0 0 T _0 0 0:i 0;:' 0 0 0 0 0 0 0 0 A:,, 0' 01 01 01 01 01 01 Of 0 s 6 c) AED excursion 287 277 Envelope loss/gain 3609 2034 963 1694 12 a) Infiltration 636 202 182 58 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 4 920 1 230 Appliances/other 0 0 Subtotal (lines 6 to 13) 4246 3156 1145 1981 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 4246 3156 1145 1981 15 1 Duct loads 17 % 29%1 729 917 17%1 X 1971 576 Total room load 4975 4072 1 1342 2557 Air required (cfm) 211 181 57 114 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrights oft- 2017-Nov-30 13:56:32 4GCA Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 7 nastasiaAGLN\Lot277ThornbrookeAnastasiaAGLN.rup Calc = MJ8 House faces: N DEL -AIR Right-JO Worksheet HEATUM, CORWOMMS 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: Lot277ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name pantry kitchen 2 Exposed wall 0 If 19.9 it 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 Room dimensions 6.0 x 3.5 it 1.0 x 275.8 it 5 Room area 21.0 ft2 275.8 ft2 Ty Construction U-value Or HTM Area (W) Load Area (ft2) Load number Btuh/ft2°F) Btuh/ftz) or perimeter ft) Btuh) or perimeter ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw 0 091: n 0.00 0 00 0 0 0 0 0 0 0 0' 2A 2ov " ' s-`0340' n 0.00' ZW.i' 00 A s 0 0 0 0 a 0 0 i0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 12C Osw ' 0 091 e' 0.00 0.00 0" 0 0 0 0 p- 0 0 1 1 2A 2ov _.._ - Q 340 e -' 0.00 0:00. 0 0 0 0 0 V)J 13A-2ocs 0.201 e 5.69 4.35 0 0 0 s._.. 0 135 135 770 589 l G 2A-2ov 0.340 e 9.62 0 0 0 0 0 0 0 0 12C Osw 0.00 30.36 0.00 0 0 D 0 0 0. 0 012A2ov0340s0-00' r a 0.00 0 a 0 0 0 0 0 0 0 a r26 2iv, 0.340 h s_ 0.00, 0 00 0 0 tea. 0 y 0 0 0 0IA V+/ 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 L_rC 2A-2ovd 0.580 s 16.41 16.85 0 0 0 0 0 0 0 0 W 16A=30atl +_ '_ 0 032 ss " a 091 2 38 0 0 0 0 r, 0 0 0 0' 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 A-2ovw2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A 2ov _ 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 13A 2ncs 0 201 w 5 69 4.35 0 0 0 0 5 5 27 x20 2A2ov 2A 2ov 0340 0 340 w w 9.62 9.62' 30.36,y30.38 0 0 0 0 0 0 0 s 0 0 0 0. 0 0 0 0' 0' W 13A-2ocs 0.201 nw 5.69 4.35 Of Of Of Of 461 22 122 94 61 c) AED excursion 10 25 Envelope loss/gain 0 0 2528 1666 12 a) Infiltration 0 0 363 115 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 1200 Subtotal (lines 6 to 13) 0 51 2891 2981 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 2891 2981 15 Duct loads 171/. 29% 0 1 17% 29% 496 866 Total room load 0 6 3387 3847 Air required (clm) 0 0 143 171 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed wrightsoft' Ri hl-Suite® Universal 2017 17.0.23 RSU24011 2017-Nov-30 13:56:32 g Page 8qG nastasiaAGLN\ Lot 277Thorn brook eAnastasiaAGLN.rup Calc = MJ8 House faces- N DEL -AIR Right-JO Worksheet IEM= - AB ce"MIOOOMO a `nu ^ 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: Lot277ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name ahu 2 rm 2 2 Exposed wall 169.0 it 39.5 it 3 Room height 9.0 it 9.0 it heat/cool 4 Room dimensions 14.5 x 15.5 it 5 Room area 1469.3 it' 224.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area it2) Load number Btuh/fl2-°F) Btuh/ft2) or perimeter it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C-0sw 2A-2ov 0.0910.340 n n- 258; 9.62 2:34 s10.58 a270 30 z'- : 240 0 618 289 n62 317 0 0 00 0 i 0 0 0 W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 12C Osw 2A 2ov 0 091 0 340 e e „ 2 58 9 62 2.34 30.36 491 30 461 0 1186 289 1079 911 86 0 86 0 2200 2001 0' Vf/ 13A-2ocs 0.201 e 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 0 091 s 2 58 2 34 270 200 515 469 140 110 282 257UA2C-0sw-.-,',' 2A 2ov 26=2fv 0 340 0340 s 9'62 10,77 10.7740` 30 53 70 289 385 x 323 431 30 0 26 0 289 0' 323 0`. 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 0.00 0.00 0 0 0 0 0 0 0 0 W 16A°30ad < _. 0 032 s =' 0.00 0 00 70 0 0 0 0 0 R 12C-Osw 0.091 w 2.58 2.34 491 4701209 1100 131 0..- 131 336 306 2A- 2ov 0.340 w 9.62 30.36 6 0 58 182 0 0 0 0 2A- 2ov 0.340 w 9.62 30.36 15 0 144 455 0 0 0 0 j G L-( 43A 2ocs` s2A 2ov i2A. 2ov - 0. 201 0 340 0 340 w w w: Og00 000, E M _0`.00 0 00 0 00 w, 0.00 0 0 0 0 0 0 0 0 z --.. ki"O 0 0 0 0 0 0 0 00_ 0 a-. 0 Os 0' W 13A-2ocs 0.201 nw 0.00 0.00 0 0 0 0 0 0 0 0 I- G 10C-v 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 0 P 12C,Osw j1JDO_-_ _...._._ 0 091 0 390 n 0W' T 0.00 0 90 O: OQ 9. 0.0. 00 w_ 0 0 0 9 0 0 0 0 0- O; 0_ 0, 0- C 166-30ad 0.032 0.91 1.74 1469 1469 1331 2551 225 225 204 390 F 0 050 I N,...1.4113.A.71: 3 ' _^- 1313 18 T..<_I 0 0._ 0 0i F 99n-r i n QUQI I n nni n nn n n n I9 n n n n n' 6 c) AED excursion 01 1 1-95 Envelope loss/gain 6329 8390 1330 1381 12 a) Infiltration 2964 939 693 219 b) Room ventilation 0 0 01 0 13 Internal gains: Occupants @ 230 0 0 0 1 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 9294 9328 2023 1600 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 9294 9328 2023 1600 151 Duct loads 46 % 72% 4296 6761 46 % 7201, 9351 1160 Total room load 13590 16090 2959 2760 Air required (cim) 840 840 183 144 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed w rightsoft- 2017-Nov-30 13:56:32 A_ GkRighl-SuileO Universal 2017 17.0.23 RSU24011 Page 9 nastasiaAGLN\ Lot277ThornbrookeAnastasiaAGLN.rup Calc = MJ8 House faces: N DEL -AIR Right-JO Worksheet HEffrom - Am cmmmimvis ahu 2 DEL -AIR HEATING &AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot277Th o rn broo keAnastas Date: 6/4/2014 By: FJF 1 Rooff name bth 2 bth 3 2 Exposed wall 9.0 It 11.5 If 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 Room dimensions 9.0 x 6.0 It 11.5 x 6-0 It 5 Room area 54.0 ft2 69.0 ft2 Ty Construction Ll-value Or HTIVI Area (ft2) Load Area (ft2) Load number Btuh/ft2 'F) Btuh/ ft2) or perimeter ft) Btuh) or perimeter ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 t __G 12C-0sw 2A-2ov - 0. 091 0.340Lh, n 2.58 9.62 2.34 10.58 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 VL 12C-OsW 0: 340 e.' 1.5-8 9.62 2_._3_4 30.36 0 0 0 0 0 0 o 0 0" 0 0 0 OI 13A-2ocs 0.201 e 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 e 0.00 0.00 0 0 0 0 o 0 0 Vy G A 2C-Osw 2A-2ov,.,,,-,,,,,, 26 -2fv,,-- 0;,Q91 s fts?f 2.58 9.62 9.62 2 .34 6 0 0 0 01 0 0 6 0 0 o1"o 0 o b 0 A 0 0 O' 0 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0T:1 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 0.00 0.00 0-0 0 0 0 0 0 0 LW , , ss0BA",30ad- U32 s 0.00 0.00 0 0 D 0 0 0 0 a W 12C-Osw 0.091 w 2.58 2.34 81 75 193 176 104 104 267 243 2A-2ov 0.340 w 9.62 30.36 6 0 58 182 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 A 0 0 0 0 0 13A-20qs-,,-,-g IV _F-9,' 2X20V0. ,1, 2A- 2oy' O,. 346 0. 340 ecw, w w 0' 00'' 0. 00 0. 00 0 1 :00 0. 00 0. 00 0 0 0 0 0 0 0 o 0 0 0 0 0' 0 0 0 0 0 0 0 0 WL 13A-2ocs 0.201 nw, 0.00 0.00 0 0 0 0 0 0 0 0 G 1 OC-v 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 R r_o 7-17 sw' ------ 77 0',091, 4 0. 00 Ag L 0 0 o 0 0 0 0 c 1613-30ad 0.032 0.91 1.74 54 54 49 94 69 69 62 120 i op_l 1 41 O 0 F 22A .Pi .. .......... . ...... ....... 0.989 0.00 0.00 0 0 0 0 0 0 0 0 3, I 6 c) AED excursion 61 32 Envelope loss/gain I1 300 513 1 329 330 12 a) Infiltration 158 50 202 64 b) Room ventilation 0 01 0 0 13 Internal gains: Occupants @ 230 0 01 0 0 Appliances/ other 1 01 0 Subtotal ( lines 6 to 13) 458 563 531 1 394 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 458 563 531 394 15 Duct loads 461% 720% 212 408 461% 729/61 2451 285 Total room load 669 970 776 679 Air required (cfm) 41 51 18 35_ Calculations alooroved by ACCA to meet all reauirements of Manual J 8th Ed rk VVriight!-."ft' 2017-Nov-30 13:56:32 Right - Suite@ Universal 2017 17.0.23 RSU24011 Page 10 St as iaAGLN \Lot 277T hornbrookeAnast as iaAGLN. rup Calc = VIJ8 House faces: N 1 ®Gig -AIR Right-M Worksheet Job: Lot277ThornbrookeAnastas... MATM-AB CONMTIONfxe ahu 2 Date: 6/4/2014 DEL -AIR HEATING & AIR By: FJF CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax 407-333-3853 Web: WWW.DEL-AIR.COM 1 Room name rm 4 rm 3 wic 2 Exposed wall 28.0 it 7.0 it 3 Room height 9.0 it heat/cool 9.0 it heat/cool 4 Room dimensions 14.0 x 14.0 it 9.5 x 5.0 it 5 Room area 196.0 ft2 47.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2 °F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw 0.091 n 2.58 2.34 126 111 286 260 45 45 116 105 2A-2dv 0.340 n ` 9.62 • 10.58 15 0 144 159 0 0 0 0> W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 G12C Osw 0 091 e '. 2 58 2 3d 0 0v 0: 0 0 77, 0 0 0' 1 1 2A-2ov 0 340 ei 9 62 30.36 a0 0 <0 0 0 0 0 0> Vt! 13A-2ocs 0.201 e 0.00 0.00 0 0 0 0 0 0 0 0 L-G 2A-2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 12C Osw ' 0 091 s..;_ 2 58 2 34 0 0 :,.,. 0 0 0f 0 0 01=" 2A 2ov •`• 0 340 s: 9:62 10.77, 0 0 0 0 0 0 0 2B-2fv, , ,i., ,Dfi.a.E=.... 0.340 s 9.62 10.77 0 0 0 0 p 0 0 0 VLt13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 0.00 0.00 0 0 0 0 0 0 0 0 W . 16A-30ad " 0.032 s i 0.00 y.0 00,mnnur, 0 i 0 0 0 0 0 ,. 0' 0 W 12C-Osw 0.091 w 2.58 2.34 126 ill 286 260 18 18 46 42 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 15 0 144 455 0 0 0 0 13A 2ocs J 201 w 0.00 , 0.00 0 0 0 0 0 00'p 0; 2A 2ov: ,', 00 0.00 0 70 0 0 O 0 . , Oi 0 2A..... 0 340 x'w" 0.00 0.00 0",.....,0 w,,,.0 0 O 0 0 0, W 13A-2ocs 0.201 nw 0.00 0.00 0 0 0 0 0 0 0 0 G 10C-v 0.340 nw 0.00 0.001 0 0 01 01 01 0 0 0 6 c) AED excursion 181 21 Envelope loss/gain 1038 1556 221 217 12 a) Infiltration 491 156 123 39 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1529 1711 344 256 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1529 1711 344 256 15 Duct loads 46 % 72°/ 707 1240 46 % 72o 159 186 Total room load 2236 2952 503 441 Air required (cfm) 138 154 31 23 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w riig htsoft` 2017-Nov-30 13:56:32 Right -Suite@ Universal 2017 1T0.23 RSU24011 Page 11 nastasiaAGLN\Lot277ThornbrookeAnastasiaAGLN.rup Calc = MJ8 House faces N EL, -AIR Right-JO Worksheet I EMM a AM COrgIIf MAIM ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW,DEL-AIR.COM Job: Lot277ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name rm 3 loft 2 Exposed wall 24.0 it 11.5 it 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 5 Room dimensions Room area 13.0 x 11.0 It 143.0 ft2 11.5 x 11.0 it 126.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ftz°F) Btuh/it2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross I N/P/S Heat I Cool 1 Gross I N/P/S Heat I CoolI 6 12C-Osw2A=2ov, _ 0.091 0 340 n n 2 58' 9% 2.34' 10 58 99 r 15 84"' 0 216 144 197 159 0 0 0 a._ 0 0; 0' 0. W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 1?/ 12C,Osw 2A_2ov 0.091 0.340 e <- e* 2 58 9 62 2:34 30 36 117 0 11r7 0 301 0 a y 274 0 104 30 74 a= A 189= x 289 k172, 911' J 13A-2ocs 0.201 e 0.00 0.00 0 0 0 0 0 0 0 0 L--C 2A-2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 12C Osw,,, 2A 2ov 28-2ty,10 0 091 0 340 s s 2 58 9.62' 2 34 10 77 T/ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 i b 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-20v 2A-2ovd 0.340 0.580 s s 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W=- 16A-30a&- A0 032 s . 0 00. 0_00 r0.. 0 0 0 0 0 0; O 12C-Osw 0.091 w 2.58 2.34 0 0 0 0 0 0 0 0 C 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 13A 2ocs7 2A 2ov 0.201' 0 340 0 340 w „ w' w - 0 00 w, a0.00' 0.00' 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 x 0 0 0 0 0 r.,. 0 0 0 rra ,: 0 Y 0 0 0 W 13A-2ocs 0.201 nw 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1-77 1 1 1 222 Envelope loss/gain 793 802 593 1525 12 a) Infiltration 421 133 202 64 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1214 935 794 1589 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1214 935 794 1589 Duct loads 146 72% 561 678 46 % 729/ 367 1152 f15 Total room load 1775 1613 1161 2741 Air required (cfm) 110 84 72 143 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w r ig h tsoft' 2017-Nov-30 13:56:32 AGCA Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 12 nasIasiaAGLN\Lot277ThornbrookeAnastaslaAGLN.rup Calc = MJ8 House faces: N DEL -AIR Right-M Worksheet HEATING - AIR CONO TIUNtNG ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot277ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name open to below stairs 2 Exposed wall 35.0 ft 3.5 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 5 Room dimensions Room area 20.5 x 14.5 ft 297.3 ft2 1.0 x 311.3 ft 311.3 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2 °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat I Cool I Gross I N/P/S Heat I Cool 1 Gross I N/P/S Heat I Cool 6 UfJ W 1 61 c) AED excursion 1-91 1 1 48 Envelope loss/gain 1362 1500 363 566 12 a) Infiltration 614 194 61 19 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1976 1695 1424 585 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1976 1695 424 585 15 Duct loads 46 % 721% 914 1228 46 % 7201, 196 424 Total room load 2890 2923 621 1010 Air required (cfm) 179 153 38 53 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. ACC"' ' wrigFltsof't" Right-Suite(g) Universal 2017 17.0.23 RSU24011 2017-Nov-30 Page 13 nasIasiaAGLN\Lot277ThornbrookeAnastasiaAGLN.rup Calc = MJ8 House faces: N DEL -AIR Duct System Summary MATING , AIR CONDUM111MG a h u 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 Heating External static pressure 0.30 in H2O Pressure losses 0.06 in H2O Available static pressure 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O Lowest friction rate 0.148 in/100ft Actual air flow 840 cfm Total effective length (TEL) 162 ft Job: Lot277ThornbrookeAna... Date: 6/4/2014 By: FJF Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.148 in/100ft 840 cfm Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk dining rm C 2557 57 114 0.196 6.0 Ox 0 VIFx 27.1 95.0 St1 family rm h 4975 211 181 0.183 8.0 Ox 0 VIFX 36.2 95.0 st1 kitchen c 3847 143 171 0.212 8.0 Ox 0 VIFx 18.1 95.0 Sti mstr bth h 1395 59 29 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 mstr rm h 5249 222 185 0.148 9.0 Ox 0 VIFx 52.0 110.0 st3 mstr we c 6 0 0 0.164 4.0 Ox 0 VI Fx 36.7 110.0 st3 mstr wic c 6 0 0 0.159 4.0 Ox 0 VI Fx 41.1 110.0 st3 pantry c 6 0 0 0.209 4.0 Ox 0 VIFx 19.6 95.0 SO pwdr c 480 21 21 0.194 4.0 Ox0 VIFx 28.6 95.0 SO study h 2531 107 96 0.195 6.0 Ox 0 VIFx 27.8 95.0 SO util c 929 20 41 0.191 4.0 Ox 0 VIFx 30.9 95.0 SO Trunk Htg Cig Design Veloc Diam H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk st3 Peak AVF 281 215 0.148 358 12.0 0 x 0 VinlFlx Sti st1 Peak AVF 840 840 0.148 602 16.0 0 x 0 VinlFlx i WCI I1tSOft` 2017-Nov-3013:56:34 g Righl-Suite@ Universal 2017 17.0.23 RSU24011 Page 1 CCN...nastasiaAGLN\Lol277ThornbrookeAnastasiaAGLN.rup Calc = MJ8 House faces: N Return'Branch etail Table r Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design IF 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 1. ifts 2017-Nov-3013:56:34 WlhtSog Right -Suite® Universal 2017 17.0.23 RSU24011 Page 2 MCA ... nasIasiaAGLN\Lot277Thorn brookeAnastasiaAGLN.rup Calc = MJ8 House faces: N For: Taylor Morrison 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 0.202 in/100ft 0.202 in/100ft Actual air flow 840 cfm 840 cfm Total effective length (TEL) 119 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bth 2 c 970 41 51 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 loft c 2741 72 143 0.203 6.0 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 2952 138 154 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 FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st2 Peak AVF 213 250 0.202 567 9.0 0 x 0 VinlFlx Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb2 Ox 0 840 840 0 0 0 0 Ox 0 VIFx t i htsoft5 2017-Nov-3013:56:34 wr C% g Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 3 nastasiaAGLN\Lot277ThornbrookeAnastasiaAGLN.rup Calc = MJ8 House faces: N FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot277ThornbrookeAnastasiaAGLN 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 1:48 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 This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, e-ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than "default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge® - USRCSB v5.1 11/30/2017 1:48:05 PM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot277ThornbrookeAnastasiaAGLN 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 Leakage Characteristics CFM(50): FLOW: ELA: Eq LA: ACH: ACH(50): S LA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hourinClimateZones1and2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2inchesw.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 thetestshallbesignedbythepartyconductingthetestandprovidedtothecodeofficial. Testing shall be performed at any time after creation of allpenetrationsofthebuildingthermalenvelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or otherinfiltrationcontrolmeasures, 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltrationcontrolmeasures; 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: 01i JUE SxAT O R COD WE -V 11/30/2017 1:48 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations mesluenuai vvnoie Building Perrormance and Prescriptive ivietnoas 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 resultslof the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 L/s/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.3.2/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 L/s) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.2.2 Sealing (Mandatory)'M ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 L/min) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 L/min) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 L/min) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: 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 1:48 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 r- FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41°C) or below 55°F (1 YC) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3'/z inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 60oC). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 11/30/2017 1:48 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Corn Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 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- 0 R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this,standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 11/30/2017 1:48 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 TYPICAL MASONRY WINDOW SCHEDULEIL=_ WINDOW WIDTHS70' 71' 3T 53' WINDOW CALL-0UIS© 16' ^ aw N.31w 11w 315w +s+wmwR raV n. Dw IN33w 1354 33w 42X42 A/C SLAB sr uw hvw uw 34w = Nut.ne696RNB 3' bath duct a2' ROM LD MIN toWallCap6,8sw Innw 1sw 35% 2.o roN v/slcu R240V IPH 2Y FRNM WA L W/fan ew In 36w tbw )6w 18z10 Plen z-zplat:nrny N t ne RN GC. 3 _I+,sD-OfiMYSFORdLL UaW1E, bldr O A/C A/C LPD011 Ni56yD 15tdLLAtICN.LT V FER sco le `I/8'=1.0' pq0 PA s+ttVF NER AK) SFECFIflNMS. a, Y W R_{R IOR0.:RftA46FCR 60ti CFARAaU ryer w USED l6PliE 4W-w,rd5FIK Dr,'ORFIkED a .ca GLA5s FG! ssu uv. 116r 1f--1 O O r C• aAh 11Lvf. 30 / a03 IrcdJ H4tF Bx2401w d sl r ox &TM 12 9Sfl1D s. O OWNER'S SUITE es l9' -r4 ° 'Yw 95 s Oz10 rag 4/ 8.4 Iwc 6 \p`yf-0YMIAr.e s ri?uv ' 16x16 9 Bx9 Iragwc I rag2 5 4 w 4 I JG ua ruaw Ha I • O wombs I 1 p 6' 16'z12' TYP. ARCHWAYA 1os6 I— 10lAelAl O GATHERING ROOM DIN G II I•GTEN 180-a II x -'IF" torus. u-• xi. x z-sroxv wwuc 14.3 4 R- r 4. - 14x8 1' cd I '8gI aR, 1 en.alma ; O Imo- ,Z-- 0w. A Tronsfer ducts/grlues sized In situ Yua• O conplionce with I"lorldo Residential b^s'+' nm s Building Code - H1602.a Balonced Tkitchen vent r-"loreecsn Return A!,exceptlons 1-3. Builder to ..It cop ust Provide unrestricted 1 Inch undercut an doors to habitableOon.. Stdkt NOES • • • S ARNOiS la bHt °nrw IfwcMm F+,u °F„[lwD.•uFA ° WB1W Yt41 Y W10 C W, aF W.wa WM1 eP4r Yx°I POE6nWG1 Rttw1£fes uw sendlsurra G&ls uvGf ra 11 91 rxx °uaa,wR.f . vann°o5n I a wpGWr.Awa 'sn`w,.. G.a+aNGi,Ml6.fewLLrtof wwewu+o=ns e n nininu i'led4°le '&IEctlP O 3y PORCH II SYLaD I Ij O code. All duct has on r=6 Insulation value. V 6amvsr¢Icruwi = jAwoea. 1Z FH mFWifE®YnbFtf L148 U yo •, oNCIPMCoe3c(l N\ firti O eu4 vf+Nx s Uerefo>uIF Nar l.i SIRUC URAL NOTES N10.r6°e 4Nla EY.E6+°KNouef° x axw®. N CO Q Z 7 ZLWCDr c -- U CU m J CO n C', z ED W Y Q oOo zV)I-- 0 ~ (U z `V J V) Ci \ E=J L Qz0=\ QJ `DL R a tin HATCHING z9I"°'uwa O r i/-) CO, W >_ Z wuaxmcna J_ Z O W WINDOW CALL -am 0' WBFG lxh FG I 50'h FG I <06FG xFa 7Wx F6 ] 0F6 a FG 3° bath duct Transfer aunts/grnles shed in 101¢SN ]0)051 4wsw t0 roof Ca p compliance with Florida Residential Building Code - M1602.4 Balanced3W/fan Re t— Air, exceptlans 1-3. Bulkierb' g '&051 1ww 1x1054 . %4 2.0 TON W/5KW e240V 1PH Nutone 696RNB must provide unrestricted 1 Inch s• whose 7050 xxs Sw 18x10 undercut am doors to habitable peenplatform by zO-e t r 0' W S1 7MO 5N 3M.0 -V6bldr 6G.b in` RO" LitNw" Al uioo3' Cale 1/8'=1'0' xxu lFC0157f5 ND WAUATIR1 `dTVARY PER Ti$R S wBAIRr 7 z O O. NAV 41D CFUTM, REffR10 FLOOR PLbV5 FOR 5TYU a Y4•'DOL' LEH-51.'.i1EH1-0511.ORFAD Z9' 04 HA' 4' 56N11r>1uFG) A4 BA- 13 BEDROOM O as BEDROOM 4 ruYT a 7 6x16 rag 12x6 1w d "' as 7' lwc12.6 1 d r I Ma 1 155 12. 12 596• rag 6' ] Ox6 ]wctl R4. 11x1 gxa 16 d2' 6• uw - 4 9I Bzx I uu 77 6'10x6 6 twcdIOx675 75 10.6I1.cd °B I 18EDROoairo7uJ- -Zas I IIs8 i OIDI i_ i q I I III IaI5 13wscd 81as- e- --- IIi1II Must have a minimum clearance of 4 inches around the air handler per the State Energy code. All duct has on r=6 insulation value. J s N CQ g CO v c O< t wT ap urvry u1b„W. H v. M:cm wwn[5ern rFKCEm.e ru.mwrnxio nirBarurz i .i irosw vureewrmnwwrF:w TcanwRcaMN4 STRUCTURAL NOTES z m Q Q Q nw M1WGtFIRaYI[ecroanlmLLv0. 41exlsroB roHvoaF.w wwera O n i wr.e4utuwwxmwuF- U M Q Ql c:> M LIJ Y o Q V) t\ Q I'- Pa o o Rjzcu aJ,D1 Rating z o r0 m Lu > z o z a w QF-ml- a O J O 5 Q m CL J (n 0 0 TAYLOR MORRISON HOMES THORNBROOKE S.F. LOT 277 HOUSE TYPE: ANASTASIA W OPT LAV BATH 3 IST FLOOR MASTER BATH t y}5q ,4P AAV# KITCHEN `If" 4• .__ ` 3" WA51'H STACK PROM 2N p F(UO;; I RMINA11Np7o 71IE15TFlt7GR t 9vie. o Z.- o o` fir 2T 0 POWDER V BATH Lq CJl U'f M r- - TAYLOR MORRISON HOMES OOKE S.F. THORNBRi. LOT 277 H IAHOUSETYPE: ANASTAS W OPT LAV BATH 3 2ND FLOOR LOv BATH 2 3" 4AV BATH 3 3" WASTE STACK FROM 2ND FLOOR TERMINATING TO THE 1ST FLOOR RECORll wrI DESCRIPTION AS FURNISHED: Lot 277, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida, PLOT PLAN FOR/CERTIFIED TO LOT 278 LOT 317 5.00' 3 N 5.00 Taylor Morrison of Florida, Inc, LOT 318 LOT 319 N 00014'55" W 40.00' 1 7 LOT 277 19.80, 19.80, a ZO N IN. bATB. COVERED N 5.00, 15.7' Ok to construct single family home PATIO with setbacks and impervious area 14.3' shown on plan.rJ{, (o M, AnaSfR& is - L PROPOSED RESIDENCE ~ O MODEL: ANASTASIA p 2 CAR GARAGE LEFT O i LOT 240 O 5.00' rENTIRY. O of 21.3' 16' DRIVE WALKTFi 25.20' 25.20' 10' UTIL. ESMT. 34.30' 5' CONC, WALK I 3' FLARES A - CURB N 000 > 4' 55" W (B.e.) 40.00' ROCKY GR 0 VE LANE 50' R/W) TRACT I A' ,/I UTILITY &ACCESS R/4Y LUI 4,6UU JU.r 1. LIVING 1,522 SQ.FT. GARAGE 400 SQ.FT. ENTRY 71 SQ.FT. LANAI . 139 SQ.FT. BREEZEWAY= N/A SQ.FT. DRIVEWAY 403 SQ.FT. A/C PAD 18 SQ.FT. WALKWAY 70 SQ.FT. IMPERVIOUS= 54.7 X. 2,623 SQ. FT. SOD 2177 SO. FT. R/W = 440 SO. FT. 9 PROPOSED = FINISHED SPOT GRADE ELEVATION APRON = 110 SQ.FT. PER DRAINAGE PLANS BUILDING SETBACKS: PLOT PLAN ONLY* SIDEWALK = 200 SQ.FF V PROPOSED DRAINAGE FLOW FRONT = 25' NOT A SURVEY) SODA = 13o SQ.FT. AREAS: LOT GRADING TYPE A REAR = 15' PROPOSED INFORMATION SHOWN L AREA = 5,240 SQ.FT, PROPOSED F.F. PER PLANS = 23.3' } SIDE = 5.0' BASED ON SUPPLIED PLAN DRIVEWAY = 513 SQ.FT. SIDE CORNER = 10' AND/OR INSTRUCTIONS PER SIDEWALK = 270 SQ.FT. PROPOSED GRADE PER CONSTRUCTION PLAN } CLIENT NOT FIELD VERIFIED SOD = 2,307 SQ.FT. CRUASENJ1[=ER—,5 COTT ASSOC, , INC. — LAND SURVEYORS..' LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436PPLATPal, • POINT ON LINE NOTES: FIP. FIELD TYP. • TYPICAL IRON PIPE PR.C. •PDINT OF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF IR. IRON ROD P.C.C. POINT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES C.14 CONCRETE MONUMENT RAD. • RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID. SET I.R, 1/2' I.R. •/BLB 4596 MR. • NON -RADIAL J. THIS SURVEY WAS PREPARED FROM 1717E INFORMATION FURNISHED TO THE SURVEYOR. THERE' MAY BE OTHER RESTRICTIONS REC, P.O.B. RECOVERED V.P. • WITNESS POINT POINT OF BEGINNING CALL • CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. P.O.C. POINT OF COMMENCEMENT PRM •PERMANENT REFERENCE MONUMENT 4. NO UNDERGROUND IMPROVEMENTS H4VE BEEN LOCATED UNLESS OTHERWISE SHOWN. .,, CENTERLINE F.F. • FINISHED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. N&D NAIL t DISK B.SL BUILDING SETBACK LINE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. WAY BM. • BENCHMARK B.B. BASE BEARING - 7• BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B•B.) ER/WSMESMT. DRAIN. EASEMENTEASEMENTDRAINAGE aELEVATIONS, IF SHOWN. ARE BASED ON NATIONAL GEODETIC DATUM OF 1829, UNLESS OTHERWISE NOTED. U71L. UTILITY - 9. CERTIFICATE' OF AUTHORIZATICN No. 4596. CLFC. CHAIN LINK FENCE VD.FC. C/B WOOD FENCE CONCRETE BLOCK SCALE I— 1" a 20'DRAWN BY: D PC. P.T. POINT OF CURVATURE POINT OF TANGENCY CERTIFIED BY: DATE ORDER No. DESC. R DESCRIPTION - RADIUSLENGTH PLOT PLAN 12-04-2017 5396-17 D DELARCTA CC.H. CHORDCHORD BEARING - NORTH THIS BUILDING/PROPERTY DOES. NOT LIE WITHIN -- — AA 5 THE ESTABLISHED 700 YEAR FLOOD PLANE AS PER "FIRM" TOM AjGRVUSEN.4 R, R.L.S. 14714 ZONE "X" MAP I 12117C 0055 - F. JAMES W. SCOTT, LS 14801 STATE CERT .LIC EC13003715 ELECTRICAL SERVICES, INC. 3400 St Johns Pkwy SANFORD,FL 877-906-1113 no V RADAN ELECTRIC • SECURITY HOLDER: JOSEPH STRADA NEC 2011/FBC 107 ELECTRICAL LOAD CALCULATIONS UPDATED 5-8-2012 MODEL: ANASTASIA BUILDER TAYLOR MORRISON SUBDIVISON VOLT/AMPS TON QTY KW LARGESTLOAD: HEAT PUMPS W/SUPPLEMENTAL HEAT 1 15572 2 4032 10000 6500 0 Includes Heat Pump and Heat Strips on together @100 % . 2.5 5040 10000 6500 0 3 5280 10000 6500 0 Square feet living areal 25851 3 volt/am s 7755 3.5 6168 8000 5200 0 Small Appliance Circuits 3 4500 4 6888 8000 5200 0 Laundry Circuit 1 1500 5 8160 10000 6500 0 Dishwasher 1 1500 Water Heater 1 4500 110 KW SETUP 0 Range 1 8000 4.308333 1 AC EP1 35.5 12 2.958333 Oven 0 Cooktop 0 Microwave 1 1100 Dryer 1 5000 Disposal - 1 500 Pool 0 TOTAL OTHER LOAD FIRST10KVA@100% 10,000 REMAINDER @ 40 % 9742 LARGEST LOAD 15572 TOTAL LOAD 35 314 V.A./ SIZE RECOMMENDED 200 SERVICE SIZE: 240VOLTS= 1 147 MINIMUM PER 150 NEC 34355 TON QTY 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 6888 5000 3250 0 5 5 KW SETUP 8160 5000 3250 0 15572 1PQOOLPREWIRESTYAMPS. fi0 cy ' 24,0x-:.0' 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. f tit1 j ,... V , 1J Lumber design values are in accordance with ANSI/TPI 1 section 63 These truss.designs rely on lumber values .established by others. RE: TB0277 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 336104115 Customer Info: Taylor Morrison Project Name: TB0277 Model: Anastasia Lot/Block: 277 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: FBC2014/TP12007 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 58 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name I Date I No. Seal# Truss Name Date 11 IT12636228 JC1A 12/2/17 118 IT12636245 IF04 12/2/17 12 I T12636229 I C1B 112/2/17 119 I T12636246 I F05 112/2/17 13 I T12636230 I C3A 112/2/17 120 I T12636247 I F06 112/2/17 14 IT12636231 I C3B 112/2/17 121 I T12636248 I F07 112/2/17 15 I T12636232 I C5A 112/2/17 122 I T12636249 I F08 112/2/17 16 IT12636233IC5B 112/2/17 123 IT12636250IF09 112/2/17 17 I T12636234 CA 112/2/17 124 I T12636251 I F 10 112/2/17 18 I T12636235 I CJ3 112/2/17 125 I T12636252 I F11 112/2/17 19 I T12636236 I CJ5 112/2/17 126 I T12636253 I F12 112/2/17 I 110 I T12636237 I E7A 112/2/17 127 I T12636254 I F13 112/2/17 I I11 I T12636238 I E7B 112/2/17 128 I T12636255 I F14 112/2/17 I 112 I T12636239 I EJ2 112/2/17 129 I T12636256 I F15 112/2/17 I 113 I T12636240 I EJ7 112/2/17 130 I T12636257 I F 16 112/2/17 114 I T12636241 . I F01 112/2/17 131 I T12636258 I FG1 112/2/17 115 I T12636242 I F02 112/2/17 132 I T12636259 I H7A 112/2/17 116 IT12636243IF02A 112/2/17 133 IT12636260IH7B I12/2/17 117 I T12636244 I F03 112/2/17 134 I T12636261 I HJ2 112/2/17 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: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. tlptTeif t ., fi.`C±~rtl 90APaiRe,>ifBlvd're FL1 1A DAL, December 2,2017 Albani, Thomas 1 of 2 RE: TB0277 - Site Information: Customer Info: Taylor Morrison Project Name: TB0277 Model: Anastasia Lot/Block: 277 Subdivision: Thornbrooke Address: City: Sanford State: Florida lNo. Seal# Truss Name Date 135 IT12636262 IHJ7 12/2/17 136 IT12636263 I T01 112/2/17 137 IT12636264 I T02 112/2/17 138 IT12636265 I T03 112/2/17 139 IT12636266 I T04 112/2/17 140 IT12636267 I T05 112/2/17 141 IT12636268 I T06 112/2/17 142 IT12636269 I T07 112/2/17 143 IT12636270 I T08 112/2/17 144 IT12636271 I T09 112/2/17 145 IT12636272 I T10 112/2/17 146 IT12636273 I T11 112/2/17 147 IT12636274 I T12 112/2/17 148 IT12636275 I T13 112/2/17 149 IT12636276 I T14 112/2/17 150 IT12636277 I T15 112/2/17 151 IT12636278 I T16 112/2/17 152 IT12636279 I T17 112/2/17 153 IT12636280 I T18 112/2/17 154 IT12636281 V01 112/2/17 155 IT12636282 I V02 112/2/17 156 IT12636283 I V03 112/2/17 157 IT12636284 I VO4 112/2/17 158 IT12636285 I V05 112/2/17 2 of 2 Job Truss Truss Type Qty Ply T12636228 T80277 CIA Jack -Open 1 1 Job Reference tiona ) oumem rusraource, i ampa, ream a y, nonaa sa000 2x4 = 1-0-0 ID:0837CakNCJU5ySDiQmCDdnyd11m-gUZ6 vQztE' 1192etCle7w I; 4k1bK39tzyDHax 3 Scale = 1:7.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) 0.00 1 999 240 MT20 2441190 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 FBC2014rrPI2007 Matrix) Weight: 3 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=44/Mechanical, 2=34/Mechanical, 3=10/Mechanical Max Horz 1=22(LC 12) Max Upliftl=-5(LC 12), 2=23(LC 12) Max Grav 1=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; Vufl=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 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 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 5 Ib uplift at joint 1 and 23 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verifydesign parameters andREAD NOTES ON THISANDINCLUDED WTEK REFERENCE PAGEM11-7477rev. 1010312015BEFORE USE. Design valid for use only with MiTek® connectors. Thisdesign isbased onlyupon parameters shown, and is for an individual building component, not - a busssystem. Before use, thebuilding designer mustverify the applicability ofdesign parameters and property incorporate thisdesign intothe overall building design. Bracing indicated isto prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For generalguidance regarding the R fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSI/TPl1 Quality Criteria, OSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety-Information available from Truss Plate Institute, 218-N. Lee Street, Suite 312, Alexandria, VA 22314. - - - Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636229 TB0277 C1B Jack -Open 2 1 Job Refemace, Iona Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 5 Aug 16 2017 MITeK industries, Inc. hn Uec ul 1 r:Ub:bb Zu1 f rage 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-Ihyt2EQbeYWDzSK09m96kzAHYEblEXzvp_ojPPyDHaw 1-0-0 I 1-0-0 i 1-0-0 1-0-0 LOADING (psf) 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/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SO No.2 REACTIONS. (lb/size) 3=-1 1 /Mechanical, 2=159/0-8-0, 4=9/Mechanical Max Horz 2=34(LC 8) Max Uplift3=-1 1 (LC 1), 2=102(LC 8) Max Grav 3=18(LC 8), 2=159(LC 1), 4=18(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 16.2 2X4 — DEFL. in (loc) I/deft 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 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; VuH=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 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 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 11 lb uplift 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." WARNING - Verifydesignpammefers andREAD NOTESON TWS AND INCLUDED MITEK REFERENCEPAGE Mll-7473 rev. 10/03/2015BEFOREUSE. Design valid for use onlywith MiTekSconnectors. This design isbased only upon parameters shown, and is foran individual building component, not a truss system. Beforeuse, the building designer must verify the applicability ofdesign parametersand property incorporate this design intothe overall building design. Bracingindicated is to prevent buckling ofindividual trussweb and/or chord members only. Additional temporary and permanent bracing ' is always required for stabilityand to prevent collapse with possible personal injury and propertydamage. For generalguidanceregarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Btvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636230 TB0277 C3A Jack -Open 1 1 Reference aununm nm uur mnpa, rmm 1ny, r.u.— — ID:0837CakNCJU5ySDiQmCDdnydl 1 m-Ihyt2EQbeYWDzSK09m96kzAFyEaQEXzvp_ojPPyDHaw 3-0-0 2x4 = 3 Scale = 1:12.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.00 1-3 999 240 MT20 244/190 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 n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 10 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=129/Mechanical, 2=101/Mechanical, 3=29/Mechanical Max Horz 1=63(LC 12) Max Uplift /=-17(LC 12), 2=-65(LC 12) Max Grav 1=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. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 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=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 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 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 - Verlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Designvalid for useonlywith MiTek® connectors. This designis based only upon parametersshown, and is for an individual building component, nota.truss system. Beforeuse, the building designer mustveritythe applicability ofdesign parameters and properly incorporate this design into the overall - building design. Bracingindicated is to prevent buckling of individual trussweb and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ae7FFeR R1r fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSItTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636231 TB0277 C313 Jack -Open 2 1 Builders FlrslSource, Tampa, Plant City, Florida 33566 7.640 sAug 16 2017 MiTek Industries, Inc. Fri Dec 01 17:05:56 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl 1m-mtWFFaRDPse4acvbiThLHA4RZewxz_D22eYGxryDHav 1-0-0 3-0-0 1-10 3-0-0 r 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 TCDL 15.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC20141TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=67/Mechanical, 2=234/0-8-0, 4=26/Mechanical Max Horz 2=61(LC 8) Max Uplift3=-43(LC 12). 2=-114(LC 8) Max Grav 3=67(LC 1), 2=234(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.6 DEFL. in (loc) Vdefl L/d PLATES GRIP Vert(LL) -0.00 2-4 >999 240 MT20 244/190 Vert(TL) -0.01 2-4 >999 180 Horz(TL) -0.00 3 n/a n/a Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 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=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 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 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 atjoint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily, design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use onlywith MiTek® connectors. This design is based only upon parameters shown, and is foran individualbuilding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracingindicated is to prevent buckling of individual trussweb and/or chord members only. Additional temporary and permanent bracing e is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636232 TB0277 C5A Jack -Open 1 1 Job Reference footional) ousaers rnrsraource, i ampa, ream ny, nonua -- 1 nuy , roy ID:0837CakNCJU5ySDiQmCDdnyd11m-mtWFFaRDPse4acvbiThL1 AU".tWz_D22eYGxryDHav 5-0-0 2x4 = 3 Scale = 1:17.3 l¢ -1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 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 WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 16 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=219/Mechanical, 2=1 71 /Mechanical, 3=49/Mechanical Max Horz 1=106(LC 12) Max Upliftl=-31(LC 12), 2=-109(LC 12) Max Grav 1=219(LC 1), 2=171(LC 1), 3=98(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: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-12 to 3-0-12, Interior(1) 3-0-12 to 4-11-4 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 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 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." e WARNING - Verify design parameters andREAD NOTES ON THIS ANDINCLUDED WTEK REFERENCE PAGE MII-7473 rev. 10/03,2015BEFORE USE. Design valid for use onlywith MiTek® connectors. This design is based only upon parameters shown, and is foranindividualbuildingcomponent, not - - atruss system. Before use, the building designer mustverify theapplicability ofdesign parameters and properly incorporate this design into theoverallbuildingdesign. Bracing indicated is to prevent bucklingofindividual trussweb and/orchord members only. Additionaltemporary and permanentbracing {{ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSIfTPII Quality Criteria, DSB-89and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636233 TBO277 C5B Jack -Open 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 S Aug 16 2017 MITek industries, Inc. hn Uec ul 17:05:56 207 rage 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-mtWFFaRDPse4acvbiThLHAjNwet2z_D22eYGxryDHav 1-0-0 5-0-0 1-ao s-o-o Scale = 1,12.9 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 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 2-4 >820 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=148/Mechanical, 2=314/0-8-0, 4=46/Mechanical Max Horz 2=89(LC 8) Max Uplift3=-85(LC 12), 2=-124(LC 8) Max Grav 3=148(LC 1), 2=314(LC 1), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 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 nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 3 and 124 lb uplift at joint 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 - Verifydesignparameters and READNOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE M11-7473rev. 1010312015 BEFOREUSE. _ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate thisdesign into the overall building design. Bracing indicated isto prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stabilityand to prevent collapse with possible personal injury and propertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636234 TB0277 CJ1 Jack -Open 19 JQb 1 Reference o I ewiaers r,rstsourw, , ampa, rrant c,ry, r,onaa ss000 r.ocu sruy w cu , r mn e,c nmusuros, mc. r ray. , ID: 0837CakNCJU5ySDiQmCDdnydlIm-F34dSwSsA9mxCmUnGACapOGd_2HCiRTCHIHgUlyDHau 1-0-0 1-0-0 Scale = 1:7.1 2x4 = 1-ao 1-o-0 . LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/'TP12007 Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-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 Grav 3=13(LC 8), 2=154(LC 1), 4=19(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.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 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 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 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" WARNING - Verity design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not -- - _ a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling ofindividual truss web and/or chord members only. Additional temporary and permanent bracing e is always requiredforstability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, we ANSVTPII Quality Criteria, DSB49and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636235 TB0277 CJ3 Jack -Open 15 1 Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inca Fri Dec 01 17:05:57 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl1m-F34dSwSsA9mxCmUnGACapOGc72GAiRTCHIHgUlyDHau 1-0-0 - 3-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 TCDL 15.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=67/Mechanical, 2=234/0-8-0, 4=26/Mechanical Max Horz 2=79(LC 12) Max Uplift3=-52(LC 12), 2=-56(LC 12) Max Grav 3=67(LC 1), 2=234(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:12.3 3-0-0 1_In DEFL. in floc) I/deft Ud PLATES GRIP Vert(LL) -0.00 2-4 >999 240 MT20 244/190 Vert(TL) -0.01 2-4 >999 180 Horz(TL) -0.00 3 n/a n/a Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 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=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 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 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 52 lb uplift at joint 3 and 56 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 componentfor any particular building is the responsibility ofthe building designer per ANSI TPI 1 as referenced by the building Code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01111•707 rev. 10/0772015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parametersshown, and is for an individual building component, not lawatrusssystem. Before use, the building designermust verify the applicability ofdesign parameters and propertyincorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ,g.:s isalways required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the Now4 fabrication, storage, delivery, erection and bracing of trusses and trusssystems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from TrussPlate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636236LbTBO277CJ5Jack -Open 15 1 Reference amiaers rnswumw, i anipa, ream .ay, nunua a,aoo nuy w - may= ID:0837CakNCJU5ySDiQmCDdnydl1m-jGe?gGTUxTuogw3zqujpMbogVSZ9RujLVy1NOkyDHat 1-0-0 —i 5-0-0 . 1-D-0 5-0-0 1 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.03 2-4 999 240 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 nla BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=158/Mechanical, 2=30510-3-8, 4=48/Mechanical Max Horz 2=121(LC 12) Max Uplift3=-104(LC 12), 2=-62(LC 12) Max Grav 3=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. Scale = 1:17.3 PLATES GRIP MT20 244/190 Weight: 18 lb FT = 20% 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; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 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 nonconcurrent with any other live loads. 3) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3 and 62 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not _ a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated isto prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the riFMr MM fM fabrication, storage, delivery, erection and bracing of trusses andtruss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636237 TBO277 E7A Jack -Open 6 1 Reference o twiwem rasraource, 1ampa, n.m a y, nano. 00000 7-0-0 3x6 = ID:0837CakNCJU5ySDiQmCDdnydl l m-jGe?gGTUxTuogw3zqujpMbobmSUFRujLVy1 NOkyDHat LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.14 1-3 591 240 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 WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=309/Mechanical, 2=217/Mechanical, 3=92/Mechanical Max Horz 1=148(LC 12) Max Upliftl=-44(LC 12), 2=-129(LC 12) Max Grav 1=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. Scale = 1:22.2 PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-12 to 3-0-12, Interior(1) 3-0-12to 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 to uplift at joint 1 and 129 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building Code." WARNING - Verifydesign parameters andREAD NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE1141II-7473rev. 1010312015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of indtvidual truss web and/or chord members only. Additional temporary and permanent bracing is sways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type city Ply T12636238 TBO277 E76 Jack -Open 4 1 Job Refereno al tsunaers rvsibource, i ampa, riam cny, rionaa aa000 1-0-0 3x4 = uy o - .,.,.., Kayo , ID:0837CakNCJU5ySDiQmCDdnydl 1m-jGe?gGTUxTuogw3zqujpMbodPSVPRujLVy1 NOkyDHat 7-0-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefi L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.10 2-4 825 240 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(TL) 0.27 2-4 295 180 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=205/Mechanical, 2=400/D-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 (lb) or less except when shown. Scale: 3/4"=1' PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 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 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 3 and 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." WARNING - VerW design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101032015 BEFORE USE. Design valid foruseonlywith MiTek® connectors. This designisbased only upon parameters shown, and is for an individual building component, not — - atruss system. Before use, thebuilding designer mustverifythe applicability of design parameters and property incorporate this designinto the overall building design. Bracing indicated is to prevent buckling of individual truss web and/orchord members only. Additional temporary and permanent bracing°' is always required for stability and to prevent collapse with possiblepersonal injury and property damage. For general guidance regarding the +r fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSVTP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636239 T80277 EJ2 Jack -Open 8 1 Reference I ounaers ruscoourca, i ampa, rani airy, rmnaa o000o n 9 ro Kayo , ID:0837CakNCJU5ySDiQmCDdnyd11 m-BSCNtcU6inOfR3eAObE2vpLyUrzGALzUkcmwYAyDHas 1-0-0 1-10-8 Scale = 1:9.4 2X4 = 1-10-8 1108 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 24 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 8 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=44/Mechanical, 2=175/0-3-8, 4=18/Mechanical Max Horz 2=56(LC 12) Max Uplift3=-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 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.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 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 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 3-6-0tall by 2-0-0wide 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 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 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Designvalid for use onlywith MiTek® connectors. Thisdesign isbased only upon parametersshown, and is for an individual building component, not atruss system. Beforeuse, the building designer mustverify the applicability of design parameters and propertyincorporate this design into the overall building design. Bracing indicated istoprevent buckling ofindividual truss web and/or chord members only. Additional temporary and permanent bracing is akvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636240 TB0277 EJ7 Jack -Open 16 1 Reference tional ounrers rrrsraource, i ampa, viant t ry, rwnaa ss000 f-c4u s Aug io zul f MI i eK m0usines, Inc. rn uec ul i r:uo:os zui t rage 1 ID:0837CakNCJU5ySDiQmCDdnydl1 m-BSCNtcU6inOfR3eAObE2vpLojrr?ALzUkcmwYAyDHas 1-0-0 7-0-0 i-o-o 7-ao 3x6 = 5 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.06 2-5 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(TL) 0.10 2-5 643 180 BCLL 0.0 ` Rep Stress Incr YES WE 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 Scale = 1:22.2 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except Qt=length) 2=0-8-0, 5=0-11-5. lb) - Max Horz 2=163(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 5 except 3=-124(LC 12), 4=-121(LC 1) Max Grav All reactions 250 lb or less at joint(s) 3, 4 except 2=359(LC 1), 5=306(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5 except Qt=lb) 3=124, 4=121. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code" WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not atruss system. Beforeuse, the building designer mustverify the applicability of design parameters and properly incorporate this design into the overall - - building design. Bracing indicated is to prevent buckling ofindividual truss web and/or chord members only. Additional temporary and permanent bracing - mewisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For generalguidance regarding the Ig1IIA91Me fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria,. VA 22314. - - Tampa, FL- 36610 Job Truss Truss Type Qty Ply r12s3s2a1 TBO277 F01 Floor 1 I lob Builders FirstSource, Tampa, Plant City, Florida 33566 0-1-8 H I 1-4-0 ID:0837CakNCJU5ySDiQmCDdnydl1 m-femm5yUkT4BW3DDMxJIHROuvPFEXvd6ezGWU4dyDHar 3x4 = 3x4 = 3x6 FP = 3x4 = 1.5x3 11 1.5x3 11 5x6 = 3x4 = 3x4 = 5x6 2 3 4 5 6 7 8 9 -10 1112 13 1.5x3 = 3x6 FP = 5x6 11 3x6 FP = 6x8 — Scale = 1:33.4 2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) 0.02 16 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) 0.05 16 999 240 BCLL 0.0 Rep Stress Ina NO WB 0.71 Horz(TL) 0.01 13 n/a n/a BCDL 5.0 Code FBC2014(TPI2007 Matrix) 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(flat) end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. All bearings 9-4-0 except (jt=length) 13=0-3-0. lb) - 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, 9-10=-1.717/0, 10-11 =-1 040/0, 11-12=-104810, 12-13=-1040/0 BOT CHORD 24-25=0/278, 22-23=-468/0, 21-22=-468/0, 20-21=-973/0, 17-18=0/1711, 16-17=0/1711, 15-16=0/1703 WEBS 12-15=355/0, 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=-1255/0, 8-18=0/1332, 8-20=-1803/0 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 verify capacity of bearing surface. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) 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 (plf) Vert: 14-25=-10. 1-13=-320 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability ofdesign parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Qty PlyE11rU0S- s, 1Ty` e T12636242TJobTBO277F021 ference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 0-1-8 H i 140 I r.b4u sAug toZU1 / MI IeK industries, mc. hn Uec ui 1 r: bvi 2u1 i rage 1 ID:0837CakNCJU5ySDiQmCDdnydl1m-7gJBIIVMEOHNhNoYVOGW DQ54fQBeBxnCwF1d3yDHaq Of3}—f 1 Scale = 1:33.3 1.5x3 I 1.5x3 = 1.5x3 = 1.5x3 3x6 3x6 1 2 3 4 5 6 24 7 25 8 9 10 11 23 0ab 22 1.5x3 II 3x6 = 1.5x3 II 11-8-0 1410.0 17-2-10 18-5-4 1 8-12 11-8-0 3-2-0 2-4-10 1-2-10 0-& Plate Offsets (X.Y)-- 16 0-1-8.Edge1 f18 0-1-8 Eddel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl L/d 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(TL) 0.03 13 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 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 2-2-0 oc purlins, except BOT CHORD 2x4 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-7-4 except (jt=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=-1568/0, 4-5=-1426/0, 5-6=-1426/0, 6-24=-913/0, 7-24=-913/0, 7-25=-585/0, 8-25=-585/0 BOT CHORD 20-21=0/627, 19-20=0/1414, 18-19=011642, 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=-593/0, 4-18=-329/0, 8-13=686/0, 8-15=0/358, 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 3x4 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) 11. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design ofthis 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 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." WARNING - Verify designparameters andREADNOTES ON THIS ANDINCLUDED MITEKREFERENCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated isto prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing aisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing oftrussesand truss systems, see ANSIITPN Quality Criteria, DSB-89 and BCSI Building Component - 6904 Parke East Blvd. _ Safety Information available from Truss Plate Institute,. 218 N. Lee Street,. Suite 312,Alexandria, VA 22314., Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636243Ref.,.,,.Iional) TBO277 F02A Floor 1 1 tsunoers rusv ource, i ampa, ream ny, n naa a0000 0-1-8 F 1-4-0 1.5x3 1.5x3 = 1.5x3 = 1 22 0 21 ID:0837CakNCJU5ySDiQmCDdnydllm-b1tWWeW iPEJXMk3knIWR88zGy3mTNe6xQa?b9VyDHap 1-9-4 h Scale = 1:33.3 1.5x3 11 3x6 I1 3x6 I1 2 3 4 5 6 23 7 24 8 9 10 11 1.5x3 11 3x6 = 1.5x3 11 11-11-12 14-7-0 18-5-4 1 - 28 11-11-12 2-7-4 3-10-4 0_, Plate Offsets (X Y)-- f670-1-8 Edgy 117 0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.91 Vert(LL) 0.18 17-18 >770 360 MT20 2441190 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 FBC2014/TPI2007 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 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-4-0 except Qt=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. (lb) -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 13=0/285, 2-20=-942/0, 2-19=0/619, 3-19=-601/0, 4-17=-315/0, 8-14=-272/0, WEBS 11 7-14=-741/0, 7-15=01528, 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 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 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." r WARNING - Verifydesign parameters andREAD NOTES ON THISANDINCLUDED MITEK REFERENCEPAGE 111II.7473 rev. 10/03/2015BEFOREUSE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not atruss system. Before use, the building designermust verify the applicability ofdesign parameters and properlyincorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses andtruss systems, see ANSVTPII qualityCriteria, DSB-89 and BCSI BuildingComponent 6904 Parke East Blvd. SafetyInformation available fromTruss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636244 Job TBO277 F03 Floor 8 1 Reference o tional ounuers n —ur:e, i ampa, "am . y, nonaa s000 0-1-8 H 1-40 1.5x3 1.5x3 = 1.5x3 = 1 220 21 4x6 = 2 3 1.olu sHug lb L117 / MI eK Ineusires, mc. rn uec ul 1im uz Lul / rage 1 ID:0837CakNCJU5ySDiQmCDdnydllm-bltWWeW iPEJXMk3knlWRzLO3okNZXxQa?b9VyDHap- it 19 on3-el Scale = 1:33.3 1.5x3 11 3x6 4.6 4 5 6 7 8 9 10 11 4x6 — 1.5x3 11 4x6 = 1.5x3 11 18-5A 1 8-12 18-5-4 0-3 Plate Offsets (X.Y)-- 16:0-1-8.Edael. 111:0-3-O.Edgel. 117:0-1-8.Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) 0.18 17-18 999 360 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 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) PLATES GRIP MT20 244/190 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 purlins, except BOT CHORD 2x4 SP No.l (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=-1485/0, 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 11-13=0/1234, 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=0/757, 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 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design ofthis 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." r WARNING - Verify design parameters and READ NOTES ON TWS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not _ _ atrusssystem. Before use, thebuilding designer must verifythe applicability ofdesign parameters and properly incorporate this design intothe overall building design. Bracing indicated isto prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication; storage, delivery, erection and bracingoftrussesandtruss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, _ - Tampa, FL .36610 Job Truss Truss Type Qty Ply T12636245 TBO277 F04 Floor Girder 1 1 ob R e ce (optional) 6UIIUCn resrouulex, Tampa, rinni—Y. r.Yn.a aa vv ...-.---......._.....___...__. ..._. ... ____. ...__.____.. 1D:0837CakNCJU5ySDiQm CDdnydl 1m-3DRuj_Xcl?X4whxxdRJ_3eWQyT5h6yt4fEk8hyyDHao 0-1-8 H 1 1-4-0 1-9-4 Off3-f 1-3-0 Scale = 1:33.3 1.5x3 1.5x3 = 1.5x3 = 4x6 = 1 2 23 0 ab 22 1.5x3 11 4x6 I 34 11 5x6 3 4 5 6 7 8 24 9 10 11 4x6 = 3x8 MT20HS FP = 1.5x3 5x8 = 1.5x3 1.5x3 SP = 14-3-4 18-5-4 1 8-12 14-3-4 4-2-0 0-3- Plate Offsets (X Y)-- [6:0-1-8 Edgel fl l:0-3-0 Edge] [17:0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CST. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.22 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Vert(TL) -0.34 15-16 >645 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) -0.02 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 108 lb FT = 20% F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) *Except* end verticals. 12-18: 2x4 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 11=1377/0-3-8, 21=1093/0-7-4 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=01651, 4-19=-654/0, 4-17= 0/712, 5-17=-303/0, 9-13=1736/0; 9-14=0/705, 7-14=-664/0, 6-15=-259/247, 6-16=- 265/58 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 3-10d (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 ( plf) Vert: 12- 21=-10, 1-11=-100 Concentrated Loads ( lb) Vert: 24=- 469(B) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDEDMITEKREFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, thebuilding designer must verify theapplicability of design parametersand property incorporate this design into the overall 4 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing FY 9 is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSIBuilding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636246 TB0277 F05 Floor 1 1 Job Reference (optional) iiunaers F1rs15ource, I ampa, clam Glty, rlonaa &itbb 018 H i 1-4-0 1.5x3 1.5x3 = 1.5x3 = 3x4 — 1 2 19 0 18 r.ovu s Aug io mi f Mn ex mousmes, inc. rn vec u i u:ub:ua cu i r rage , ID:0837CakNCJU5ySDiQmCDdnydllm-XP?GwJXFWJfxYrW7A9gDcs2dlsU8rV4DuuUhEOyDHan- 1-11-0 Or4-0 1-30 1 Scale = 1:26.3 3x4 = 3x4 — 1.5x3 1.5x3 4x6 = 3x6 4x6 3 4 5 6 7 8 9 10 16 15 14 13 12 11 3x4 = 3x4 = 3x4 = 3x4 = 4x6 = 4x6 = 1.50 11 14-7-0 1 11 0 14-7-0 -4- Plate Offsets (X Y)-- D0'0-3-0 Edge], 113'0-1-8 Edgel 114:0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d 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(TL) -0.29 14-15 >588 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (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 purlins, except 8-10: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP No.l(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 10=788/0-3-8, 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=-1718/0, 4-5=-1673/0, 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 10-1 2=01959, 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 thistruss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code" WARNING - Verify designparametersandREAD NOTES ON THIS ANDINCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not off. atrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overallbuilding design. Bracing indicatedis to prevent buckling of individualtruss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the wfiw ilr fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available fromTruss PlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636247 Job TB0277 F06 Floor 1 1 Reference (optional) Buuaers rarstsouree, iamps, Pant Lary, HMOs aabbb 0-1-8 H '11-a° 1.5x3 1.5x3 = 1.5x3 = 1 2 3 17 005 16 r.oeu s rauy io rayo , ID:0837CakNCJU5ySDiQmCDdnyd1lm-XP?GwJXFWJfxYrW7A9gDcs2bWsWyrXrDuuUhEOyDHan 2-1-12 0}1 6 Scale = 1:25.7 1.5x3 4 5 6 1.5x3 II 1.5x3 = 7 8 1.5x3 II 3x6 = Plate Offsets (X Y)-- (6 0-1-8 Edge) 112:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI: DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Vert(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: 82 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) 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. (lb/size) 9=796/0-7-4, 15=802/0-7-4 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 =0/1 740, 9-10=0/682 WEBS 2-15=-101110, 2-14=0/687, 3-14=-671/0, 3-13=0/310, 4-12=343/153, 7-9=-989/0, 7-10=0/722, 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 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1070372015 BEFORE USE. NOWDesignvalidforuseonlywithMiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual trussweb and/orchord members only. Additional temporary and permanent bracing T is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from TrussPlate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job-- - Truss - Truss. Type -. - Qty Ply. - T12636248 TBO277 F07 Floor Girder 1 1 Job Reference (optional) m-uers ras-ource, i amps, riamcny, rionuass000 I 1-4-0 1 3x4 8 r.o4u s Aug 1b zul / mi I eK Inousmes, mc. rn Uecul 1vuu:uo zu'r rage l ID:0837CakNCJU5ySDiQmCDdnydllm-OcZf8fYtHdnoA_5JksLS83bx4GwwalpN6YDFmgyDHam 2 3 3x4 = 4 3x4 Scale = 1,10.0 3x6 = 3x6 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d 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 WB 0.17 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 27 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-15 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=569/Mechanical, 5=494/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-539/0 BOT CHORD 7-8=0/539, 6-7=0/539, 5-6=0/539 WEBS 2-8=-708/0, 3-5=-708/0 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 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:5-8=-10, 1-4=-100 Concentrated Loads (lb) Vert: 2=-688 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ou Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - - _ atruss system. Before use, the building designermust verifythe applicability of design parameters and propertyincorporate this design into the overall - building design. Bracing indicated is toprevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing rTi+dr' is always required for stability and to prevent collapse with possiblepersonal injury and property damage. Forgeneral guidance regarding the l''MIW U fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. - Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - -. . Tampa, FL. 36610 Job Truss Truss Type Qty Ply T12636249 TB0277 FOB GABLE 1 1 Job Reference (optional. Builders FlrslSource, Iampa, mart cny, rlonoa 6,i b 0 6 1.9 --I ,.,,, ID:0837CakNCJU5ySDiQmCDdnyd11m-OcZfBfYtHdnoA_SJksLS83b_BG03a3yN6YDFmgyDHam 0H8 Scale = 1:25.5 1 2 3 4 5 6 7 8 9 10 11 12 13 28 30 27 29 26 25 24 23 22 21 20 19 18 17 16 15 14 1-40 2-&0 4-40 5-4-0 6-60 8-40 9-40 10.8-0 12-0-0 13-4-0 14-8-0 15-6-8 1-4-0 1-40 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-40 1-40 1-40 1-4-0 0.10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 14 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 76 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 15-6-8. lb) - Max Grav All reactions 250 lb or less at joint(s) 26, 14. 25, 24, 23, 22, 21, 20, 19, 18, 17, 16, 15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) All plates are 1.50 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." 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucklingofindividual trussweband/or chord members only. Additionaltemporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636260 T60277 F09 Floor 5 1 Job R e optional) Builders FirslSource, Tampa, Plant City, Florida 33566 0-1-8 H 1 1-40 —I ovu s rwy 10 LU I / MII CR IIIWJIrICJ, IIIU. r reye ID:0837CakNCJU5ySDiQmCDdnydl lm-Uo71 L?ZV2wvfn6gWlZshhH7_Rg6FJQFWLCzoiGyDHaI 1-9-8 1-0-0 0 18 Scale = 1,26.9 1.5x3 1.5x3 1.5x3 = 1.5x3 = 1.5x3 = 1.5x3 1.5x3 1.5x3 = 1 2 3 4 21 5 6 7 8 9 18 o 17 1F 1d 114 19 11 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) 0.16 12-13 999 360 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/TPI2007 Matrix) LUMBER- BRACING - 20 o 19 PLATES GRIP MT20 244/190 Weight: 86 lb FT = 20 %F, 11 %E TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 12-13. REACTIONS. (lb/size) 16=834/0-7-4, 10=834/0-7-4 FORCES. (lb) -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=0/709, 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 floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ra WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. ' Design valid for use onlywith MiTek® connectors. This design is based only upon parameters shown, andis for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is topreventbuckling of individual truss web and/or chordmembers only. Additional temporary and permanent bracing _ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the NO fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. _ Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636251 TB0277 F10 Floor 4 1 JQb e e e ce (optional) a aeer r r nipa, a r - y, G-1-8 1-4-0H1 1.5x3 II 1.5x3 — 1.5x3 = 1 2 18 0 17 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-Uo71 L?ZV2wvfn8gWlZshhH7_fg71 JQRWLCzoIGyDHaI 1-9-12 0-8-0 o-118 Scale = 1:26.3 1.5x3 1.5x3 II 3 4 5 6 7 15 14 13 12 11 1.5x3 1.5x3 = 8 9 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d 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/TPI2007 Matrix) Weight: 85 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 12-13. REACTIONS. (lb/size) 10=814/0-3-8, 16=820/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) 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 BOT CHORD 15-16=0/700, 14-15=0/1599, 13-14=0/1920, 12-13=0/1979, 11-12=0/1627, 10-11=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 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erecttruss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11811-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R.GTra[+•' is always required forstability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the low fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312,. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636252 TBo277 - F11 Floor Girder 1 1 Job Reference- (optional) nmiaers nrswum r:e, i enrya, Warn i Ly, r mm 0-1-8 H 1— 4-0 L5x3 1.5x3 = 1.5x3 = 3x6 = 1 2 18 o 17 ID:0837CakNCJU5ySDiQmCDdnydl l m-y_hPZLa7pE1 WPIFisHNwDUg6t4SE2rWgasiLgjyDHak 119- 2 _i 0 8 S 8 Sdale = 1:26.3 1.5x3 3x6 = 1.5x3 1.5x3 11 3x4 = 3x4 = 4x6 = 1.5x3 = 3 4 5 6 7 8 9 15 14 13 12 11 3x4 = 3x6 = 3x4 = 3x4 = 3x4 = 4x6 = 3x6 = 19 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(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 Ina NO WB 0.48 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 85lb 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(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=1039/0-3-8, 16=906/0-7-4 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 BOTCHORD 15-16=0/777, 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=01797, 3-15=-807/0, 3-14=0/805, 4-14=-419/0, 8-10=-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 ofthe 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=-311 (B) WARNING - VwIfydesignparameters and READNOTES ON THISAND INCLUDED MITEK REFERENCE PAGEMI1.7473rev. 10/03/2015 BEFOREUSE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is foran individual building component, notatrusssystem. Before use, the building designermustverify the applicability of design parameters and properly incorporate this design into theoverall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636253 TBO277 F12 Floor 1 1 Job Re e o a uonaers rnstbource, iamps, eiam cny, rionoa ss000 0-1-8 H 11-4-0 1.54 II 1.5x3 = 1.5x3 = 3x4 = 3x4 = 1 2 3 7 0 6 r.ucu s rug io mi r mi i arc mousmes, utc. rn uec u i i raye ID: 0837CakNCJU5ySDiQmCDdnydl l m-y_hPZLa7pE1 WPIFisHNwDUgAd4YR2thgasiLgjyDHak 1-9-0 0-8-0 q-4-0 1-3-0I Scale = 1:19.9 1.5x3 1.5x3 II 4x6 = 3x6 3x6 4 5 6 7 8 9 1 14 13 12 11 10 3x4 = 11-1-0 1-5- 11-1-0 -4-0 Plate Offsets (X Y)— 112:0-1-8 Edoel, 113:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.08 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(TL) -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 FBC2014/TPI2007 (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 purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=596/0-3-8, 15=596/0-7-4 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 9-11=01710, 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 manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer mustverify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ww*WW IIFF11o554w _ fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-99and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL W610 - Job Truss Truss Type Qty Ply T12636254 TBO277 F13 Floor Girder 1 1 Job e a ouncers rusroource, iampa, Warn "ny, rronua oa000 -.a , . a ID:0837CakNCJU5ySDiQmCDdnydl 1 m-y_hPZLa7pEl WPIFisHNwDUglv4eK2wvgasiLgjyDHak 1-4-0 3x4 -Q-p-3 i n 1 3x4 2 3 3x4 — 4 3x4 Scale = 1:10.0 E 3x6 — 3x6 — LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.19 Vert(LL) 0.00 7-8 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.21 Vert(TL) 0.01 7-8 999 240 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) 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, 6-7=0/416, 5-6=0/416 WEBS 2-8=-546/0, 3-5=-546/0 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20%F, 11 %E BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) 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. Strongbacksto be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 5-8=-10, 1-4=-100 Concentrated Loads (lb) Vert: 2=496 WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1"312015 BEFORE USE. IRA Design valid for use only with MiTek® connectors. This design isbased only upon parameters shown, and is foran individual building component, not _ atruss system. Beforeuse, the building designer mustverifythe applicability of design parameters and properly incorporate this designintothe overall building design. Bracing indicated is to prevent buckling of individual truss web and/orchord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636255 TBO277 F14 Floor 5 1 Job Reference(o Atonal) Builders I-nsl50ufoe, I ampa, Plant uny, Honda idobb 0-1-8 H 1-4-0 1 5 r.oav snug i ragc ID:0837CakNCJU5ySDiQmCDdnydl l m-QBEnmhblaY9N 1 SquP_u9miDNgUgfnMQppWSvN9yDHaj 1-11-12 008— 0 1.y6 S affe = 1:19.6 1.5x3 II 1.5x3 = 1.5x3 II 1.5x3 = 1.5x3 II 1.5x3 = 1 2 3 4 5 6 7 3x6 16 11-4-12 Plate Offsets (X Y)— [5:0-1-8 Edgel I11:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(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 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 65 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=60310-3-8, 13=610/0-7-4 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 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED A11TEK REFERENCE PAGE11111.7473 rev. 1"312015BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, not Maiatrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracingindicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iI.GTraLr isalways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the '1#hIWW MM fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPil QualityCriteria, DSB-89and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636256 TBO277 F15 Floor 10 1 ef e o 'o tsunaers rustsource, I amps, viam ,ay, norlaa ss000 0-1-8 H1-4-0I 7 6 1. 5x3 II 1. 5x3 = 1. 5x3 = 3x4 = 3x4 = 1 2 3 Zv sHug io Lul/ milex Inuustrles, Inu. --vI Ir —oNir rage I ID: 0837CakNCJU5ySDiQmCDdnydlIm-QBEnmhblaY9NlSquP_u9miDLDUuanKuppWSvN9yDHaj- 1- 9-4 l 0-8-0 Or3-811-&0 Scale = 1:19.9 1. 5x3 1.54 11 4x6 = 3x6 3.6 4 5 6 7 8 9 1 14 13 12 4x6 11 10 1. 3x4 = 11- 1-4 11- 1-4 3 8 Plate Offsets (X Y)-- f12:0-1-8 Edgel f13 0-1-8 Edgel LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) 0.08 13-14 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(TL) 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 FBC2014/TP12007 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 purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 9=597/0-3-8, 15=597/0-7-4 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 thiscomponent for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is alwaysrequired for stability and topreventcollapse with possible personal injury and property damage. For generalguidance regarding the - -- fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information- available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 . - Job Truss Truss Type Qty Ply T12636257 TBO277 F16 Floor 1 1 Job Reference (o ' Builders virstsource, Iamps, mant uty, Flonda &iobb 5 4 0-1-8 H 1[—d r.oau srug i ragc i ID:0837CakNCJU5ySDiQmCDdnydl l m-uNo9_1 bNLrHEecP5ziQOJvlZctEcW)Hzl ABSvbyDHai 1-8-4 a=0 i 8 Scale = 1:18.9 1.5x3 II 1.5x3 = 1.5x3 — 3x4 — 4x6 = 1.50 4x6 — 3x4 — 1 2 3 4 5 3x4 = 6 7 3x4 = 44 = 4x6 = 4x6 = 112040 8-2-4 11--4 11-4-1 40 7-10-4 2-11 1- 0 -3It Plate Offsets (X Y)-- [5 0-1-8 Edgel [7 0-1-8 Edgel [8 Edge 0-1-81, [11 0-1-8 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl 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 Vert(TL) 0.12 10 547 240 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) 0.03 8 n/a ri 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 purlins, except BOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-4-0 except Q1=length) 12=5-6-9, 11=5-6-9, 8=Mechanical. lb) - Max Uplift All uplift 100 lb or less at joint(s) except l l=-128(LC 4) Max Grav All reactions 250lb or less atjoint(s) except 13=978(LC 1), 13=978(LC 1), 12=1859(LC 1), 11=581(LC 7), 8=1897(LC 4) FORCES. (lb) -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=0/738, 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 atjoint 11. 4) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10 hasthave been modified. 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 (plf) Vert: 8-13=-10, 1-7=-450 2) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-7=450 3) 1st Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 14=450, 4-7=-188 Continued on page 2 WARNING - Verify dasign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10M312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parametersshown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Q ff building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1' R r#Ik' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 QualityCriteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636257 TB0277 F16 Floor 1 1 JoblRefemace(optionall Builders FirstSource, Tampa, Plant City, Florida 33566 7.640sAug 16 2017 MiTek Industries, Inc. Fri Dec 01 17:06:09 2017 Page 2 ID:0837CakNCJU5ySDiQmCDdnydl 1m-uNo9_1 bN LrHEecP5ziQOJvlZctEcgHz1 ABSvbyDHai LOAD CASE(S) Standard 4) 2nd Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads.(plf)... _. . Vert: 8-13=-10, 1-4=-188, 4-7=-450 5) 3rd unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 14=450, 4-7=-188 6) 4th unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) 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 UniformLoads (plf) 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 (plf) Vert: 8-13=-10, 1-7=-450 9) 3rd chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-5=-450, 5-7=-188 10) 4th chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-7=-450 WARNING - Verify design parametersand READ NOTES ONTMSANDINCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE. Designvalid for use only with MiTek® connectors. Thisdesign is basedonlyupon parameters shown, and is for an individual building component, not atruss system. Before use, thebuilding designer mustverify the applicability ofdesign parameters and properly incorporatethis design intothe overall In building design. Bracing indicated is to prevent buckling ofindividual truss web and/or chord members only. Additional temporary and permanent bracing anljD isalways requiredforstability and to preventcollapse with possiblepersonal injury and property damage. For generalguidance regarding the 7FW AS,aA fabrication, storage, delivery, erection and bracingoftrusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite312, Alexandda, VA 22314. - _ Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636258 TBO277 FG1 Flat Girtler 1 A Job Reference (optional) eunaers restsource, I ampa, viant ury, rionaa ss000 -9 ID:0837CakNCJU5ySDiQmCDdnydlIm-MZMYBNc?69P5Gm_HXPxdr7lgSHaOF7e6GgxDR2yDHah 2 e-8 5-1-8 7-0$ 9-11-9 12-4-9 14-11-12 17-6-15 20-2-2 20-10.9 2-8-0 2-5-0 2-5-0 2 5-0 2-5-0 2-7-3 2-7J 2-7-3 0-8-6 Scale = 1:36.2 8x14 MT20HS = 2x4 11 2x4 5x8 = 2x4 6x12 MT20HS WB = 1 4x12 = 2 3 4 5 6 7 3x8 = 5x12 = 2x4 II 3x4 8 9 10 11 22 23 -' 24 25 26 '- 27 18 28 29 30 16 31 32 33 34 -- 35 13 4x6 I 7x10 = 3x6 11 5x12 = 5x6 = 2x4 11 5x12 = 2x4 7x10 = 3x4 2x4 11 20-10-9 2-A-A 5-7-8 7-0-812=1-9 ib-11-12 176-15 20-2-2 2(1i4-15_ 2-e-e 21-0 2-5-0 2-5-0 - 2-5-0 2-7-3 2-7-3 0.-1 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.14 19-20 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) 0.23 19-20 626 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.77 Horz(TL) 0.02 16 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 `Except` BOT CHORD 1-21,3-21,3-19,5-19,5-16,8-16,8-14,10-14: 2x4 SP No.1 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 22=126910-8-1, 16=3763/0-4-0 (req. 0-4-7), 13=952/0-5-10 Max Uplift 22=-122( LC 4), 16=-296(LC 4), 13=-70(LC 4) Max Grav 22=3459( LC 14), 16=10711(LC 14), 13=2036(LC 14) FORCES. (lb) - 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=202/7132, 6-7=202/7132, 7-8=-202/7132, 8-9=-3096/60, 9-10=-3096/60, 10-11=-321/7, 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=-207/ 7289, 3-21=-3231/95, 3-20=0/2090, 3-19=-2406/73, 5-19=-197/7074, 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 PLATES GRIP MT20 244/ 190 MT20HS 187/143 Weight: 238 lb FT = 20% Structural wood sheathing directly applied or 5-7-12 oc purlins, 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: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at G-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7- 10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 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 oaae 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based onlyupon parameters shown, and is for an individual building component, not - - a truss system. Before use, the building designer must verify the applicabilityof designparameters and properlyincorporate this design into the overall - building design. Bracing indicated isto prevent buckling of individual truss web and/or chord members only. Additionaltemporary and permanent bracing is always required for stabilityand to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 - Job Truss Truss Type Qty Ply T12636258 TBO277 FG1 Fat Girder 1 Job Referenre (optional) Builders F lrslsource, l ampa, Ylam Lary, t-lonaa 330bb F—Va^.V'u 4w' F•,,,^,,,""'•,,",,,,". ,,, """", "", '..y.. .. ID:0837CakNCJU5ySDiQmCDdnydl 1 m-MZMYBNdt69P5Gm_HXPzdr7lgSHaOF7e6GgxOR2yDHah' NOTES- (14) 6) Concentrated loads from layout are not present in Load Case(s): #3 Dead + Uninhabitable Attic Without Storage; #4 Dead + 0.6 MWFRS Wind (Pos. Internal) Left; #5 Dead + 0.6 MWFRS Wind (Pos. Internal) Right; #6 Dead + 0.6 MWFRS Wind (Neg. Internal) Left; #7 Dead + 0.6 MWFRS Wind (Neg. Internal) Right; #8 Dead + 0.6 MWFRS Wind Pos. Internal) 1st-Parallel;.#9_Dead_+ 0.6.MWFRS Wind.(POS..Internal).2nd Parallel; #11.0Dead_+.0.6_MWFRS Wind (Pos. Internal).3rd_Parallel; #1.1 Dead 0.6_MW=RS_Wind Pos. Internal) 4th Parallel; #12 Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel; #13 Dead + 0.6 MWFRS Wind (Neg. Intemal) 2nd Parallel; #18 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); #20 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel); #21 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 122 lb uplift at joint 22, 296 lb uplift at joint 16 and 70 lb uplift at joint 13. 12) "Semi -rigid pitchbreaks with fixed heels Member end fixity model was used in the analysis 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 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: 1-11=-70, 12-22=-20 Concentrated Loads (lb) Vert: 19=-143 16=-253 15=-143 23=-396 24=-396 25=-143 26=-253 27=-253 28=-143 29=-253 30=-143 31=-143 32=-253 33=-253 34=-143 35=-823(B=-794) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - atruss system. Before use, the building designer must verifythe applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing T isalways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Ir fabrication, storage, delivery, erection and bracing of trusses andtruss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636259 Job TB0277 117A Diagonal Hip Girder 1 1 Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 sAug 16 2017 MiTek Industries, Inc. Fri Dec 01 17:06:11 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnyd 11 m-gmwwOjdetTXyuvYT57SsOKrvAhx8_glFVUgZzUyDHag 5-1-9 - 4-8-7 Scale = 1:22.3 2x4 — 2x4 11 4 3x4 = 06 5-1-9 9-10-1 036 5-1-3 4-8-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.56 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(TL) 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 Structural wood sheathing directly applied or 5-11-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/ size) 1=445/0-4-3, 3=170/Mechanical, 4=380/Mechanical Max Horz 1=147(LC 22) Max Uplift1=- 96(LC 4), 3=-108(LC 4), 4=-107(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 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 NOTES- (9) 1) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; 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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 1, 108 lb uplift at joint 3 and 107 lb uplift at joint 4. 6) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 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 100 lb down and 117 Ib up at 7-0-14, and 95 lb down and110 Ib 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 ( plf) Vert: 1- 3=-70, 1-4=-20 Concentrated Loads ( lb) Vert: 7= 42(B) 8=2(F) 9=-131(F=-72, B=-59) 11=-O(F) 12=-40(F=-20, B=-20) WARNING - Vw* y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only withMiTek® connectors. This design is basedonlyupon parameters shown, and is for an individual building component, not a truss system. Beforeuse, thebuilding designer must verify theapplicability of design parameters and property incorporate this design into the overallMiff building design. Bracing indicated is to prevent buckling of individual truss web and/or chord membersonly. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the w. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see - ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T126 36260TJob_Reference TBO277 H7B Diagonal Hip Girder 1 Builders FirstSource, Tampa, Plant City, Florida 33566 /.b4u s Aug io zui r Mi iek mausmes, inc. rn Dec u, , r.06. , , 20, r Pay, I ID:0837CakNCJU5ySDiQmCDdnydl 1m-gmwwOjdetTXyuvYT57SsOKrwNhx8_gFFVUgZzUyDHag 1-5-0 5-3-15 9-10-1 1-10 5-3-15 4-6-1 c1d 3x4 = «. Scale = 1:21.1 LOADING(psf) 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 FBC20141rP12007 CSI. TC 0.48 BC 0.54 WB 0.43 Matrix) DEFL. in floc) Udefl L/d Vert(LL) -0.03 6-7 >999 240 Vert(TL) -0.12 6-7 >984 180 Horz(TL) 0.02 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 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) 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=5.Opsf; h=25ft; 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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 89 lb uplift atjoint 4, 154 lb uplift atjoint 2 and 66 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 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 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 (plf) Vert: 1-4=-70, 2-5=-20 Concentrated Loads (lb) Vert: 8=94(F=47, B=47) 10=-97(F=-49, B=-49) 13=-36(F=-18, B=-18) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, notatrusssystem. Before use, the building designer mustverify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mak" isalways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ar'aFlw fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITfP11 Quality Criteria, DSB-89and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 - - -- Job Truss Truss Type Qty Ply T126362s1 TB0277 HJ2 Diagonal Hip Girder 1 2 1 Job Reference (optional) F., ria„. -r, r,v, .... nuy 10 n—uI 1I—IL cu I rage 1 ID:0837CakNCJU5ySDZQm l dnydl1m-IyUIc2eGemfpV37fegz5wYN8d5NqjDBPj8Q6WwyDHaf 1-5-0 2-7-1 Scale = 1:9.2 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.00 2-4 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(TL) 0.00 2-4 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 10 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=1/Mechanical, 2=218/0-4-9, 4=23/Mechanical Max Horz 2=68(LC 4) Max Uplift3=-55(LC 19), 2=-108(LC 4) Max Grav 3=57(LC 22), 2=218(LC 1), 4=47(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 2-7-1 oc purlins. 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.Opsf; h=25ft; 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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint 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 + Roof 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(1`=40, B=40) WARNING - Verify designparameters andREADNOTES ON THIS ANDINCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not _ a truss system. Before use, the building designer must verifythe applicability ofdesign parameters and properly incorporatethis design intothe overall building design. Bracing indicated isto prevent buckling of individual truss weband/orchord members only. Additional temporary and permanent bracing Wt i1t,4Misalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the IA,4M fabrication, storage, delivery, erection and bracing oftrussesand trusssystems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss _ Truss Type _ Qty Ply. T12636262 Job TB0277 HJ7 Diagonal Hip Girder 7 1 Reference a Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fn Dec 01 17:06:13 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydlIm-n82gpOeuP4ng7DisCYUKTIwFUVckSaOYyo9g2MyDHae 1-5-0 5-1-9 9-10-1 1-5-0 5-1-9 4-8-7 Scale = 1:22.4 1¢ 0 v d t6d A 3x4 = . . .2x4 11 5 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.04 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.11 6-7 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.39 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=170/Mechanical, 2=520/0-4-9, 5=353/Mechanical Max Hori 2=176(LC 4) Max Uplift 4=-1 1 O(LC 4), 2=-148(LC 4), 5=89(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-835/191, 8-9=-767/210, 3-9=-757/196 BOT CHORD 2-11=-278/756, 11-12=-278/756, 7-12=-278/756, 7-13=-278/756, 6-13=-278/756 WEBS 3-7=0/292, 3-6=-821/301 NOTES- (9) 1) Wind: ASCE 7-10; VuIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 110 lb uplift at joint 4, 148 lb uplift at joint 2 and 89 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design ofthis 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 Ib up at 1-4-15, 44 lb down and 47 lb 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 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 ofthe truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=70, 2-5=-20 Concentrated Loads (Ib) Vert: 8=89(F=45, B=45) 1 0=-1 18(F=-59, B=-59) 13=-39(F=-20, B=-20) WARNING - Verfy design parameters andREAD NOTESON THISANDINCLUDEDMITEKREFERENCEPAGE M11.7479 rev. 1010312015 BEFOREUSE. Design validforuse onlywith MiTek® connectors. This design is based only upon parametersshown, and is foran individual building component, not - atruss system. Beforeuse, the building designer mustverify theapplicability ofdesign parameters and propertyincorporatethis design into the overall r building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. Forgeneral guidanceregardingthe oFr+SA fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218N. Lee Street, Suite 312, Alexandra, VA 22314. - - Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636263 TB0277 T01 Half Hip Girder 1 1 Job Reference (optional) bunaers rustsource, i amps, runt cn- rw [as asbbb 1-0-0 3-1D-14 r.a4V sAug 16 Zul i mi I eK maUSmes, mc. rn uec Ul l f:Ub:l3 ZUl r rage 1 ID:0837CakNCJU5ySDiQmCDdnydl1 m-n82gpOeuP4ng7DisCYUKTKvHzVZKSVGYyo9g2MyDHae 7-0-0 10-6-4 14-4-0 1 8- 3-1-2 3-6-4 3-9-12 -4-0 4x6 3x4 = 4 10 5 .11 Scale = 1:26.4 3x8 = 12 6 I 0 3x4 = 3x8 = 3x6 3x6 II 7-0-0 10-6-4 14-4-0 1 8- 7-0-0 3-6-4 3-9-12 -4- Plate Offsets (X.Y)— [8:0-3-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d 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 Verl 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/TP12007 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 purlins, except BOT CHORD 2x4 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 Horz 2=119(LC 19) Max Uplift7=-350(LC 4), 2=-333(LC 4) FORCES. (Ill -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2420/627, 34=-2182/541, 4-10=-2054/531, 5-10=-2054/531, 5-11=-1626/436, 11-12=-1626/436, 6-12=-1626/436, 6-7=-1235/380 BOT CHORD 2-9=-649/2227, 9-13=-436/1626, 8-13=-436/1626 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; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; 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 350 lb uplift at joint 7 and 333 lb uplift at joint2. 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) 135 lb down and 125 lb up at 7-0-0, 135 lb down and 125 lb up at 9-0-12, and 135 Ill down 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 Ill 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=70, 4-6=-70, 2-7=-20 Concentrated Loads (lb) Vert: 4=-135(B) 9=-374(B) 10=-135(B) 11=-135(B) 12=-135(B) 13=-63(B) 14=-63(B) 15=-63(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mil connectors. This design is based only upon parameters shown, and is for an individual building component, not atruss system. Beforeuse, the building designer mustverify the applicability of design parameters and properlyincorporate thisdesign intothe overall building design. Bracing indicated istoprevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing BW1'r' wdr`' isalways requiredfor stability andtoprevent collapse with possiblepersonal injury and property damage. Forgeneralguidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see Al Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type 7F]J.b T126TBO277T02HalfHip e e ce o tional auuaers rnaoumue, inmpa, ream Bey, ID:0837CakNCJU5ySDiQm CDdnydllm-FLc2lkfWAOvXINH2mF?ZOzTRmuwPB3_iBSvDapyDHad i-1-0-0 4-10-14 9-0-0 14-4-0 114-8-0 1-0-0 4-10-14 4-1-2 5-4-0 6-4-0-4-0 Scale = 1:26.2 0 0 44 4 9 3x4 = 10 5 3x6 = 3x8 — 2x4 II LOADING (psf) SPACING- 2-0-0 CS 1. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.14 2-7 999 240 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/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=619/0-4-0, 2=721/0-8-0 Max Horz 2=147(LC 8) Max Uplift 6=- 174(LC 8), 2=-225(LC 8) PLATES GRIP MT20 244/190 Weight: 69 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-0-4 oc bracing. 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=-388/791 NOTES- 1 (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 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 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 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." 3 WARNING - Verifydesign parameters andREAD NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE MII-7473rev. 1"312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, notatrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall in building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingu is always required forstability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the ow fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636265 TBO277 T03 Common 4 1 Reference (optional uumers rvstsource, I ampa, vianl Gny, rionda 33bbb 1-1-0-0 1 5-7-4 1-0-0 5-7-4 Pn0 1."U sAug 16zui/ MI IeK industries, Inc. rn uec ui 1f:uti:tb zul/ fage1 ID:0837CakNCJ U5ySDiQm CDdnydl l m-jXARE4g8xh10MXsEKyWoYA?cpllawXgrQ6en6FyDHac 10-8-0 _ I 15-8-12 21A-0 5-0-12 5-0-12 5-7-4 Scale = 1:38.3 4x6— 4 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d 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(TL) -0.21 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC20141TP12007 (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 purlins. 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 Horz 2=100(LC 9) Max Uplift6=-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 =-1 3851582, 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=4.2psf; BCDL=5.Opsf; 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(1) 2-0-0 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0 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. 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." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. lam Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not — - atruss system. Before use, the building designer mustverifythe applicability of design parameters and property incorporatethis design intothe overall building design. Bracing indicated isto prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing m is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610 I6 Job Truss Truss Type Qty Ply T12636266 TBO277 T04 Common 1 1 ob e o a eunaers rirsrbource, Tampa, ream any, rionua sv000 I......,.y ,„ - - , -ate , ID:0837CakNCJU5ySDiQmCDdnydllm-jXARE4g8xh10MXsEKyWoYA?d411mwX;rQ en6FyDH.0 1-0-0 5-7-4 10-8-0 15-8-12 21-4-0 22-4-0 1-40 5-7-4 5-0-12 5-0-12 5-7-4 1-0-0 Scale = 1,38.5 4x6 = z0 4 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = I¢ a LOADING (psf) 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 YES Code FBC2014/TPI2007 CSI. TC 0.37 BC 0.56 WB 0.19 Matrix) DEFL. in Vert(LL) -0.06 Vert(TL) -0.20 Horz(TL) 0.05 loc) I/deft L/d 2-10 >999 240 2-10 >999 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 98 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1023/0-8-0, 6=1023/0-8-0 Max Horz 2=98(LC 11) Max Uplift2=-228(LC 12), 6=-228(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11 =-1578/565, 3-11 =1503/579, 3-12=-1379/565, 4-12=-1290/576, 4-13=-1290/576, 5-13=-1379/565, 5-14=-1503/579, 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 for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. ll; 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 10-8-0, Exterior(2) 10-8-0 to 13-8-0 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. 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 ofthe building designer per ANSI TPI 1 as referenced by the building code." WARNING - Vwlry design parameters and READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Vill Design valid for use only with MiTek® connectors. This design isbased only upon parametersshown, and is for an individual building component, not Rawatrusssystem. Before use, the building designer mustverify the applicability of design parameters and properly incorporate thisdesign into the overall building design. Bracing indicated is to prevent buckling ofindividual truss web and/or chord members only. Additional temporary and permanent bracingisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. Forgeneral guidance regarding the _ fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information availablefromTruss .Plate -institute, -218 N. Lee Street, Suite 312, Alexandria, VA-22314.- - Tampa, FL 36610 "- Job Truss Truss Type Qty Ply T12636267 T60277 TOS Hip 1 1 Job Befierence (optional) tfuuaers Flrsl50urce, I amps, I'Iam sty, Fionaa 33bbb _ r.b u s Aug lb Zul I MI I OK Inousmes, inc. — us. ul 1 /Dada Zu I r rage l ID:0837CakNCJU5ySDiOmCDdnydl 1m-BjjpSQhmh?9E_hRRtg215OYnHib6f?Y?emOKfhyDHab 4-9-4 i 9-0-0 12-4-0 16-6-12 21-4-0 22 4- 1-0.0 4-9-4 4-2-12 3-4-0 4-2-12 4-9-4 1-0-0 Scale = 1:39.0 41 0 4x6 = 4 5x8 = 5 3x6 = „ 3x6 = 3xB — 4x6 — 3x4 — I 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft . L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.15 7-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.43 7-9 >583 180 BCLL 0.0 * Rep Stress Incr YES WB 0.17 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 105 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1023/0-8-0, 7=1023/0-8-0 Max Horz 2=84(LC 11) Max Uplift2=-217(LC 12), 7=-217(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-1559/696, 3-12=-1518/711, 3-4=-1242/561, 4-5=-1049/564, 5-6=-1241/561, 6-13=-1517/711, 7-13=-1559/696 BOT CHORD 2-11=-538/1332, 10-11=-290/1049, 9-10=-290/1049, 7-9=-544/1332 WEBS 3-11=-334/289, 4-11=-80/319, 5-9=-76/319, 6-9=-335/289 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=25ft; Cat. 11; 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 0-0-0, Exterior(2) 9-0-0 to 12-4-0, Interior(1) 16-8-11 to 22-4-0 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) Thistruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 217 lb uplift at joint 2 and 217 lb uplift at joint 7. 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 - Veri/ydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - - - atruss system. Before use, the building designermust verifythe applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possiblepersonal injury and property damage. For generalguidance regarding the - - - fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPII QualityCriteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from TrussPlate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636268 T80277 T06 Hip Girder 1 1 Job Reference o uumers vast5ource, lamps, viam Cny, r ionua soot r.—.snug.o—, .'".,"--,,.,....,,—, Boa., - ID:0837CakNCJU5ySDiQmCDdnydl1 m-fvHBfmhOSJ15cgOdRNZGdb5y?6yDORx8tQ7tB8yDHaa 1-0-0 3-9-4 7-0-0 10-8-0 1414-0 17-6-12 21-4-0 22-4-0 1-0-0 3-9-4 3-2-12 3-8-0 3-8-0 3-2-.12 3-9-4 1-0.0 Scale = 1:39.0 4x6 — 3x8 = 4x6 = 4 14 5 15 6 3x63x6 _ 3x8 — 3x4 = 2x4 d 3x8 — LOADING (psf) 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 FBC2014ITP12007 CSI. TC 0.41 BC 0.69 WB 0.22 Matrix) DEFL. in Vert(LL) 0.12 Vert(TL) -0.21 Horz(TL) 0.09 loc) I/defl L/d 11 >999 240 8-10 >999 180 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 109 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1442/0-8-0, 8=1467/0-8-0 Max Horz 2=-67(LC 6) Max Uplift2=-842(LC 8), 8=-865(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2444/1590, 3-4=-2262/1576, 4-14=-2000/1461, 5-14=-1999/1460, 5-15=-2045/1500, 6-15=-2045/1501, 6-7=-2315/1623, 7-8=-2496/1636 BOT CHORD 2-13=-1380/2085, 13-16=-1640/2251, 12-16=-1640/2251, 11-12=-1640/2251, 11-17=-1640/2251, 10-17=-1640/2251, 8-10=-1358/2129 WEBS 3-13=-296/240, 4-13=-474/645, 5-13=-378/460, 5-11=-300/73, 5-10=-335/390, 6-10=-421/613, 7-10=-301/246 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.Opsf; h=25ft; 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 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 842 lb uplift at joint 2 and 865 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 143 lb down and 139 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 10-8-0, and 124 lb down and 139 lb up at 12-3-4, and 243 Ito down and 258 lb up at 14-4-0 on top 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 lb down and 141 lb up at 10-8-0, and 24 lb down and 141 lb up at 12-3-4, and 250 lb down and 228 lb up at 14-3-4 on bottom chord. The design/selection ofsuch 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: 1-4=-70, 4-6=-70, 6-9=-70, 2-8=-20 Continued on Dacie 2 WARNING - Verifydesign parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII.7473rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - - - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Tek'. is always required for stabilityand to prevent collapse with possible personal injuryand property damage. For general guidance regarding the *`' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSIBuildingComponent 6904 Parke East Blvd. Safety Information available fromTruss Plate Institute,218 N. Lee Street, Suite 312, Alexandria, VA 22314.- - Tampa, FL 36610 - - - Job Truss Truss Type Qty Ply T12636268 Job TBO277 T06 HipGirder 1 1 Reference (optional Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Dec 01 17,06,17 2017 Page 2 ID:0837CakNCJ U5ySDiQmCDdnydl 1m-fvHBfmhOSJl5ogOdRNZGdb5y?6yDORx8tQ7tB8yDHaa LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-124(F) 6=-196(F) 13=-229(F) 11=96(F) 5=-124(F) 10=-229(F) 14=-124(F) 15=-124(F) 16=96(F) 17=96(F) _ WARNING - V.W design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingI Tii Ir' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218N. Lee Street, Suite 312, Alexandria, VA 22314.- Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636269 TBO277 T07 Half Hip Girder 1 1 Reference (optional cuuuers rrrscauurce, 1 ampa, nem "my, nunua oouoo r ' ° ° —- 3-9-4 1-0-0 3-9-4 ID:0837CakNCJU5ySDiQmCDdnyd 11 m-76rZs6il DcQyD_bp?54VApd6vWNg7vYH63lRjayDHaZ 3-2-12 3-10-7 4x6 = 3x4 = Scale: 1/2"=1' 4 8 5 3x4 = 7 6 2x4 I 3x8 = 7-0-0 4-15 3-5-2 0-6-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.05 2-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(TL) 0.13 2-7 >618 180 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 58 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=77/0-4-15, 2=362/0-8-0, 7=1067/0-11-5. Max Horz 2=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 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; 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 129 lb uplift atjoint 6, 70 lb uplift atjoint 2 and 481 lb uplift at joint 7. 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) 124 lb 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 ofthe truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 2-6=-20 Concentrated Loads (lb) Vert: 4=-124(B) 7=-325(B) 8=-124(B) 9=96(B) WARNING - Verify design parameters. andREAD NOTES ON THIS ANDINCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use onty with MiTekV connectors. This design is based only upon parameters shown, and is foran individual building component, notatrusssystem. Before use, the building designer mustverify the applicability of design parameters and properly incorporate this design into the overallbuildingdesign. Bracing indicated is to prevent buckling of individual truss web and/orchord members only. Additional temporary and permanent bracingisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information availablefrom TrussPlateInstitute, 218 N.-Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL 36610 - Job Truss Truss Type Qty Ply T12636270 Job TB0277 T08 Hip Girder 1 1 Reference o tional ouuoers mraaource, —pa, ream ny, rmnca aa000 I.ovu s Aug to Zui r MiIeK mousmes, mc. rn uec ui i vuo:ia Zu ir rage i ID:0837CakNCJ U5ySDiQm CDdnydl 1 m-blPx4Sjf_wYpr8AOZobkiOAKTvdTsMPRKjc_FOyDHaY 1-G-0 3-9-4 7-U-0 1 B-8-0 11-10-12 15-8-0 16-8-0 1-0-0 3-9-4 3-2-12 1-8-0. 3-2-12 3-9-4 4x6 — 4x6 - 4 5 Scale = 1:29.5 coo_ 6 3x4 i 3x4 — 3x4 C LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.07 2-10 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) 0.20 2-10 927 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.16 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix) 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) 2=1197/0-3-8, 7=1197/0-3-8 Max Horz 2=67(LC 7) Max Uplift2=-552(LC 8), 7=-552(LC 9) FORCES. (lb) - Max. Comp./Max. 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, 9-1O=817/1583, 7-9=-868/1774 WEBS 3-10=-293/211, 4-10=-206/425, 5-9=-207/425, 6-9=-294/211 PLATES GRIP MT20 244/190 Weight: 74 lb FT = 20% Structural wood sheathing directly applied or 3-11-0 oc purlins. Rigid ceiling directly applied or 6-1-5 oc bracing. 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.Opsf; h=25ft; Cat. 11; 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 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 552 lb uplift at joint 2 and 552 lb uplift at joint 7. 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 8-7-4 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 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: 1-4=-70, 4-5=-70, 5-8=-70, 2-7=-20 Concentrated Loads (lb) Vert: 4=-196(F) 5=-196(F) 10=-229(F) 9=229(F) AWARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED WTEK REFERENCE PAGE MII-7473 ray. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - _ atruss system. Before use, the building designer mustverify the applicability ofdesign parameters and properly incorporate this design intothe overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing '' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312,.Alexandria, VA 22314. Tampa, FL 36610 Job - Truss Truss Type Qty Ply T12636271 TB0277 T09 Common 1 1 Reference (optional auuuers rnyrauurw, Tampa, Hain ...,y...... ua ae ee .. ,,,.y .. .,.... ... ...,.. ... ID:0837CakNCJU5ySDiQmCDdnydl1m-3UzJHokHIEggTlkC6W6zFEjKBJyal; __ . uazNM, oSyDHaX 1-0-0 7-10-0 15-8-0 16-8-0 1- 10 7-10-0 7-10-0 1-0-0 Scale = 1:29.3 4x6 = 3 3x6 = 2x4 3x6 = LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.11 2-6 999 240 TCDL 15.0 Lumber DOL 1 1.25 BC 0.71 Vert(TL) 0.29 2-6 642 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) PLATES GRIP MT20 244/190 Weight: 59 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=772/0-3-8, 4=772/0-3-8 Max Horz 2=-74(LC 10) Max Uplift2=-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.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS ( envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-10-0, Exterior(2) 7-10-0 to 10-10-0 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. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding174 lb uplift at joint 2 and 174 lb uplift at joint 4. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." wARNING - Verify designparameters and READNOTES ON TNIS ANDINCLUDEDMITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015BEFORE USE. Design valid foruseonly withMiTek® connectors. This designis based only uponparameters shown, and is for an individual building component, not - - a trusssystem. Before use, the building designer must verifythe applicability of designparameters and properly incorporate this designinto theoverall buildingdesign. Bracing indicated is toprevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidanceregarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informationavailable from TrussPlate Institute,218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL 36610 - Job Truss Truss Type Qty Ply T12636272 T60277 T10 Common 3 1 Job Reference (optional) auaaers rnstsouroe, i ampa, ream uity, rionaa 3abbb /.twu s Aug lb z111 / mi i eKmaustnes, inc. rn uec u1 1 rm:zu zuir rage 1 ID:0837CakNCJU5ySDiQmCDdnyd11 m-3UzJHokHIEggTlkC6Vv6zFEjKJJyPbpuaZNMXOSyDHaX 1-0-0 7-1D-0 15-8-0 1-0-0 7-10-0 7-10-0 Scale = 1:28.7 4x6 = 1 3 3x6 = 2x4 11 3x6 LOADING (pso SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 TCDL 15.0 Lumber DOL 1.25 BC 0.72 BCLL 0.0 Rep Stress Incr YES WB 0.15 BCDL 10.0 Code FBC20141TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 *Except* 3-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=693/Mechanical, 2=779/0-3-8 Max Horz 2=77(LC 12) Max Uplift4=-145(LC 13), 2=-175(LC 12) 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 DEFL. in floc) Udefl Ud Vert(LL) -0.11 4-5 >999 240 Vert(TL) -0.31 4-5 >604 180 Horz(TL) 0.03 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 57 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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=25ft; Cat. 11; 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 7-10-0, Exterior(2) 7-10-0 to 10-10-0 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 fill between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 4 and 175 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verlfy design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. la(0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing isalways requiredforstability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate. Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 17 Job Truss Truss Type Qty Ply T12636273 TBO277 T11 Monopitch Girder. 1 1 Job Reference WDtional) ttunaers rOstsource, i ampa, viam ary, rionaa JJaoo F 1 nug i Faye ID: 0837CakNCJU5ySDiQmCDdnyd 11m-YhXiV7lvWXoX4SJOgDdCoRFg9jHwKA7ko155KvyDHaW 3-7-8 7-0-0 3-7-8 3-4-8 3x6 11 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.02 1-5 999 240 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 n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=1319/0-3-8, 4=1303/Mechanical Max Horz 1=142(LC 8) Max Uplift I=-278(LC 8). 4=-346(LC 8) FORCES. (lb) - 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 Scale = 1,22.4 PLATES GRIP MT20 2441190 Weight: 40 lb FT = 20% Structural wood sheathing directly applied or 4-1-6 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=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 278 lb uplift at joint 1 and 346 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 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 ofothers. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 1-4=-20 Concentrated Loads (lb) Vert: 5=-673(B) 6=-673(B) 7=-673(B) 4 WARNING -Verify designparametersand READNOTES ON THISANDINCLUDEDWTEK REFERENCEPAGE111II-7473rev. 1010312015 BEFOREUSE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracingindicated is to prevent buckling of individual trussweb and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 QualityCriteria, DSB-89 and BCSI Building Component 6904 Parke EastBlvd. Safety Information available fromTruss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 3661D Job Truss Truss Type Qty Ply TM36274 TBO277 T12 Hip Girder 1 1 optional) omrmers nrsrouurw, i mnpe, ream i.iry, riunua o0000 ..try - 'MID:0837CakNCJU5yG8QCDdnydll m'0t54iTIXHrwOicuaEx6RKfonS7ds3c1 tthresLyDHaV 1-0-01 3-9-4 7-0-0 12-4-9 I 17-7-7 23-0-0 26-2-12 3 1-0-01 1-0-0 3-9-4 3-2-12 5-4-9 5-2-13 5-4-9 3-2-12 3-9-4 1-0-0 4x6 = 5x8 = 3x4 = 5x6 6.o0 12 4 5 16 6 17 18 7 2 Scale = 1:54.9 9 dl1 10 dal 15 14 13 19 20 12 21 22 11 3x8 5x8 = 6x12 MT20HS — 5x6 = Sx8 = 3x12 MT20HS 2x4 11 2x4 2x4 3 8 LOADING (psf) 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 FBC2014/TPI2007 CSI. TC 0.56 BC 0.79 WB 0.62 Matrix) DEFL. in (loc) Vdefl L/d Vert(LL) 0.30 12-14 >999 . 240 Vert(TL) -0.68 12-14 >523 180 Horz(TL) 0.13 9 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 176 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc purlins. 4-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-11-11 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 5-15, 6-11 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2157/0-3-8, 9=2469/0-3-8 Max Horz 2=-67(LC 32) Max Uplift2=-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 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=25ft; 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 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 741 lb uplift at joint 2 and 1108 lb uplift at joint 9. 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 Ito down and 139 lb up at 18-11-4, and 124 lb down and 139 Ito up at 20-11-4, and 243 Ito 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 devices) 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 ofthis component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard Continued on Daae 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 114II.7473 rev. 10V31201 SBEFORE USE. Design valid for useonly with MiTek® connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, not -_ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 0.i1aTwlrn is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and trusssystems, we ANSIITPII Quality Criteria, DSB-89and BCSI Building Component 6904 Parke East Blvd. Safety Information available from TrussPlate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636274 T60277 T12 Hip Giber 1 1 ob Refer(optional Builders FlrstSource, Tampa, Plant City, Florida 33555 f.54u s Aug lb Zu1 I mi ieK Inuustnes, mc. rn uec uI I vvo:zL [u i f rage L ID:0837CakNCJU5ySDiQmCDdnydl 1 m-Ot54iTIXHrwOicuaExBRKfonS7ds3c1 it hresLyDHaV LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf)- Vert: 14=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(F) WARNING - verifydesignparameters andREAD NOTES ON THIS ANDINCLUDED MITEK REFERENCEPAGE MI1-7473rev. 1010312015BEFORE USE. Designvalidforuse onlywith MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not _ - atruss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ' isalwaysrequired for stability and to prevent collapse with possible personal injury and propertydamage. Forgeneral guidance regardingthe fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlrrPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - - ' Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636275 TB0277 T13 Hip 12 1 JobReferellce (optional builaers Flrstboufce, Iampa, Plant Gny, Floncla 33bbb Ib4U s Aug 1b 2UI I MI I eK maustnes, Inc. rn uec ul 1 cub:L'C zui I rage 1 ID:0837CakNCJU5ySDiQm CDdnyd 11 m-Ot54iTIXHrwOicuaEx8RKfonv7bB3dxt1 hresLyDHaV 0-0-01 4-9-4 -0- 9-0-0 15-0-0 210 25-2-12 30-0-0 31-0-Oi 1-0-0 4-9-4 4-2-12 6-0-0 6-0-0 4-2-12 4-9-4 Scale = 1:63.5 4x6 = 3x8 = 44 = 4 15 5 16 6 3x6 = 13 14 11 10 3x6 = 3x4 = 3x8 — 3x8 — 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 0.53 Vert(LL) -0.17 2-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.51 2-13 >700 180 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.13 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 150 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 8=1417/0-3-8 Max Horz 2=-84(LC 10) Max Uplift2=-262(LC 12), 8=-262(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) 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, 6-10=-172/602, 7-10=-334/295 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 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 & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint 2 and 262 Ito uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility ofthe building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a trusssystem. Beforeuse, the building designer must verify the applicability of design parameters and property incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing F#1dNisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. Forgeneral guidance regarding the 7r fabrication, storage, delivery, erection and bracing of trusses andtrusssystems, see ANSIrrPl1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636276 TB0277 T14 Hip 2 1 Reference cuneers rasraourw, iamps, riam -y, ID:0837CakNCJU5ySDi6mCDdnydllm-U3fSwpm9292FKITnoeggtsLySX?wo7ADFLaCPny.DHaU 1 0 0 5-9-4 11-0-0 19-0-0 24-2-12 30.0-0 31-0-0 10.0 5-9-4 5-2-12 8-0-0 5-2-12 5-9-4 1-0.0 Scale = 1:53.5 0I1 0 5x8 = 4x6 = 4 1617 5 3x6 13 12 _ to a - 3x6 — 2x4 3x4 = 3x6 3x8 = 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.12 10-12 999 240 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 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING-. TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 4-5: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 7=1417/0-3-8 Max Horz 2=-101(LC 10) Max Uplift2=-280(LC 12), 7=-280(LC 13) FORCES. (lb) -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 PLATES GRIP MT20 244/190 Weight: 151 lb FT = 20 Structural wood sheathing directly applied or 3-2-7 oc purlins. Rigid ceiling directly applied or 6-6-9 oc bracing. 1 Row at midpt 4-10 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 forthis design. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0-0, Exterior(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 = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 280 lb uplift at joint 2 and 280 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, notatrusssystem. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall /y* building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 'A> is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R fabrication, storage, delivery, erection and bracing of trusses andtruss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. '"" Tampa, FL 36610 I¢ 0 Job Truss Truss Type Qty Ply T12636277 TB0277 T15 Hip 2 1 Job Reference (optional) owmmo rnmwm empn, nanr any, nuuae aoaoo I Zs Aug lb ZUi f MI I eK mauslnes, mc. rn uec Ul 1 /:Ub:Z4 ZUl / rage 1 ID:0837CakNCJU5ySDiQmCDdnydllm-yGCg79nnpSA6xv2zLLBvP4t64wKDXVGAU?KlxEyDHaT Il-o-o! 6-9-4 13-0-0 17-0-0 I 23-2-12 30-0-01-0-Oi1-0-0 6-9-4 6-2-12 4-0-0 6-2-12 6-9-4 1-0-0 Scale = 1:53.5 5x8 = 4x6 = 4 5 3x6 = 13 12 10 9 3,6 = 2x4 I 3x4 3x8 = 2x4 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(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 FBC2014/TPI2007 Matrix) Weight: 157 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT 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 Uplift2=-296(LC 12), 7=-296(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2466/937, 3-14=-2372/955, 3-15=-1782/773, 4-15=-1670/794, 4-5=-1503/793, 5-16=-1671/794, 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 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=25ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to 17-0-0, Interior(1) 21-2-15 to 31-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom Chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 296 lb uplift at joint 2 and 296 lb uplift at joint 7. 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 - Varlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 011II-7473 rev. 1010312015 BEFORE USE. IU Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - - - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated isto prevent buckling ofindividual truss web and/orchordmembers only. Additional temporary and permanent bracing 0.16Trair`* is always required for stability and to prevent collapse with possible personalinjury and property damage. For generalguidance regarding theI ld 4f fabrication, storage, delivery, erection and bracing of trussesand truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type - - - --.._-_ Qty Ply T12636278 TBO277 T16 Common 8 1 ob a er o I ttunoers rOstsource, i amps, viant uny, rronaa os000 oru a nuy .o w . e., 11. —.,, , — , ,-aye , ID:0837CakNCJU5ySDiQmCDdnydl1m-QSmCLVoQamlzZ3dMi8yHQDTKeGG?gJjf3lTgyDHaS -` 1-0-0 7-9-4 15-0.0 22-2-12 30-0-0 31-0.0 1-0-0 7-9-4 7-2-12 7-2-12 7-9-4 1-0-0 Scale = 1:52.6 I1 6.00 12 4x6 — 5 3x6 = 3x6 = 3x4 — 4x6 — 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 TCDL 15.0 Lumber DOL 1.25 BC 0.81 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 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) DEFL. in (loc) Udefl L/d PLATES GRIP Vert(LL) 0.35 10-12 999 240 MT20 244/190 Vert(TL) 0.71 2-12 506 180 Horz(TL) 0.10 8 n/a n/a Weight: 137 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-7-14 oc bracing. 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=-1941/844, 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 5-10=-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=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 15-0-0, Exterior(2) 15-0-0 to 18-0-0 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.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint 2 and 309 lb uplift at joint 8. 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." I 0 WARNING - Verify design parameters and READ NOTES ONTHIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. IRA Design validfor use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, notatrusssystem. Before use, the building designer mustverify the applicability of design parameters and property incorporate this design intothe overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the WW +`sM• fabrication, storage, delivery, erection and bracing oftrussesandtruss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, —FL 36610 -- -- — ' Job Truss Truss Type Qty Ply T12636279 T80277 T17 HIP 1 1 Job of(optional) Builders FIrslSoufce, Iamps, F'lant Glty, Flonaa 33bbb Zu s Hug io m IIf mi Iex m—r—, In rn —.1 ruo:co m i r rage , ID:0837CakNCJU5ySDiQmCDdnydl 1m-ueKbYro2L4QgBDCMTmDN VVzNdkxc?LuTyJps?6yDHaR 1-0-Oi 3-9-4 7-0-0 I 11-0-14 l-" -0 18-11-2 I 23-0-0 26-2-12 to-01-0-0 3-9-4 3-2-12 4-0-14 3-11-2 3-11-2 4-114 3-2-12 1.4 1-40 Scale = 1:53.5 4x6 = 3x8 = 2x4 3x8 = 416 = f— 4 18 5 19 6 20 7 21 8 2x4 2x4 3 z 9 5x8 = a -a - 17 22 16 23 15 14 24 13 25 12 3x8 = 2x4 4xl0 MT20HS = 2x4 3x8 = 3x8 = 5x8 = Plate Offsets (X Y)-- [2:0-1-11 Edge] I10:0-1-11 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.36 14 >985 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.81 14-16 >441 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.26 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 160 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-11-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2406/0-4-0, 10=2648/0-4-0 Max Horz 2=67(LC 7) Max Uplift2=-1060(LC 8), 10=926(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4571/2118, 3-4=-4391/2131, 4-18=-3952/1957, 5-18=-3951/1957, 5-19=-5799/2416, 6-19=-5799/2416, 6-20=-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=-1868/3978, 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=-548/311, 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=5.Opsf; h=25ft; Cat. 11; 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 psf bottom chord live load nonconcurrent with any other live loads. 6) k This truss has beendesigned 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 1060 lb uplift at joint 2 and 926 lb uplift at joint 10. 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) 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 16-11-4, 147 lb down and 149 lb up at 18-11-4, and 147 lb down and 149 lb up at 20-11-4, and 265 lb down and 265 lb up at 23-0-0 on top chord, and 250 lb down and 228 lb up at 7-0-0, 24 lb down and 141 ib up at 9-0-12, 24 lb down and 141 lb up at 11-0-12, 95 lb down at 13-0-12, 95 lb down at 15-0-0, 95 lb down at 16-11-4, 95 lb down at 18-11-4, and 95 lb down at 20-11-4, and 424 lb down and 122 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." Continued on Daae 2 WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010212015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord membersonly. Additional temporary and permanent bracing G.gI.Trair`' is alwaysrequired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the F#i111B 7?c' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type 0ty Ply T12636279 T80277 T17 HIP 1 1 eference o a Builders FirstSource, Tampa, Plant city, rlonda 536bb r.—. a—tl • ^ ^1°JO' °^' ^ """ "" "' `y` ID:0837CakNCJU5ySDi0mCDdnyd11m-Mruzl4g6NYhoNnY1UkcliVYN8Hrko7cAzYPYYyDHaQ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Llniform.Loads.(plf)_.- Vert: 1-4=70, 4-8=-70, 8-11=-70, 2-10=-20 Concentrated Loads (lb) Vert: 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(B)18=-124(B)19=-147(B)20=-147(B)21=-147(B) 22=96(8) 23=-72(B) 24=-72(B) 25=-72(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Siffatrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - is always required forstability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available fromTruss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22M4. - - Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636280 TBO277 T18 Hip Girder. 1 1 Job Reference (optional) tsunaers rlrsi50ufce, I ampa, Plant Dlty, Florld8 :53b66 LI540 s Aug 16 201 t MI I eK Industries, Inc. Fn Dec 01 17:06:28 2011 Pagel ID:0837CakNCJU5ySDiQmCDdnyd11m-glSLzXgIthgXQXMkaBFraw2j"e-7 VmPdlz4?yDHaP I 1-10.8 6-1-7 10-2-9 14-5-8 16-4-0 1-0.0 1-10-8 4-2-15 4-1-3 4-2-15 1-10-8 Scale = 1:29.6 6.00 12 6x8 = 2x4 5x8 = 4x6 = 3 13 4 14 15 5 16 6 I/ 10 1 LV LI LC CJ CY IV LJ LO L/ LO 3,6 = 2x4 5x8 — 6xl2 MT20HS NB — 6x8 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.32 9-11 >603 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -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 n/a BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 74 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purlins. 3-6: 2x4 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 2x4 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=-3280/709, 6-7=-3529/749 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.Opsf; h=25ft; 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 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 374 lb uplift at joint 7 and 341 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Continued on Daoe 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not atruss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual trussweb and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type - Qty Ply - T12636280 TB0277 T18 Hip Girder 1 1 Job Reference (optional) Builders FIrstbource, I ampa, Nlant Gay, Flonaa mtkbb r.oao s n 9 io m i r mi i cr. nmusuica, um. rn ucc v i i.w.w cv v rayc c ID:0837CakNCJU5ySDiQmCDdnydl1m-g1SLzXglthgXQXMkaBFraw2jAYe7TFVmPdlz4?yDHaP NOTES- (11) 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 63 Ib down and 29 Ib up at 1-10-8, 69 Ib down and 29 Ib up at 3-11-4, 69 Ib down and 29 Ib up at 5-11-4, 69 Ib down and 29 Ib up at 7-11-4, 69 Ib down and 29 Ib up at 8-4-12, 69 Ib down and 29 Ib up at 10-4-12, and 69 Ib down and 29 Ib up at 12-4-12,_and 63 lb down and 29. lb up.at .14.5-8-on_top.chord,-and 24 Ib.down.and_14_lb up at 1-1-1,.18 Ib.down.at_.1-.1078, 109 lb downand3TIb up at 3-1-..1,.8.Ib_down .at _ 3- 11-4, 199 Ib down and 51 Ib up at 5-1-1, 8 Ib down at 5-11-4, 289 Ib down and 64 Ib up at 7-0-12, 8 Ib down at 7-11-4, 8 Ib down at 8-4-12, 289 Ib down and 64 Ib up at 9- 0-12, 8 Ib down at 10-4-12, 289 Ib down and 64 Ib up at 11-13-12, 8 Ib down at 12-4-12, 289 Ib down and 64 Ib up at 13-0-12, and 18 Ib down at 14-4-12, and 289 Ib down and 64 Ib up at 15-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of thetruss 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 (plf) 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(B) 24=-289(B) 25=-289(B) 27=-289(B) 28=-289(B) WARNING • Varlfy designparametersandREAD NOTESON THISANDINCLUDED MITEK REFERENCEPAGEM11•7473rev. 1 a(03120f5BEFORE USE. Design valid for use only with MiTek® connectors. This design isbasedonly upon parameters shown, and is for anindividual building component, not - atrusssystem. Before use, the building designer must verifythe applicability of design parameters and properly incorporate this design into the overall iff building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WW isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636281 TB0277 Vol Valley 2 1 Job Reference (optional uumers virslSource, Iamps, want ulty, HOrlda 335bb v 0 2x4 4-0-0 t.b4U sAug 15 M t MI I ek Industries, Inc. hn uec ul 1 f:ub:zts zul t Page 1 ID:0837CakNCJ U5ySDiQmCDdnyd 11m-ql SLzXglthgXQXMkaBFraw2utYpQTS8m Pdlz4?yDHaP 2x4 11 3 Scale = 1:13.0 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=145/3-11-8, 3=145/3-11-8 Max Horz 1=68(LC 12) Max Uplift 1=-21(LC 12), 3=-55(LC 12) 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.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-Cfor members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 1 and 55 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not _ _ _ _ a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall builtling design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1. r'",1'r.dr isalways required for stability and to preventcollapse with possible personal injury and property damage. Forgeneral guidance regarding the W P fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPN QualityCriteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street; Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636282 TBO277 V02 Valley 2 1 Reference O nuuaers ..rsraource, i ampa, "am ury, ..onus ss000 OTa 2x4 2-0-0 ID:0837CakNCJU5ySDiQmC Ddnyd 11 m-ql SLzXglthgXQXMkaBFraw2xBYsCTS8mPdlz4?yDHaP 2 3 Scale = 1:7.9 Plate Offsets (X Y)-- 12 0-2-13 0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matrix) Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=55/1-11-8, 3=55/1-11-8 Max Horz 1=26(LC 12) Max Uplift l=-8(LC 12), 3=-21(LC 12) 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.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 1 and 21 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11-7473 rev. 10M312015 BEFORE USE. Design valid for use onlywith MiTek® connectors. This design is based only upon parameters shown, and is foranindividual building component, not atruss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated isto prevent buckling ofindividual trussweb and/orchord members only. Additional temporaryand permanentbracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R"'` fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636283 TBO277 V03 Valley 1 1 nce O uunaers rasraource, i amps, ream ury, ..onus aauoo 1-10-8 6.00 12 4x6 = 2 ID:0B37CakNCJU5ySDiOmCDdnydlIm-JDOjAtrwe?oO2gxx8vm467a2BxAgCu8veH1WcRyDHa0 6-2-0 10-5-8 12-4-0 1 438 438 1-10-8 2x4 II 3 Scale = 1:20.5 4x6 = 4 3x4 % 8 7 6 3x4 2x4 11 2x4 11 2x4 11 LOADING (psf) SPACING- 2-0-0 CS'_ DEFL. in (loc) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING- PLATES GRIP MT20 244/190 Weight: 37 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 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 joint(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=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-7-9 to 6-2-0, Interior(1) 6-2-0 to 10-5-8, Exterior(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 drainageto 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, 5, 8, 6 except Qt=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." 0 WARNING . Verifydesign parameters andREAD NOTESON TMS AND INCLUDED MITEK REFERENCE PAGEM11.7473rev. 10/03/2015BEFOREUSE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - atruss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent bucklingofindividual truss web and/or chord members only. Additional temporaryand permanentbracing 0.fAiTralr' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, we ANSUTP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Truss Truss Type Qty Ply P- b- 11 T12636284 Valley 1 1 Job Reference (ooflOnal) cuu0ers ruse ounce, i amps, riani wry, rionoa o0000 1-10-8 1-10-8 6.00 12 s nprz rage ID:0837CakNCJU5ySDiQmCDdnyd 11m-Mki_MKCRgBR9U80mAw1XDHJfZQugMNMNSngjFdyD?r7 4-2-8 6-5-8 _ 8-0-0 2-4-0 2-3-0 ' 1-10-8 3x4 = 2x4 11 2 7 3 8 4 3x4 = Scale = 1:15.4 6 2x4 % 2x4 11 2x4 0111 4-21 4111 Plate Offsets (X Y)— [2:0-2-0 0-2-8j,j4 0-2-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=169/8-3-0, 5=166/8-3-0, 6=302/8-3-0 Max Horz 1=-11(LC 10) Max Uplift 1=-36(LC 12), 5=-36(LC 13), 6=-65(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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.Opsf; h=25ft; Cat. II; 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 & 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 36 lb uplift at joint 1, 36 Ib uplift atjoint 5 and 65 lb uplift at joint 6. 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." LOAD CASE(S) Standard WARNING - Verify design parameters andREADNOTES ON THIS AND INCLUDEDMITEK REFERENCEPAGE111II-7473rev. 10103/2015BEFORE USE. Design valid for use only with Welk® connectors. This design is based only upon parameters shown, and is for an individual building component, notatrusssystem. Beforeuse, the building designermust verifythe applicability of design parameters and properlyincorporate this design into the overall ma building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members onty. Additional temporary and permanent bracingisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. Forgeneralguidance regardingthe - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T12636285 TB0277 V05 Valley 1 1 Job Reference o to I cmiaers nrsrauurw, iampa, nem inry, rmuua .- v61d 2x4 1-10-8 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-nQa50CsYOIwFggV7iclJfL7GQLW2xMe2sxn38tyDHaN 2-58 4-4-0 0-7-0 1-10-8 3x4 = 3x4 = a nnF,—,- 2 3 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) n/a n/a 999 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - Scale = 1:8.4 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD 'Structural wood sheathing directly applied or 4-4-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=138/4-3-0, 4=138/4-3-0 Max Horz 1=-11(LC 8) Max Uplift 1 =-27(LC 12), 4=-27(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 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 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." 4 WARNING - VerHy deslpn parameters andREAD NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE M11•7173 rev. 10103/2015BEFORE USE. _ Designvalid for use onlywith MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not _ a truss system. Before use, the building designer mustvent' the applicability of design parameters and properly incorporate this design intothe overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MM(iIIWW fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke EastBlvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610 s Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0.11 fi' For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4; width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 O U IL O I- Numbering System 6-4-8 j dimensions shown in ft-in-sixteenths Drawings not to scale) 2 3 BOTTOM CHORDS 8 7 6 5 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 fir MiTek MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing fortruss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 7 RECORD COPY 17-3755 nSANFORD t,M BEARING HEIGHT 56HEDULE NOTE5: 1.) REFER TO HID 91 (RECOMMENDATION5 FOR HANDLING I1,15TALLATION AND TEMPORARY DRAGING.) REFER TO ENGINEERED DRAWINGS FOR PERMANENT BRAGING REQUIRED. 2.) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MUST DE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE BRAGING REQUIREMENT5. 3.) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED BY BUILDER. 4.) ALL TRU55E5 ARE DESIGNED FOR 2' o.c. MAXIMUM 5PA61N6, UNLE55 OTHERW15E NOTED. 5.) ALL WALL5 SHOWN ON PLACEMENT PLAN ARE CON5IDERED TO DE LOAD BEARING, UNLE55 OTHERW15E NOTED. 6.) 5Y42 TRU55E5 MUST DE INSTALLED WITH THE TOP BEING UP. 7.) ALL ROOF TRU55 HANGERS TO BE 5IMP5ON HTU26 UNLE55 OTHERWISE NOTED. ALL FLOOR TRU55 HAN6ER5 TO BE 51MP50N THA422 UNLE55 OTHERWISE NOTED. 6) DEAM/HEADER/LINTEL (HDR). TO DE FURNISHED DY BUILDER. 5HOF DRAWING APPROVAL THI5 LAYOUT 15 THE 50LE 50URCE FOR FABRICATION OF TRU55E5 AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER TRU55 LAYOUTS. REVIEW AND APPROVAL OF THI5 LAYOUT M rT DE RECEIVED BEFORE ANY TRU55E5 WILL DE DUILT. VERIFY ALL 60WITION5 TO INSURE AGAIN5T CHANGES THAT WILL RE5ULT IN EXTRA CHARGES TO YOU. m Builders Fi rstSource Orlando PHONE: 407-651-2100 FAX: 407-651-7111 Plant City PHONE: 613-759-51151 FAX: 513-752-1532 BUILDER. Taylor Morrison L: Anastasia A AL 01155: TB Lot 277 RIAMN IT: 12-1-17 Rick City of Sanford RECORD COPY Building and Fire Prevention Product Approval Specification Fora Permit # # 7- 3 7 5 5 SANFORD Project Location Address: 484 Rocky 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 Therma Tru Swinging Ext. Door (front door) FL15225-R3 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL15332.09-R2 Sectional Windsor Garage Doors Sectional Ext. Door Dbl, single FL15080.1 Roll U Automatic Other 2.Windows Sin le Hung MI Windows Single Hung window FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows Frame Fixed Glass FL 18644.04 Awning Pass Through Projected Mullions MI Windows Mullions FL 18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3.Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-R4 Underla ments InterWrap, Inc. Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shin -es 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 June2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5. Sh utters Accordion Bahama Colonial Roll u Equipment Other 6.Skylights Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-115 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 f TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS 20' 21' 31- 53- WINDOW CALL OUTS x 26' 12 S;4 V2 32 SIJ 22 SW 1 32 544 Wz 3T 13S V2 331,44 23 5i4 33 51.4 0 51' 15 14 51.4 V1 34 Ea 74 SH 34 54 15544 V2 35 S14 25 SN 35 S463' Op 3 12' Z 6 5H 10 36 5H 26 SH 36 SH GC. ARFT' MA504,RY O ING5A5 FOR ALL "016• LU ul'19 J1 SIZES AV N5TALLA7104 MAY YAW PER OZ P H,W.FACIUS€RANDSPECFICATIPIS. REFER TO FLOOR FLAYS FOR STYLE OF UP.VD09 USED iSIULE HlKi•S74• CAAF_,^GVI- C51T, OR FIXED GLASS•FG1 ALL EE%e1CT E5CA'E A.DIESae 0: 30,66 SW.L COPTOTN R)0 PERFBCR - STNEDITION WA. P. ARCHWAY REffR rD :a=T )u IQ2MJN (LOCK TLl.NDrt;Laa STAIR WJTE5 5EF SLEEr DR FCR SwAJ sTA .Q LETALs A'D 107E5 5MCF1C471OK PoQLAV" A+D Sid.'R C087RAT0A TOE 'RALOU 6 MALL A'KT WJ ALL 5T D405 TO BE 7-7x0 4 5M.. 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KA'].ET CM t9LAT04 RBR36 OFL MA' N fL00R PLAN N07N6 SFAAP$EC nJN PE)Ir. 1 d75 MA405E1 NCLS R U OEr.L5 17fF DRL OAQKE (ilA` E NLL R iR RB MAINFLOOR PLAN NOTES ZA1 GARAGE LEFT TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS 20, 24' 30' IV WINDOW CALL-OrrS x I 'tv E!0 F:s. 20'6 FL. li i6 FCv 4 ; FL--. LLJW wo FL. 202E Fri 3v 0 F& L0201614' a{ 3 183E 5H 2030SI 303E 54 4C30 5d36' up3 W0 5+ 2W 51 3' 0 57 4040 5aZ148' 82 W4 64 205E %4 rW SN IC,50 5460, 3 126E SH I 206E 54 306E 54 4660 SNV O.L. YcRrY ,BOKH O.ENW55 FOR ALL V.W4. LnW XOVNSIZES 4TO IWALLATO K4T YARY FR o rAtFaGn2R av sFECNIcAnas Z P---R TOFLOOR PLAN'. FOR STYLE OF *=I Lr1) r5MILE RX-5I GA$P-.\T- G55r, OR BCD OLaSS• F5) PE" E'relcl SgkLESCA'E 4 EXif Pa FECR sM FAibl r7tidL b ` o J C04E'- TM AT STJOSw:Ii •a`Y.LNN^4 C0PFO20R5dlEL'fOI - FV/iY317d5-,,MV(u5.F5R:4". CO' c'm 4 5ASEO - PROfOE 7.•.T ld' • 7 LV. 0° SI YGt °JFC '. il" w722 RDs O •G YAES IB v oc 15,C E.YEAYAEDro DS.. F6 JU'SSOs AT E0.'++EU Liu fit b'PSTrS. 47D 5YA-5. F. WrX 7-P.T 7N10.15TP 4-A, w LQ' Ge FLrtGP . d-.z TJ 10.7—I1-'IX S%JAAT E40j E'OUN N 5,'M LFA7 -l—R MPT LS ICW WA, CO'.A FE4W-6N LOAD BE. CPG ttUS SF:LLL N 2-FiT 2415TP L UP C55 FLiiOI PLLiE 4'Y+'yip20.91'SBLE J"LC•Si05di EY.'EV" J'N TROUT IDTO:P. if AM'. PiNWStLFFr:lro lBRAZTP.A. P;Q)SR".Rx:7C50.P5.FY,7/ir 'P,R4FT 54Alrp. 5PPn CF MRS LX.c T L4YS'-D' FOR 1-DATS AFTER COMM STRUCiURAL NOTES AL L'LS TO9E fvi'SO.°S r1 t UM L0* 5EAMFF13:3 TO 5Er2224LLVO. 4A DMIM L' l'.LS ToE CC: -VcSEAR Essa6 Colmals F02 S S- EOi ROX 467ARD 4Ee C C N i nR o€i" 0 C 4D" E, 41 i i3 Q2 nVvi. 2700217B' c•D f4L xAyc: sr.4t l SSdiO II-JO-:] 2n2'D z DAVIS BEWS DESIGN GRO'V} rrwrE snurr evr CtDPlV4nOIG stm eu. s.s. noo -ref. Peoo evc WNw SDSvt A3CLMiodlllIIII Vortex Erb=rleerig, LLC Wi f. Me arCm f:. SJ41Q Rant DIY. flTea ] 755) ea72r.lalz n• Sz1xf - cc.• Peen ND R Watt, P.E. - O.EAROFEMM,+ EK4T5 * O N DZIW, WIS. QJM t4 GFRXa 6 /xME7.:RE 001-4 LO. AW M-E MAY Q PrIES 4BW4 of Fg,5' CA A>E CR6RgE 5c0P, TF LORST PART 01TEaEAR0FDLXCF THE MMISULBEA 1A0A f 00:. N P01T-E Mis LOCM. 6-E4- 2582 ALLWP455126 A/POI[Mc.-R$ fi UEC SXJ TE WA 4E LCU 1'&7/WOES L4 TIE iN'SE7 Fiai FER FBCR • Fig ED'10i ij&u %W) D /LE • SCO0.'FALL MYFTOY DEYlCE5 AY7 L=r 4".. UPP£R RCCR Pt. "OlFs LEE PYPY•:J. SWA car.y LM P.E OfruLs E1:E+EY'36457, F Ww PERFBCR. sM LDT4N iG:R172SkfErUPPER FLOOR PLAN NOTES 2B 1 ram, eC . r•a GARAGE LEFT Florida Building Code Online Page 1 of 3 Business & • it. it - gQ5 Roma Log in User Repistation ' Hot Topics Submit Surcharge ! n =0110, Stats &Facts I Publications F8C Sfatf j aCIS Ste N+ap links Search uti eMVI- t Product ApprovalPJSSllUSER: Public User RegulaLlp 1 FI-15225-113 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbidgconsultants.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute Validated By Ryan J. Wing, P.E. Y-, Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year 101/I.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 https://www.floridabuilding.org/pr/pr api3dtl.aspx?param=wGEVXQwtDgv3yVVKJZlQ... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15225.5-68 (618 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 15225-68M (68 Door Products Direct to Masonry) for installation instrctiuons. Note GlaiingShall comply-witfiASTM-E1300— 04. (This product approval requires the use of "J" partnumberdoorsandsidelites, which have been stained or painted within 6 months of installation -Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate F.1 I57?5 R3 C'iwae 1522; 1 cgrfs ndf Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions Created by Independent Third Party: Yes Evaluation Reports Yes 15225.6 If. "Premium Series"r "Construction 6/8 and 810 Opaque and Glazed Steel Door with Transoms. Series" and "Benchmark by With and without Sidelites. Inswing and Outswing Therma-Tru" with Transoms t units of Use Certification Agency Certificate e; . r:;= e;e::cc rhr: ft¢3 5:6 NAMJ tzerts:llidfApproved.for use in HVHZ: No P. Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions other: See INST 15225.6-68 (6'8 Door Products) and p'K"S .ii L INSTW odf 15225.6-80 (8'0 Door Products) for installation instructions. t8»c R3 >7 tNSf 1 6-&O-ndf_ Note Glazing Shall comply with ASTM E1300-04) CVerffied BY-. Lyndon F. rSchmidt, 09 e tedby Independe tThirdParty; Yes Created by Third Party: Yes d, ; .. SO ialtj-i824 ContactUs ::" he State of Floridais an HAJEEO employer. . :: Privacy S terner :: AS 952112lity SraMment :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronicmalltothisentity. instead, contact the office by phone or4Ytraditional mail.. if youhave any questions, please contactffi0.487.1395. •Pursuant toSection455.Z75(1), Florida Statutes, effective October 1, 2012, licensees licensed under if 455, F.S. must provide the Department with an email address If they have date. The emals provided may be used for official communication with the licensee. However email addresses are public record. if youdonot wishto supplyapersonaladdress , please provide the Department with an email addr ksp vplease crack here available to the Public To determine if you are a licensee under iapter 55, Product Approval Accepts: CreditS. ArF https: llwww.floridabuilding-orgIPrlpr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZlQ... 7/20/2015 NOTICE_ OF PRODUCT CE , "IFJCATIC N company: Therma-Tru Corporation Certification No.: N[005329- p y' Certification Date: 10/15/2003108MutzfeldRoad Expiration Date: 12/31/2021Butler, IN 46721 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmarkby Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E33WrAS202 The "Notice of Product Certification" is only valid If the NAMI Certification Label has been applied to the product as described within this document. The certificationlabelrepresentsproductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing within NAi[I''s Ccrff(ied Product:WMIA .at:ty ' N 'r r iif ti NAMi's Cartifioilon Program is acacrQtiifed 6 . The Atneri n l Iatianat Standards institute AiVSi:. Inswing Glazed Design Missile Test Repor Number Maximum Pressure Impact1. Configuration or or Outswin O a ue X _.. US .. Opaque Sin le X O/S Opaque Sin le XX I/S Opaque Double XX O/S Opaque Double XX I/S Opaque Double O/S OpaqueXX Double OXO/OX/XO I/S Opaque Door Sin le w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door Sin le w/Sidelites .. Glazed Sidelites. OXXO 1/S Opaque Door Double w/Sidelites.... Glazed Sidelites Opaque DoorOXXOO/S Double w/Sidelites Glazed Sidelites OXXO I/S Opaque Door Double.w/Sidelites., Glazed Sidelites . OXXO O/S Opaque Door Doubie.w/Sidelites Glazed Sidelites x 6'8" 1 +47/-47 I 6'0"x 6'8" 1 +4 x 6'8" [ +40/-40 is 5'4" x 61" +40/ 8'4" x 6'8" +40/ 8'4" x 6'8" +40) Rated No No No No No No 8'4" x 6'8" +47/-4-/ No 8'4" x 618" +47/-47 No nt lnstftute Inc./4794 George WashingtonNationalAccredrtat!on & Manageme 11 Tel: ( 804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: ETC- 01-741-10703. ETC- 01-741-10703, ETC- 01-741-10703 Standard Alur ETC= OI-741-10703 Standard Alur ETC- 014414 0703 Coastal Aj.g ETC- 01-741-10703 Coastal Alun ETC- 61-741-10593 ETC- 01-741-10591 ETC- 01-741-1059? Standard.. Al.u. ETC- 0 1-741-1059: Standard Alu ETC- 01-741-1059: Coastal. Alur ETC- 01-741-1059: 253 F 1717- 253F ragal ITTF- 254F n al. tITP- 253F raga!_ . n7F- 254F ragal TTF- 253 F 0/ L-2097/TTF-254F ninum . Astragal . O/ L-2097/T-rF=253F iinum Astragal OlL:- 2097/TTF-254F A NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005331-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAM1 Certification Label has been applied to the product as described within this document. The certification1b1reresentsproductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfied. A,ter`o&n Ntonal Standards lnstitsproducthasbeenapprovedforotei00 ng in a e p NAM!'$ Certified.Product ilstip at` m 12a .. n: 6 . NAMI'aCeKtttictition. Maximum Design Pressure Promm s accredited Missile Impact e n Test umberReportNp Comments inswing Glazed Configuration or or swa ue Outin .......... _ O . Size Pos/NeRated 7L=2096/TT 2 ETC-01-741-10 702 0 F5ZF X I/S Opaque Sin le 15TC- 01-741-10'702.0/L-20961TTF251F X O/S Opaque Single s » + 6 0 x68 40/-40 No ETC-01-741-10702.O/L-2096/7rF252F XX I/S Opaque Standard Aluminum Astragal Double........ 6'0" x 6'8" 40/-40 No ETC-01-741-10702.0/L-2096=F251F XX O/S Opaque Standard Aluminum Astra al. Double Opaque 6; 0„ x 6, 8.;, 55/-55 No ETC-01.741-11008.0/L-2151/TTF252F XX I/S Coastal Aluminum Astmizal . Double 6'0" x 6'8" SS/-55 No ETC -01-741-T1008.OIL=2f51/TTF251F XX O/S Opaque Coastal Aluminum Astragal Double 5'4" x 6'8" 40/-40 No ETC-01-741-11008.0/L-2]51/TTF252F OXO/OX/XO I/S Opaque Door Sin le.w/ Sidelites ..... Glazed Sidelites 5'4" 6'$" 40/-40 No ETC-01-741-11008.0/L-2151/7TF251F OXO/OX/XO O/S Opaque Door x S.in to w/Sidelites ....... Glazed Sidelites 8'4" x 6'8'' 40/-40 No ETC-01-74]-110 "01-2151/T'i'F252F OXXO I/S Opaque Door Standard Aluminum Astragal Doublew/Sidelites.:: _ Glazed- Sidelites 40/-40 No ETC-01-741-11008.0/L-2151/TTF251F OXXO O/5 Opaque Door f'41':x:68"' Standard Aluminum Astr al Double w/Sidelites Glazed Sidelites 8'4" 6' 8" 55/-55 No ETC-01-741-11008.0/L-215I/TTF252F OXXO I/S Opaque Door x Coastal Aluminum Astra al Doublew/Sidelites .:. Glazed. Sidelites. 8'4" x 6'8" 55/-55 NO ETC-01-741-IIOQB.Q/L-2151/iTF2$IF OXXO O/S Opaque Door Coastal Aluminum Astragal... Glazed Sidelites fty_.:__ v National Accreditation & Managemen Tel: institute,(804) 684- 51 4/Fax (904) 684-5122 e t NAMI AUTHORIZED SIGNATURE: NNN d I `MULLIONMULLONISHOWN FOR4FlSHOWNFORMASONRY_ 4. REFERENCE )iMASONRY . 4..' b:'6' °z o ZMASONRY. If REFERENCE OPENING TYP::{I m •. OPENING TYP. HEAD I'i JAMBS OPENING HEAD 11 HEAD + r 9 q e JAMBS &JAMBS (I m aIL 2X BUCK- 2X BUCK:-'..jt I I IIa fl1 q 2XBUCKi.l MULLION 19 o ci uio * 11 SHOWN FOR I p ('.I REFERENCE { I. ° s y.v•. SINGLE Wl2 4FLliEm 5_ D EUTEBUCK ANCHORING f .Q ANCHORING o N . 4" [--.¢ R w MASONRY OPENING NOtES: 2X BUCK I1. 2Xf & min. S.G. t O.SS. F cc ratrr+rr ti>rt nnra 1. b d1 Et1Qf lOCptfOnfat the comers may be ad(usfedto mafnfafn the min. edykdfifaho to.fiYarf0 aints. 2, CorpfeffrariettorRiCaNaiv noted as MAX.ON CENER" frnust be adMted to mointb1n:tho rtlfn. ed0e f lancbiO;h7dfOl f0A4 mayben3gUfedlaensulythai1AA7fsQ . iCEN dFi7 ! 'fed 3. Concrete anchor fable: t 111 MiCKCR' ANGN!!R vkblAClrMT tiMeED N A11 NbR 4 ' I { MULLIO NFORA SHOWNNMULLION I M SHOWN FOR II TYP.rr' REFERENCE REFERENCE HEADkJAMBS I. 2X-)- BUCK 16 r I AST2AGAL nSHOW ,FOlr' 1':I. rn ti o II RE: I. I I I slit N. f.5. JK cNw er L1S' MQUBLE W/SIOFLITES Nfi N5 ItIN o 1/P 1-1/4" 7" 4'sa xx u MASONRY TAPCON BUCK ANCHORING OPENINGAU I Q N[_r25.ltCO. 1/P 1_1/4, 1' 4r o JIIRA f7N C. IN K) 7* R PAIRS U. TYP. jE 2 3 4 P. 4 N0- SEE NOTE 31, SHEET 3 SEE DETAIL A BUCK INSTALLATION SEX Al j II gW/IX SUCK MULLIONJ P. INSTALLATION Typ. HEAD W " ILC N ( n y iv ASTRMAI- O ASTRAGAUJIN curSHOWNFOR III SHOWN R JAMBS swww FOR REFEREKOE A' BUCK: A LATIQN- BUCK, 9 1cam'All U) t; a) Awes - REFERENCE REFERENCE ONLY I ONLY I. SEE c DETAILWroSEEJDETAIL V4 pp xLL4 DOUBLE DOOR WZSIDELI v7EW DOUBLE DOOR SMRW W1 CM&M WRRMATEO FASTFNFM. ZJIL . IVL WDEUTE TO Item DESCRIPTION Material 10 x 2 112_ 0 'SCREWATE 10x1-24:7- PVH WUVV Z UKLVV' 10x1- PFH W065 9C-RN- STEEL, 1x10, 3Z4' LG. - (H!hq# to come STEEL 10 x -PF—W-WOOD SCREW STEEL 3 la 2 11Z LG. --PVH WOUL) SCREW STEEL 4 x 2-314'- FH EbCO OR' JTW CONCRETE- CREW Sim 5 T—WP--FFH Q0 SCREW 1/4* x --JZA._ NCR STEEL EW k..J rj . rR*C—RSTEEL 9T j -1 TE SCREW iS" x 3 4 1 PF .92N_CRET WEL 4x3-1 PFH CONCRETE SCREW MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO AC) CONCRETE 13301ORHOLLOWBLOCK.CONFORMING TO ASTM C90 R SCREW X2Z-1/4'- CO CR STEEL 120 1/ 4- 1_ 1E0 LRA413 (SUGA I , G >= WOOD 21 4 K. UHL TREATED. LITE TH2PRESSURE -0 SIDE WOOD 1 ! XE SIELL W/ 2X BUCK INSTALLATION W/ lX BUCK INSTALLATION I W12X BUCK -:3.. INSTALLATION... 0 WIIX BUCK.11. MiALL- X INSTALLATION DETAIL --: 3 ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TOFRAME AS SHOWN. f DETAIL INTERIOR EXTERIOR 1 VE 11 L.. uro a EXTERIOR VE G L CAMS SECtt .N 6.. contt n INTERIOR INTERIOR EXTERIOR 20 w v Yk EXTERIOR r 8 VERi1 , L.aoststdoom Ov qr-cnu m n, ouu+ia. way d FL-15225.5-68 n 4" 4 In 2W. AV tjN, V, MULLION SHOWN FORr MASONRY IwvMASONRY) MASONRY RE ifTYP. HEAD OPENINGOPENINGOPENING itJAMBSHEAD JAMBS or, rto19(3 2X BUCKC; ad C; MULLION 2X BUCK. — a) SHOWN FOR REFERENCE 2X BUCK--/. a it oSINGLEW/SIDELITES SINGLE DO BUCK ANCHORING5lUaQK_5ZMMW fIUCK_AWaQM9 4 4 N I SHOWN FOR MULLION jAil: MASONRY REFERENCE MULL10 SONRY SHOWN FOR OPENING TYR, HEAD I REFERENCE 11+ JAMBS ASTRAGAL HEAD SHOWN FOR & JAMBS REFERENCE 2X BUCK —*/ ITNOTES'. I I PRI1, 2, ZTkd,,. S.G. 2! 0$5. 1ASTRAGAL 2X-* f-SHOWN FOR NOTES: g BUCK REFERENCE - anchor CHOR of the comers may be adjusted to maintain the min edge distance to mortarldAnts. 2. Concrete anchor locations noted as MAX. ON CMEW must be adjusted to maintain to mortarloints, additional concrete anchors ol uthemin. edge distance cc maybe required to ensure fh&'MAX ON CENW 6ftlenslon arenot exceeded. 6airs zu 3. concrete anchor table: 6 scAE,. N.LS. wow. RAW, 09. AK&45)t ..• . . ! *+ . Dwa. By-. JKA140 -AV . 10-A A goo 0_ A rim oY. LFS OW DOUBLEAISIDE Fl_-15225.5-80ICONLIDLEDOORMASONRY m ISHEFT _2 or. 6ANCHORINGOPENING .6pe u N 2w fNru.." w n `' V s 43-. 3"FFF"""FFF: 3 1 f`. 4 ssE{!!titjj p W/2X BUCK 1 W TV 911CK ;A .- X^ r DETAI4 »3» A INSTAUA7ION $ d SEE .. SEE DETAIL I,IN TALIATION ITAILIilu. W/1X BUCK: SEE NOTE 3 E 9 "3" (.W/tX III SHEET 3 1: iN57ALLATiON 'OtTALCA71IyN. 1 MULLION' k JAMBSp. I:7YP. HEAD do O 1 JAMBS SHOWN FOR _ REFERENCE AS?RAtiAI 1 ASTRAflAt,' A SHOWN FORSHOWNFOR - REFERENCE REFERENCE / ONLY : b i T . + ONLY Y c4 Y'.SEEtc N a r 1g 1a 1 DETAIL. s cs VIEW 1 i1 it r, DOUBL DOOR VIEW "C„—"C" OOUBI DOOR_W SIDELLTES SwwN W/ opyl CORRUc:ATED FASTENERS, M /30 M7, ALL SIOEUTE TO DOOR JAMB 0NNECRDNS) Iterrti DESCRIPTION Material G: STEEL i. A 10 x.2-i;2 PFH W00 SCREW cSTEEC- WOOD S R7y0i- L 1. PH R STEL 1, O W 1 ID- 3 4 G, PFH SCR Hine tq Fro.rne DETAILSTE 4 '1 4' 2-3 4 PFH.ELCO OR ITW GO CRETE SCREW STEELITWPFH :CONCRETE SCREW AL . 4" x 3-$ 4... ITW. PFH CONC E SCREW EE . DETAIL 3" S X. FH CR STEEL ATTACH ASTRAGAL THROW BOLT 4. I P.FH CONCRETE SCREW 1 ; STRIKE PLATE TO FRAME 4 ..ITW PFH CONCRETE S. R . AS SHOWN. CONCRETEMASONRY — 3000 P51 MiN. CONCRETE CONFORMING TO ACI A' 13 301 OR HOLLOW.©LOCK CONFORMING iO..ASTM C90 L 1 1.4 X.2-1 4 PFI i7W CO.CRETE SCREW WOAD i' H DER..JAMB PINE. SG.=..0_4 0 D nETA1L "1" 21. 3 4 THK. PRESSURE TREATED SIDELITE .PAD $TEFL 30 2" X t" X 25 GA. CORRUGATED, FASTENER b i; i i n oz 6.. u P U DA7C '2 21 IZ °z_ SCALE, Dw:, er:. ..JK.... .m CKKA. By, LFS DRAWING a A FL- 15225.5-80 EXTERIOR. E a cRasss cudt: q a ip rolfen, .. k EXTERIOR INTERIOR INTERIOR Egnr/_ x'NvancAL$0o'... 'Edwk. n 1 y, ifp. Zg m INTERIOR EXTERIOR. 9 . =A cs 9 21 Am IZO q EXTERIOR O. I 01 1 Mon° ° i m s d INTERIOR EXTERIOR RORJaZOHWMI Cit?SSSC'1TOfJOtcn INTERIOR EXTERIOR H. 2 CTR O Rt7—GT1C?M 5i nv+ri9 .... . d 9,; joreb 3 CJRftOMAE G O 0 . coriltgt pn—vi, 4.9 16",]bntb ftr;safz NrA cRoas s cRo.. 9j{5 jamb utsviTSAWuwww—, I INTERIOR d EXTERIOR 14/ lgk>rcitiolkM.. MG. a* JK m HN: , M+AMN6 NAc FL-15225-68M VIEly"C :"C" SINGLE DOOR W/SIDEIUES SEE DETAILT E1 SEE L.' 4" a'3' VIEW " E"-"E" VIEW "D"-"D" SIL,I-ALEDOOR W/SIDU E VIEW "B -W. GtjClraltts eu( sj(iRN6l& a the comers may be adjusted to malnta(n the min. edge tWOMMtotr«sfctf 2. Cone 16 6neh0rk`--fi6ns noted os MAX• ON CENTER" must be adjusted to maintainthemin. edge distance to mortarloints, additional concrete Onchm mayberequiredtoensuretheMAXONCENTER' dimension are not exceeded. 3. ConcreteOnchar+able ,o d r " TAPCOWi oLVACON AS' SNOWNJi SNOWNSIDELI__ TENOTFS: I vert callambdhomthejggct setrntotop dOW1 athe jamt13.5,(12) 48.5 & 66 . There are (2) at theheadelr at 4" ateachy from the outside comers of the from&. There are (2) at the sot 4" ham the Outslde comers. 5 I AN 1. 5 3a 7. I d' JAMB sm.. p I o Z 1DETAIL"CS nFo SINGLE DOOR VIEW A"- A" W. ro FL- 15225-68M R W R W Building Consultants, Inc. Consulting and Engineering Services for the BuildingIndustryBTr1 C tt0. Box 230 Valrico, FL 33595 Phonc 813.659.9197 Florida Board or Professional Engineers Cenifcate ofAuthorizationNo. 9813 Scope: Therma Tru Coporartion, based onyRule Chapter No. 611320.3, R W Building Consultants, ISchmidt, port issuedMet od 1A of the StaStateof Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing ordistributingtheproductorinanyotherentityinvolvedintheapprovalprocessoftheproductnamedherein. umltations: pecifications and design pressure ratings. 1. This product anchoring has been developed in compliance with the 5th Edition (2014) Florida Building Code FBC) structural requirements excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, s 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wag coverings. 3. Wood screws shall be installed following installations instructions of ANSI AFBPA NDS 2012. AD other fastener types to be installed following fastener manufacturers installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no instance shall they be less than shown in drawing FL-15225.. - . 5. Where shims are used, they must be a "rigid / stiff' material that complies with the requirements .of the FBC. by others for specificjobs in accordance 6. Positive and negative design pressure requirements for use with drawing FL-1522&5-68 shag be determined with the gmming code. 7. Site conditions that deviate from the details of drawing FLA 5225.5-68 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1_ . — ftimQ Teat Standard ETCtV741- 10702.0 ASTM E330-02 / TAS 202-94 ETCTEL O 01460147 -741- 11008.0 ASTM E330 02 / E18 6-0E1996-02TEL 2. Drawing No- ft aredb[ No. FL-15225." 8 RW Building Consultants, Inc. (CA #9813) 3. Aalculang RConsultants, gMLarCd by Anchoring W Building lm.( CA#9813) A Sheet 1 of 1 Ttlno t:8 ratory ETC Laboratories ETC Laboratories Testing Evaluation Lab. Sistned by Wendell W. Haney, P. E. Joseph L Dolden, P. E. Lyndon F. Schmidt, P. E. SEn_rud-&Sealed btf LyndonF. Schmidt, P. E. i $; Si;ialett 6Y. Lyndon F'. Schmidt, P. E. Lyndon F. Schmidt, P. E. FL PE No. 43409 2/612015 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. '.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 ANCHOR CALCULATIONS, 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6D63-T5. 6. UNiTS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS., 7. APPROVED IMPACT PROTECTIVE SYSTEM a REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. B. 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.D DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT, 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 W000. SCREWS WITH - SUFFICIENT LENGTH '10 ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH,. TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACH!EVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS, 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI, C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE i (OR GREATER)., D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063-T5 1/8" THICK MINIMUM -. TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 ELEVATION 3 - 9 'INSTALLATION' DETAILS" " REVISIONS REV DESCRIPTION WE APPROVED A ADDED CHARTS 03/06/12 R.L. 9 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANCE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R.L. t SIGNED: 1012712015 MI WIND19DOCWS LLC PARKWADOORSYLAKESIDE FLOWER MOUND, TX 75028•GENS$I9U1 i oSERIES430/440 XIX SGD t a3" x 9 REINFORCED oNNOTES TAT OF a_ o : 1 s A" ORi P •G\\ DRAWN: OWC N0. REV 08 D 7%Sl0NAl.1E\\\\ 5005030EscAi` DATENTS 02/23/09 9 i w.W..., ..,....,.:,,._.......,.,.,.... _......_.,.._, _. ........ „,.............._ _.. 6" MAX 1t 143 MAX FRAME WIDTH SEE CHART #3 FOR NUMBER OF LOCATION'S REQUIRED 17" MAX G.C. B" MAX 17" MAX O.C. IS" IAX AME IGHT X i L 6" MAX SERIES 4301440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t40.OPSF ONE SEE CHARTS #1 AND #2 FOR OTHER UNITS RATINGS REwsIDNs REV I DESCRIPn0N A ADDED CHARTS 8 REVISED PER 14EW TESTING C ADDED FLANGE INSTALLATIONS 6" MAX CHARTRI D REVISED INSTALLATION DETAILS WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 7 ` ' ' Design pressure chart (psf) Frarm Sirgle Panel and Total Frame 14fdth (in) Height in) 30.0 36.0 42.0 47.7 90.00 108.00 126.00 143.00 Pos I Reg Pos I Reg Pos I Neg Pos Neg 64.0 40.0 60.0 40.0 57.9 40.0 52.0 40.0 48.0 88.0 40.0 60,0 40.0 54.6 40.0 48.9 40.0 45.0 92.0 40, 59.6 40.0 51.7 40.0 46.1 40. 442.3 96.0 40.0 56.6 0.0 49.0 40.0 43.7 40.0 40.0 CHART #2 WHERE WATER INFILTRATION RESISTANCE1S NOTREQUIRED SEE NOTE 9 SHEET 1 Design pressure chart psi Frame Single Panel and Total Frame W1tlth In) Height 30.0 76.0 42.0 47.7 90.00 108.00 1 126.00 143.00 Pos I Neg Pos Neg Pos Reg Pos Neg 84.0 57.9 57.9 52.0 52.0 48.0 4B.0 8.0 H596596 54.5 54.6 48.9 48.9 45.0 45.0 92.0 51.7 51.7 46.1 46.1 42.3 42.3 96.0 49,0 49.0 43.7 43.7 40.0 40.0 CHARTA? DArE I APPROVED 03/ 06/12 I R.L. 10/ 15/13 R.L. 12/ 06/13 R.L. 08/ 05/15.. R.L. Number of anchor locations required Frarre Single Panel and Total Frame VMdth in) Height 30.0 36.0 42.0 47.7 in) 9D•0 108.0 126.0 143.0 H& S I Jamb I H&S I Jamb H&S I Jamb H&S Jamb 84. 0 6 1 6 7 6 8 6 9 6 88. 0 6 6 7 6 8 6 9 6 SIGNED: 10/27/201 S MI WIND19000WS LLC DDOORPARKWAYLAKESIDE9s i FLOWERMOUND, TX 75026 OENSF SERIES 430/440 XIX SGD 0 51 *= 143" x REINFORCED ELEVATIONS TAT OF - DRAVIV. 7n0. REV iF•.'OCORIDP• \\ F.A. SCALE DA1E 08- 00503 D NTS 02/23/09 s"E 2 0-- A!"- 1/2" MIN. EDGE DISTANCE I 1 3/8" MIN. WOOD FRAMING OR ZX BUCK EMBEDMENT BY OTHERS 1 1/4" 1 3/8" MIN. EMBEDMENT J, I 710 WOOD SHIM SPACE MIN. SCREW I— EDGEE DISTANCE EXTERIOR II It II H II I INTERIOR 10 WOOD SCREW W000 FRAMING OR 2X BUCK BY OTHERS o WOOD SCREW 3E SET IN APPROVED MIN, RENT WOOD FRAMING OR 2X BUCK BY OTHERS REV I ESCRIPTI01-1 DATE I APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING i 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 112/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 I R.L. 1 /4" MAX. SHIM SPACE INTERIOR G 1 EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC SIGNED: 10/27/2015 1900 LAKESIDE PARKWAY 9 FLOWER MOUND, TX 75028 GENS NOTES: SERIES 430/440 XIX SGD Dy51 r 1. INTERIOR AND EXFINISHES, BYOTHEFS, NOT SHOWN FORCLAPITY. 143" x 96" REINFORCEDTERIOR FRAME INSTALLATIONDETAILSTATOF2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE WITHASTME2112 OR 0' NG N0. REV i 0•' lpR1DP• ' DESIGNED IN ACCORDANCE F.A. 08-00503 D / sis • ' • • G\\\ SCALE NTS I DATE 02/23/09 -.-3 OF 9 1 METAL STRUCTURE BY OTHERS 3/4" MIN, EDGE DISTANCE I I/4 MAX. SHIM SPACE 1 /4" MAX. ; SHIM SPACE' 3/4" MIN. DISTANCE I I I 10EDGESMSOR SELFSELF GRILLING i SCREW i INTERIOR EXTERIOR I INTERIOR # 1 o SMS OR SELF DRILLING SCREWS SILL TO BE SET IN 10 SUS OR W w A BED OF APPROVED SEALANT METALSELFDRILLING ROTHERSSCREW1BSTUCTUREYR I METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BYOTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOWT SEALANT BY OTHERS TO BE DESIGNED WACCORDANCE WITH ASTM E2112 EXTERIOR REVISIONS REV f DESCRIPTION A (ADDED CHARTS B REVISED PER NEW TESTING C ADDED FLANGE INSTALLATIONS - D REVISED INSTALLATION DETAILS PAM JAMB INSTALLATION DETAIL METAL STRUCTURE 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 DUN: IAG ND. F. A. 08-00503 LE NTS IWE 02/23/09 1 SHE" 4 OF 9 WE APPROVED 03/ 06/12 R.L. 10/ 15/13 R.L. 12/ 06/13 Q.R.L. 08/ 05/15 I R.L. SIGNED: 1012712015 pENo' 9 A. ST E OF t: ONALI: 111110 1 REVISIONS 2 1/2° MIN REV D'SCRI?T014 GATE APPROVED EDGE DISTANCE A ADDED CHARTS 03/06/12, R.L. 8 REVISED PER NE V TESTING 10/15/13 : R.L. a 1 1/4" MIN. C ADDED FLANGE INSTALLATIONS 12/05/13 R.L. a° a EMBEDMENT MN. !/4° D REVISED INSTALLATION DETAILS --': 08/05/15 R.L. 1/4" ,. c_ MAX. a'• EMBEDMENT SHIM SPACE CONCRETE/ MASONRY T i BY OTHERS 2 1/2" MIN OPTIONAL EDGE DISTANCE I v tx BUCK INTERIOR TO BE PROPERLY 1/4" MAX, ` SECURED I, ? SHIM SPACE 3/16" TAPCON .°a V SEE NOTE 3 r SHEET IF 3/16" TAPCON a I r CONCRETE/MASONRY I BY OTHERS EXTERIOR INTERIOR i SILL TO BE SET EXTERIORII A BED OF APPROVED CIL 3/16" TAPCON SEALANT 4 - I JAMB INSTALLATION DETAIL OPTIONAL IX BUCK CONCRETEMASONRYINSTALLATION TO BE PROPERLY MASONRY SECURED CONCRETE 9 SEE NOTE 3 SHEET ! BY OTHERS I ) u, n I !-T NOTES' .. 1 1/4" MIN. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, " EMBEDMENT NOTSHOWN FOR CLARITY. - - 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE4 a •° DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION CONCRETEIMASONRYINSTALLATION 2 1/2 MEN. EDGE DISTANCE S SIGNED: 1012712015 MI WINDOWS AND DOORS LLC \\\\Jill LAKESIDE PARKWAY \\\\J S R' ...ff FLOWER MOUND, TX 75026•NGENSF9P i SERIES 430/440 XIX SGD *• 0 51 = 143" x 96" REINFORCED = fl` FRAME INSTALLATION DETAILS 0: $ TAT OF DRAWN DWI NO, REV -;p,°GORS p.°\•\ F.A. 08-00563 D /isS SCALE - DATE` SHEET iNAI. NTS 02/23/09 5 OF 9 I111111 001) FRAMING OR 2X BUCK BY OTHERS 10 woo:) SCREW EXTERIOR 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. EMBE MENT 1/4" MAX. SHIMFm '_T SPACE INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT REVISIONS REV DESCRIP71ON OATE T IPPRWED A ADDED HARIS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R. L. C ADDED FLANrE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLkF ON DETAILS 08/05/15 R. . 318" MIN. EMBEDMENT 1/4" MAX. SHIM SPACEF 1/2 " i & IIN. EDGE DISTANCE F-to INTERIOR 9.z 10 WOOD SCREW EXTERIOR WOOD FRAMING a/i/V71511W> LLATIONDETAILLlr L4.'w m" H&j OR 2X BUCK WOODFRAMING OR 2X BUCKINSTALLATION 1- 1. 318" MIN. EMBEDMENT 1 2" MIN EDGE DISTANCE VERTICAL GROSS SECTION, WOOD FRAMING OR ?K BUCK INSTALLATION NOTES: 7. INTEMORAND EXrERJOR FINISHES, BYOTHERS, MOT SHOWN FOR CLARrTY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WIT14ASTM E2112 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DR wc NO. F. 08-DC503 IE NTS JOATE 02/23/09 1 SHCE7, 5 OF 9 SIGNED: 1012712015 9 L 0. 0/0NAL I'll ]I m0\ HI ETAL STRUCTURE BY OTHERS 10 SMS OR SELF -DRILLING SCREW METAL STRUCTURE 9Y OTHERS 3/4" MIN. { EDGE DISTANCE I EXTERIOR 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOTSHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BYOTHERS TOBE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 /4" MAX. SHIM SPACE OR 3/4" MIN. LLING EDGE DISTANCE I uvI cnlvn #10 SMS OR SELF GRILLING SCREWS L TO BE SET IN 3ED OF DROVED SEALANT METAL STRUCTURE BY OTHERS 1/4" MAX. SHIM SPACE REVISIONR REV 0MRIP710N A ADDED CHARTS B REVISED PER NEW TESTING C I ADDED FLANGE INSTALLATIONS D REVISED INSTALLATION DETAILS JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION t r - l MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SOD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: owc No. F.A. 08-00503 SOALE NTS " DATE 02/23/09 1 SHEE77 OF 9 DATE APPROVED 03/05/12 R.L. 10/15/13 R.L. 12/06/13 R.L. 08/05/15 R.L. SIGNED: 1012712015 REVISIONS 2 1/2" MIN. REV DESCRIPTION DATE APPROV,? CONCRETE/r EDGE DISTANCEMASONRYI A ADDED CHARTS 03/06/12 R.L. BY OTHERS i B REVISED PER NEW TESTING 10/15/13 R.L. m C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. EMBEDMENT 1/4" MIN_ 1/4" MAX. I 0 REVISED INSTALLATION DETAILS 08/OS/t5 R,L. EMBEDMENT r SHIM SPACE II q OPTIONAL 2 1/2" MIN. 1XT8UCc (— EDGE DISTANCE 0BI'•'° INTERIOR PROPERLY SECURED / i 7.AX I 'f SEE NOTE 3 _I SHIM SPACE N SHE'? 1 3/16" TAPCON ' 3/16" TAPCON I ID I h b CONCRETE/ MASONRY EXTERIOR INTERIOR BY OTHERS I 3/16 TAPCON SILL 70 BE SET IN EXTERIOR AB_D OF APPROVED . ij SEALANT OPTIONAL 1 x BUCK TO BE PROPERLY, JAMB INSTALLATION DETAIL SECURED CONCRETFJMASONRYINSTALLATION SEE NOTE 3 SHEET 1 MASONRY/ CONCRETEBY OTHERS 1 1 1/ 4" MIN. 1,INTERIOR ANDEXTERIOR FINISHES, BYOTHERS, EMBEDMENT NOTSHOWNFORCLARITY. a • B' m ° : °, , Y I I 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITHASTM E2112 VERTICAL CROSS SECTION 2 1/2" MIN. CONCRET&MASONRYINSTALLATION EDGE DISTANCE TL_C J SIGNED: i 0/27/2015 MI WIND19000WS LAKESIDE D DOORPARKWAY LLC FLOWER MOUND, TX 75028 ` . OENS 9J SERIES 430/ 440 XI X SOD = fr• o 69 t 143" x A REINFORCED FLANGE INSTALLATIONDETAILS TAT OF v DRAWN: DWCND. REV P'• F.A. / FS•.ORIa. G 2\ SDALsNTS DATE 02/23/09 08 00_ 583OF 9 D 1 5/8" MIN. EDGE DIST. TRIM MASONRY/CONCRETE BY OTHERS HOOK STRIP — a 1 1/4" MIN. EMBEDMENT r 1X BUCK BY OTHERS, lX BUCK TO BE jj1 PROPERLY SECURED MFIL 3/i6" EXTERIOR --_ PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE IArTGQfr)Q TRIM METAL STRUCTURE BY OTHERS TRIM —,, INTERIOR HOOK STRIP REVISIONS REV DESCRIPIIOIJ DATE APPROVED A ADDED CHARTS 03/05/12 R.L. 0 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D I REVISED INSTA'_LAiION DETAILS 08/05/15 I, R.;_. 3/4" MW. EDGE DISTANCE 10 SELF DRILLING f' SCREW 1/2" MIN. PANEL EDGE DISTANCE EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 3/8" MIN. EMBEDMENT I HOOK STRIP WOOD SCREW EXTERIOR t, —Z PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCK/WOOD FRAMING MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED HOOK INSTALLATION DETAILS DRAWN: DnG N0. F.A. 08-005D3 scAEE NTS DATE 02/23/09 INE`19 OF 9 SIGNED: 1012712015 11R1 I L1LL0 // ENS 9cP k• 0 51 *= T 0. SONAI 1E` l ix I 71 4. BCIS Home Log in User Registration .Hot Topics Submit Surcharge Scats & Facts Publications iFBC Staff BC75 Site Map *Links Search,... dbprti Product Approval 1USER: Public User e" ti,P,xt er.lrtwel M"pl > RM` ct or,,. .hcanan Snarcr, > ,;nnb.:nuvn List > Application Detail FL # FL15080- RI Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer WINDSOR DOOR MFG. LLC / DBA WINDSOR DOOR Address/Phone/ Email 5800 SCOTT HAMILTON DR. LITTLE ROCK, AR 72209 501) 570- 9253 RBELKNAP@ WINDSORDOOR. COM Authorized Signature RODNEY BELKNAP RBELKNAP@WINDSORDOOR.COM Technical Representative Address/Phone/ Email Quality Assurance Representative Address/Phone/ Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies i Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 1 Evaluation Report - Hardcopy Received I Florida Engineer or Architect Name who developed the JOHN SCATES Evaluation Report j 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 Validation Checklist - Hardcopy Received i' Certificate of Independence FLI-5080 RI CO,l Cemof .ind S-caq, 2015 s.odf Referenced Standard and Year (of Standard) I Standard Year ANSI/DASMA115 2005 DASMA108 2005 Equivalence of Product Standards Certified By i Sections from the Code FL # Model, Number or Name Description 15080.1 RESIDENTIAL PAN DOORS MODELS 724, 426, 735, 750, !755 Limits of Use Installation Instructions Approved for use in HVHZ: No FLi5080 R1 II 99A061-revF11 JambAttach s QdfApprovedforuseoutsideHVHZ: Yes 1 L1-5t} R1 II 99A07S Lacklns all s pdfImpactResistant: No Design QU521 0 RiL 96079-r y ` _bdf Pressure: +22.9/-26.4 Verified By: JOHN E. SCATES; PE FL 51737 Other: +22.9/-26.4 LISTED IS FOR THE 9' 0" X 7' 0" OTHER Created by Independent Third Party; Yes SIZESANDPRESSURESARELISTEDONTHEDRAWINGSEvaluationReportsFu, s680R1 AE Eval Regard ResPan r1a s.pdf Created by Independent Third Party: Yes 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 16GA , BOLTED TO p4 TRACK BRACKETS WITH 1J4"-20 X 5/8' TRACK BOLTS. OPENINGWJGI4T 04NOTOVER 0 OR HEIGHT) a3 BRACKETS EACH SE1E f3 3/4' X 1-1/2" X 13 GAGE MIN. 1/4' X 1/2' LONG GALV. STEEL HORIZONTAL ANGLE. USE EXTRA CARRIAGE BOLT h NUT 1/4" X 3/4' HEX HEAD SELF DRILLING SCREW USESHEET2LIYAELSCREWS. ALV. STEEL HORIZONTAL K16CAGEOR13GAGED ON THE WEIGHT THE DOOR. DETAIL D 63" ( 16 X 7) 74" ( 16 X 8) 42" ( 16 X 7) 50' IT X 8) 21'( 16X 7) 24'( 16X8) 16 CAGE GALV. STEEL 5 STRUTS TOP BRACKET WITH 14 .}• 20G4 WIDE GAGEROLLERHOLDER3" 18GA WIDE 1186 X% SEEDETAILD. (SEE DETAIL A) STRUT JUST BELOW TOPBRACKET. 2' ROLLER WITH 7/ 16' DIA. STEM. TIRE: STEEL 16 X 1 7 BALL SHORT STEM 18 X 8) 10 BALL LONG STEM OPTIONAL LOCK —/ STRUT ON UPPER PART OF SECTIONAVERH14GELEAF. (SEE DETAIL 8). OPTIONAL SSS GLASS UGHTS 6'( DOUBLE CAR) CONSTRUCTION STRUTS7' OR e' ei CALV. STEEL (14 GAGE) COMMERCIAL 44 16— AN( VENTS ENDHINGEATTACHEDINCHMIN. TOTAL OPEN OPTIONAL LONG PANEL WITH5FASTENERS. AREA). OPTIONAL. CENTER STILES 5 COLUMNS EMBOSSES GALVANIZED STEEL STRUT ATTACHED USE ONE EXTRA SELF CENTER HINGES i3 COLUMN) WITH 1/4" X. 3/4" DRILLING SCREW THROUGH TOP LEAF OF HINGE, LONGHEXHEADENDSTILEkRAIL. SELFDRILLINGSCREW2 PER VERTICAL STILE) ON UPPER PART OF TYPICAL FOR EACH t.25" ENDHUGE20 GAGE END STILES 20 GAGE END CAP - ENDCAPflSTRUTLE( EAIA SEEDETAILJ_ I Itll 1 I I I I— S/B' POLYSTYRENE 21" OR 24" HIGH INSULATION OPTIONAL TOG— L GAGEENDSTILES — FASTENED CA PANEL GALV, AND FOR MOD. 724.730, LDCS TOPANELUSEEND 'GAF PREPAINTED STEEL 750, 755, 426. OVER END STILES. (SEE DETAIL C) 25 CAGE ALL STOP MOULOINO NAILED EVERY 9" MODELS EXCEPT STRUT ON BOTTOM BRACKET 6—D TYPE NAIL MM: „ 24 CAGE MODEL 750, 755 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 2 2 LAGSCREW 5/16' X 1-1/2' FASTENERS. BOTTOM SCREW CAN BE ABOVE SECTION B—B 20 GAGE GALV, STEEL CENTER STILE SECTION A — A OR BELOW ROLLER. TOG—L— LOC OR POP RIVETED TO PANEL. NOTE: 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL LF t OGA. COMMERCIALGALV. STEEL TRACK BRACKETS. SEE ABOVE FASTENED WITH (4) 1/4" X 3/4' FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16' X 1-1/2' HEX HEAD SHEET METAL SCREWS. LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. P.S. F. TABLE . DOOR SIZE.. ... DESIGN PRESSURE TEST. PRESSURE . MOTH HECHT K971VE NEGATIVE POWIVE NEGATIVE 16'-0" 7'-0"+18.7-31.2 16'-0" 18'-C"1+183F 20T.B+28NOTE: ALL NON —DESCRIPTIVE FASTENERS SHOWN TO BE 1NUTS OR 4" X3/45 LONG HEX8- HEXOHTEADWSHEETMETAL SCREWS. \\N DOORS SHOWN ON THIS DRAWING 14AVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES TX —PE 563O6—F-22D} LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108—D5. FL—P —517D7 972 492- 9500 DETERMINATION OF SUHABILTTY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Profoanional E 91... r'a aaal Prand4d orI a wriTc t.110 rindbod crz.,mr detw No. b1737 ' 3 STATfOIt , , 0 Oa 2. 75" DETAIL A DETAIL C p 3' 20GA MO E STRUT16 % 7) 16 3" 18GAWIDESTRUTX63 O RIVES L. H. NOTE: DOOR MUST BE INSTALLED DETAIL WITH ERHER qN ELECTRIC OPERATOREIC OR ALOCKMUSTENGAGEBOTHTRACKSON pORS WITH EXTENSION X 7 ' SPRINGS). GLAZING DOES NOT SATISFY IMPACT DEBRIS REQUIREMENTSINFBCIEl 1 1 X8 LITTLEROCK, AR, 72219-8915 501) 562- 1872 724, 426, 730, 735, 750, 755 TOLERANCE FRAC. 31/ 64' DEC. f . 015 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B NEXT LEVEL DATE:7T DWG. NO. 12/15/ 11 RLB 2866 3 10 08 RL8 2848 11/ 1/07 RLB ANG. t I• 1 i 1 07 99-13-079 E.C.N, I DATE: APPROV. I SCALE NONE PLOT SCALE DRN. BY RI.4 I 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 — 2" GALV. STEEL VERTICAL TRACK 1GOABOLTED TO TRACK BRACKETS WITH 1 /4' —20 X 5/8" TRACK SOL OPENINGHEIGHT NOT OVER DGOR HEIGHT) DETAIL E - 4 BRACKETS EACH SIDE 3) 1/4• CARRIAGE BOLTS X 13 GAGE MIN. GALV. STEEL HORIZONTAL ANGLE. 1/4• X 3/4" SHEET METAL EXTRA SCREWS 1/4" X 3/4" 2" GALV. STEEL HORIZONTAL HEX HEAD SELF OR_SCREW TRACK 16 GAGE OR 13 GAGE DETAIL DBASEDONTHEWEIGHTOF THE DOOR. 1.25" ---I - 63" (18 X 7) 74" (18 X 8) 3" SEE DETAIL "E" Ti I---2.75" DETAIL A 42" (18 X 71 3" 18GA WIDE STRUT 50" 18 X 8 21(18X7) 24" (18 X 8) 20 GAGE END STILES - FASTENED WITH TOG-L-LOCS TO PANEL. USE END CAP OVER END STILES. ( SEE DETAIL C) STOP MOULDING NAILED EVERY 9" 6-0 TYPE NAIL MIN. — _ I 6 STRUTS 13 GAGE GALV. STEEL TOP BRACKET 3" 18CA WIDE) WITH 10 GAGE ROLLER HOLDER. NOTE THAT ROLLER HOLDER (SEE DETAIL A CURLIS TURNED DOWN. SEE DETAIL D. STRUT JUST BELOW TOP BRACKET. 2" HURRICANE ROLLER WITH B TIRE: STEEa 10 BALL M. OPTIONAL LOCK STRUT ON UPPER PART OF SECTION OVER HINGE LEAF. (SEE DETAIL B). GALV. STEEL (14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 6 FASTENERS. SEE DETAIL B (( 4')) RX i " AIR( VENTSOFINC20SQ. HMIN. TOTAL OPEN AREA). OPTIONAL. — r A B'( DOUBLE OPTIONAL SSB GLASS LIGHTS USE TWO EXTRA SELF DRILLING SCREWS THROUGH HINGE LEAF, END STILE & RAIL AS SHOWN. TYPICAL EACH END HINGE. ALTERNATE CONSTRUCTION USING ( 2) STRUTS 7' OR 8' B OPTIONAL LONGPANELEMBOSSES CENTER STILES (7 COLUMNS) CENTER HINGES (3 COLUMNS) 20 GAGE ENO STILES 16 GAGE END CAP c e DETAIL C NOTE: DOOR MUST BE INSTALLED RAILS WITH EITHER AN ELECTRIC OPERATOR OR A LOCK MUST ENGAGE BOTH TRACKS ON OORS WITH EXTENSION SPRINGS). DETAIL B 18' X 7 1 11 L SCREW CAN BE ABOVE LA Up---- 1 2 OR BELOW ROLLER. v Q SECTIONB-B SECTION A —A NOTE: GLAZING DOES NOT SATISFY IMPACT 1 8 / Q 1 20GAGEGALV. STEEL CENTER STILE DEBRIS REQUIREMENTS IN FBC 13 GAGE GALV. STEEL WINDLOAO TRACK BRACKETS. 5EE ASO TOG—L—LOC OR POP RIVETED TO PANEL. FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2" 18 CAGE GALV. STEEL CENTER HINGE RESIDENTIAL F L 1 5 0 8 0 LAGSCREWS & WASHERS. PREPARATION OF JAMBS BY OTHERS. FASTENED WITH STEEL LC X R HI SEE OETAIL "E'. HEX HEAD SHEET METAL SCREWS. P. S.F. TABLE DOOR SIZE DESIGN PRESSURE TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 18'- 0" 7'-0" 18.7 20.8 28.1 31 .2 18'- 0" 8'-0" 18.7 20.8 28.1 31.2 LEAF. ( SEE DETAIL 6). 1/ 2" POLYSTYRENE INSULATION STANDARDFOR OF SECTMODEL735. ON AB 1E HINGE LEAF. GALVANIZED STEEL STRUT ATTACHED 2" WITH 1/4" X 3/4" LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) 1- 3/8" POLYSTYRENE 21" OR 24" INSULATION OPTIONAL HIGH PANEL FOR MOD. 724, 730, GALV. AND 750. 755, 426. PREPAINTED STEEL 25 GAGE ALL STRUT IN MIDDLE OF MODELS EXCEPT BOTTOM SECTION. 24 GAGE MODEL 750, 755. 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 3 FASTENERS BOTTOM NOTE: ALL NON —DESCRIPTIVE FASTENERS SHOWN TO BE 1/ 4"-20 X 5/8" HEX BOLTS At NUTS OR 1/ 4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. 21 FAIRGATE DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES IA —re -- I —cc" LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. FL—PE-51737 872573700 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES 15 THE RESPONSIBILITY OF OTHERS. Professional Engineer's seal provided only for verification at windtoadconstructiondetails. Qw 1110R DOOR P. O. BOX 8915 LITTLE28915 AR 5D1) 562- 1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B 12/15/11 RLB TOLERANCE 2866 3/ 10/03 RLB FRAC.f 1/64" DEC. t . 015 ANG. f r NEXT LEVEL DATE: 11 1 07 DWG. NO. 99-B- 079 2848 11/1/07LAPPROV. B E.C. N. DATE: SCALE NONE PLOT SCALE DRN. BY 8H SHT 3 OF 3 2" GALV. STEEL HORIZONTAL TRACK, 16 GAGE OR 13 GAGE BASED ON THE WEIGHT OF THE DOOR. USE EXTRAc1/4" X 3/4" HEX HEAD SELF 1/4" X 1/2" LONG CARRIAGE BOLT & NUT 3/4" % 1-1/2" X 13 GAGE MIN. GRILLING SCREW GALV. STEEL HORIZONTAL ANGLE. 13 GAGE GALV. STEEL TRACK SPLICE SHEEY2MORFLAGBRACKET. FASTEN TO WOOD E1iAL"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. 18GA. (9 X 7), 16GA. (9 X 8). 16 GAGE GALV. STEEL TOP BRACKET OPTIONAL SSB WITH 14 GAGE ROLLER HOLDER GLASS LIGHTS SEE DETAIL D) 2" ROLLER WITH 7/16" DIA. STEM. TIRE: NYLON OR 7 BALL STEEL. (9 X 7). 2" ROLLER WITH 7/16" DIA. STEM. TIRE: 7 BALL STEEL. (9 X 6). OPTIONAL LOCK NOTE: DOOR MUST BE INSTALLED WITH EITHER AN ELECTRIC OPERATOR OR A LOCK (MUST ENGAGE BOTH 3 STRUTSTRACKSONDOORSWITHEXTENSION SPRINGS). 3" 20GA SEE DETAIL A) GALV. STEEL END HINGE COMMERCIAL OPENING HEIGHT 63" (9 X 8) ATTACHED WITH 5 FASTENERS. NOT OVER 14 GAGE. (SEE DETAIL C). DOOR HEIGHT) a GALVANIZED STEEL STRUT. ATTACHED WITH 1X 3/4" SE LONGHEXHEADSELF2 BRACKETS EACH SIDE) DRILLING SCREWS. COMMERCIAL ( 9 X 7) 2 PER VERTICAL STILE) 42" ( 9 X 7) 1/2" POLYSTYRENE THIS STRUT ON HINGE LEAF. ( SEE DETAIL C) STRUTS37" (9 X 8) 3 BRACKETS EACH SIDE) INSULATION STANDARD OTHER IN MIDDLE OF TOP &BOTTOM SECTIONS. COMMERCIAL ( 9 X 8) FOR MODEL 735 20 GAGE END STILES - FASTENED WITH TOG- I-LOCS TO PANEL. USE END CAP OVER NO STILES ON 9 X 8. 21" OR 24" SEE DETAIL C. HIGH PANEL STOP MOULDING NAILED EVERY 12" GALV. A PREPAINTED STEEL 6-D TYPE NAIL MIN. 25 GAGE ALL MODELS EXCEPT 24 GAGE 750. 755 MODEL2 T LAG SCREW - 5/16" X 1-1/2" SECTION 8-6 20 GAGE CALV. STEEL CENTER STILE TOG- L-LOC OR POP RIVETED TO PANEL. 10GA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE 1B GAGE GALV. STEEL CENTER HINGE RESIDENTIAL SECTION A-P FORSPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2" FASTENED WITH (4) 1/4" % 3/4" LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. HEX HEAD SHEET METAL SCREWS. P. S.F. TABLE DOOR SIZE DESIGN PRESSURE TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 9'- 0" 7'-0" 22.9 26.4 34.4 39.6 9'- 0" 8'—O" 19.2 22.2 28.8 33.3 NOTE: 1 4"N20 X 5/8"PTIVE HEXBOLTSNERS SHOWN & NUSORTO BE 1/ 4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES IFL- PE-51737 LISTEDINTHETABLEABOVEVIATESTINGTOANSI/DASMA 108-05. 972 492-9500 Opr- zlsslonal Engln 's seol DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS.Wed only for verification oad construction details. 1- 3/B" POLYSTYRENE INSULATION OPTIONAL FOR MOD. 724, 730 750, 755, 426. 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 2 FASTENERS BOTTOM SCREW CAN BE ABOVE OR BELOW ROLLER. IQ 0 C B 9' — SINGLE CAR) 4(" X 16" AIR( VENTS IN2 HRMIN. TOTAL PEN AREA). OPTIONAL. OPTIONAL LONG PANEL EMBOSSES B1 7' OR 8" CENTER STILES AND HINGE 1 COLUMN 1 1.25" I 1 USE ONE EXTRA SELF DRILLING SCREW THROUGH 2. 75" TOP LEAF OF HINGE, END STILE & RAIL. DETAIL A 20 GAGE END STILES 3" 20GA WIDE STRUT a" O Oe O O• a d / 20 GAGE O I ENDCAP USED ON L.H. 9 X 8 DOOR ONLY NOTE: GLAZING DOES NOT SATISFY IMPACT DETAIL C 9 X 7 DEBRIS REQUIREMENTS IN FBC FL 15080 9 X 8 P. O. BOX 8915 A/® n IWQR IT 72219 8915 AR sue ( 501) 562-1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B 12/15/11 RLB TOLERANCE 2866 3/10/08 RLB DEC, .0015" ANG. t r NEXT LEVEL DATE: 11/ 1 07 DWG. NO. 99- B-079 284811/1/07 RLB E. C.N. DATE: APPROV. SCALE NONE PLOT SCALE DRN. BY PH 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 160A , BOLTED TO H4 TRACK BRACKETS WITH 1 /4"-20 X 5/8' TRACK BOLTS. OPENINGHEIGHT #4NOTOVER D OR HEIGHT) 3 3/4' X 1-1/2" X 13 GAGE MIN. 1/4' X 1/2' LONG CALV. STEEL HORIZONTAL ANGLE. USE EXTRA CARRIAGE BOLT h NUT 1/4" X 3/4' HEX HEAD SELF DRILLING/SCREW USESHE (21 E1iAL"SCREWS' e IALV. STEEL HORIZONTAL K 16 GALE OR 13 GAGEDONTHEWEIGHT fHE DOOR. DETAIL D 63" (16 X 7) 74" (16 X 8) 42" (16 X 7) 50"(16 X8) 16 GAGE GALV. STEEL 5 STRUTS 1 TOP BRACKET WITH 14 3" 20GA WIDE 16 XGAGEROLLERHOLDER3" 1SGA WDE 16 XSEEDETAILD. SEE DETAIL A) STRUT JUST BELOW rFTOPBRACKET. 2" ROLLER WITH 7/16" DIA. STEM. 11 IIRE: ST EL B 16 X 7 7 BALL SHORT STEM J 16 X 8) 10 BALL LONG STEMOPTIONALLOCK STRUT ON UPPER PART OF SECTION OVER HINGE LEAF. (SEE DETAIL 8). 2" — GALV. STEEL (14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 5 FASTENERS, GALVANIZED STEEL STRUT ATTACHED WITH 1/4" X 3/4" LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) 4 BRACKETS EACH SIDE 21" (16 X 7) 24 (16 X 8) 1/2" POLYSTYRENE IN FOR MODEL 735. STRUT ON UPPER PART OF SECTION OVERDETAIHINGE). 3 5° 1- 3/8- POLYSTYRENE 20 GAGE END STILES — FASTENED WITH TOC— L—LOGS TO PANEL. USE END CAP OVER END STILES. ( SEE DETAIL C) 21" OR 24" HIGH PANEL GALV. AND 25EGAGE ALL INSULATION OPTIONAL FOR MOD. 724, 730. 750, 755, 426. STRUT ON BOTTOM BRACKET STOP MOULDING NAILED EVERY 9" MODELS EXCEPT 6— D TYPE NAIL MIN. 24 GAGE MODEL 750. 755 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 2 2 FASTENERS. BOTTOM LAGSCREW5/16- X 1-1/2" SCREW CAN BE ABOVE SECTION B — B SECTION A —A OR BELOW ROLLER. 20 GAGE GALV. STEEL CENTER STILE TOG— L—LOC OR POP RIVETED TO PANEL. 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL 1OGA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE FASTENED WITH (4) 1/4" X 3/4' FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2' HEX HEAD SHEET METAL SCREWS. LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. P. S.F. TABLE DOOR SIZE DESIGN PRESSURE TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 16'- 0" 7'-0" 18.7 20.8 28.1 31.2 16'- 0" 8'-0" 18.7 20.8 28.1 31.2 NOTE: ALL NON —DESCRIPTIVE FASTENERS SHOWN TO BE 1/ 4"-20 X 5/8" HEX BOLTS dr NUTS OR 1 / 4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. Ca3121 FAIRGATE DR. rrollton, TX 75007 DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES TX —PE 56308—F-2203 LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108=05. FL—PE-92-9 9725173700 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Prof ... 1 1 Englneer's seal provided only for wrircatfon ndlaadconstructlondetalle. ALTERNATF CONSTRUCTION USING (2) STRUTS OPTIONAL SSB GLASS LIGHTS ELL 1= 7' OR 8' 16' ( DOUBLE CAR) 4") X 16" AIR VENTS 12 IN4CHRMIN. T4ALO PEN AREA). OPTIONAL. ICEi USE ONE EXTRA SELF DRILU NO SCREW THROUGH TOP LEAF OF HINGE, END STILE k RAIL. TYPICAL FOR EACH 1.25" -^ OPTIONAL LONG PANEL STILES ( 5 COLUMNS EMBOSSES HINGES ( 3 COLUMNS)) 1 1--- 2.75" --1 DETAIL A 3" 20GA WIDE STRUT 16 X 7 3" 18GA WIDE STRUT 16 X 8 20 GAGE END STILES 20 GAGE END " CAP o eo L. H. RHI W - NOTE: DOOR MUST BE INSTALLED p 1 WITH EITHER N EMUSTLECTRIC OPERATOR 1 GEXTENSIONDETAILB (DOORS TORACKSONWITH SPRINGS). NOTE: GLAZING DOES NOT SATISFY IMPACT DEBRIS REQUIREMENTS IN FBC 1 6' X 8' FL15080N® R wDOOR 15 P.O. BOX 89LITTLE ROCK, 7 219-8915 501) 562-1872 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR Wj B 12/15/11 RLB TOLERANCE FRAC. t 1/64" DEC. t .01s ANG t 1' 2866 3/10/08 RLB NEXT LEVEL PLOT SCALE DATE. 11 1 07 DRN. BY BH DWG. NO. 199—B-079 284811/1/07 RLB E. C.N. DATE: APPROV. SCALE NONE SHT 2 OF 3 Florida Building Code Online FL17676.9 Page 1 of 4 r• r' i5e.». jt BQS Home j Log In I User Registration Hot Topics 1 Submit Surcharge i Stabs & Facts Publications j FBC Staff BQS Site Map i Links Search Busines Professirka,I4USER: Product Approval Public User Regulation Product Approval Menu > Product or Application Search > Application List > Application Detail I } FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE 6 Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 r https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 V Building Code Online Page 2 of 4 summary of Products FL # Model, Number or Name Description . 17676.1 3540 SH 3604 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x74.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 36 x74 Fin.odf ASTM E1300-04. 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 Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3540 Fin 36x84.odf Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66 odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.pdf 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 FL17676 R2 II Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.E 3540 SH 44x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x84.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: LC-PG30. Units must be glazed In accordance with FL17676 R2 II Install - 3540 SH Fin 44x84.udf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: ps://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016. Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 RI II Install - 3540 SH Fin 52x84.pdfASTME1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-SO Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.pdf 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.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.pdf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.pdf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.pdf Created by Independent Third Party: Yes 117676.12 13540 SH 152x62 Finless Frame 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.pdf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 II 08-02269A 12.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.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.odf 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-PG25 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 Fls 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(12775)A2726.01-109-47- R2 C7326.01 3540,AWS.IG.FIN.48X72,R35.(072016) Approved for use outside HVHZ: Yes R v f Quality Assurance Contract Expiration Date Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 4802 (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 10804 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 Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with Installation instructions FL17676 R2 II Install - 3540 SH CHS Fin 108x74 Ddf Verified By: American Architectural ManufacturersASTME1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Bads Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 650-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. Pursuant toSection455.275(1), FloridaStatutes, effective October1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emaiis provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish tosupplyapersonaladdress, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee underChapter455, F.S., please click her _. Product Approval Amepts: OEM https://floridabuilding.org/pr/pr_app_dtl.aspx?paramwGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 J Validator I Operations Adminlstm r) Mi Windows A Doors,. LLC P.O. Box 370 Gratz, PA 1.7030-0370 Attn: Rick Sawdey AAMA CERTIFICATION: PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The prbduct.d eff below his bemby approved ior:lisbrig in,the 6ext issue oftheAAMA Cedi ied Products Dir+sctory: The approval is based_ on sucbesW oampleWn of tests, :and the reporting icy tt a 4dminlsirator i the rt sulfs-dVsts. a ooGriparsied by related dravA ngs, by an AAMA Accredited Laboratory. 1. The listing below will be added to the next: published AAMA Certified Products i]lrectory_ SPECIFICATION RECORD OF PRODUCT TESTEDAAMA1WDMAiCSA101Tf.S.7JA4W-08 LC-PG40*418x2134 (3fix84)-H Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MODEL'$ PRODUCT DESCRIPTION MAmum SI2E TESTED 3540 SH (FINLESS) FRAME SASH MI Windows & Doors, LLC PVC)(O%)(IG)(INS GL) 914 pup x 2134 mm 861 MM x 892 mm Code: mm7i57 WXINF)(inLT)(ASTM) 3'01' x 7't)'.") 2 This Certification .Wil expire July. 27, .2020 (extended irom;Juiy 27, 4015 per AMA 10344a) and requires validation until. then by continued listing.in the currentAAMA Certified Products: Directory. I. Product Tested. and Reported by: Architectural resting, Inc. Report No,:. B1910.01-109-47 Date of Report: August 15, 2011 Date: April 16, 201'5 Cc: AAMA JGS ACP-04 (Rev. 1/11) Validated for Certification 44L. h'' J!omd teboratories, Inc. Authorized for Certification Amen .Archltemral Manufacturers Association 36" MAX. FRAME WIDTH 4" MAX. ANCHORS f / ECIUALL" SPACED, SEE ANCHOR CHART \ SHE::F'I' 1 I°'C}R LiNIT SIZE AND ANCHOR QUANTITY O 84" MAX, f/ I FRAME: tiLlGl{T ij IX I I MAX.. SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNPRESSURE RATING IMPACT RATING 40.0/-50.OPSF NONE Number of anchors requ/red At each lamb Height in) Panel wldth in 24.D 30.0 38.0 24.0 2 1 2 1 2 3010 2 1 2 1 2 36.0 3 1 3 1 3 42Z0.. 3_. 3 _.... 3 48.0 3 3 3 54.0 3 3. 4 66.0 4 4 4. 66.0 4 4 4 72.0 4 4 5 78,0- 4 4 5 84.0 4 5 5 ABI F...._C.F_ c01'GT_FIJf'' SHEET NO. DESCRIPTION 1 ELEVATIONS, ANCHORING LAYOUTS AND NOTES 2 3 INSTALLATION DETAILS RUVWINS DESCRIP' RON DATE I APPRO.ED NOE: S: 1) ':TTi!: PRODUCT SHOWN HERON I`i DF::S!•^.:!JEiD AND MANUFACTURED TO COMPLY '. m-I REOUIREMENTS OF THE F'LORIDA BUILDING CODL. 2) 'WOOL) FRAMING .AND MASONRY OPENING 10 BE. DESIGNED AND ANCHORED TO F'F? OPERLYTF,ANSFER ALLLOADS TO `iTRUCTURE. FRAMING AND MASONRY OPENING IF THE RESPONSIBILJI'Y OFTHE: ARCHI'I'E:C'I OR ENGINEER OF- RECORD. 3) IX BUCK ().ER MASONRY/CONCPETE: IS OF;IIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR,' MATERIALS MUi'T BE SEPARATED WITH .APPROVED COATING OR MEM3RA.NE. SELECTION OF COATING OR kJEMBRANC IS THE RESPONSIBILITY OF THC: ARCHII' E (,TOR ENGINEER OF RECO;Ri1 4) AU L. OWABLE STRESSINCREASE F 113 WAS NOI USED IN THE DESIGN 02 THE PRODUCT :SHOWN HE. PE.IN. W. NIDL.GA.L) DURATIONFACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. FRAME MATERIAL: EXTRUDED RIGID PVC. 5) SASH UNITS MUST BE. REINFORCED vNITH GVL-451-0 0 STEF.... REINFORCEMENT. MEETING RAILS MUST BE RF..!NFORCFD; WITH RF--104S-020 STEEt.. RF..INFORCEMENT. 7) UNITSMUST BE GI_AZ.ED PER AS'I6A E I 'CiO....04. 8) APPROVF.:D IMPACT PROTECTIVE SYSTEM 1._FPtt LSi'C, t FOR 'THISPR ODUCT IN wINDBORNE DEBRIS REGIONS. 91 SHIM AS REQUIRED AT FACH INSTALLATION ANCHOR WOH LOAD BEARING SHIM. SHIM WHERL SPACE OF 1/16" OR GREATER OCCURS, MAXIMUM ALLOWABLE SHIM S'FACX. 10 BE 1/4". 10) FOR ANCHORING INTO MASONRY%COPCRETE: USE 3/16" TAP --ON WITH SUFF'sCIE'N'; LENG1'I-I TO ACHIEVE A 1 1/ 4" MINIMUM EMBEDMENT' INTO SUBSTRATE WITH 2 5/8' M! NMi1M EDGE: DISTANCE I.Ot:I;TE. ANCHORS AS SHOWN IN EI..EVA'TIOIJS AND IN;iTAIL ATION. DETAILS. 11) FOR ANCHORING INTO (WOOD FRAMING OR 2X BUCK USE #8 WOOD SCREW WITH SUFFICIENT LEi:NGIH ' FO A0111EV1: A 1 .:5/16" M!NiMUM EMBEDMENT IN-10 S!UBSTRA.TE. LOCA:IE ANCHORS AS SHOWN IN ELEiV.A'FIONd AND ItJ `.iTALLAiIi:iN DETAILS. 12) ALL FASTENERS TO BE. GORROSIOP Re. SI STANT 13) INSI'ALIATION ANCHORS SHALL. BE., INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS. S. AND ANCHORSSHALL NOT Bt USED IN SUBSTRAITS WITH S`:RENGTHS LESS THAN THE: MINEMQM STRENGTH SPE[:!FTED 8E' LOW: A. WOOD — MINIMI_ IM SPECIFIC GRAVITY OF 6-0.42 9. GON(RETE - MINIMUM COMPRESSIVE: S'I'RENIG1'H OF 3,192 PS1. C.+ MASONRY. -- STRENGTH CONFORMANCE: TO ASTM C--90, GRADE N, TYPE 1 !OR GREATER). SIGNED: 1012112011 MI WINDOWS AND DOORS ti R I (to fir 650 WEST MARKETSTREETGRANZ, PA 17030=0370 d1 i r;• ti`+?S p ,S 06 *= SERIES 3540 FINLESSPVCSINGLEHUNGWINDOWSTEELREINFORCED - NON - IMPACT 36" X. 84 ELEVATION, ANCHORING LAYOUT AND NOTES A OF & ia'n s IOR104DWMN: D:vCiNCI. RET/ V.L. 08- 01372 lffjQ{jA{.1\\` SCALE NTS DATE10/17/11 'HEFT 1 OF 3 RVOSIONS A.SCRPTION 1 VIA rIF. I -PP it 2X By OTHERS, 2X PLIICK TO, BE FLA!,*E T-0 101: 1/4" MAX. 4" M.AX. APPRCWE SEAl ANT s-,; E: P9JILDklEN HEAD 10 WOOD scF`;:wii BED APPROvrl" INTERIOR 2x P:u,.:K.,,`l!v*u,0.-,.,, f:RAMINK rlERS. 2x LAi1: BUCK3YOT: o INTERIOR BE PROPERLojI ! E EXTERIOR ! I I., .......... . ...... rt 1.1111. 11 ...... ..... . ..... EXTERIOR. Sr. jN PED OF E- PPROVFD SPALAN-, HORIZONTAL CROSS SECTION ED OF APPRIUVEI, 2X BUCK/WOOD FRAMING INSTALLATION yi e, 114" MAX. BE - HMtISETINBED0; APPROVED SEALANT NOTE: INT(:.PZIOR AND FXTFF,11.',)R R!,10HES, BY NOT SHO;,,N FOR MI WINDOWS AND DOORS to2XB:;J('i<,Ah"y,-@ i:RNMING VERTICAL CROSS SECTION 650 WEST' MARKET STREET B OTHER". '2X BUCK '10 ..................................... . .............. . . .................. GRANTZ, PA 17030-0370`ti pBEF;CIOPERLY SECURED 2XBUCKIWOOD FRAMING INSTALLATION SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED - NON-IPIPACT 36'* X 84 INSTALLATION DETAILS S7 4TAT 0 'F-4 Z0. .11-;Zl 77; P. Nryl-TI-N IL 08-01372 4/11NALV-`' NTS Pw-E 10/17/11 2 OF 3 1 111110" PTH Nk.. 1 4 DUC* BY 01FILRS, fh BUC',k TO BE NOTE 3 SHUr I t TON(sE 01: APPRCYVED SEALAHT Iq.. - J-iEA,) TC) BE SET N A RED OF APPROV17P CONS3TRUCTiON SEALANT EXTERIOR LH-j INTERIOR Sh.l. '0 ITE. F' ET411 BED ")F AP ROV D UMION ADHESIVECONSTP 1fANGEK /4 MAX. IS IiMSETIBE. 0 F APTIP'NED SEALAW ...................... N.' REl E 10 Hr. B! iCK E fPIONAL X , I ; pilT!',ERS, I X 2IjCfl.` 10 UE PROPERILY SECUREI). SEE NOTE IFS+IEET I VERTICAL..CROSS. S..E.Q.T/0.N 44 bAi6R INSTALLATION 1 /4" MIN. 4" MAX. EMBEI)KIENI 3/16" IAPUNMNSOMIR)"' CONC: BY iOnAERS it ji .............. Til IYTE6196 U 5) F I 2 5 8" N11N, CJGE. DIS J-- 00110NA4 I x BIj!-K BY EXTERIOR LANCE ' TO BE PPOPEFILYSvCURED, SEAE lqu- v 3 SHEET I SETT :It" PE.) ()f APPROVED SEALANT HORIZONTAL CROSS SECTION MASONRYICONCRETE INSTALLATION N( YIE: INfERIOR AND EXTERIOR FINISHES, I-3'r I NOTLA Sil-,WTJ F,-,)R Cl Rl-(. L. Roberto Lomas P.E. 1432 Woodford Rd. Lewisville, NC 27023 336-945-9695 rllomas@ltjomaspe.com Manufacturer: M1 Windows and ;floors 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 Community Affairs for Statewide Acceptance per Rule 9N-3. The product listed herein complies with requirements of the Florida Building Cone. SuppmOng Technical DocumerNa6on, 1.. Approval document drawing number 0."1374 titled Series 3540 Finless PVC Single Hung Window Non- Impa(;t, signed and sealed..by Luis Roberto Lomas P:F. 2. "test report No..131910.U1409-47, signed and seated Ely Ntichaet D. Stremmel, P.E. ArchitectUral Testing,.Inc. York,: PA A4Tv1A/Wt)WCSA 101/13.2IA440-05 Design pressure: {40.101-50.13paf Water penetration resistance 6.06psf 3. Anchor calculations; report number511989-1, prepared, signed acid seated by Luis Roberto Lomas P.E. Limitations and Conditions of use: i. Maximum design pressure: +40.0.f:50.0 psf o Maximum unit size_ 36" x 84" Units must be glazed per ASTM E 1300-04. Frame and sash material: Extruded Rigid PVC. Sash sltle and rails erx! fixed rrieeb.ng rail. reinforcerrient Roll formed steel. This product is not rated to be used in the WHZ. o 'llils product is not impact resistant andrequires Impact protection in wind bome debris regions: lrlstatlaffpn: Units must be installed in accordance with approval document, 08-01372.: tar arreatloo orindependence: Please note that 1 don't have nor will acquire a financial interest in any company manufacturing or distributing theproduct(s) for which this report is beingissued. Also, l don't have nor vAll acquire a foancial interest in any outer entity involved" in the approval process ofLila liisted.pmdud s). 1 of 1 t1iI1 a 5 TAT E OF Luis: R. Lomas, P.E. FL No.- 62514 11107/2011 fl,prida Building Code Online FU 7676.16 Page 1 of 4 ME' R i i + rrr iP ICR?i3 d BQS Home Log In User Registration Hot Topic i Submit Surcharge I Stats & Facts i Publications FBC Staff BCIS Site Map Links Search Busines ?FOP,U roduct ApprovalProfessi alSER: Public User Regulation Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received 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 Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 httl)s://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 Summary of Products FL # Model, Number or Name Description, 176 6' .1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency`Certificate' Approved for use in HVHZ: No FL37676 R2 C CAC APC 3540 Fin 36x74.odf Quality Assurance Contract Expiration Date - Approved for use outside HVHZ: Yes Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions . Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH 36 x74 Fin df Verified By: American Architectural ManufacturersASTME3300-04. 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 Approvedfor use'in'HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes 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 Verified By: American Architectural ManufacturersASTME1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be a_lazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.pdf ASTM E1300-04. Verified By: American Architectural ManufacturersfAssociation 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 FL17676 R2 II Install - 3540 SH Fin 44x63.odf ASTM f1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created-by-Independent Third. Party. 17676.5 3540 SH 44x72 fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.E 13540 SH 44x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x84.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: LC-PG30. Units must be glazed in accordance with FL17G76 R2 II Install - 3540 Sl l rin 44x04.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Y. Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 117676.7 13540 SH 152x84 Fin Frame 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 E13b0-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 52x84.odf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 II FL17676 R1 II Install - 3540 SH Fin 52x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 3604 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No ' ' 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 . Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 13540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-47 Other: LC-PG35 44x72 Finless Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 44x72.pdf Quality Assurance Contract Expiration Date 08/28/2017 Installation"Instructions FL17676 R2 II 08-01247B l0.pdf 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 48z96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL176767676 R2 C CAC APC 3540 FLS 48x96 pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL176767676 R2 AE 511988B 1371 pdf Created by.Independent Third Party: Yes 17676.12 3540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12 pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG1... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 2269.Ddf Created by Independent Third Party: Yes 17676.13 3540 SH 5202 Fnless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration_Date. Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.19 3540 SH 52x84 Finless Frame Limitsof Use Certification Agency.Certificate Approved for use in-HVHZ: No FL17676 R2 C CAC APC 3540 JFLS 52x84.Ddf Approved for use.outside HVHZ: Yes Quality Assurance,Contract Expiration Date Impact Resistant: No 05/26/2020- Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.Ddf - Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.Ddf Created by Independent Third Party: Yes 17676.15 3540 SH - 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- R2 C7326.D1 3540:AWS:IG.fIN.48X72:R35.(072016) Approved for-use-outside"HVHZ: Yes Rev.Ddf- Impact.Resistant:-No; - Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other. R-PG35. Units.must.be glazed in accordance with 07120/2016ASTM E1330-04. installationInstructions - ------- FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).odf I Verified By: Amerlcan Architectural ManufacturersAssociationCreatedbyIndependentThird Party: Evaluation- Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 fin Frame Triple CHS Limits of. Use Certification' Agency Certificate Approved for use in HVHZ: No FL17G75 R2 C CAC APC 3540 CHS Fin 168x74.13df Quality Assurance Contract Expiration Date Approved for use outside HVHZ: Yes Impact Resistant: No 04/12/ 2017 Design Pressure: +35/-50 . Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.Ddf Verified By: American Architectural Manufacturers ASTM E1300-04. Association CreatedbyIndependentThird Party: Evaluation Reports Created by Independent Third Party: sadr Q Contact lh :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want youre-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If youhave any questions, pleasecontact 850.487.1395.'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4S5, F.S. must provide the Department with an email address If they have om The emailsprovidedmaybeusedforofficialcommunicationwiththelicensee. However email addresses are public record. If you do not wish tosupply a personal address, pleaseprovidetheDepartmentwithanemailaddresswhichcanbemadeavailabletothepublic. To determine if you are a licensee under Chapter455, F.S., please click here . ProductApproval Accepts 5e=rd%' A11t . OR Mi https://floridabuilding.org/ prlpiapp_ dtl:aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 adu ator Oor s•Ad r+int5tiafa} Mi Windows & Doors, Inc. P.O. Sox 370 Gratz: PA 17030- 370 Attn: Rick Saw.day AAMA GERTIO.CAPON PROGRAM AUTHbRIZA-noN FOR. PnoDuarceR'flFFCAmm rI The: des eti-below is aretiy approOd lot Tisikig'h the next issueof theAAt lA C.0)fled P 3ctt D*rectoryThe appraval is biased O si?mrg" Comp b ii9 .. tedoaitests,,and the n3 to the Adriiinistraor of. t#ie 1asuHs tri Pests, acaompatuei! by related dra . .9s. by ate A}c ed'rtidiebaratotyr 1. the llangbetow will -be added to the next published'AAMA lbod fled Products- 31redory. SPECIPICAMON M! Windows & Doors; ine. Code: [ k TL 360 TRIPLE SH ONY FRAME SASH 1 D8'17 {1 v xvlX.t9t,ot jr? 27a1 taa t x I8b7:mm i3tio.mm x 919 mm 2. 11is OertificatiortivAll expire April .12, 2017. and4equires validation unit then by.txsntintaed listing iri the current AAMA'Uiilfied Products Directory. 3. Product Tested and Reported'by: Architectural Testing, Inc.: Report. No.: C7327.0-IA09-47 Date of :Report: May 7, 2013 Validated for Certification A A tedLaborahuIes. inc. Date: May 8, 2013 Authorized for Certification Cc: AAMA JGS e ACP- 04 (Rev. 1111 American. Architectural Manufacturers Associafion rn 2 ELEVATION 10e 12 Cq.''' 2" typ F' I M 1 2" typ. TT Max. L /// I" CLEARANCE ALL FOUR SIDES) WHICH. SFTHiNG: Min `Edge Distance {a" rxtwar JAMB DETAIL FUSE BY GTH Anchor See' Sectioi Oetalfs) S'ntrta i Min'. Edge" SILL DETAIL HEAD DETAIL Notes! 1. Installation depicted` b sed off of structural test report EATHINO/058. C7327.01-109-47. AS HEADER 2. Waod screws shall satif the NationalASNEEDED!, Design Specification for Wood Construction for material type and Caulk under;EN71RE dimensional requirements. pperkneter cf.` ` Nalling fih before, 3. Wood buck installations. are assumed 2xfostenMg; S—Pt—F .(Gm0.42) or denser.. Huck width shalt be greater than the window frame. width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. MINIMUM 4; Wood screw lengths shall be sufficient W -1. A. iqCH to guarantee 1-1/4" penetration into NtSTUON wood buck. 5. Maximum shim thicknese..af 1/4" permitted at. each fastener' location. Shims shall be load beotifig. non — compressible typs, 6. These drawings depict tht-details necessary to meet Structural; load requirements. They do not address the SHIM AS air Infiltration, water penetration, intrusion REWIRED or, thermal. performance isquiroments of the installation. DRYWALL 7. Installation shown,fe that of the test Window for the slid: shown and the design pressure claimed. For window 6 .X 1-5/8" SCREW (SHOWN. WITH 1/2" sizes smaller than :shown,. locate SHEATHING) ;MUST 'ACHIEVE 1'-1/4" fasteners approx. 2" from comers andPENETRATIONINTO:STUO. no more than. 12" on center. Design pressures of smaller window sizes arelimitedtothatofthetestwindow. SIZE AND'ISMPRESSI XCHART' FASTENER TYPE, AND SPACING SHOWN WILL ALLOW DESIGNI PRESSURES UP TO +35/-50 UNiTS. UP TO 108' x 74' SEE TEST REPORTS FOR INDI4 DUAL UNIT siu ;AND APPLICABLE DESIGN PRESSURE LIMITATIONS) saw re wm. a M0 IN & FAV ENEii SCHEDULE"s —FIN — °« W®; lows & Dabr't#, ' Con C3ratz, Ak ingle Hung NONE ., .11 - 1 is Head and S..1113540 SH °CS4 •SIN NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS: 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REVISIONS REV I DESCRIPTION I DATE I APPROVED I 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 17. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18. THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 350OPW, 3500T, 350OSDLITES, 350OSP, 3540PX, 3540T, 354OSDLITES, 3540SP, 3250PZ, 3250T, 3250SOLITES, 3250SP, 3240PW, 3240T, 3240SDILITES, 3240SP, 3500HPPW, 3500HPT, 3500HPSOLITES, 3500HPSP, 3580WP, 3580T, 358OSDLITES, 3580SP, S-350OPW, S-3500T, S-350OSDILITES, S-3500SP, S-3540PW. S-3540T, S-354OSDLITES, S-3540SP, M-350OPW, W-350OPW, W-3500T, W-354OPW, W-3540T, W-354OSDILITES, W-3540SP, 1255PW, 1255SP, 128OPW, 91OSP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. T_Rj mr_ txt_D Q-v5_s TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES DRAWN: 2 ELEVATIONS N.G. 3 INSTALLATION DETAILS scAEE NTS SIGNED:0211712016 MWINDOWS D DOORS 650WEST MARKET STREETGRATZ, PA 17030- 0370 v•CEIq r Orf61 k= SERIES 3500 FIXEDWINDOW96" X 60" NON —IMPACT q ylNi/ of` NOTES 0``. BSTATOFDWGNO. REV 08 0 DATE 02/04/ 16 50EE859 1 OF 3NA 11e 2" f FI HI 96" MAX. FRAME WIDTH MAX — 10" .MAX OC. —{ I 2" MAX 2" MAX J 10" MAX 0" O.C. A AME IGHT SEI FOI OF OFSERIES 3500 FIXED WINDOW 2" MAX -J EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING rIMPACTRATING 50.01-60.OPSF NONE NOTES: 1. 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 54.00 CHART # 1 NUMBER ANCHORS REVISIONS DESCRIPTION I DATE I APPROVED MI WINDOWS IAND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT ELEVATION DRAWN: OWC NO. N. G. 08-02859 SCkE NTS I DATE 02/04/16 11HIrT2 OF 3 SIGNED: 0211712016 0 81'= STATE OF • REV ' FS;cl0Rk0V' Por APPROVED SEALANT BEHIND FIN 6 WOOD SCREW 3/8" MIN EDGE DISTANCE EXTERIOR 3/8" MIN EDGE DISTANCE 6 WOOD SCREW APPROVED SEALANT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR WOOD FRAMING BY OTHERS 1 /4" MAX. L SHIM SPACE WOOD FRAMING BY OTHERS 6 WOOD SCREW 1 1/4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE 1/4" MAX SHIM SPACE INTERIOR EXTERIOR REVISIONS DESCRIPTION DALE APPROVED JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX SHIM SPACE 140TES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. WOOD 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112y 1FRAMING BY OTHERS L.tl l O SIGNED: 0211712016 DOORSIWDOINMARI<EDMs 1 111LIo so STREET GRATZ, PESTA 17030-0370 J' 9/Gv••v\CENSF.,d' SERIES 3500 FIXED WINDOW k•/ rJr61261 * = 96" X 60" NON -IMPACT FIN INSTALLATION DETAILS aaf til o • TAT OF DRAwN: owc No. REV i'••F(ORIOP•G' N.G. 08-02859 Z///IIIII1111\ SCALE NTS DATE 02/04/16 1 SHEET OF 3 41 0 Florida Building Code Online Page 1 of 3 18504.2 EEME=- r:. BQS Home Log In ; User Registration Hot Topics ? Submit Surcharge Stats & Facts i Publications ( FBC Staff ; BQS Site Map 1 Links Search d H Product Approvalbda. l USER: Public User 8se .rr;+. quayr Product Approval Menu > Produtt or Application Search > Application List > Application Detail FL # FL18504 Application Type New Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer J 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 J 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 FL18504 RO COI FL COI.odf 1710.5.3 Method 2 Option B https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGE VXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 8' COMBINED WIDTH WI - W2. FRAME HEIGHT WINDOW WINDOW MULLION SPAN) 1j 1U7 3x COMBINED WIDT11 W1 W2 837 FRAME 21'IDJOW HEIGHT WINDOW MULLION 1D7 3/8" _ COMBINED WIDTH W1 ,, •) -------- w2 ....... _...... ..... 8 1HII/ WINDOW I s FRAME WINDOHEIGHT 5PAN I ) N I L7W1I w 3/8" COMBINED WIDTH Dbstgn pressure.raSng (P 1 Units anchored Into Woodframing Mullion span (in) ributarywidth 1813. gA 3G00 42.OQ n 48460. 5.2>'3 25.00 130.0 130:Q 130A 130.0 130.0 130:0 37..38 130:0 13 A 127.2. 127.0 127.0 127.0. 49.83 120.7 943 77.9 73 8 72.1 72:0 52.00 92.4 70.8 56.0 61 5 48:6 47.4. b5.83 `: WI 8 51.T 47.3 44.4 43:0 12.00 77, ; 58,7 45.8 41.4 385 37.p:. 8400 62;1 46.0 33.1:' 29:1 26.3 24:9 107 3/8" COMBINED WIDTH w1-- -- W2 -- FRAME INDOW 1'NDOW HEIGHT ------ MULLION iSPAN) 1 I 107 3/8" COMBINED WIDTH WI •j 12 ................ . WINDOW83" I FRAME r+EIGHT WraDa.1 MULLION SPAN) j y w1 L Wz 107 3/8" COMBINED WIDTH REVISIONS REV I DESCRIPTION I DATE I APPROVED I -A I REVISED INSTALLATION DETAILS 08/07/15 I R.L. ' 101 3/8 __ COMBINED WIDTH W 1 ..... W2 ......- .......... _ I -_ 83" WINDOW FRAME HEIGHT WINDOW WINDOWIL-211 MULLION SPAN)y fg 1 ill W1 -- W2 -- 107 3/8" COMBINED WIDTH APPROVED CONFIGURATIONS MULTIPLE UNItS MAYg MULLED TOGETHER AS LONG AS COMBINED W107H DOES NOT'EXCEED 107 "*AS SHOWN HEREIN. Design pressure rating (Ps1 UntteanchonrdInto mesonry1concrete Mullion span (in), Trlbugtywidth (in),. 1& 13:. 25.50 3a0il 41W 4800 102.1J 25. 00 130.0 MILD 430:0 130.0 130.0 130.0; 37: 38 130.0 130.0 130.0 130.0 130.0, 130.0 49. 03 130.0 1900 130.0 130 0 130:0 130.0 62, 00 130,0 116.4 87.8 79.3 73.9 71.5 liS 83 1,300 98! 0;. 729 55 6 60:5. 68.2 7200 99.3 72,4 54.0 48.1: 49,0 42A Moo 1 62.1 1 45.0 1 33.1 1 29.1 1 26.3 24.9 LARGEAND SMALL MISSILE IMPACT, LEVEL.O, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M- 1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND DP CHARTS DRAW OV/G NO. V. L. OS-01445 SCALE NTS JDATE 01/11/12 "EV2 OF 3 SIGNED: 08107,12015 L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rllomas@ Irlom aspe.co rn Manufacturer: MI Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: M-1926 - Vertical Mullion Engineering Evaluation Report Report No.: 512069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P_E_ Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 118" x 84" Window units attached to mullion must.have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind -Rome Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; mullion or individual units. All windows attached to mullion must be manufactured by MI Windows and Doors, Inc. Installation: Mullion must be installed in strict accordance with installation instructions document 08-01445 revision A. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 L til fivCENSF9d,.' 0 51 '•yt r TAT 4F rNAI. 'V v`\ Luis R. Lomas, P.E. FL No.: 62514 08/07/2015 Florida Building Code Online Page 1 of 2 Business & r ix7t1W DogtrrtMd eCIS Home I Log In User Registration 1 HotTopics I Submit Surcharge 1 Stalls & Facts I Publications FBC Staff BCIS Site Map Links SearM MIABU P Product Approval Public User1e`}}'^.USER: Megultti i P pu2i7 nro r f9>`rtu > 4J04U[L Or oU[BfiGn Search> 6.D; > Appllottlott f)etpB, FL # FL12019-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Email 5140 W CLifton Street Tampa, FL 33634 813) 884-0444 lyle,pestow@acm-metals.com Authorized Signature Vivian Wright rickw@rwbidgconsu itants. oDm 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 V! Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 03/02/2020 Validated By Ryan 7. King, P.E. v Validation Checklist - Hardcopy Received Certificate of Independence HAZO19 ..RS 710lumR df Referenced Standard and Year (of Standard) Standard. Year ASTM E330 2002 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D https:// www.floridabuilding.org/pr/pr_app_dtl..aspx?param=wGEVXQwtDquJEQfBP6a6FJ... 7/20/2015 5140 West CtJffon Street Tampa, FL 33634 TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and Is in complionce with the 5th Edition (2014) Florida Building Code excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by this drawing are subject to further engineering analysis. 4. Wood/CMU wall constructlon, by others, must be designed property to receive loads from the soffit and/or Tx T batten strips. 5. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TABLE OF CONTENTS, .... SHEET# DESCRIPTION T ical elevations a. eneral notes 2 Panel details 3 Soffit detotls &des' n pressures 4 Soffitdetans & deslgn presSUFOS 5 Soffit details, design pressures & bill of materi(* TRIPLE ,(TO Td•0121.01IF THICK) T44014 (.0137THICK) QUAD 4 Q4 4-4,012 (.OIIS'THICK) a401411)M5 THCK) N yy nLs o a1ry f 1! 111 o Mr zUN •• i 0ZU 9m2W maa E_ 3 U Z LE, 9 cwc, sr: JK m 04K. BY: LFS OPAWING'Ab.: a P Fh770t9.f t t ROOF OVERHANG SPAN ''A ' . } ROOr OVERHANG ROOF OVERHANG SPIYk' A " _ I Ins ROOF ROOF ROOF FRAMING FRAMING FRAMING " fill ..* ; . N zALUMINUM „ o tt/ ALUMINUM FASCIA—,," ASCIAl: v_ i e Z PA% 1A TRIM g c o _ m° w TRIM_ / 4 07 a a CMU OR 50FPiT iMUtOR V ° SOFfIT r CMU OR _SOFFIT WOOD WOOD v°4 SFFDETAIL" A" FRAMED SOPET WOOD FRAMEDWOOD FRAMED. a SEE DETAIL" B" SEE.DETAP D'I S EEDEIAIL"C"—" SIDE VIEW - SING_AN w/F—CHANNEL SIDE VIEW - SINGLE SPAN w 3-CHANNELS SIDE VIEW - SINGLE SPAN w/3-CHANNEL n SINGLE ina cantilever) (Shownw! WsslTraminy cantilever) (Shown w/ tms'slRambg canBiever) ti SINGLE SPAN LENGTH DESIGN PRESSURE ( PSF) POSITIVE NEGATIVE ir, 70. 0 141.0 to^ 60. 0 60.0 t2^ 50. 0 50.0 t4~ 38. 5 38.5 T6" 30. 0 30.0 NVIC:1"/ VVVrRnmirvvnnv ......`...- DESIGNED BY THE ARCHITECT OR ENGINEER OFRECORD DETAIL " B " F-Channel TRIM NAIL ATTACHED THROUGH FASCIA NOTE: 0 16" O.C. MAX. FOR SQUARE CUT OVERHANG, TRIM BOTTOM OF FASCIA FLAT AGAINST PANEL STAPLES INSTALLED 0 END OF PANF.I. AND8" MAX. O.C. SEE DETAIL " J ", SHEET 5) I IT MAX. DETAIL " A ". Fascia STAPLES INSTALLED ® 24" O.C. (INTO WOOD) ON F- CHANNEL LEGOR T-NAIL @ IT O.C. INTO WOOD OR MASONRY) STAPLES INSTALLED 012' O.C. (INTO WOOD) IN F- CHANNELSLOTOR T-NAIL @ ITO.C. INTO WOOD OR MASONRY) STAPLES LOCATED 24" O. C. INTO FRAMING 116° ,,..,.. MAX. 6 `: V MAX. ,;.... STAPLES INSTALLED @IT O.C. (INTOWOODJ IN J- CHANNEL SLOT OR T-NAIL0 12" O.C. DETAIL " D " J-Channel Fascia STAPLES INSTALLED ® 12"O.C. (INTO WOOD) i a IN J- CHANNEL SLOT OR T-NAIL 0IT O.C. INTO WOOD ORMASONRY) STAPLESLOCATED . 24" O.C. INTO FRAMING i _x ^ a I Z 1" MAX. ri n a DETAIL " C" o J-Channel o egro o ooc1/9. t74 i 5CAlE N.I. S. Q 5 or _ JK bwcMJor m SUBSTRATE NOTES: I. WOOD SUBSTRATE: G = 0,42 OR BETTER PAWNm 2. MASONRY SUBSTRATE: 3,ODD PSI CONCRETE (ACI 301)°o OR HOLLOW BLOCK JASTM C90). o ITEM DESCRIPTION MATERIAL 1 FASCIA .0215' THK. AL. 3105 - H14 ALUMINUM 2 J" CHANNEL .0155'.THK. AL. 3105 - H24. ALUMINUM 3 rCHANNEL .0155"THK.AL.3104-H19 ALUMINUM 5 QUAD APANEL (.0115OR.0135"THICK) AL.3105 ALUMINUM 6 TRIPLE b PANEL (,0115 OR .01.35" THICK) AL. 3105 ALUMINUM 7 15 x 1-3/,"TRIM NAIL S.S. B 18" GA. X 1 /4" SS STAPLE w/ 7/6' MIN. EMBEDMENT STEEL 9 7' X 2' BATTEN STRIP 1C .42 OR BETTER) WOOD 10 APA B-C- GROUP 1 EXT.1513T PLYWOOD OR BETTER WOOD i 1 097' DIA. T-NAIL w/ 5/B" MIN. EMBEDMENT STEEL 12dX3.1/ 4" N.D. GALV. STEEL COMMON NAIL @ 24" O.C. w/ 1- 3/4' MIN. EMS. DETAIL "H" IX2VERDCAL FRAMING ( G>= 0.42) ATTACH w/ 2-8d COMMON NAILS 0 TOP TO ROOF FRAMING8STAPLES INSTALLED 0END OF PANEL AND B" MAX. O.C. SEE DETAIL- J ") s DETAIL" I " C. MAX. if ROOF CVERHANG ROOF FRAMING 1 12dX3- 1/ 4" CMU Oil H.D. GALV. STEEL I r WOOD COMMON NAIL@24" O.C. SEEDETAIL" A 11 FRAMED w/ 1- 3/A" MIN. EMS. (SHE 3) \ JJJJ `CONTINUOUS SEE DETAIL " H BATTEN 0 CL SPAN STAPLES INSTALLED @ SIDE VIEW DOUBLE SPAN w/ BATTEN. END OF PANEL AND (Shown w/ truss/framing cantilever) 0" MAX. O.C. SEE DETAIL " J I SPAN " A " ROOF OVERHANG SEE DETAIL" G" SHEET 4) ROOFur" ( SEE NOTE 2 Alo if j s a M1 y ry'+ girlcqa51`, O N m z t aZ SEEDETAIL"B" . SHEET 3) ^ t Ea o N a 3 6 r maa TWIN SPAN LENGTH w/CONTINUOUS BATTEN A^ DES16N PRESSURE ( PSQ POSITIVE NEGAitVE t6" 70. 0 70.0 te" 66. 5 66.5 20" 60. 0 60.0 22" 54. 5 54.5 24" 50. 0 50.0 WOOD Sff DFlAB 1. B l i . FRAMED SEE DETAIL A" SHEET 3) SIDE VIEW - DOUBLE SPAN w/BATTEN Shown w/ truss/framing overhang) CONNECTOR NOTES: 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGINEER OF RECORD 1. WOOD SUBSTRATE: G = 0.42 OR BETTER 2.12dCOMMONNAILOR3/16" IIW TAPCON CONCRETE SCREW 2. MASONRY SUBSTRATE:3.000 PSI CONCRETE (ACI301) MIN. 1- 1 /4" EMSEDMENTI O 24" ON CENTER OR HOLLOW BLOCK (ASTM C90). Q8: z 0 CepN.T.S. Br JK m tr: LFS g RNO, 2 MB a FL-- 12019:1 10 0 N ET .S. OF.. S. A Florida Building Code Online 3v .le Page 1 of 2r rNil. MRSISEWASAawam, r d. BCIS Home Log In User Registration ; Hot Topics Submit Surcharge Slats & Facts Publications I FBC Staff 8cls Site Map ( Links ' Search urines " Product ApprovalDrfs' , 1._ USER: Public User fr4'd!! ..f. ... i'f00uZillnnrevalMMu.>-e.>. .j'i>Applt[btitM DeWN. FL # FL16305-R4 Application Type Revision Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida license Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence 2014 Pending FBC Approval Atlas Roofing Corporation 2000 RiverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollins@atiasroofing.com Meidrin Collins mcollins@atiasroofing.com Roofing Asphalt Shingles Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Zachary R. Priest PE-74021 UL LLC 12/31/2020 Locke Bowden Validation Checklist - Hardcopy Received 1`1116305 RI COT A71136014 2014 FBC PC 261 Evalubplon Shinoles.odf Referenced Standard and Year (of Standard) Standard Year ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https://www. floridabuilding-orglprlpj _app_dtl.aspx?param=wGEVXQwtDqu-TBMj gU 1 j 3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval EkinifnLgof Products Method 1 Option D ' 06/28/2015 06/29/2015 07/05/2015 FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated.asphait shingles Limits of Use Installation Instructions Approved for use in HVHZ: Yes Ai6365 k It AtL13WA 2014 1=i3C'PYoduct-evaluation Shiriciles.DdfApprovedforuseoutsideHVH2: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other. See evaluation report for limits of use Evaluation Reports PLJOP5 -R4 AiL13002:4 20i4 FBC Product i=Valuatlon 5hina(es.odf Created by Independent Third Party: Yes E ContactUs ::{p1Rit1+:ltenrree5beet Tsfe;iaee Ft$Z'4Phcht: 85Q=4B9%I 4:. The State of FlariM- Is an FF..Omr,"r. Y.wi yr.:in.. ...:r n. :','e.:State f,4/ .r C_i&.. ... .,.. ___..",.. .. .: Privacy mr Under Florida law, email addresses are public records. If you do not want youre-mail addressreleased in response to a public -records request, do not send electronic mail to thisentity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1995. 'Pursuant to Section 4SS.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide theDepartment with an email address If they have one, The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine if you are alicensee under Chapter 455, F.S.; please click here . duct Approyal Accepts: i®® Cltrlt. NYfMtt JC https:/ lwww.floridabuilding.org/pr/pr_app_dtl.aspx?param---vGEVXQwtDquJBMjgU 1 j3N... 7/20/2015 EEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 813)480-3421 EVALUATION REPORT . FLORIDA BUILDING CODE E H EDITION (2014), Manufacturer: ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770)612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLG (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5. 1507.Z7.1, 1523.6..5,-1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity Report No. Standard Year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878). ATL-083-02-01 TAS 100. 1995 PRI Construction Materials Technologies (TST5878) ATL-086-U2-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 ASTTASM D 3161 20009 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100: 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATLA 16-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA 18-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-119-021-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878). ATL-132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Constriction 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 Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM 3161 20090D1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASTTASMOD 3161 2009 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM 0 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 3161 200009TASMOD PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-0.1 ASTM D 3462 2009 Page.1 of 9ATL13002.4 FL 16305-R4 This evaluation report is provided for State of Florida product' approval under Rule 61G20=3. The manufacturer shall notify. CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009: PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST587.8) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878)' ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-62-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster@30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master@ 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with .a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed; thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe -that complies with ASTM D 3462: ProLAMTM Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated• Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe -that complies with ASTWD- 3462; Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated PinnacieO Pristine architectural asphalt shingle with two, dashed, thermally=activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM-D-31-61, Class F & ASTM D 7158, Class H fiberglass -reinforced, laminated Dangerrield) architectural modified asphalt shingle, with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462: StormMaster@ Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated, Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462.. ATL13002A FL 16305-R4 f'Ege;2 of 0. This evaluation report is provided for State Of Fliitlrla product approval under Rule 61G20=3.: The lna11Uf2tbUrer 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. 011E.EK TECHNICAL SERVICES, LLC INSTALLATION GlassMasterO 30 & Basic Wind Speed (V„ ia: Tough -Master@ 20 Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: installation (HVHZ)' Installation (Non-HVHZY. ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in,. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in, plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or'6 Nail Pattern' detailed below. 36' Nails V 121" . SS! w 12' — • +-----12" - +-- II T-- 'I Figure 1. GlassMaster® 30 & Tough -Master@ 20 4 Nail Pattern (Non-HVHZ only) Nails 1" Figure 2. GlassMaster® 30 & Tough -Master@ 20 6 Nail Pattern ATL73002A. .. FL.16305 R4 ..... Page 3 of 9 This evaluation report is prWded for State of Florida product approval urider Rule 61 G20-3. The manufacturer shall rxatlC c.GREEIC: Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC ProLAMT" Architectural Basic Wind Speed (V„n): Basic Wind Speed (Veld): 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. 18/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattem" or "6 Nail Pattern" detailed below. 993/a' Mn;2gamai— 3/9'head r 121 O O O O 0 It)m:lC O O O O Figure 3. ProLAMTTM Architectural Shingle 4 Nail Pattern (non-HVHZ only) k1m, 12 pa. y.Wan4ad. rap afiart —bg.,AAb.Q.: Be M. e UrIL Figure 4. Pro-LAMTm Architectural Shingle 6 Nail Pattern ATL130024 _,. FL 16305-R4 ,. Paged of.9 This evaivation report -is -provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CR,EEI< TECHNICAL SERVICES, LLC Pinnacle® Pristine & StormMaster® Shake Basic Wind Speed (Vint): Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HV.HZ)t Installation .(Non-HVHZ):. ATLAS ROOFING CORPORATION Asphalt Shingles Max, 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min: 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below: Installed with 6 in.. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 9 LB' Mk1:12 9e-BWe,Atl fodlny Ntlnih'Metl TYP O _ r. I =.1 _CC--i1OLJ _ ri—) 1. __ - I= .._._ .i CD S Figure 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) Mm. pah2eGeU nnp shank rteawthmin)n. 1 3ie' neatl 0 0 0 0 0 0 0 0 0 CD C=1 O O- ,e• C O O€ O O O O O CY C3` C7 - Q !! :r— O 67 s Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATL13002;4.._ __.FL.1S305-R4 IPage:5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall-notlly CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (Wit): Basic Wind Speed (Vass):: Deck (HVHZ): Deck (Non-HVHZ): Undedayrrient: Min: slope:- Installation (HVHZ): Installation (Non-HVHZ) y. ATLAS ROOFING CORPORATION i4sphalt`$hingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in,. plywood or wood plank for new construction, Min. 15/32 in. plywood existing construction. In accordance with FBCrequirements; 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,acmrdance with RAS 115 and, manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 85 in. exposure in accordance with FBC requirements . and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern' or "6 Nail Pattern" detailed below. 1" 9" Figure 7. StormMastert) Slate 4 Nail Pattern Figure 8. StormMaster@ Slate 6 Nail Pattern ATL13002. 4 FL 1:6305 R4. Page 6 of._9 This evalua'Uion"feport-is provided for State. of Florida product approval under Rule 61G2073 : The Finanufacturer 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 impy warranty, installation, recommended use, or other product attributes that are not specifically addressed herein; CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (Vuit): Basic Wind Speed (Vasd): Deck (HVHZ): tan• =3• Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ)t Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in, plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements_ Contact the Atlas Roofing Corporation when installing at slope greater than 2112. 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:. 3 12 6e, 1-](Z' YmQs!una:iell IV f Figure 9. Pro -Cut® Starter Strip ATL130.02.4 _ _FL 1e305-R4 ,.. _ Page 7 of 9 This evaluation report it provided for State of Florida product approval under Rule 61G20-3;= The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein: NCRE.EK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (V„ it): Basic Wind Speed (Vesd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: 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. 19132 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in,. plywood or wood plank for new -construction; Min. 7116 ine.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.. 12 ga. 1-1/2" ring r ` shank nail i / 1• n i i Figure 10.. Pro -Cut@ Hip 4 Ridge A71-13002.4 fL 16305-114.__ Page 8 of 9 This &aTuation report is provided for State of Florida product approval under Rule 61G20-3..: The manufacturer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid, This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC LIMITATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturerspublishedapplicationinstructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3.. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida BuildingCode51' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. oJi V y IV.o 74{?2i STATE OF 2015.06.2 912:5 5,:48 04' 00' Zachary R. Priest, P:E. Florida Registration No. 74021 Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE -- CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product_ END OF REPORT ATL13002 4 to no iThis`evaivation report'i§ provided for State of Florida product approval under Rule 61G20-3. a manu a urers 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. Certificate ofAuthorization No. 29824C . R . EE 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODEVH EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE __...... _.. Category: Roofing _ Subcategory: Asphalt Shingles Code Sections: 15072.5, 1507.2:7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity PRI Constriction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction`Materials Technologies (TST5878) PRI Construction Mateiriats Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies ('TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL-079-02-01 ATL-083-021-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATL-116-02-01 ATL-118-02-01 ATL-119-02-01 ATL-123-02-01 ATL-125-02-01 ATLA27-02-01 Rev ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-13502-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials -Technologies {TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5678) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ATL13002.4 FL16305-R4 Standard ASTMD9161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100, TAS 100 ASTM D 7158 ASTM D 3462 ASTM:D 3462 TAS 100 ASTM D 7158 TAS 1DO ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 2009 2009 1 of 9 Thisevaluation report is .pro0lftl forState ofFlorida product approval under Rule61 G20:B 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. S . ATLAS ROOFING CORPORATION. IL.17 Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179=02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 TASASTMD 3161 2009 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 GlassMasterG) 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 - Mastery 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton)thermally-activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro - Cut® Hip & Ridge ASTM D 3161 Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro - Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime wlScotchgard stripes that compiles with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMasterO Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster& Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL1. 3.002.4 FL 16305-R4 . Page 2of 9 This evaluation report isprovided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluationreportdoesnotexpressnorimplywarranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CRtEK TECHNICAL SERVICES, LLC INSTALLATION GlassMasterOD 30 & Basic Wind Speed (V„ it): Tough -Master® 20 Basic Wind Speed (Vasd)l Deck (HVHZ): Deck (Non-HVHZ): Undedayment Min. slope: Installation (HVHZ). Installation (Non-HVHZ):. ATLAS ROOFING CORPORATION Asphalt Shingles Max." 194 mph Max. 1.50 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. 2i12 and in accordance- with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greaterthan 21:12. Installed with 5-inch exposure.in accordance with fZAS 115 and manufacturers published installation instructions. Shingles -shall be attached using. "6 Nail flattem'" detailed befoHr Installed with 5-inch 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. 36".. - w Nails 12' t2- — —12' ---- Figure 1. G1assMasterna 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) IJB* 12" --—12" Figure 2. GlassMaster@ 30 & Tough-MasterO 20 6 Nail Pattern ATL13002.4 FL 1.0305-R4 Page;3 of 161 This evaluation report is proWded for State of 'Florida product approval under Rule 61G2073; The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use,. or other product attributes that are not specifically addressed herein. CREEK: ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC ProLAMTM Architectural Basic Wind Speed (Vui): Max. 194 mph Basic Wind Speed (Vasd): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. 0S13 existing construction. Underlayment In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installation (HVHZ): Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installation (Non-HVHZ): Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. WW Min tZ ga, ga,]=ed roofingnad wNmin 3/B'Ireao r iz irr r N CZ)o 0 0 0 00 0 14` o co o CD 0 0 0 0 I Figure 3. ProLAMTM Architectural Shingle 4 Nail Pattern (non-HVHZ only) Nh.. /2 Y.p,d r7n9,fi.,d oWng nr wu, n,In. L6'M a TYP 3- { _ 'O — E3 ED :: i t GD :ED -i" 61w j! J 11 Figure 4. Pro-LAMTm Architectural Shingle 6 Nail Pattern ATL13002_4 .. r1 U- _. ... This evaluation report is provided forState of Florida product approval underRule 61G20-3. The manufacturer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. installation, recommended use, or other product attributes that are not specifically addressed herein. ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (V„ tt): Max. 194 mph StormMaster@ Shake Basic Wind Speed (Vasa): Max-.150 mph Deck{HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in, plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:1,2 and in accordance with FBC requirements.. Contact the Atlas Roofing Corporation when installing at slope greater -than 21:12. Installation (HVHZ): installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. -_ Installation (Non-HVHZ): Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattem"or "6 Nail Pattern' detailed below. 1 t Mln. t29",gNvrtsd "eMpn60Wlhmin.3dP lr"d f TYP { t1y_y/ O O O C7 C 1 O 7 r-J. i=; I r - - S 1 f I Figure 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) Hu t;_w orrrwing vwd<"a+ bal671B• 7 Ur OOOCQOOOC)a . Figure 6. Pinnacle@ Pristine and StormMasterO Shake 6 Nail Pattern ATL13002.4 I I I FL 163.0.5-R4 Page 5 of 9 Tfis evaluation reporf is prvviifed`for State ofFlorida product approval under Rule 61:G2i3 3. The manufacturer. shall no CREEK Technical Services, LLCof 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. RE K TECHNICAL SERVICES, LLC StormMasterO Slate Basic Wind Speed (V it): Basic Wind Speed (Vasd)t Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max.. 194 mph Mai. 150 mph In accordance with FBC requirements; Solidly sheathed min:. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. 0S13 existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in, exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. Figure 7. StormMasterO Slate 4 Nail Pattern Figure 8. StormMaster® Slate 6 Nail Pattern ATL13002 4 FL 16305 R4 Page 6 of 9 This evaluation report is provided for State of Florida product. approval under Rule 61G20 3. The manufacturer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid, This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. R3. EElk TECHNICAL SERVICES, LLC Pro-CutV Starter Strip Basic Wind Speed (Vu,c): Max. 194 mph ATLAS ROOFING CORPORATION Aspbalt Shingles Basic Wind Speed (Vasa): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly, sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in, plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12, . Installation (HVHZ)- Installed in accordance, with RAS 115 and manufacturers published installation instructions; Shingles shall be attached as shown below. Installation (Non-HVHZ): Installed in accordance with FBC requirements and manufacturers published installation instructions., Shingles shall-be attachedasshown below:. 3F Figure - 9. Pro -Cutts Starter Strip ATI- 13002.4 FL 16.3.0rR47of9 This evaluation report is,pipvtdt d f4r.State of Florida product approval under Rule 61G20=& The manufacturer shall notify,4 R71 ( 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. cREtK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles, Pro -Cut@ Hip & Ridge Basic Wind Speed (V,m): Max. 194 mph Basic Wind Speed (Vesd)= Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min: 19/32 in.. plywood or wood plank for new construction; Min. .15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 1/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min; slope: 2:12 and in accordance with F13C requirements. Installatiom(HVHZ and Installed with 5-518.inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and.manufacture's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. i'- r 12 ga. 1-1/2" ringi - shank nail i 12" j: _ .. i 6" j i Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 Page 8 of 9 This evaluation report is provided for State of Florida product approval under Rule-61G20-3 . The manufacturer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid:. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MEK TECHNICAL SERVICES, LLC UmiTATIoNs ATLAS ROOFING CORPORATION Asphalt Shingles 1) Fire Classification is not within the scope of this evaluation.; 2) The roof deck and the roof deck attachment shall he designed by others to meet the minimum design loads established for components and'cladding and in accordance with FBC requirements.: 3) The' mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and'free'from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected' prior to=underlayment application. 6) Shingles shall'be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of, the evaluated products shall comply with this report, the FBC, and the manufacturer's published `application ins'truction's. Where discrepancies' exist between these sources, the. more restrictive and code.compliant detaitshall prevail 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3: COMPLIANCE STATEMENT The products evaluated herein by Zachary R'. Priest, P.E. have demonstrated compliance with the Florida Building Code a Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. t tF dfp'. 1 STATE C AL fit iiii 14 CERTIFICATION OF INDEPENDENCE _. 2015.06.2 9 1 2:55:48 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT ATL13002.4 FL 15305 R4 Page_9_of Taatutitw'ft i M- of arty,Vr4 et-ctaa4_ges *.r quah'iy assu t 1ar ryes ttiroughotrt tt duration for:w.hjch 3his report is valid.. rft evaluaGtnrapt rt does `-ass na imply vrarraniy; lbstailaa tion, reconmer3deduse ,or other pro7iuct ilh'b011 thatarenot specifically addressed herein. Florida Building Code Online Page 1 of 2 l tt _ BCIS Home j Log In User Registration l HotTopics ( Submit Surcharge Stats & Facts I Publications( FBC Staff S B 'r.5 Site Mdp I links Search Bane: Product ApprovalPosUSE0.: Public User edaif«..>p a Pfxkaaan nelia#: FL # FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrBp.com Authorized Signature Eduardo Lozano elozano@interwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer i Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida license PE-59166 Quality Assurance Entity IntertekTesting Services NA Inc. - ETL/Wamock Hersey Quality Assurance Contract Expiration Date 11117/201S Validated By John W. Knezevich, PE 2 Validation Checklist - Hardcopy Received Certificate of Independence n.?S71 6. R2 go 2bi5 0i C4I Nleminen.ndf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 https:l/www.floridabuilding.org/pr/pr app_4tl.aspx?param=wGEVXQwtDgv3yVVKJZ1Q... 7/20/2015 Florida Building Code Online Page 1 of 1U06er t P,,,,t,, of BCIS Home Log In User Registration i Hot TOPICS Submit Surcharge stats & Fads I Publications FBC Staff ( BCISSae'Map Links Search iM676 . Bt sjr es Product ApprovalPC{?53 S,SER: Public User Regulation p ' ptodrrYAdavoval alfanu> t+uri or>n:5eanelt.yrpiha`6on.tLZ> °. Search Criteria Refine Search; Code Version 2014 FL# 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved For use in HVHZ ALL Approvetl-foe use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL Searcil,$65YKs A ilVAnfons FL Tvoe manufacturer ._.. Yalidatod By Status FL15216-R2 Revision InterWrap, Int. John W. Knezevich, PE Approved Hf_ story Category: Roofing 954) 772-6224 Subcategory: Underlayments Conrad ua ;:-Milts, lila' &VIlkl 91111111. iafLiTi ... Y3 =99'ftMt t6=1,8i4 The State of Florida is an AVEEO employer.; r.ewinM'ZtIG7-2013'Staie' orFlorida::: Privacy Statement :: Acce sibiii_S tement :: Refund Statement Under Rorida law, email addresses are public records. Ifyou do not want your e-mail address released in response to a public -records request, do not sendelectronicmailtothisentity. Instead, contact the office by phone or by traditional mail: Ifyou have any questions, please contact 650.487.1395. *Pursuant toSection455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address IFtheyhaveone. The emits provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish tosupplyapersonaladdress, please provide the Department with an emall address which can be made available to the public To determine if you are a licensee underChapter455, F.S., please click hem . Product ApprovalA=epts: sumaruritt' ur-niter https://www.floridabuilding.org/pr/pr-apPist-asPx 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 5umiiaryof Products Model, Number or Name Descriptionr15216.1 RhinoRoof Underiayments Synthetic roof underlay ments Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A other: See ER Section 5 for Limits of Use. Installation Instructions FL15216 R2 1I 2015 04 FINAL ER INTERtNRAP RNIHiOROOF FL15 16- Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes valuation..Reports.. , ..., FI.. NA .. f ib I32 Ai: 2t315 04 L EA W ERINRA2+ RHINO R00_ f k 52 R2.odf Created by Independent Third Party: Yes _ . ..... contact s :: ,y9N - '4 TNlahaastie 12.. 'Phahe: 85Q-48?-18;~+{ The State of Florida is an WEED employer. Q0=wAQ%QfiU2= -_ • .. .. .. .. .. Refund Cement 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.sendelectronicmanwthisentity. instead, contact the office by phone or by traditional mall. If you have arty questions, please contact 850.487.1395. 40&Si gt toSection455.275(1), Florida Statutes, effective October 1, 201Z licensees licensed under Chapter 455, F.S. must provide the Department with an elitk If they have one. The emails provided may bauyod.for o(rdalGommmilcWiin,wth the ncensde. #iow.ever ema8 Od0m.9 sare public record. if you do not wish towhichcanbe7r4de°,available ta*.Ah1t NAic. To determine if you are a licensee undersupplyapersonaladdress, please provide Me'Divirtintnt with8nmt6tl Oitie$s:. P tfipppar+t : £5;, please dick.... . Product Approval AcceptsuEsm Gedit r'ardl- SAFE h4s://www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Q-TRINITYIERD EXTERIOR RESEARCH & DESIGN, LLC. Certificate ofAuthorization #9503 353 CHRISTIAN STREET, UNIT #i13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX, (203) 262-9243 EVALUATION. REPORT Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way FL15216-112 Mission, BC V2V-6E4 Date of Issuance- 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules -and -regulations governing the use of construction materials in the State of Florida. The.documentation submitted has been'reviewed by'Robert Nieminen, P.E. for use of the productunderthe Florida- Building Code.. and. Florida_ Building Code, Residential Vo)ume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections - noted herein._ DEscmPrioN: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of theCode that relate to the product -change. Acceptance of this . Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinitylERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADvERnsEmEwrr: The Evaluation Report number preceded by the words 'Trinity I ERD Evaluated" may be displayed in advertising literature. If any portion of theEvaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Zl Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The Umimge seal appearingwas authorbed by Robert Nieminen, PF. on 04/27/2015: This does not serveas an electronically signed document, Signed, sealed hardeoples have been transmitted to theProduct ApprovalAdminIstmtorand to thenamed client CERnFICAnON OFINDEPENDENCE. 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. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity I ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 1 ! RINITY ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.23,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3,1507.95 on Heating 1507.2.31, 1507.5-3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ 006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ7006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type 11 felt. RhinoRoof Underlayment is available in 42-inch wide roils, and can be produced in. Various other sizes. 5, LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity {ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 5.3 5.4 5.5 5,6 This Evaluation Report is not for use in the HVHZ. Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AH1 for approval based on this evaluation combined with supporting data for the prepared roof covering. Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF CovER OPTtoNs Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Shingles Slate or Simulated SlateShingles Rhinolioof U20 Yes No No Yes Yes No ..... .. Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation, 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type i or 11 or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 FL15216-R2 Certificate ofAuthorization #9503 Revision 2: 04/27/2015 Page 2 of 3 V I WNI'jYIERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6_4 tiiiYaRoof tX2d: . 6.4.1 Fasteners: For exposure < 24 hours; corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2, The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8' diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2ilaipiayers:Rifof"Slifpeali2: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall beminimum4-inches.... Refer-to--Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant -under certain -conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening1ocation printe&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 f ut61a Lacier 2'12 <ttoof5tatte-0•2 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-14neh-side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of thisproduct. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61620-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc: ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140510.02.12-RZ Certy1cote ofAuthonzotion #9503 F'L3Sn6-RZ Revision 2: 04/27/2015 Page 3 of 3 EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate ofAuthorization #9503 353 CHRISTIAN STREEt, UNIT#13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203)262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance 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. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECrioN: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4 ANE1983 The facsimile seal appearing was authorized byRobert Nleminen, Mon04/2712015. Thisdoesnotserve as an electronicallysigned document. Signed, sealed hardcupies havebeen transmitted tothe Product Approval Administrator and to the named cllent CERnFlcAT1oN OF INDEPENDENCE: 1. Trinity IERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for anyprojectonwhichthisEvaluationReport, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. QORINITYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing - Sub -category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of •following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section, properties Standard Year i507.2.3,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1501.83,1507.93,1507.9.5 on Heating 1SO7.23,150753,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.93 Heating, Liquid_Water.Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES. Entity Examination Reference, Date. ITS (TSTI509) Physical Properties 100539395COQ-00610/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST15D9) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCFDESCRIPTION: 4. 1 RhinoRoof U20 is -a multilayered polymer woven coated synthetic roof underlayment intended as- an alternate to. ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-1nch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5. 1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report, refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. if not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TA91.E1 ROOF COVER CIPnONS UnderlaymentAsphaltNil-On aTile Foam -OnTole Metal Wood Shakes . Slate or Shingles _. Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. S. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc, published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or It or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140S10.02.12-R2 Certificate of Authorization #9503 FLiS216-112Revision 2: 04/27/ 201S Page 2 of 3 TWIITY J ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. b_4. RhinoR 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 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 SW a Laver- R6cif.Slishiy>.412: End (vertical) laps shall be minimum 64nches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure:S 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 DVuhte L2AG j'12:<Rot&5kp <AA1- End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -widthsheetoverthestarter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 OA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc: ETL/Warnock Hersey — QUA3673; (604) 520-3321 END OF EVALUATION REPORT - Evaluation Report 140510.02.12-112 Exterior Research and Design, LLC. FL15216-R2 Certificate of Authorization #9503 Revision 2: 04/27/2015 Page 3 of 3 a 9 Speclalty Structural EnglnL=wInq CBUCK, Inc. Certificate of Authorization #8064 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 S- Ekcu-* Seal for EleMedc Subedttal 0 EN No 31242 W= r0, JCUSTATEOF i'•.FLORIOP.•'• S1 if OigitallySignedby: lames GBuckner, P.E. 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 Engineering Report No.: 15-104-MM2-St0RV-ER_14 Page 2 of 7N Sppcialtly Structural Engineenrinq 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 pressurefor allowable stress design (ASD) with a margin ofsafety of2to1. FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 Page 3 of 7 Specialty Structural Englneerincq CBUCK, 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 • Scope 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". Option for application 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 C f Report No.: 15 104-MM2-StORV-ER_14BUCKPage4of7 Specialty Structural Engineering 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): 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 R1 Date: 2 / 26 / 15 A ! Report No.: 15-104-MM2-StORV-ER_14NE31"UCK ' e e Page 5 of 7 SpENciaftj Structural EnglneE=rinq CBUCK, Inc. Certificate ofAuthorization #8064 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 Report No.: 15-104-MM2-StORV- ER_14 Page 6 of 7 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #18064 Installation Method Millennium Metals, Inc. MMI- 2" Steel Off Ridge Vent Attached to Wood Deck 1 5- 1/2" Profile Drawings 18- 1 /4" 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 Plywood Deck Lower Slope Front) Typical Side View (Not To Scale) 3" Higher Slope Back) FL #: FL 16568.1 R1 Date: 2 / 26 / 15 U.SUCK Engineering Page Report No.: 15-1 MM2-StORV-ER_14 SppcialtL j Structural Engineering CBUCK, Inc. Certificate ofAuthorization #8054 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 1 1/2" o.c. 1 1/2" 4" o.c. 4" o.c. Typical, Maximum Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail Base FlangeOR 10 min. V\bod Screws Top Plan View (Not To Scale) Typical Fastening Pattern) Typical Ridge Vent Assembly Isometric View (Not To Scale) Florida Building Code Online r' u P . Page 1 of3 n - Submit Surcharge 1 Scats & Facts ; Publlcatlons I FBC Staff BCIS Site Map Llnks Search I FFba jii 0rMia BCIS Home 1 tog In 1 User Registration . Hot Topics Bus nes Product ApprovalProcofUSER: Public User Regulation . Praeu[t Appf4yel Menu >PtodSKiDrAnOttlillGt! - > Application 's.i5t > Application Decal) FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence FL2197-R5 Revision 2014 Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. MiTek Industries, Inc. 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext7480 dwert@mii.com David Wert david.c.wert@mii.com David Wert 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mii.com David Wert 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mii.com Structural Components Truss Plates Evaluation Report from a Product Evaluation Entity 1CC Evaluation Service, LLC Quality Auditing -Institute Ltd. 12/31/2015 ICC Evaluation Service, LLL. t i 97 R5 'COi iterttfWarn ofjndeoendence Mild Referenced Standard and Year (of Standard) standAa Year ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code 7120/2015 https://www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGF,VXQwtDgv,TEx%2bbkf Florida Building Code Online Page 3 of 3 Cre iS FE https://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEV XQwtDgvrTEx%2bbkf... 7/20/2015 Excerpt from IMES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by - hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSVTPI 1, Chapter 3, Quality Criteria for the. Manufacture of Metal - Plate -Connected Wood Trusses. IMES Evaluation Report GJR_'J" Reissued June 2015 This report is subject to renewal June 2017. www.iRS:gs.orta I (800) 423-6587 1 (562) 66. 99- 0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www. mii.com.. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, M1116, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1. 0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006 International Building Cod'(IBC) IN 2012. 2009, 2006 international Residential Code (IRC) ir. 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC: Property evaluated: Structural 2. 0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3. 0 DESCRIPTION 3A MiTek® M-16 and M1116: Model M-16 and Model MII 16 metal truss connector plates aremanufacturedfromminimumNo. 16 gage 10.0575 inch total thickness (1 46mm)], 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 - metalthicknessof0.0565 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 andformedintotwoopposingteeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shapedintoatwistedconcaveform, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9. 4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3- 2 MiTek® M-2.0and M1120: 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 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 stampedoutandformedatrightanglestothefaceof the parent metal. Each module has four slots, OA5 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 eachmodulehavingeightteeth. The transverse centerlines of adjacent slots are staggered 015 inch 3. 8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced W5 inch (5.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point See Figure 1 of this report for details. 3. 3 MiTek® M-20 HS, Mil 20 HS, and MT20HST": Models M-20 HS, Mil 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage 10'0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability ( HSLAS-F), with a G60 galvanization coating 0, 0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/42inch-by-14nch (19 mm by 25.4 mm) modules ofteetharestampedoutandformedatrightanglestothe 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 resultingineachmodulehavingsixteeth. Each module is separatedbya0254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6. 4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point See Figure 1 of this report for details. 4. 0 DESIGN AND INSTALLATION 4. 1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC- LS it>a/uatianReports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed asanendorsementofthesubjectofthereportorarecommendationforitsuse. Acre is no warranty by /CC Evaluation Sernire, I.LC, express or implied, as to any fndingor othermatter in this report, or asto any product catered by the report page 1 Of 5 Copyright 0 2015 ESR-1311 1 Most Widely ACee ted and Trusted Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin2lPLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mll 16 Douglas fir -larch 0.5 . 176 121 137 126 Hem-flr 0.43 119 64 102 98 Spruce -Pine -fir 0.42 127 82 75 107 Southern pine 0.65 174 126 147 122 M-20 and MII 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pin e-fir 0.42 197 144 143 137 Southern pine o 55 249 190 184 200 M-20 HS, Mll 20 HS and MT20HS _ Douglas fir -larch 0.5 165 146 135 143 Hem fir 0.43 139 111 97 109 ., Spruce -Pine -fir 0.42 148 10.8 107 103 Southern pine 0.55 187 143 138 150 For SI: 111)f9? = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to Load, wood .grain .perpendicular to load EE = Plate Ferperidicular i0 load, wood grain perpendicular to load3AIItrussplatesarepressed,into the mod for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY M-16 AND Mll 16 M-20 AND MII 20 M-20 HS, MII 20HS.ANp MT20HS Efficiency PoundshnchlPair Efficiency Poundslinch/Pair Efficiency Poundslihch/PairFORCE DIRECTION of Connector of Connector of Connector Plates Plates Plates Tension Values in Accordance with Section 5A.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 00 0.70 2012 6.50 880 0.59 1505. Tension @ 90° 0.36 1013 0.47 820 0.48 1219 Tension Values in Aocordanoewith TPI-1 vAth a LiEi2iation [see Section 5.4.9 (e)) Maximum r4et'tection Occurs over the. JbaltZ . Tension @ 0° 0.68 1945 0.62 1091 0.67 1716 , Tension @ 900 0:30 849 0.48 841 0.52 1321 ShearValues Shear @ 00 0.54 1041 0.49.. 574 0.43 761 Shear @ 30° 6.61 1173 0.63 738. 0.61 1085 Shear @ 60° 0.73 1402 0.79 936 0.67 1184 Shear @ 90° 0.55 1055 0.55 645 0.45 792 Shear @ 120' 0.48. 914 0.42 490 0.34 608 Shear @ 150° 0:35 672 0.46 544 0.3 537 For SI: 1 Ibrnch = 0.175 N/mm, linch = 25.4 mm. NOTES: Minimum Net Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes thr ough a fine of hot".. ZMaximum. 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 Accepfed and Trusted Page 5 of 5 0.125' 0-2W 0.5W 0 3w 32mm 64}-mm 127mn 93mm U.Oo bon, On Boo 00o- DOo ^ o Boo DOD404 -:00o 000 000 000 00o 0o0 r 10Oo Boa 00o M-20 HSI Mll 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report ESR-1311 f-bt; Suppiement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0643 A Subsidiary of the International Code Council DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mll 20, M-20 HS, Mll 20 HS, AND MT20HS- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, 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: t 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mll 20 HS, and MT20HS114, described in Sections2,0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe201:4..and.20ID.Fldrida $urldrn .Code—RestdtaxrUal,. provided the design and installation are in accordance with theslntemationafBuilding :Code...(1BC);ptov{sions noted in. the master report. Use of the MiTek®Truss Connector Plates M-16, Mil 16, M-20, Mll 20, M-20 HS, Mll 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 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. rCC.ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construedasanendorsementofthesubjectofthereportorarecommendationforitsuse. There is no warranty bylCC Evaluation Service, LLC, express or implied, as w . — toartyfindingorothermatterinthisreport, or as to artyproduct covered by the report. .. Page 1 of 1 Copyright 0 2015 ICC ES E-uniiin ion Report L.V IN- 1 aJ . . Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com.. EVALUATION SUBJECT: MiTek° TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mll 20, M-20 HS, MII 20 HS, AND MT20HSTm 1.0 EVALUATION SCOPE Compliance with the following codes: P. 2012, 2009, 2006 International Building Code® (IBC) 4. 2012, 2009, 2006 International Residential Code® (IRC) R-2013 Abu Dhabi International Building Code (ADIBC)t rThe ADIBC is based on the 2009 IBC_ 2009 IBC code sections referenced in this report are the same sections in the ADIBC: Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and Mll 16: Model M-16 and Model MII 16 metal truss connector platesaremanufacturedfromminimumNo. 16 gage [0.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [OA005 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 lancedandformedintotwoopposingteeth, 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 cutoutarea. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch9.4 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 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 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 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 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 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 ofthis report for details. 3.3 MiTek® M-20 HS, MII 20 HS, and MT20HS°A: Models M-20 HS, MII 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1-inch (19 mm by 25.4 mm) modulesofteetharestampedoutandformedatrightanglesto the face of the parent metal. Each module has three slots, 0.A5 inch (11.4 mm) long and 0.125 inch (32 mm) wide, fabricated by punching two teeth out of each slot area, andresultingineachmodulehavingsixteeth. Each module isseparatedbya0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction.. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC-ES Evaluatian Reports are not to be construed as representing aesthetics or any other auributes not specifically addressed, nor are they.? or impliedbe construed as as an endorsement of thesubject of thereport or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express , toanyfendingorothermailerinthisreport, or as to any product covered by the report Page 1 of S Copyright C 2015 ESR-1311 I Most Widely Aeceptedand Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT* (Iblin2/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 00 Spruce -pine -fir 0.42 127 82 75 107 Southern pine ... 0.55.... 174 126 147 122 M-20 and MII 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129. 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine., 0.55 249 190 164 200.. M-20 HS, Mil 20 HS and MT20HS Douglas fir -larch 0..5 165 146 135 143 Hem -fir 0.43 139 111 109 Spruce-pine-fr 0.42 146 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 1lbfinz = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. ZAA = Plate parallel to load, wood grain parallel to loadEA = Plate perpendicular to load, wood grain parallel to loadAE = Plate parallel to load, wood.grain_perpendicular to load EE = Plate perpenduxilar 1D load.. wood. grain perpendicular to -,load3Alltrussplatesarepressedintothewoodforthefulldepthoftheirteeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial emlledrent roller pre53es and.hydrauiic platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND Mil 20 M-20 HS, MII 20HS AND MT20HS Efficiency Poundslinch/Pair of Connector Plates Efficiency Pounds/inch/Pair of Connector Plates Efficiency PoundslinchtPair of Connector Plates . Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 00 Tension..@ 900 0.70 0.36 2012 1013 0.50 0.47 V 880 0.59 1505 820 0.48 1219 Tension Values inAccordance with TPI-1 with a Deviation [see Section 5.4.9 (e)) Maxim0m Net Section Occurs otter. the Join? Tension @ 0° 0.68 1945 0.62 1091 0.67 1716 Tension @ 9,0° 0.30 .. 849 0,4g 841 0.52 1321 Shear Values 0.54 0.61 0.73 0.55 0.48.. .. ... 0.35 1041 1173 1402 1055 914 672 0.49... 0.63 0.79 0.55 0.42 0:46 574 738 936 645 490 ... 544 0.43 0.61 0.67 0.45 0.34 0:3 761 1184 792 608.... 537 . Shear @ 0° Shear @ 30° Shear @ 60° ... Shear C 90 ° Shear @ 120' Shear @ 150° For Si: 1 Iblinch = 0.175 NJmm, linch = ZbA MM. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation, For these plates, this line ppsses thrgtgh a line of holes. 2Maximitrri 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 ofthe plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 0.12V 0 25(T 0-5W 3:2mm 04Mm 12.7mm fed -nao bon Poo Ong A s o POO Ono ono a goo ono oo r ` goo Goo 0,50 0.3w 933mm R M^20 HS1 Mill 20 HSI MT20HS FIGURE 1-APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report rov ` UPPIU 'U"` Reissued June 2015 This report is subject to renewal June 2017. lo www.icc-es-orta (800) 423-6W 1 (562) 699 0543 A Subsidiary of the International Code Counci DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 63—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mil.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mill 20, M-20 HS, MII 20 HS, AND MT20HS' 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, MII 16, M-20, MII20, M-20 HS, MII 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: s 2014 and 2010 Florida Building Code —Building a 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTeOTruss Connector Plates M-16, MII 16, M-20, M11 20, M-20 HS, MII 20 HS, and MT20HSTm, described in Sections2.0 through 7:0 0# the master evaluation report ESR 13;f 1; comply with the 2014 and 2010 Florida Building Code Building and lira 201i4 and 2010 F%,Ifda Buii C.'d providedtereport a design and installation are in accordance with the Jnferriatronel Burld ng £ade {IBC) p Use ofthe MiTek®Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HS"m has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For .prodtzets falling under .Florida Rule:9N-3, verificafiatr that the report holder's qualityinspea assurance ons ro 9 candiacted istFiequal'rfjc assuraiic8 _erifiy approved. by the Florida Buitdtng Coinmisston far the typerespgisi6tlttyofab; apptoyed validation sntitj (or the code. official when ftte iepart. hotdet does not possess an appmyal by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICCEv SEaluationReports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed asanendorsementofthesubjectofthereportorarecommendationjaritsuse. There is no warranty by ICCEvoluation Service, LLC, express or impliec4as to airy findingor othermatter in ibis report, or asto any product covered bythe report. page 1 Of 1 Copyright 0 2015 ICC-ES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. vlrww.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the international Code Council° DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HST' 1.0 EVALUATION SCOPE Compliance with the following codes: A 2012, 2009, 2006 lntemational Building Code® (IBC) N 2012, 2009, 2006 International Residential Code (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 2009 IBC..2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek® M-16 and MIl 16: Model M-16 and Model Mil 16 metal truss connector platesaremanufacturedfromminimumNo. 16 gage [0.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel., with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.,.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lancedandformedintotwoopposingteeth, protruding at rightanglesfromtheflatplate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionallyshapedintoatwistedconcaveform, facing the slot cutoutarea. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch9.4 mm) long, and there are 4:8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1'/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and M1120: 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 [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 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.e mm) in a 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 formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details.. 3.3 MiTek® M-20 HS, MII 20 HS, and MT20HSTm: Models M-20 HS, MII 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)1, ASTM A653Grade60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0:013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-by-14nch (19 mm by 25.4 mm) modulesofteetharestampedoutandformedatrightanglesto 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 ofeach slot area, and resulting in each module having six teeth. Each module isseparatedbya0.254rich-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 6A mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details: 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depthoftheirteethbyhydraulic -platen embedment presses, rued ICC-T;S Gilaluarion Reports are not to be construed as representing eestheiics orany other attributes specifically addressed, nor are theey rooe `n° eld, as as anendorsement ofthe subject ofthe report or a recontmadore orb byuse, There the repot[ is no v arrant b ICC Coaluarion Service, LLC, express P to arty findingor other matter in This repot!, or to to any productPage 1 of 5 Copyright 0 2015 Page 305. ESR-1311. _ Most Widely Accepted and Trusted TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in2IPLATE) EA LUMBER SPECIES SG AE EE M-16 AND Mil 16 Douglas fir -larch 0:5 176 ..._ 121 137 102 126 98 Hemfir ._ 0.43 119 64 82 75 107 Spruce -Pine -fir 0.42 . 127 . . 174 126 147 122 Southern pine 0.55 ... M-20 and Mli 20 195 Douglas fir -larch 148 180 129 190 145 4Hem -fir 0.43 144g249. 143Southern 131 Spruce -pine -fir 0.42 190 184 200 pine 0.55 M-20 KS, MII 20 HS and MT20HS " 0.5 165 146 135 97 143.. 109Douglasfir -larch Hemfir 0.43 139 111 148 108 107 103 Spruce -pine -fir 0.42 143 150 Southern pine 0.55 187 ... For SI: llbfin2 = 6.9 kPa. NOTES:to area on onlyToothholdingunits = psi for a single plate (double for plates on both faces when applying one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to loadEA = Plate perpendicular to load, wood grain parallel to loadAE = Plate parallel to load, wood grain perpendicular to loadEE = Plate perpendW*to toad, woad grain perpendicular to:loadforthefulldepthoftheirteeth by hydraulic -platen embedment presses, multiple roger presses that3AlitrussptatesarePressedintothewoodfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic platen pressesusepartialembedmentthatfeedtrussesintoastationaryfinishrollerpress. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES 1Jd120HS AND MT20HS PROPERTY FORCE DIRECTION M-16 AND MI116 Efficiency Poundslinchl of Connect Plates Tension. Values. in Accordance with Tension @ Co 0.70 2012 Tension @ 90 0.36 9013 Tension Values in Accord MaAmu Tension @ 0° 0.68 1945 Tension @ 90° 0.30 849 Shear @ W. Shear 30° @ 0.54 0.61 1041 1173... Shear @ 60° 0.73 1402 Shear @ 90° Shear @ 120° 0.55 0.48 1055 914 Shear @ 150° 0.35 672 Pair or M-20 AND MII 20 M-20.HS, . Efficiency PoundslinchlPair Efficiency P of Connector of Connector Plates JPlates Section 5.4.4.2 of TPI-1,.(Minimum Net Section over the Joint)` 0.50 880 0.59 1506 0.47 820_ .. 0.4g 1219 Wth TPI-1 with a Deviation jSEe Section 5.4.9 (e)] anoem .Net Section Occursover the Join. 0. 62 1091 0.67 1716 OAS 841 0.52 1321 Shear Values 0. 49 574 0.43 761 0. 63 _ .738 0.61 1085 0. 79 936 0.67 1184 0. 55 645 0.45 792_ 0. 42 490 0.34 I.608 0. 4fi 544 0.3 537 For SI: 1 Iblinch = 0.175 N/mm, 'uncn = zD.4 nnn. NOTES: MinimumNet Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this lime passes through a line of holes. Net Section -Aline through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these ZMaximuRnplates, this line passes through a section of the plate with no holes. Page S. of S Most Widety._Accepted and -Trusted - 0.12V 0.25t+1` fl.SOG" 0:3E5. 3.2mm EAmm 127wam 931" E Roo 00g0uj1 Cl 000 000 000 Y j no 000 A M-20 HS, M1.120 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (In Inches) (Continued) IMES Evaluation Report RJR- f&dw-r•--••-____ Reissued June 2015 This report is subject to renewal June 2017. www.1ce-es-or4 l (800) 423-6587 1 (562) 699 0543 A Subsidiary of the International Code Council R DIVISION: 06 00 QO—WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com. EVALUATION SUBJECT: MiTele TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTm 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, Mil 16. M-20, Mll20, 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: A 2014 and 2010 Florida Building Code —Building fl 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeOTruss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mll 20 HS, and MT20HST"', described in Sections 2.O:thrcxugtl 7:0 of ih :rti t:eualuaiicin report E6R=1311,.comply with the 2014 and 2010 Florida Building Code —Building and i%2D34 and2(?1 Fk ada BtrAcfmg Goci&_-Rg denflbl, provided the design and installation ere in accordance with the Intemation,a[Blxrldrng Goole° (4 ) p '+sion$' oted.in.il a master report: Use of the MiTek®Truss Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, Mll 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. Forprodticts talii g under Florida: Rule 9N- , verificatson that Commissionreport fo ltf3e+iy¢eao'fynspediionsbeing conductedisprogW the quality as$ ttncen ity apty by. the Finrida Buttdsng respoa7 ;'b - l ara apR?oue validation. entity (or the .code'official when the tepoct.holder ages notpossess_.an approval. by the Commission).. This supplement expires concurrently with the master report, reissued in June 2015. h Y ez ress or im lied as i ICC-ESL• raluation Reportsare not to be construed as representing aesthetics or any otherattributes not spec f tallyaddressed, nor ore They ru he canslrued as onendorsementofthesuhjecioftinereportorareconimendalionforitsuse: There is no varran b XC.F.raluarian Service. l.1.C, P P to anj finding or other fuller in this report or as to arT product coveredby the repoK Page 1 of 1 Copyright © 2015 IMES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. www.(800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Councilicc-es.orct DIVISION. 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mil 20, M-20 HS, M1120 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: It 2012, 2009, 2006 International Building Code® (IBC) 2012, 2009. 2006 international Residential Code (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t 1Tne ADIBC is based on the 2009 MCI. 2009 IBC code sections referencedinthisreportarethesamesectionsintheAMC! 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 MI 16 metal truss connector plates are manufactured from minimum No. 16 gage [ 0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inchthicknessoneachside (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 perpendicularaxisoftheplates. The metal displaced by the slot is lancedandformedintotwoopposingteeth, protruding at rightanglesfromtheflatplate. Each tooth is diagonally cut, thereby fonning a sharp point. The teeth are additionallyshapedintoatwistedconcaveform, facing the slot cutoutarea. 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 inch0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to12inches (305 mm), and lengthwise in 11/4-inch (31.7 mm) multiples., See Figure 1 of this report for details. 3.2 MiTek® M-20 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 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 teethstampedoutandformedatrightanglestotheface 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 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross sectionatitsbase, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, MII 20 HS, and MT20HSTm: Models M-20 HS, MII 20 HS, and 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 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-l-inch (19 mm by 25.4 mm) modulesofteetharestampedoutandformedatrightanglesto the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0A25 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, andresultingineachmodulehavingsixteeth, Each module isseparatedbya0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots arestaggered0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8A 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 Cvaluation Reports are not to be construed as representing aesthetics or anyother attributes nor specifically addressed, nor are they to be construedIFasanendorsementofthesubjectofthereportorarecommendationforitsuse. There is no warranty by ICC valuation Service, I.LC, express or implied, as to anyfinding or other mailer in this report, or as to any product covered by the report Page I of 5 Copyright 0 2015 ESR-1311 Most Widely Accepted and Trusted Page 3 of 5. TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in2/PLATE) LUMBER SPECIES SG EAAE EE M-16 AND MY 16 0.5. 176 121 64 137 102 126 98Douglasfir -larch Hem -fir. 0.43 119 127 82 75 107 Spruce -pine -fir 0,42 174.. 126 147 122 Southern pine 0.55 _.. M-20 and Mil 20 .. 0.5 220 195 180 190 Douglas fir -larch 148 129 14b Hem firrDouglasfir-larch 0.43 185... 0.42 197 144 .. 143 137 fir 0.55 249 190 184 200 e M-20 HS, M1120 HS and MT20H$ 0.5 165 146 larch _ _... 135 97 143 109 0.43 139 111 103 0 42148108107fir__.., 138 ne 0.55_187143 For St: 1 ibrm2 = 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 loadEA = Plate perpendicular to load, wood grain parallel to loadAE = Plate parallel to load, wood grain perpendicular to loadEE = Plate perpend,piilar:ib load woodgrain perpendicular totoad theforthefulldepthoftheirteevbyhydraulic platen embediwant presses multi rofler presses that All (russ plates.are.pressed into +wood usepartialerrsbedmentfollowedbyfull -embedment rollers, or. cOcllbtnations of partial erribedmsnt ralierpresses: and hyd(au',lc platen Presses thatfeedtrussesintoastationaryfinishroilerpress. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES M- 20 AND MII 20 M-20 HS, M1120HS AND M720HS PROPERTY M-16 AND MII 16 FORCE DIRECTION Efficiency lPoundslinc ofConnePlates Tension Values in Accordance v4i Tension @.0° 0.70 2012 Tension @ 90' 0.36. 1013 Tension Values in Acco Maxim Tension @ 0° 0.68 1945 Tension @ 900 0.30 849 Shear @ 0° .. 0.54 1041 Shear. @ 30' 0.61 0. 73 1173 1402 Shear@60' Shear @ 900 0.55 1055 Shear @ 120° 0.48 914 Shear @ 150° 0.35 672 For SI: 1 Ibrinch = 0.175 N/mm,1 incn = Z0.4 mrn. h/ Pair rdance mum Efficiency Poundsllnch/Pair Efficiency yP dslinector'r tor of Connector of Plates Plates th Section 5.4.4.2 of TPI-1 (Minimum Net Section over the IdKt 0. 50 880 0.59 1505 0. 47 820 __ _ .. 0.48 1219 with TPI-1 with a Deviation [see Section 5.4.9 (e)] Net Section Occurs over the Joine 0; 62 1091 0. 1 1716 0: 48 841 0.52 1321 Shear Values 0. 49 574 0.43 0. 63 738 0.61 1085 0. 79 936 0.67 1184 0, 55. 645 0.45 792 . OA2 490 0.34 608 0. 4.6544 1 0.3 537 NOTES: MinimumNet Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line. passes through a line of holes: 2Ma) iniurh 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 o . f 6 0 126" 0.2&r 0,5W 32mm 64mm 127mm aa boa 0 1. 00 000 OGG hnogOo Ono 000 Ono 00. GBO Ono ti logo Ono 000 M.V-20 HS, Mll 20 H.Sl MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report. t:bK-1s1l ram 0uNNiGf11crra Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orq 1 (800) 423-6687 1 (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 WWW. EVALUATION SUBJECT; MiTek TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mil 20, M-20 HS, M1120 HS, AND MT20HST'A 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, Mll 16, M-20, Mll20, 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: s 2014 and 2010 Florida Building Code —Building 4 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, Mil 20 HS, and MT20HSTm, described in Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe2014End2010FloridaBuUding: Code—Residentief provided the design and installation are in accordance with the International BuHtiiruJ Coded (18C) provisions noted in the, master report. Use of the MiTeleTruss Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, Mil 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 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. CC -ESEvaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement ofthe subject of/he report or a recommendationt ered by the reportorR no varranry byICC Evaluation Service, L 1 G express or implied, as to anyfinding or other matter in this report, or as to anyproduct y P Page 1 of 1Copyright 0 2015 Florida Building Code Online ,' ; Page I of 2 o i tlC itiltEflt BCIS Home I Log in User Registration i Hot Topics Submit Surcharge I Stats & Facts Publications FBC Staff I BCIS Site Map Links search5 Busines ftrCCJJiI-) Product Approval USER: Puol c User C Uiatio 1 EM14 AWV-. r py s-Przxiln,or Aoa_ tien''.rI h > AeggoOgI", > AWWitiart Dlta" FL # FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer BMP International Inc. Address/ Phone/Email 4710 28th Street N St. Petersburg, FL 33714 727) 458-0544 benmeng8@yahoo. com Authorized Signature Xianbin Meng benmeng6@yahoo. com Technical Representative Add ress/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 IJi 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 iL Validation Checklist - Hardcopy Received Certificate of Independence F04239 R3 COI j0#U_odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard ASTM D1761-06 ASTM D1761-88 Florida Licensed Professional Engineer or Architect p 14230 R3 Eases > aylY,p_dfyear 2006 2000 https:// w,w.floridabuilding. orglpripr_app_dtl.aspx?param=wGEVXQNwtDquDEJErtOSCei... 7/20/2015 i i Florida Building Code Online Page 2 of 2 a4 Product Approval Method Method 1 Option D Date Submitted 04/23/2015 Date Validated 04/30/2015 Date Pending FBC Approval 05/06/2015 Date Approved 06/23/2015 Surnmary.of Products FL # Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1" Steel Tie -Down Clip System (For Use with Mechanical Units' and 2" Models aL.Roof or Grade) Limits of Use Installation Instructions Approved for use in HVNZ: Yes FL14239 R3 11%DWQ Pdf Approved for use outside HVNZ: 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 F1.142.39- R3 AF.'Uv ndf system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. Contar.t.;i.:: ro44 North Hankx Street TaoAha ee Fl 3234++ Phone: &50-A87-f $24. The State of Florida is an AA/EEO employer. 3244 K-Flwitla..:: PriyA$Y Statement .: Acoessi¢#jtvStatrment :: Refund Statement Under Florida law, email addresses are public records. It you do not want your e-mail address released in response to a public -records request, do not sendc[EGtroNCIt>att to this entitg. Tnsteafl. CbnlaGt,tfie deice by phpM-or try traddtonal mail. 11 y4u Qve any.Q tlohs, please contaCOISM 87.239S.-Pdriwnt to SQ6,ldo455.2*1) hlori4a $1aWtes; eIfadlve October1,-2012, tklnseeS IKensed under Chapter 455, i s.. must provide the Deparrfi' eM vMhan erMU address if tt+ eY t+3ve.dtte.:'rhe' ' ils firov1ded nio be used for offtdai t4nutttinkatbts wt{h the tkensee. However etnao.addresses are pub* record. It youdo rt.vrish to rp+ fy,apersodai addles, Pwase provide ,thO Dcpaztrrontwith ari emailaddress which can be made available to the public. To determine If you area licensee under Chapter455,, F.S:, please click here . Product Approval Accepts: sr' uriit 4+cress #ca https:// v<<ww.floridabuilding.org/pr/pr_app_dtl.aspx?parani=wGEVXQwtDquDETErtOSCei... 7/20/201 S i BMP INTERNATI11 ONAL, INC "{.. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS I DESIGN NO_T_E5:, * ? TtiMINr.WEIGHT, -2 % MFCHAN? CAL UNIT -- TH15 PRODUCT' HAS BEEN DESIGNED IN ACCORDAN7 St', E 7•10 AND THE FLORSSArO `C' "q5 PERSEPARATEBUILDINGCODEFORUSEWITHINANDOUTSIDETHCITYMURRICANFLONtCERTIFICATION, TYP. I It: IN "ItE ACCOMPANYING DESIGN SCI-EOSIGN CI MFUAUSED ofm lt•7', CALCULATE THE Ali0WA8LE ROOF -TOP HETG'+fTS CASCE 7"k0'S£QTON 29,5-.1 T\ roR POOFTIOP HETr' t (l(),560'FT ANDSECTION 25R':ROOF TOP HEIGHTS SECTION 29.4,764R tNSTALIATID.NS ATGR,tDE(GCf},.x,,,y-ml.iOW[TMIH-TTIE f/MM1H2,. 'dI CENTER OF GRAVITY I \ (Cri T.y,.a+V` 3.40,OUT5}DE THE {pr',Id, (GG1 S FOR ALL LOCATIONS (CDHCVAW T). fftttt t 4 W °• Cry A5SUMEU'O ACT AT THE '`I A.-d.THER DFS4GNVARIABLES ARE It/ AAT'tCE 1WTH ASCE T=10U(iJr"ERS 70-$29, Z k L R. GEOMETRIC CEN I'ER OFTHE i ! - ` THE HEIGHTS LISTED IY 1`ME DESIGNC'HEDUL SREPRESENT THE ALLOWAB E HEIGHT Ofz W II S SEE. DESIGN MECHANICAL UNIT. G' I THE BUILDING. THIS PRODUCT' APPROVAL ALLOWS FOR EACH UNIT TO BE INSTALLED ON A s7 w tCENTER OF . ' SCHFOULE FOR ]CATION BY OTHERS) N TOP OF THE HEIGHTS aa MEC- lANICAI UNI't'MUST6Et ( 15XIMUM 30'TALLAI STANDUCERTif -R O wtt'',, rN ._.S rJ v GRAM, Y: MAXIMUM SURFACE M NL7 }: J SQUARE OR RECTANGULAR = u+ L ED 1N THE OES;GN SCHEDULES, ES.. 11OI to 5 3 jj NO IRREGULAR SHAPES.. AREA AND UESIGN t. __ _.v-•-.--.— --- U =' - PRESSURE, TYP. xo - GENERAL NOTES: d 1. THIS PRODUCT HAS BEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANCE WITH SILL g' u STEEL TIE -DOWN CLIPS. ,HE REQLr1RFMEN?S UF'TNE fLOR:OA BIIIt DING CODE h ASCE 7 f 0. THISPROUVCT MAY SEE DETAIL113 & 213 V' I 'FOR CUP INFORMATTON, BE USED WITHIN AND OUTSIDE THE HIGH VELOCi TY HURRICANE ZONE. L 2NO33. W% INCREASE IN ALLOWABLE STRESS HAS BF.FN USEDIN THE [DESIGN OF THIS M TINE' SYSTEM. 3. DESIGNISBASED ON CITENT PROVIDED PRCDLICT AND DIE SHEETS FROM TEST REPORTS !,jfi;; a}Q 7 A„, AT Oi 74'L,4T _.BY"ESTING EVALUATION L40ORA7llRIES, [:,4 s INC- NO 5U85Ti'VPIONS WITHOUT WRITIEWAPPROVAL BY THIS ENGINEER SMAI.1. BE - 3' MAX"' PERMITTED. 'z 3- MAXTv,4 MAXIMUM & MINIF'UM UIMENS40N5 AND MINIMPub WEIGHT OF ME01-NICAL UNIT SHALLTYP.CONFORM TOSPECIFICATIONSSTATEDHEREIN. All MECHANICAL SPECIf[LAtiUNS ^ p(CLEAR SPACE, TONNAGE, ELL. SHALL BE ASPER MANLFACTVRER RECOMMCNDA7IONS 0HDST STRUC"IUREDESIGMANDARETHEEXPRESSREEPONS:81LITY OFTHE CONTRACTOR.BY OTHERS SIF.F. DE51;W %'5. FASTENERS TO BE >f12Xii' OR GREATER SAE G"DF. 5 UNLESS NOTED OTMFRV,I SCIiEDULES FOR - •(',; SyF.1 TAPCONS REFERRED TO HEREIN SHALL BE ITW 8,IILDF71 BP.ANC, CARBCN STFF.t ONLY, ALLOWABLE SUBSTRA? ES INSTgILEO TO 3000 p5: t41N CONCRETE. SEE AVID" SCHEDULE FOR AfJCItOR Q N ti fjC37. RECFUIPEMEYIS, ALL FASTENERS SHALL HAVE APPROPRIATE CORROSION PROTECTION N 3. N• TYP, Y\ MIL1 isTO PREVENT ELECTRO YSIS. MECHANICAL UNIT ` o 5, ALL Si'eEl CLEFSSHALL BE AS'TM A283 STEE (GRADE O) uYITM Fy =33 KSt OR BETTER. ALL STEEL t4EMBEA.S SFIALL BE PROi ECTED AGAINST CORROS OM W7Tt1 AN APPROVED won COAT OF PAIN 1, ENAMEL OR OTHER APPROVED PROTECT70N.. [40 RATED COATING H• v G V Z 1 TIE - DOWN ISOMETRIC REQUIRED FOP. ALL COASTAL INSTALLXOONS, z O TY('€'OF CLiPANp.KVMBE}; QP': RS 7,- ALL CONCRETE SPECIFIED HEREIN IS NOT PARI'CF7M25 CERT°FICA: TION, ASAMINIMUM, G E 1 } Q 1'•0" ISOMETRIC PER COPNER VIILL'VARY PER . ALL CONCRETE SHALL BE ST U, TIJFMi CLTNCRETE 4 MIN. 7TII(:N ANU SHALL HAVE H w w CO.'iNECTION' 3`lPESCI^C5 ON SHEET 2 N,TTJIMUM COMPRESSIVESTRENGTH OF 3000 PSI, UNLESS NOTED OTHERWISE. a. 5 E. THE CONTRACTOR IS RESPONSIBLE TO INSULATE Al I MEMBERS FROM DISSIMILAR C. MATERIALS TO PREVENT ELECTROLYSISm G' TIE -DOWN CLIP DIRECTIVE EXAMPLE - y. E,:ECSRICALG ouND, tVHEN REQti'Rf° Ta'BE OWry `Ea x1NSTALLEO 6Y8THItit5 10. TH.EADEQUACY OFARY WXlVIVO S'RV4TL+RE TO YfTHSTAMD 5UPERIMP08ED LOADS 5 (THE FOLLOIVING'EXFMPLE ILLUSTRATPS'THE PRO(:E.DtIRF. USEDTO-°ETERMINE THE MAXIMUM ALLOWABLE ROOF -TOP INSTALLATION HEIGFIT 11 CR ANY GIVEN SHALL C$ VERIFIEDBY THE O?{S'70 DWSSGtt PROVE510NA. AND IS NOT'INQ.UGED }N CL MECHAMTCM. C1f+1T TMA7 CONFORMSTD THE. DIMENSION RESI'RICIIONS ANDDESIGN CRT. LISTED 11FAEIN, SEE SHEETS 4-5 FOR DESIGN SCN_WLES ; THIS-CERTIVICATION.EXGEPT AS EXPRESS Pfi(JVI°EJ TITER EIN, NOA.UOf'TONALpA j try. CERT}FICA' TIONS OR AFFIRMATION ARE INTENDED. g q MECHANICAL. UNIT CRITERIA: lt•.'CTHE SYSTEM DETAILED HEREIN- IS CNCR7C ANU DOES NOT PP.OVIDEINFORMATIONFOR t} f. ON51DER SHEINSTFLLAY'IOk OF (3) MKHANICAL UNIT' WT'H THEfOLIUWING CTRfTER1A_ A SPEftF:C 5[iEFOR SITE FE NOTION DIFFERL`N'f FROMr SHALL CONDITIONS DETAILEDt } I HE.RFINALICENSECIENGINEERORRE(+.5'1tP.EU ARCHTECSHALLPREPARE SITE vwt=ILO MPS, EXPOSUPE'B' SPECIFIC [DOCUMENTS FOR USE IN CCNIUNCIION WITH THIS DOCUMENT', y <8" TALL x 4$I DEEP x 48' WIDE, 100 L8 (WEIGHT AS VERIFIED BY OTMI-1 72, VIFTCR.-TIGHTNESS OF EXISTING HOST SUBSTRATE SHALL BE THE FULL RESPONSIBILITY 1ftrW f iiii A fNiTA_ LED TO :000 F51 CHIN CONCRETE WITH (1J•" CLIP AT EACHCORNEROF UNIT (TOTAL OF (4) CUPS) - OF THE INSTALLING CONTRACTOR. CONTRACTOR SHALL E'tSl1Rf. THAT ANY REf40V=0 ( T PR© eEDURE, OR ALTERED WATERPROOFING MEMBRANE IS RESTORED AFTER FABRICATION AND +Ts INSTALLATION OFSTUCTUREPROPOSEDHEREIN. THIS ENCINFF..R _HALLNOT BE } ,S I RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUE: WHICH MAY OCIJR AS } ( }y A S PROCEDURESTEP - RESULT h _ W. 41 ER -TIGHTNESSSHALL DE THE FULL RES PGNSIBIL}T" OF THE INSTALLING ; { } ` q 7 UETPJtMLNE. r!+..f, CONNECTION 'irPE BASED ON THE OTAGRAM50N 5TKE72 CONK -CTION TYPES. ': - CONTRACTOR. i ( I8A.. DETERMINE -1CH DESIGN SCHEDULE TABLE TO USE THIS INSTALLATION IS INTENDED FOR A Vult-l" MPH, EXPOSURE B'.1HIS DESIGN 13. FOR AN EXPLANATION SED IN THIS OF EXPOSURE CATEGORIESSECTION 2 .HAT ACCOMPANY THE Vult WIND I CP. 4TERfA CORRESPONDS TO TABLE 5 SPEEDS USED I::"J THIS APPROVAL, SEE SECTION 26„7.3 OF ASCE 7 L0. L IA 1 RETER:" 1NE J.AF,GESTFACEAREA OP MECHANI(:AL UNIT TO 8E INSTALLED j4$'x48"=15f'" THIS UNITHEIGHTOF40' IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF 48". _ SS-43J2 I7 8YTArfi: NOTE: THIS PRODUCT APPROVAL ALLOWS THEUNITTD DEINSTALLED ON 70P 4CHECK MAXIMUM UNIT HEIGH]'RESTRICTION OFAN AID STAND TMA7 SA MAXIMUM 30"TAL4. IFANA/C STAND IS UTILIZED, s I " CHECA TO SEE THAT THE STAND DOES NOT EXCEED 30fN HEiGMf THIS LOFT ANO LESS THAN D A FT. STILE EI H SLESS 5 FOP, THE L. 'CktyCR ffNNM UNIT-N1 ESITJ' TliN. W IH is. H BATiri THAN THE MINEUKALL , THIUNIT MAY BE N5T71 I FD AT ROOFHEIGHTS LESS THAN OR EQUAL'TO 35 FT. Ir h DETERMINE THE ALLOWABLE ROOF• TOP HEIGHT OF THE INS'TALLA.TION ADDITIONALI Y THISUNIT MAY BE INSTALLED ON ROOFTOP HEIGHTS GREATER TABLEHE NUMERICAL ^ M {{ VALUE OF THIS DESIGN EXAMPLE9 CUI f CONNECTI0NTYPE CI C, ' L_C.I.IP - UTILIZE (1) AT EACH CORNER FOR A.TOTAL OF (4) PER UNIT i u i t d a : rr CUPS 3' MAX ., r MAXc3 CONNECTION TYPE C3 flTtilZE i11. 14,TC.ACFiCORN St FOR A IOTAI OF ANCHOR SCHEDULE: 111 CLIPS 2" CLIPS St y UBSTRA" T"E''{ DESCRIPTION 1) 5/16'0 CAR' STEEL ;, l.)5/16`O CARBON Sl-L'+ ICONCRCT, ITN BUILOEX TAPCON 2Y.' FULL EN BEDTO I CONCRETE IT' S BUII DE%TAP=-" 2Y,' FULL EMBED TO 4- THICK 141", CONCRETE Ap M N I,' THICK MIN, CO}+CQETE. w MIN, " MIN ) 300GPSIIH) EDGE DISTANCE, 31 MIN,. 3000 PSI MIN.) EDGE EISTANCE, 3i,` Mlk;' PACING TO ANY ACJACI- NT ANCHOR SPACING TO ANY ADIACENT ANCHOR. ALUMINUM z 6 1) A14 SAE GRADES SHEETME IALCkE1v TO I' i AI.l1M1NUM IP14 A GRACE 6 SHEET METAL SCREWS TO D OJ25 ryN N TMtGK, ALUMINUM, PROVIDE (5J 12S PIv I TNCGK b061=1b ALU NIMUM, PROVIDE. (S) 3" MAX !" MTN.. ALJM(NU H) PIT'CHESM[N- PASI THREAD Pt1;NE S MIN, ALUMINUM) PITCHES Him. PAST' I THREAD PLANE TYP1. CUI ti . 3- VIA. ;. E 5t EEI.. (I)-414 SAE GRADE 5 -`"TEE• j2)-A 14SAE GRADE 5 0 125" MIN" SHEET METAL,SCREW 'O _ (0.125, MIN.SHEET METAL SCREWS I'U j TMiCX,_33 KSI ( STEEL, PROVIDE (S) TMICK, 33 KSI STEEL, PROVIDENCN STtEWPITCHESM1N. PAST ANMIN.. STEEL) 4 PITCHES MIN, "AST u NAK - ti ttt f THREAD PLANE THREAD PLANE~ e A 1 EMBEDMENT AND EDGE DLi'ANI:S EXCLUDES f'N ISHES, If APPLLGAELE J Z 1 ENSURE MINIMUM EDGE DISTANCE AS NOTED IN ANCHOR SCHELIULE, y 3. SEE DETAILS ON SHEET 3 FOR ANCHORS ATTACHING TO MECHANICAL UNIT. Q OQ g CONNECTIONTYPEC2Z1' UTILIZE lJ) AT EACH CORNER FOR A TOTAL OF (B) PER UNIT z Fya r, ( pax 2' 1, CLIPS r* MAX 7YP. 3" MAX ; IYP," t,' 1S ca MAX CONNECTION TYPE C4 1 LIPS - UTni2E (2) AT EAcn COMM FOR pnTAL (rF s2 c Lu OC6 N E IiNTT WIDTH 6- Mlkll(6" MAX Z e rn x CUP OPFjET CLIP PAIR SPACING--- 7 CUP OFFSET H o CL3 I 3"TYP MECHANICAL co u IP• CUP UNt'TPERSPACINGSEPARATECERTIFICATION!' I;;L+ t 11 UTILIZE ( 4) GIPS EA SIDE'+ OF UNIT FOR D7'.AL OF. {, B) PER UNTi•-.-•- i...f'•, I Lf 5 ALTERNATE (8) CLIP DETAIL 3 N.r.s, PLAN VIEW THIS DETAIL. MAY BE USED AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNECTION TYPF..S THAT UTILIZE (2) CUPS, AT EACH CORNER I°OR A TOTAL OF (B) CLIPS PEP UNIT, O.1 0.068- THJ- j'ASTM ASTEEL, ( 3)-A 12 SAE GRADE 5SHEETMETALSCREWSFORCLIPSUPTO5 LONG. UTILIZE (5)-F1211'))iIjSHEETMETALSCREWS FOR CUPS LONGER— - THAN 5', TYP 7Ii FOR ANY CUP LONGER THAN 30" UTILIZE (5)-s12 SAE. GRADES SHEET METAL SCREWS, TfP, y: 4 6'yy U U 00 c OM QrV O HOLE, 4VITI 19ANCHORFROM1" CLIP ANCHOR' SCHEDULE, I'YP. OTHER DIMENSIONS SIMILAR) i 1" CLIP ISOMETRIC DETAIL 3 N.I.S. ISOMETRIC 0,072' OR 0.113" THICK ASTM A283 STEEL, TYP. A. p. i25' I 3)-, t12 SAE GRADE 5 SHEET. METAL SCREWS In FOR CUPS 4" LONG, UTILIZE ( 4)-#12 SHEET f( METAL. CREWS FOR CLIPS LONGER THAN 4", TYP i IIYI(II{ iil ;(' %" A HOLES, NOT TO Flii1 - BE USED FOR IN ANCHORS, TYP. FACTORY MILLED V'O HOLES; 4-Sd„ ,t UTILIZE ( 1) OR (2) ANCHORS' lC y3" FROM 2" CLIP ANCHOR / SCHEOVI' E, TYP. 2 2" CLIP ISOMETRIC DETAIL.. 3 N,T.S, ISOMETRIC MECHANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SHALL. BE 6063-T6 MIN. ALUMINUM SHEET WITH Fty=30 KSI, 0.125" MIN, THICKNESS, STEEL HOUSING UNITS SHALL BE ASTM A653 Fy-33KSI MIN. STEEL, GRACE. 33, 22GA MIN, (L-0.0299"). 0. 068" THICK: ASTM A283 STEEL CUP, TYP. BASE OF UNIT SHALL - BE PLUSH WITH BASE OF CLIP, NO SPACE PERMITTED, TYP. SAE GRADE 5 SHEET METAL SCREWS FOR CLIPS UP TO 5" LONG,. UTILIZE (5)-KI.2 SIIFET" ME" I AL SORE W SFOR CLIPS LONGER THAN5". PROVIDE (5) PITCHES M.IN. PAST THREAD PLANE FOR EACH SMS, TYP. ANCHOR PER ANCHOR: SCHEDULE SUBSTRATE PER ANCHOR SCHEDULE VARIES) r 1" TIE -DOWN CLIP B ANCHOR DETAIL 3" = 1' 0" - _ - _ DETAIL 3F, CLAPIIS DESIGNED FOR FULL W TCT I'I'H'THE. BASF. OF EACH MECHANICAL UNIT, TYP. MFCHANIUL, UNIT BY OTHERS, ALUMINUM HOUSING UNITS SHALL BE 6063-T6 MIN, ALUMINUM SHEET WITH Fty-30 KSI, 0.125 (3)-612 SAE GRADE 5 SHEET MIN,THICKNESS, STEEL HOUSING UNITS METAL SCREWS FOR CUPS 4" SHALL BEA5TMA653FY=33KSI MIN: " LONG. UTILIZE (4)412 SHEET STEEL, GRADE. 33, 22GA MIN, (t= O.0299"). -- - _ METAL SCREWS FOR CUPS LONGER THAN 4" PROVIDE(S) 1f "• PITCHES ttiN. PAST THREAD PLANE 0.072" OR 0;113 FOR EACH SMS, TYP, THICK ASTM A203 STEEL CUP, TYP ,J'..tf n (1.) OR (2)ANCHORS BASP OF KNIT SHALL "cR F ANCHORBE FLUSHWITHBASE , ` r f/ 313, SCHEDULE OF CUP, NO SPACE lY', PERMITTED, TYPSUBSTRATEPER ANCHOR 1 f 1'1' SCHEDULE: 2" TIE - DOWN CLIP a ANCHOR DETAIL T-O" DETAIL CLIP IS DESIGNED FUR FULL CONTACT WITH 7 E 5 ..E OF E.ACNl MECHANICALUNITTYP. !! z r- 1 z Q^ o ° On o j zj y,;;e z x N W O n N Z c O N x CL w° m t 15-2378 TABLE 1: Vult=175 MPH, EXPOSURE C TABLE Z : Vult=175 MPH, EXPOSURE D 4y" FOR USE WITH A RISE, iATEG URY II STRUCTURE IN THE H;?">H VELOCITY IURRICANE ZONE-) (FUR USE VA1H A RISK CAT EGOIIY II STRUCTURE. IN THE. HIGH VEIOCITY HURRICANE ZONE') 3 .. ., .....,. .. .__ _............_ _..._._ ..__.._ ......... _....... * 0(TALLOWAaLEROUF-TOPHEIGHI(HI_ .ALLOWABLE ROOF SOP HEIGHT Lj E TIF:DOWN CONFIGURATION TYPE T'IE OCAYN CONFIGURATION TYPE N J 1I1 _. ... ) s n4AxIn4uM I MA7t1NiVM 3f $U0.fAC AREAUF UNIT I UNIT" I ! SURFACE AREA OF UNIT UNITClIC2C3Cn L' C2 C, fa UNIT LARGEST HEIGHT WIDTH UNfTS.ARGEST HEIGHT , IDTi, FACE: tFT' !24'MA% 127MIN ..»N/A T ATGMOE-.,(TGMOE l Hs200 FT,1 6F7' 24 MAX I2'MIN..: N/A.d A7 GRADE" nTGRADE HSIOR FT / I>UaUi€ 2 — p 9FT+ 32 MAX f1—MIN jG,RAOE:-AT GRADE L H56C FT 9FT :32'MA% 115 MIN_ T1(A AT GRADE NJA H 30 fT- 30 FTj _ — 4f At GAADEC iHs 40 Fi ATGRADE Hf700 FT ETT Y A7 GRADE H52UOrT_. AT GRIDS HS200 FT Z N/A: H1 JS FT ATGRIOE_ If 2O0 FT 9 FT' - 48" MAX 5 24 MIN NIA 'AT GRADE FATGRADI i Hl lWFT _ 9 F .. 48" MAX 2M1" MIN (t/A A GRADr ATGRAOE H 5149 fT ALL-. 12F*" N/A ATGWE ATGRADF li S 40FT 7 .. z. N!A .^._. AT ('RAO». i N .A' „ --s AT GRADE- w a4 ...._.___ _ _ _._. _ _ _-.... 7 I ....... 1SFT'. ..: f-.... I ATGRADE Nt A AT GRADE G Fi' NIA AT GRADE " N/A AT GRADE e LL .. _-. -.-_. .. _ N/A ATGMDE -N/A ATGRAO 20 Fi'+ "N/A.p ^ ATGRAOE .NIA AT GPACE II IS FT' N/A ATGRADE N/A AT GRADE 2t FY fT/A N/A NJA AT C RADE i c " 00" MAX "4fi" MIN 4 .` 60"MAX 68 MIN t " 2SN/ A j. N/A ;N/A; AT GMDE:: 30 FT i HlA" N'%A NiA AT GRAD£. t 36 FT' _ N/A i " t7%/X ' !^ ""'Ai GRAD 3fi FT' -TA N/A-. . NJA AT GP.AFTEj ,°. THISTABLE 15 PERMISSIBLE TO BE USED W1 HIN THE, HVH2 WHICH CONTAINS BROWARD AND `.THIS TAILLIMPERMISSIBLE TO BE USED WITHIN THE HVH245HICH CUN7gIN5 BRUVdARI AND "U 'a MIAMI- DADCCOUNTIES, CI4ECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY MIAMI-DADE COUNTIES. CHECK WITH LOCALAI/THORI iY HAVING.IURISU1C11ON FOR THE APPLICABILITY .z a p OP THISTADLE WGHIN CERTAIN FLORIDA COLITJTIES. OF THIS TABLE WITHIN CERTAIN FLORIOACOUNTIFS. I"y O77 J z < A< 3 8 a ^ TABLE 3 : Vult=170 MPH, EXPOSURE C TABLE 4 : Vult=170 MPH, EXPOSURE D O r P t FOR 115E WI iC HARISKCATEGORYIISTRUTURE. ") FORUSEWITHkRISKCATEGORYIISTRUCTURE') I C Fg C ALWWABLCROOF-70P HEIGHT IH} ; """ """ "ALLOWABLE ROOFTOP HF fHT (Hj TIE - DOWN CONFIGUR.AT ION TYPE TIE-0DOWNCONFIGURATION T1 Pe 11J Iu; NFIG o MAX MI,M .. 1 ! P1l XIMUM ... 2 Y. ! f SURFACE AREA UNIT UNIT • Z z C 1 SURFACEAREA. OF UNIT UNIT , ry. CZ f_± Ca a U:NI SIATGES7 I HEIGHT' r WIDTH l Cl C2 C3 CA ' 'S LARGEST HEIGHT WIDTH - FACE _ ......:_. ...... _ _ ...__..__.__ ........ _. F L ` AT GRADEI I UNIT FAL' ET A' GRACE 6F" 126 MAX 12 MIN tJ!A I. H<_200 FT ;GO FT<l15166 F'; H5200 FT ? 6FT' 'Z4"MA% 12"MIN N/A H5200 FT cH9 F"52G0 FT 603F " pS+ (( l" H<15 FT i AT GRADE _ - 1 ?? F` 32 MAX 15 MIN i N/A _ AT GRADE H 5 20UFT 1 9 FT, 32" MAX S' MIN NIA T60 E' `. H 2G fT' N!A F S 2.00FT m 4 s 111 .. Ill FT H 5 200 F7 .._ _.,,_..._.__ .._ _.._.... .._.. I ,. 1 . aF" I AT GRADE. H5200 FT H5200 FT Hti.r00Fi' 4FT' AT GRACE T 115200 CT H5200 FT F5200 FT 60 FTrH s 200 Fl FT . H <_ 100 F ffjln C/FI AT GRADE H560 ET _ _._......, H., LS FT b• 6FT' f Hs200 T f H 2G0 Fi EFI'+ N/A H 200 FT 6C FT<H_2UO FT I.52CU !'i' I 3' T60 F7 H . 200 F T s,15 FT 9F- 43'MAX i 24"MIN t N/A H52CO FT l ItT GRADE HS 9FT' 4S"MAX 24"MIN N/A yC FHs HS200 FT. AT GRADE H52CO FT 1. T60 FT HSEO F7 -.. _ AT G LkO L'< PT' I N/A I AT' GRADE N/A : H S 200,FT ) 12 FT' N! A FT < H E - N,lA F: S 2C0 FT C A i 60 FT<H 5200 FT I bO IMF 15 fT' 1 N(A AT GRADEN/A. H s 200FT lR FT'N/A N/A N/A H 5F40 FT' l T C - FT 20 FT' ! NJA AT GRADE ; N/A H 5 200 FT 7.0 FT' ' " N/A 'A; GRADE " N/AI- 60 F`iH5200FIA'31. .2. t! H530 FT _. AT GRADE FT JY/ 17t"111r!a,RUJxwtorl I : NIA N/A NIA - 25 FT' N/A N/A N/A QFT< H 52U0 FT; 6C FT<H 52GO FT 75F . -. 60" MAX f 48" MIN - "__.._.. ,.. ... .1...,_... _ _.,_.,...,+. _.z .. __.... _, 60" MAX 48" MIN..._.__ 15'2378 T GRADEIt _ I ATGMOE:. _ ._..._ ... N _. . .-.. A sw+ rLra. 3 FT' 1 N/A tJ/A N/A A 30 FT' N,•'A Ti(A. N,/A cHEDE FT _ .._ h6FT_._...WA ... ".. .N/A ... N/.... _.._ GO FAT GRADFDFI 95FT' .. NI•A.. N/A N/A ATGRADE 1 5 n • ASAN EXAMPLE, THIS TABLE IS PERMISSIBLE TO BE USED WITHINPALM BEACH COUNTY. CHECK WITH LOCAL 'A5AN EXAMPLE, THIS TABLE IS PERMISSIBLETO BE USED WITHIN PAL`/ BLACHCOUNTY.OJECKWITH LOCAL ''7 ALTHORITY HAVING JURISDICTION FOR THE APPUCABILI IY OF THISTABLE WITHINCERTAIN FLORIDA COUNTIES. AUTHORITY HAVING JURISDICTION FOR THEAPPLICABILITY OF THISTABLE L".' THIN CERTAIN FLOPIDA COUNTIES, /i1 1 LIB TABLE 5 : VUlt=140 MPH, EXPOSURE B FOR USE WITH A RISK CATEGORY II STRUCTURE-) MAXIMUM SURFACEAREA OF UNIT 1 UNIT iCl C2 C3 C4UNIT'S LARGEST HEIGHT WIDTH I FACE 6 FT' 24` MAX 12' MIN' . H 515 FT 60FT H512Q F7 H 5.2DO FT H5 200 FTi H 5200 Fr 9FT' 32"MAX 15 MIN_) ATGRADE ) H57.00Fr i HS200FT H5'200FI 4 FT' H5 200 FT i HS200 FT H 5 200 FT H!; 200 FT 6 FT' H H540 FTs6tlF7 <H 52C0 FT„ H5200 FT H5200F7 H5200 FT H5200 FTATGRADE9FT' 48' MF X., 24"MINI H5200 FT H5200 FT 1 160 FT <.H 580 FT HS 200 FT12FT' IY AT GRADE H5200 Ft H540 FT 60F <H 5200 FT C - H 5200f7H515FT16FT' N/A H5200 FT - QFT<H5100FT 20 FT' I N/A H 5 200 FT HSISFT' 6CFT H5190FT H 5 200 PT e= j 25 FT t I H540FTN/A 160 FT<H 5200 FT ATGRADE 60 FT < HS80FT H5200 FT 60" MAX 48" MIN ...... ..,... e........, 30F74 N/A H515FT ATGRADE H5200 FT60FT<H 516UN A...GRADEt36FT' N/A AT GRADE H4200 FT 60FT<HS80FT TABLE 7 : Vult=140 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY It STRUCTURE-) TABLE 6 : Vult=140 MPH, EXPOSURE C FFOR USE WITH A RISK CATEGORY II STRUCTURE-) A L LE ROOF -TOP HEIGHT TIE -DOWN CONFIGURATION TYPE i SURFACEAREAOF UNIT UNIT C1 ( C2 i C3UN17-SLARGEST HEIGHT WIDTH FACE 6 FT' 24"MAX 12" MIN ATGRADE H5200 FT H5200 FT E 9 FT' 32" MAX 15 MIN N/A H 5100 FT 1 H 5l5 2060FL<H5200 FT jjjjjjS 4 F" H s 200 FTC N 1200 FT 5 200 F7 6FT 360 ATGRADE H5i00F7FT <H 5180 FIT H5200 FT 9FT 43"MAX N'MIN ATGRADEH5200 FT GO FTH<540 FT H S200FT32 Fr' N/A I H5200FT G01'TTHSDE 140, 16FP N/A H 1160 FTcH5200 F7 -ATGRADE j 20 FTiH536FTN/ A60FT < H 5 200FT AT GRADE 1 25 FT' a N/ A ATGRADE i ,.ATGRADE- 60FT<H5140FT11.60"MAX 48"MIN },-. I n''I 30FT, N/ A ATGRADE N/A. 4 36 fT' 1 N/A ( ATGRADE N/A 36 ALLOWABLE ROOFTUPHEIGH'1' ( HL TIE -DOWN CONFIGURATION TYPE MAXIMUM I SURFACE AREA OFUNITUNITClIC2C3 : a C4 UNIT'S LARGEST1HE*KT WIDTH ' FACE.. 6 FT' 24" MAX 12' MIN N/A H 5 200 FT H 5 30 FT H S 200 FT FiO FT<H5200FT9FT' 32" MAX 15 MAT GRADE IN rt N/AH5200FTH5200F7 GQF N514U F7, qF1' H<40 FT H5200 FT. H5200 FT H5200 FT 1 60 FT<H 5200FT6FT' ATGRADE H < 200 FT H 5 200 FT H 5 200 FT 60 FT • H 5100FT9FT' 49MAX 24 N/ A H200FT MIN { sH515FT OFTHSZ00F'TjH5200FT'.. 12 FT' N/A H5; i F' ATGRADE H5200 FT 60 FT < HS ODFT .60 FT<H,580 FT I AT N/A- •. 60 FT GRADE, 5 200 "•..- N/A H 5 200 FT HET 20 ff I ) N/A H S DE FT AT GRADE ; H 5 200 FT 1 _ ) 25 FT' N/A ATGRADE N/ A ( H 5 200 FT + 60" MAX 48" MIN 60 FT .. . H. 80.F-T 1l. e. _._ ... ._ .... ....,. . ........... .._.. -._.-R-......- _ 30FT' N/A N/A H/ A H5;40:FT ASAN EXAMPLE, THESETABLESARE PERMISSIBLETOBE USEDWITHIN 60 fT< H 5200 FT; BREVARD COUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION - } 'AT t} FOR THE APPLICABILITY OF 7'HIS ' I6FTN/A N/A N/A ABLE WI1'HIN CERTAIN FLORIDAFLUFlIUA COUNTIES. - - 60FT<H_<200 FT i. fly HS200FT H5200FT 2 hm ° Lu 3 H s200 FT InH5200FTH s zoo Fr H 5 200 FT H5200FT F„y H s 2,00 FT u 31 'o H 5200 FTn Q'<'m ZO.< o 115 30 FT c) z wwF C1 0 Z cQ v a. tiL z a w o a a a g N z M z 2 0 a E wco1N ENGINEERING EXPRESS® PRODUCT EVALUATION REPORT ENGINEERING EXPRESS EXPERT PRODUCT EVALUATmN 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. w TEST REPORTS Ultimate test loading structural performance has been tested in accordance whh,.jyS M01.7.61-88 test standards per test report(s).#TEL 0197 976387Aand #TEL 010387E by Test4,'r 'AW,96j 'oratories, Inc. : a :•t_ ..'! _n STRUCTURAL_ ENGINEERING CALCULATIONS Ro-seflEng"n eer's ; Structural engineering calculations have been prepared which Ras' evaluate the product based on comparative and/or rational analysis to qualify the following design criteria: A 1. Minimum Allowable Unit Width 2. Maximum Allowable Unit Height 3., Minimum Unit Weight PE004(5` 4. Maximum Allowable Unit Surface Areattlfttl4 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 E/_N G IN EERING 4/14/2015 BMP International — Steel Tie Down Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (i.e„ engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ). 160 5W 12T" AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP. COM CITY OF 8ANFORD BUILDING &FIRE PREVENTION PERMIT APPLICATION, Application No,: Documented Construction Value: S 1'rl 200 Job Addres's: HEiA c V u ca L!J Historic District: Yes[] No Parcel ID: Residential Ercomni6rcial 0 Type of NVOTk: New Addition 11 Alteration 0 Repair 0 Demo R Change of U,se Q Nlove' R tion of Work: Plan, Review Contact Person: Phone, Fax: Street: City; state Zip: Street, City. State zip: Na me: Street-. City, St, zip.. Bonding Company: address: Tit] Email: Property Owner Information Phone: Resident of prop Uontractor Information 1'2) r'k -1 Phone: khul:z) Fax; L-40 Z I '-State License NN6.: Architect/Engineer Information Phone: Fax: E-mail: Mort age Lender: Address: WAR-NING TO OWNER: YOUR FAILURE TO RECO,RD, A ,NOTICE OF,CO)-[,fENCE)TE\T l.kN- RESULT IN -YOUR PAYING TWICE FOR IMPROVEMENTS TO POUR PROPERTY. A N,OTICE OF CONINIENCENIEN'r MUST BE, RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST U\SPECTION. IF YOC INTEN'D TO QBTAIN FINANCING, CONSULT WITH YOUR LEMDF'R OR AN ATTORNEY BEFORE RECORDING YOUR NQTlC,E OF COMNIENCEM ENT. Appl Ga-ioii ish.-bvmad- to olotainaptnni[ to do th2 ork,and instal"lationsjs indicated. I czrt1if%"— at no vvok or in1 talldtib 1--s c6miienced pi-ibr to thL- issuance or apcmni' and that all wor'-: will Ili perfornned to nicet standarids ofc-filchic, iurisdiciion, I understandl that a separate permit permitmust be secured for electrical %ork. plumbing. sians. wells., pools, furnaces, boilers, heaters, tanks, and air cobditioners, etc. FF(' 10--3 Shall be inscribed F\ jilt the date of application and the code in effect as (if that date: 5" Edition (2014) Florida Buddin-Code ju riz2 014 NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this, rop t- that may be found in the:: public records of this county, and there may be additionalpernuts required from other,govergrnetital e tiiie such as \<cater m.anaecment districts:,. statea Rencies,:or federal. aaenctes. ' Acceptance of plarmit'is v erifieation that I «ill notify the owner of the properry of the requirements of Florida Lien La%v, FS i 1 The Cate of Sanford requirespaymentof a plLn r- ievv fee at the tine of permit submittal A copy of the executed con tract is, required: in order to calculate a planrevieA;t! chartreand will be; considered the estimated construction vatue.of the job at flee tine of'sub;mittal.. The actual construction value will 'be figured based :on the current. ICC Valuation Table in effect at th"e time the permit 'is issued, in accordance with local ordinance. Should calculated char,es ft_ured off the execuaed contract exceed the actual coft trac:ion valoe: credit«ill be applied to your permit fees when` the permit is issued. OWNER'S AFFID VIT: I certify that all "of the foregoing information is accurate and that,all jyork «itl be done in compliance with all applicable, laws regulatin_u construction a cL or>Ln; si sari < 0,; m; : e-lit Da P-ini 0" ii g* n , Name aznAm- o"\{ xat, Statt jaf Fldr^da D'at; Otttier/Agentis Personally Known to kle o- Produced Imo' Tvpe; of ID:. 0 1 Y ev STANIE RALL,a. tgf7{ ,.. bommissibd # FF 175017 Expires :NovemtteI 2018 r` y ,u .< " Bonded Tptu Ttoy F utmce g00J957019 Contractor gent is Per ona'tt Known to' M- or y Produced IDTy pz of IDBELOW IS FOR OFFICE USE ONLY Permits Reclaired Building El,-ctrlea! N'Iechanical Plumbinn GasO Roof Constructipn Type Occupancy, Use,: Flood Lotrer Total Scl Ft of Bldg: Min. OccupancyLoad: = of Stones: N,ew Construction: Electric -# of11% tps Plumbing - of Fixtur Fire, Sprinkler Permit: 'Yles. l o = of Heady Fire Alarm Permit: Yes 7 APPROVALS: ZONItiG.- ENGI\EERI G: COMA4EtiTS UTILITIES: FIRE: TASTE WATER: BUILD- 1?\- G- SUBDIVISION: iTt}(')`1( .Y t Qa (, CITY OF SANFORD BUILDING & FIR E.PREVENTION PERMIT APPLICATION Application No: ` ' 3 S S Documented Construction Value: S UL4 1 vJ 'I jL ,(/t,(!.S' Job Address: Ro ,4R Historic District: Yes No V Parcel 'l]): FYI O e- _ Residential 0 Commercial Type. of Fork: New Addition Altera`t on Repair 0 Demo Change of t1se. Move El Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Rhone: Fax Title: Property ,Owner Information Name Phone; Street; Resident of property?. City, State Zip: Contractor Information. Name 'NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2082 Street: 6310.MABLETON PARKWAY SUITE 1000 Fax: (710) 94179522 City, State Zip: MABLETON, GA 30126 State License No.: CFC1426562 Arch itect(Enginee r Information Name: Street: City, St, Zip: Bonding Company; Address: Phone: Fax: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURETO RECORD A NOTICE OF COMMENCEMH NT V1AY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT P9IJST' BE RECORDED AND POSTED ON THE JOB SITE BEFORE TIIE 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. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, welts, pools, furnaces, boilers, heaters, tanks, anti air conditioners, etc. FBC 105. 3 Sholl be inscribed with the date of application and the code in effect as of that date: 5m Edition (2014) Florida Building Code Revised: June- 30, 20:1a 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 ora plan review fee at the time of permit submittal. A copy ol'the executed contract is required in order to calculate a plan review charge and will he considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ]CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OVYNER'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 or 0t%ner/Agent Date Signatur"e ofContr for/Agent ate Print Owner/Agent`s Naive Print Cont act r/Agent's Name , Signature orNotar State or Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Contractor/Agent is Produced III T,y BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[:] Roof Construction Type: Occupancy Use: Flood Zone: _ Total Sq Ft ofBldg: Min. Occupancy Load: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Dire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application f; 4 CITY OF SANFORD BUIL DINGA_:FIRE. PREUENTION P,ERMIT"APPLICATION Application No: Documented Construction_ Value: $ _ d Job Address: `e Ll Historic District: Yes No Parcel ID: ResidentiaQ Commercial Type of Work: Newo Addition Alteration: Repair• , Demo,E] Change of Use 1:1 Move Description of Work:nr 4- Plan Review Contact Person: Phone: `k-1 StGap( Name City, State Zip: NameL=# Street: City, State Zip: Name: Phone:,,, Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender:, Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF: COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no Work or installation has' commenced prior to the issuance of a permit and that all work will be performed to meet standards of allaaws regulating construction i. 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: 51^ Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application i NbTIGE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be foundin the public records ofthis county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance ofpermit is verification that I will notify the owner of the property of the requirements ofFlorida Lien Law, FS 713.. The City of Sanford requites payment of a plan review fee at the time of,permit submittal. A copy ofthe 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 ofsubmittal. 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 ;curate i, t work will be done in compliance with all applicable ;laws regulatenge construction ando g. Signature,ofNotary -State ofFlorida Date Owner/Agent is Personally Known to Meg or ContractortA Produced ID Type of ID Produced ID MY COMMISSION # FF998962 EXPIRES June 05, 2020 Lis V Personally Known'to:Me or Type of ID . _. U Low s, FOR 0VIF1 E USE NLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Flood Zone:,, _ Total Sq Ft of Bldg:_ Min. Occupancy Load:. # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: _ _ _ UTILITIES: WASTE WATER: ENGINEERING: . __ FIRE: BUILDING:, COMMENTS: Revised: June 30, 2015 Permit Application Eff,,IhIl Da, 5/19/2016 Et ; S/1R/AllaU J3. ia Cwt MINE 7 ... ....... 77-77, n iv oI Z- woo 7111: 777 : tt"21 All It Fc. -".1 KIM MIR_ ww ps YY 1% WZZ7MEMO t: 17, Elm ss Proposed by: Dan Alex Newman Suchecki 304 Reid Ct ; 1830 Longwood,Lake Sanford, Florida 3277r3 ) u ZA l((v t .aiu E C7 3)l3r ( rY3y g,t ,Mary Rd. 91032 Tel : (407,) 658 8663 407-22908007 Longwood, FL 32750 alex@opcodel 300,com' ne u , h r 6f,,Q Sp t Tel: (407) 634 8946 a - is- 0tr dan@scottsair,com wwwacottsaiicom Install Address: 304nReid Ct., Sanford, Florida 32773J555697 000D You Invest: 5,522 MODELS Bryant 215BNA030000 Brochure Bryant FV4CNF002L00 Brochure Included Deductions: Legacy Series Preferred Series Price Adjustment ($650.00) Single Stage Heat Pump Variable Speed Air Handler First Time Customer 10yearparts fimited to originalpurchaserupon timelyregishatlon 250.00) h -Oese 5 years (Applies to residential only) Online Discount ($250.00) Net Investment: 5` SPECIAL INCLUSIONS: GP1: 1 OKW Heater AHRI Matchup: AHRI # : 9602041 Cooling Capacity : 28200 Heating Capacity : 27800 SEER: 15 EER : 12.5 HSPF : 6.5 INCLUDED SERVICES: NEW COPPER LINE SET MISCELLANEOUS MATERIAL 314 COPPER (50FT) 3/8 COPPER (50FT) ' PVC DRAIN LINE,(UP TO 50 FT) PLYWOOD 40X40X4AC, PAD TIE DOWNS, FL OCKING CAPS," - REPAIR RETURN LINER UNDER THE PLATFORM .. ' 1 YEAR %100 MONEY BACK GUARANTEE PERMIT FEE, RE -USE EXISTING NEST T-STAT INCLUDE DUCT FOGGING WITH SYSTEM REPLACEMENT ( 250,00 VALUE) 1.' I'o yiQw, I ,Itc I IViK 0r)6) m c;0,ite- C 1',1CKr1-I1S I TNK12. 'Ci1 r rd al7t nt';Scott.. lh ttngunil AlrZonilitii ntn s- LIX. .CLIt:`-h: Ti IS LINK! TERMS & CONDITIONS OF AGREEMENT 1. Purchaser hereby accepts the equipment and service described above and agrees to pay Scotts Heating and Air Conditioning, LLC. the price shown, above. 2. All equipment and material are guaranteed by Scotts Heating and Air Conditioning, LLC. to be as specified. All work will be completed in a workmanlike manner according to normally accepted practices,3. Materials and work in addition to that described herein will be furnished only on Purchaser's authorization and will be paid by Purchaser as an extra charge, 4. Upon failure to pay any sums due hereunder, Purchaser agrees to pay Scotts Heating and Air Conditioning, LLC. interest at the rate of one and one half percent (1 Y2%) per month (annual rate of 18%) on all outstanding balances. 5. Scotts Heating and Air Conditioning, LLC shall not be liable for any default caused by events beyond its control, including but not limited to, fire, flood, strikes, accidents, or delays affecting this work or other operations in which it is involved, directly or indirectly. 6. Purchaser shall permit Scotts Heating and Air Conditioning, LLC: reasonable access to the property on which equipment is to be installed. Title to all provided equipment remains with Scotts Heating and Air Conditioning, LLC. until all amounts due thereon are paid in full, whether such equipment is affixed to the realty or not, and shall remain personal property and be deemed sever -able without injury to the freehold. On any payment default by Purchaser, or if in Scotts Heatingand Air Conditioning, LLC's judgment, reasonably exercised, its equity appears to be imperiled, then, Scotts Heating and Air Conditioning, LLC may without further notice enter the premises and remove or resell the equipment, and Purchaser shall be liable for any deficiency or loss sustained by Scotts Heating and Air Conditioning, LLC. in connection therewith. 7. Once equipment is connected at Purchaser's property, Purchaser assumes all risk of loss or damage to such equipment and shall insure same fully to protect all interests of Scotts Heating and Air Conditioning, LLC, cost of insurance to be paid by Purchaser. Scotts Heating and Air Conditioning, LLC carries liability insurance and Worker's Compensation Insurance. 8. Scotts Heating and Air Conditioning, LLC.provides a one-year limited labor warranty. Equipment or system failure due to lack of proper maintenance service or abuse is expressly excluded. Normal maintenance check-ups and filter replacements are the responsibility of Purchaser. All other warranties, expressed or implied, are the responsibility of the manufacturer of the equipment, parts, or materials used in connection with the services. 9. There are no warranties, expressed or implied, for existing equipment, ductwork, or other materials not installed by Scotts Heating and Air Conditioning, LLC, 10. All warranty work will be performed during Scotts Heating and Air Conditioning, LLC's normal working hours, 8:OOAM to 5:OOPM, Monday through Friday, I I. Purchaser is responsible for all costs and reasonable attorney fees incurred by Scotts Heating and Air Conditioning, LLC, in connection with any action or proceeding (including arbitration and appeals) arising out of this agreement, including collection of any outstanding amounts gimmummid om v 'R When Buildings Talk, We Listen. FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: 708 D-7 Builder Name: Street: l8q lea y pUe Lane Permit Office: J City, State, Zip:4d rU FC. 3z27 Permit Number: ? - 375 5 Design Location: (h6 rn yJC_6a Jurisdiction: Envelope Leakage Test Results Single Point Test Data: HOUSE PRESSURE: ' FLOW: Leakage Characteristics CFM ( 50): I773 ACH( 50): L1' !9 Pass ef, 7..5 Fail R402. 4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2 ... Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. 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: i DY'Jer n DATE: Where required by the code official, testing shall be conducted by an approved third -party. A written report of the test results shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: Testing was conducted in accordance with ANSI/RESNET/ICC 380 to meet the 2017 residential energy code. D 8Y Z= 17-37Ss 2s82 Teat a Air ainnojw tunow Tit - deg"" R pbmorr-a vo ' 1 Ion