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476 Red Rose Ln 17-3364; NEW HOMECOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100009 DATE: December 08, 2017 BUILDING APPLICATION #: 17-1000090.3 BUILDING PERMIT 'NUMBER: 17-10000903 UNIT ADDRESS: RED ROSE LN 476 21-19-30-51.0-0000-1560 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP„ RNG: SUF: PARCEL: 7 / SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT OWNER NAME.: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 260'0 LAKE LUCIEN DR #3.50 MAITLAND FL 32751 LAND USE: THORNBROOKE PH 4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES-: 476 RED ROSE LANE / THORNBROOKE PH 4 LOT 156 SFR DETACHED FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS:-ARTERIALS CO -WIDE ORD Single Family Housing 105.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Singgle Family Housing .00 1.000 dwl unit 00 FIRE,RESCUE N/A 00 LIBRARY CO -WIDE ORD Singgle Family Housinq 54.00 1.0'00 dwl unit 54,00 SCHOOLS CO -WIDE ORD Single Family Housing 5,000.00 1.000 dwl unit 5,000.00 PARKS N/A 0-0 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT / S• //'/ RECEIVED BY: I J SIGNATURE: PLEASE PRINT NAME) LlDATE: 6 / u 0 NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-.APPLICANT' 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE,CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REOUEST WITHIN 45 CALENDAR MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING -SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. O$lo aOou—I'S7nUParcelIDNumber: 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. GRANT PMALOY Y SEMINOL_E COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER BK 9024 F9 1798 (1P9s ) CLERK'S 4 2017115860 RECORDED 11/16/2017 02:1 :21 PM RECORDING FEES $10.00 RECORDED BY .ieckenru 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. 2. 3. 4. 5. 6. 7. 8. 9. 10 Description of property : LOT -#9,5! Legal Description : Thornbrooke Phase 'L, according to the plat thereof, as recorded in Plat Book_E_Pagew-?/ of the public records of Seminole County, Florida. Addresses : 47 P "r" i0os-e, LR,, K-c,, Sanford FL 3977 l General description of improvements : Single Family Home Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 Fee Simple Title Holder: N.A. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 Surety: N.A. Lender: N.A. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13t 1)(a)7., Florida Statutes: N In addition to himself , Owner designates the following to re in 713.13(1)(b), Florida Statutes. N.A. Expiration date of notice of commencement: One year from WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE E) ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SEC RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDIN( 11. Date Signed Signature of Owner's Agent: Sworn to and subscribed before me this by John Asa Wright who is p oPffllY known to me. h•t`S E ,e Notary Public DA Clark :pu *l pQ e 21aN5sr My commission expires: 6/27/19 g Serial No. FF 209108 Notary ignature: * IJary seal: 0 ETA 7E OFF CITY OF SANFORD BUILDING &FIRE PREVENTION PERMIT APPLICATION v ,) 01217 Application No • / a, Documented Construction Value: $ Job Address: T744, Rae,, C 4 At. &?,nJO gyp, 71( Historic District: Yes No Parcel ID: ;1(-19-30-.r(U-0000-/J_4O Residential [) Commercial Type of Work: New M Addition Alteration Repair Demo Change of Use Move Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: da hne PermitsPermitsPermits.com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 Resident of property? : NO Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: Street: 151 SOUTHHALL LANE #200 City, State Zip: MAITLAND FL 32751 Name: Street: City, St, Zip: Bonding Company: N/A Address: Fax: 407-257-6940 State License No.: CBC1257462 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 will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51h Edition (2014) Florida Building Code Q r Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. A I1L/O(1t S nature ol'Owner/Agent D to TAYLOR MORRISONRF FLORIDA INC Print Owner/Agent's Name Signature of Notary -State of Florida Date D. A. Cl % 108 fri MY i1SS10%#FF EXPIREB 1Owner/Agent is ya mown to Me or Produced ID N/A Type of ID 0< ) nature of Contractor/Agent Date JOHN ASA W GHT Print Contract Signature of Notary -State of Florida Date D.ACLARK MY COMMISSION t FF 209108 EXPIRES: ,lone 27, 2019 11°1E0,Wd0 ThN OWW1 Notary Serrim Contractor/Agent is YES Personally Known to Me or Produced ID niiA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building ® Electrical [Xj Mechanical [x' Plumbing® Gas[] Roof Construction Type: Total Sq Ft of Bldg: 1 52-0 1 Occupancy Use: -j Flood Zone: rS t — kiTAGKt Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No kJ # of Heads APPROVALS: ZONING: l' a\ 0 UTILITIES: ENGINEERING: %M-(C- \l Z\-0 FIRE: COMMENTS: _ Ok to construct single family homewithsetbacksandirn shown on plan, 5q. c? s area viaSTus a , C74 - iMP. of Stories: Z. Plumbing - # of Fixtures Z-.3 Fire Alarm Permit: Yes No WASTE WATER: BUILDING: 1-Z-t$ Revised: June 30, 2015 Permit Application I re4S CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No • 3 Documented Construction Value: $ Xq 49 Job Address: K.-( Q Q. C¢ig, &14104 1)171 Historic District: Yes No Parcel ID:. 2(-19-30- 5 0 -0000- %JF 0 Residential R Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: uC G Plan Review Contact Person: Daphne Clark Title: Phone: _407-257-6940 Fax: Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: Street: 151 SOUTHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 1'%' 407-629-0077 Resident of property? : NO 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.: Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: Bonding Company: N/A Address: E-mail: Mortgage Lender: N/A Address: CBC1257462 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 certif , 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, eaters, tan ,,—an hie con itioners, etc - FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51n Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. k 1Ik(Of nature of Owner/Agent D to TAYLOR MORRISON F FLORIDA INC Print Owner/Agent's Na e Signature of Nota -State of Florida Date r nu DA. MY COijISSION 0 FF 20910E e EXPIREBpne27,2019"` Owner/ Agent is yam, o 3naNnown to Me or Produced ID N/A Type of ID 4 < 1i4 nature of Contractor/Agent Date JOHN ASA WRJGHT Print Contract / ame Signature of 5otary-State of Florida Dale 1 ar nue MYCOMMISSION OFF209108 EXPIRES: Juno 27, 2019 rFOFiCd goe Bonded 7bru Budget Notary ftim Contractor/Agent is YES Personally Known to Me or Produced ID N/A— Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES. WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application fCU°s 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: 476 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-1560 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: 0 New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) ski fib* rs" ^-. 'Imp . '` ..r OFFICIAL FUPS SE, QNLY , 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 The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone 'A', the best available information used to determine the base flood elevation is: BP#17-3364 Reviewed by: Michael Cash, CFM Date: November 21, 2017 13 of -Way fleeApplicationforRight for Driveway, Walkway & Landscape F LO R I D,q Department of Planning & Development Services 1877 — 300 North Park Avenue, Sanford, Florida 32771www.sanfordn.gov Phone:407.688.5146 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's 10- 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. Knowallbebelow. Call before you dig. 1. Project Location/Address: 2. Proposed Activity: 1u/ Driveway Walkway Other: 3. Schedule of Work: Start eDDate v r f,/ cC oomplpletion Date 0 Emergency Repairs 4. Brief Description of Work: f/Sl Eti Ar t X AIA Vr A This application is submitted by: % pp j , )*Wks Properly Owner. AY11 . ffloff N i.lr///ksSignature: c y t,f L ,L ,t/ LI, P rintrName: 1 Address: %Sl ma fi7!> Ki lEl7'(•v -0,11 (%414 Z 9XV1 Phone: 407M74140 Fax' OJQQ{J)Q(p')li. F f1171i t/n SCGNi 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 installationfimprovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improve- ment and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read and understand the above statement and by signing this application I agree to its terms. I hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: Date: v /—/& I— This permit shall be posted on the site during construction. Please call 407.688.5080, Ext. 5401.24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: September2010 ROW Use Driveway.pdf 0 SCPA Parcel View: 21-19-30-510-0000-1560 http://parceldetaii.scpafl.org/ParcelDetaillnfo.aspx?PID=2119305100... Property Record Card CIA Parcel: 21-19-30-510-0000-1560 S Owner: TAYLOR MORRISON OF FL INC M24Oce oounrry A".oa Property Address: 476 RED ROSE LN SANFORD, FL 32771 Parcel Information Parcel 21-19-30-510-0000-1560 Owner TAYLOR MORRISON OF FL INC Property Address 476 RED ROSE LN SANFORD, FL 32771 Mailing 151 SOUTHALL LN STE 200 MAITLAND, FL 32751 Subdivision Name THORNBROOKE PHASE 4 Tax District S1-SANFORD DOR Use Code 00-VACANT RESIDENTIAL Exemptions Legal Description LOT 156 THORNBROOKE PHASE 4 PB 81 PGS 70-71 Taxes Value Summary 2018 We Values Valuation Method Cost/Ma Number of Buildings 0 Depreciated Bldg Value Depreciated EXFT Value Land Value (Market) 26,050 Land Value Ag Just/Market Value ** 26,050 Portability Adj Save Our Homes Adj 0 Amendment 1 Adj 24,241 P&G Adj 0 Assessed Value 1,809 Tax Amount without SOH: 2017 Tax Bill Amount Tax Estimator Save Our Homes Savings: Does NOT INCLUDE Non Ad Valorem Taxing Authority Assessment Value Exempt Values County General Fund 1,809 0 Schools 26,050 0 City Sanford 1,809 0 SJWM(Saint Johns Water Management) 1,809 0 i County Bonds 1,809 0 Sales Description Date Book Page Amount Qualified No Sales 1 of 2 11/16/2017, 9:39 AM REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # BUILDING PERMIT Min Max Ins ection 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: 1"1Ge QzYc:. iELEC TRICAL PERMIT , g ' Min Max Inspection Description 10 Electric Underground 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICALPER MIT a . Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 FORM R405-2014 RECORD COPY FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 156Thorn rookAngstaasiaGRS Builder Name: Taylor Morrison Street: Lf l (Q V_,eot K Permit Office: City, State, Zip: FL , s04,LAZ,e. 3a- Permit Number:i 13 6 4 OSANFORDOwner: 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 ftZ b. Concrete Block - Int Insul, Exterior R=4.1 1380.60 ftZ 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 244.22 ftz 4. Number of Bedrooms 4 d. N/A R= ftz 10. Ceiling Types (1510.0 sgft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=38.0 1482.00 ftz 6. Conditioned floor area above grade (ft2) 2582 b. Knee Wall (Vented) R=30.0 28.00 ftz Conditioned floor area below grade (ftZ) 0 c. R= ftz 11. Ducts R ftZ 7. Windows(344.9 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 272.92 ftz b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 72.00 ftZ 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 ftZ SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ftz a. Electric Heat Pump 21.8 HSPF:8.50 SHGC: b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 3.018 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallonsEF: 8. Floor Types (2582.0 sgft.) Insulation Area 0. 950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ftZ b. Conservation features b. Floor Over Other Space R=0.0 1102.00 ftz None c. other (see details) R= 13.00 ftZ 15. Credits Pstat Glass/ Floor Area: 0.134 Total Proposed Modified Loads: 71.16 PASS TotalBaselineLoads: 75.97 1 hereby certify that the plans and specifications covered by Review of the plans and 1,1$E S14T this calculation are in compliance with the Florida Energy specifications covered by this 0, Code. - calculation indicates compliance with the Florida Energy Code. PREPARED BY: Before construction is completed DATE: _________ _. 9/21./_17 - this building will be inspected for compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. cOD withtheFloridaEnergyCode. WE v OWNER/ AGENT:-_- -__ __ - _ BUILDING OFFICIAL: - j_ DATE: - - - -- - ` C`- f-- DATE: - (-2-t -- ---- Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 9/ 21/2017 1:53 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lotl56ThornbrookAnastasiaG Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2582 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: Taylor Morrison Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Family Type: Single-family FL , New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp V 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 ft2 19 0 0 1 2 Slab -On -Grade Edge Insulatio 1st Floor 147.9 ft 0 1467 ft2 0.49 0 0.51 3 Floor Over Other Space 2nd Floor -__- ____ 1102 ft2 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 ft2 370 ft2 Medium 0.85 N 0.85 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1480 ft2 N N 9/21/2017 1:53 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 Under Attic (Vented) 1st Floor 38 Blown 13 ft2 0.11 Wood 2 Under Attic (Vented) 2nd Floor 38 Blown 1469 ft2 0.11 Wood 3 Knee Wall (Vented) 1st Floor 30 Batt 28 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below 0mt To Wa[[-T_ype Space R-Value Ft In F_t-In Area R-Value-Fraction-Absor.-Grade%_ 1 W Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 2 W Exterior Concrete Block - Int Insul 1 st Floor 4.1 53 0 9 4 494.7 ft2 0 0 0.6 0 3 SW Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 45.9 ft2 0 0 0.6 0 4 S Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 5 S Exterior Concrete Block - Int Insul 1st Floor 4.1 5 6 9 4 51.3 ft2 0 0 0.6 0 6 E Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 7 E Exterior Concrete Block - Int Insul 1st Floor 4.1 54 6 9 4 508.7 ft2 0 0 0.6 0 8 N Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 9 N Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 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 25 2 7 6 8 17.2 ft2 2 SW Wood 1st Floor None 25 3 8 24 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 W 1 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 W 1 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 3 W 2 Vinyl Low-E Double Yes 0.34 0.31 5.0 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 4 W 2 Vinyl Low-E Double Yes 0.34 0.31 19.3 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 5 S 4 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 6 E 6 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 7 E 7 Vinyl Low-E Double Yes 0.34 0.31 39.1 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 8 N 8 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 9 N 8 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 10 N 9 Vinyl Low-E Double Yes 0.34 0.31 58.6 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 11 N 9 Vinyl Low-E Double Yes 0.58 0.32 72.0 ft2 10 ft 8 in 0 ft 0 in None None 9/21/2017 1:53 PM EnergyGauge® USA - F1aRes2014 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 455 ft2 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000291 1973.2 108.32 203.72 .2618 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump Split Split HSPF:8.5 21.8 kBtu/hr 1 HSPF:8.5 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 1 2 Supply ---- Location R-Value Area Attic 6 293.4 ft Attic 6 223 ft2 Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF Attic 73.35 ft Default Leakage 2nd Floor (Default) (Default) 2nd Floor 55.75 ft Default Leakage 2nd Floor (Default) (Default) HVAC # Heat Cool 1 1 2 2 9/21/2017 1:53 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan Feb j Mar A r f Ma X Jun X Jul Au Se [ Oct Nov Dec HeatinJan XFeb Mar Apr May Jun l Jul XjAu Xj Sep [ Oct Nov Dec lX Ventin [ JanFeb lX] X] MarA r [ Ma Jun l Jull AugSe [ Oct X X NovlX 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 9/21/ 2017 1:53 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* = 94 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows`" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. Floor Over Other Space c. other (see details) FL, New (From Plans) 9. Wall Types Insulation Single-family a. Frame - Wood, Exterior R=13.0 b. Concrete Block - Int Insul, Exterior R=4.1 1 c. Frame - Wood, Adjacent R=13.0 4 d. N/A R= 10. Ceiling Types Insulation No a. Under Attic (Vented) R=38.0 2582 b. Knee Wall (Vented) R=30.0 c. N/A R= Area 272 92 ft2 11. Ducts a. Sup: Attic, Ret: Attic, AH: 2nd Floor b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 72.00 ft2 IN, R 3.018 ft. 0.312 Insulation Area R=0.0 1467.00 ft2 R=0.0 1102.00 ft2 R= 13.00 ft2 12. Cooling systems a. Central Unit b. Central Unit 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: A Date: t Address of New Home: (e : City/FL Zip: 41't Area 1521.00 ft' 1380.60 ft' 244.22 ft2 ft2 Area 1482.00 ft2 28.00 ft2 ft2 R ft2 6 293.4 6 223 kBtu/hr Efficiency 25.2 SEER:16.00 25.2 SEER:16.00 kBtu/hr Efficiency 21.8 HSPF:8.50 21.8 HSPF:8.50 Cap: 50 gallons EF: 0.95 Pstat Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 9/21/2017 1:53 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 DEL -AIR Manual S Compliance Report HEATING + AIR CONGRHINING 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 Design Conditions Job: Lot156ThornbrookAnast... Date: 6/4/2014 By: FJF Outdoor design DB: 92.5°F Sensible gain: 18621 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: 22086 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: 21080 Btuh 113% of load Latent capacity: 1628 Btuh 47% of load Total capacity: 22708 Btuh 103% of load SHR: 93% Design Conditions Outdoor design DB: 41.7°F Heat loss: 19827 Btuh Entering coil DB: 69.5°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22379 Btuh 113% of load Capacity balance: 39 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.0 kW 85% of load Temp. rise: 50 °F Meets are all requirements of ACCA Manual S. t I'1 ht.SofCd 2017-Sep-2113:44:52 W g Right -Suite® Universal 2017 17.0.23 RSU24011 Page 1 okAnastasiaGRS\Lo1156ThornbrookAnastasiaGRS.rup Calc = MJ8 House (aces: S DEL-AIR Manual S Compliance Report HEATING • AIR CONDITIONING ah 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 Job: Lot 156ThornbrookAnast... Date: 6/4/2014 By: FJF Design Conditions Outdoor design DB: 92.5°F Sensible gain: 16082 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: 19007 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. t W rl ht SOftx 2017-Sep-21 13:44:52 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 2 140* ...okAnaslasiaGRS\Lo1156ThornbrookAnastasiaGRS.rup Calc = MJ8 House laces: S EL" Com onent Constructions Job: LOt156ThornbrOOkAnast! RDAIR... Date: 6/4/2014 NfAM-AIRCONOtTtOMG Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 281N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: Daily range (OF) - 17 M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Cig HTM Gain ft Btu h/ft-F ft-F/Bluh BtuhW Btuh BluhV Btu Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 200 0.091 13.0 2.58 515 2.34 469 fnsh, 2"x4" wood frm, 16" o.c. stud e 461 0.091 13.0 2.58 1186 2.34 1079 s 240 0.091 13.0 2.58 618 2.34 562 W 470 0.091 13.0 2.58 1209 2.34 1100 all 1370 0.091 13.0 2.58 3528 2.34 3210 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 150 0.201 0 5.69 851 4.35 651 board int fnsh e 470 0.201 0 5.69 2671 4.35 2044 s 51 0.201 0 5.69 292 4.35 223 sw 24 0.201 0 5.69 134 4.35 102 w 470 0.201 0 5.69 2675 4.35 2046 all 1164 0.201 0 5.69 6623 4.35 5067 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2" n 29 0.032 30.0 0.91 26 2.38 69 gypsum board int fnsh Partitions 12C-Osw: Firm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud 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 in overhang (5 ft window ht, 1 ft sep.); 6.67 ft head ht e s w all 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 (6.3 It window ht, 11.67 It sep.); 6.67 ft head ht all 2A-2ovd: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" n 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 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3 ft window ht, 1 It sep.), 6.67 ft head ht 227 0.091 13.0 2.58 583 1.44 327 30 0.340 0 9.62 289 10.6 317 40 0.340 0 9.62 385 10.6 423 30 0.340 0 9.62 289 30.4 911 30 0.340 0 9.62 289 10.8 323 15 0.340 0 9.62 144 30.4 455 145 0.340 0 9.62 1395 16.8 2430 58 0.340 0 9.62 561 10.6 617 39 0.340 0 9.62 374 30.4 1180 97 0.340 0 9.62 935 18.5 1796 72 0.580 0 16.4 1182 16.8 1213 6 0.340 0 9.62 58 30.4 182 t Wrl F1tSOft" 2017-Sep-2113.44:52 g Right -Suite® Universal 2017 1T0.23 RSU24011 Page 1 okAnastasiaGRS\Loll56ThornbrookAnastasiaGRS.rup Calc = MJ8 House faces: S 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, cir 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 Doors 11 DO: Door, wd sc type sw 23 0.390 0 11.0 250 12.0 272 n 17 0.390 0 11.0 190 12.0 207 all 40 0.390 0 11.0 440 12.0 478 Ceilings 166-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1483 0.032 30.0 0.91 1343 1.74 2574 gypsum board int fnsh Floors 20P-19t: Flr floor, frm flr, 12" thkns, r-19 cav ins, gar ovr 13 0.050 19.0 1.41 18 0.71 9 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 0 28.0 4140 0 0 t wri htsoft°' 2017-Sep-2113:44:52 CA 9 Right-Suile® Universal 2017 17.0.23 RSU24011 Page 2 okAnaslasiaGRS\Lo1156ThornbrookAnaslasiaGRS.rup Calc = fv1J8 House faces: S MELAIRComponent Constructions HMNG ® AIR CMDff lNMtG 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 Location: Orlando Intl AR FL, US Elevation: 95 ft Latitude: 28°N Outdoor: Heating Dry bulb (OF) 42 Daily range (OF) - Wet bulb (OF) - Wind speed (mph) 15.0 Indoor: Indoor temperature (OF) Design TD (OF) Relative humidity (%) Cooling Moisture difference (gr/lb) 93 Infiltration: 17 ( M) Method 76 Construction quality 7.5 Fireplaces Construction descriptions Or Area U-value ft' Btu h/ft2-"F Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 150 0.201 board int fnsh e 470 0.201 s 51 0.201 sw 24 0.201 w 470 0.201 all 1164 0.201 16A-30ad: Knee wall asphalt shingles roof mat r-30 kw ins, 1/2" n 29 0.032 gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, 1 ft e overhang (6.3 ft window ht, 11.67 ft sep.); 6.67 ft head ht all 2A-2ovd: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" n 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, cir low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, 1 ft overhang (3.17 ft window ht, 11.67 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 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 227 0.091 Job: Lot156ThornbrookAnast... Date: 6/4/2014 By: FJF Heating 70 28 30 1.5 Simplified Average 0 Cooling 75 18 50 46.4 Insul R Htg HTM Loss Cig HTM Gain ft-F/Btuh Btuh/ft2 Btu Btu h/ft2 Btu 0 5.69 851 4.35 651 0 5.69 2671 4.35 2044 0 5.69 292 4.35 223 0 5.69 134 4.35 102 0 5.69 2675 4.35 2046 0 5.69 6623 4.35 5067 30.0 0.91 26 2.38 69 13.0 2.58 583 1.44 327 58 0.340 0 9.62 561 10.6 617 39 0.340 0 9.62 374 30.4 1180 97 0.340 0 9.62 935 18.5 1796 72 0.580 0 16.4 1182 16.8 1213 5 0.340 0 9.62 48 30.4 152 19 0.340 Doors 11 DO: Door, wd sc type sw 23 0.390 n 17 0.390 all 40 0.390 0 9.62 185 30.4 585 0 11.0 250 12.0 272 0 11.0 190 12.0 207 0 11.0 440 12.0 478 Wrl htsoft' 2017-Sep-21 13:age 3gRight -Suite® Universal 2017 17.0.23 RSU24011 Page 3 ACCI, g okAnastasiaGRS\Lot156ThornbrookAnastasiaGRS.rup Calc = MJ8 House Laces: S Ceilings 166-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" gypsum board int fnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 13 0.032 30.0 148 0.989 0 wrightsoft' Right -Suite@ Universal 2017 17.0.23 RSU24011 fCCk ...okAnastasiaGRS\Lot156ThornbrookAnastasiaGRS.rup Calc - MJ8 House faces 0.91 12 1.74 23 28.0 4140 0 0 2017-Sep-21 13:44:52 Page 4 EL Component Constructions Job: LOt156ThornbrOOkAnast... Date: 6/4/2014 HEATING - AIRMNDniDNMG ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AR 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 (°F) 42 93 Infiltration: Daily range (°F) - 17 (M) Method Simplified Wet bulb (°F) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, Tx4" wood frm, 16" o.c. stud Partitions none) Or Area Ll-value Insul R Htg HTM Loss CIg HTM Gain ft Btu h/ft-F ft=-°F/Btuh Btu hW Btu Btuh/ft Btu n 200 0.091 13.0 2.58 515 2.34 469 e 461 0.091 13.0 2.58 1186 2.34 1079 s 240 0.091 13.0 2.58 618 2.34 562 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 n overhang (5 ft window ht, 1 ft sep.); 6.67 ft head ht e s w all 2A-2ov: 2 glazing, cir low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3 ft window ht, 1 ft sep.), 6.67 ft head ht Doors none) Ceilings 1613-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2 gypsum board int fnsh Floors 30 0.340 0 9.62 289 10.6 317 40 0.340 0 9.62 385 10.6 423 30 0.340 0 9.62 289 30.4 911 30 0.340 0 9.62 289 10.8 323 15 0.340 0 9.62 144 30.4 455 145 0.340 0 9.62 1395 16.8 2430 6 0.340 0 9.62 58 30.4 182 1469 0.032 30.0 0.91 1331 1.74 2551 20P-19t: Flr floor, frm flr, 12" thkns, r-19 cav ins, gar ovr 13 0.050 19.0 1.41 18 0.71 9 t htSOft' 20T7-Sep-2113:44:52 W11 g Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 5 ACCK.okAnastasiaGRS\Lotl56ThornbrookAnastasiaGRS_rup Calc - MJ8 House faces: S Project Summary Job: LOt156ThornbrookAnast... 1 1 Date: 6/4/2014 f HEATING '- AIR CONDRH1OG 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 711 o LS 3/2&t Ar: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 IF Design TD 28 IF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 26215 Btuh Structure 23696 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 33417 Btuh Use manufacturer's data y Rate/swing multipplier 1.00 Infiltration Equipment sensible load 34703 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average 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) 41093 Btuh Equiv. AVF (cfm) 184 94 Req. total capacity at 0.70 SHR 4.1 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a AHRI ref. n/a Coil n/a AHRI ref. n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightso t' Right-SuiteOO Universal 2017 17.0.23 RSU24011 2017-Sep-21 13:44:52 Page 1 ACCN...okAnastasiaGRS\Lot156ThornbrookAnastasiaGRS.rup Calc = MJ8 House faces: S Job: LhornbrookAnast EL" IR Project Summary Date: 6/4/2014... HEATIHG• AIHCNO!"TtOHING ahu 1 By: FJF DEL - AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Notes: Ere `" . N* v rF vMWvDesn,rinforrnatlon LS 3/2WWJhAr: 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 16921 Btuh Structure 14375 Btuh Ducts 2905 Btuh Ducts 4246 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 19827 Btuh Use manufacturer's data y Rate/ swing multiplier Equipment load 1. 00 18621 Btuh InfiltrationsensibleMethod Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 2626 Btuh Ducts 839 Btuh Central vent (0 cfm) 0 Btuh Heating Coolingg none) Area ( ft2) 146g 1467 Equipment latent load 3465 Btuh Volume ( ft3) 13715 13715 Air changes/hour 0.39 0.20 Equipment Total Load (Sen+Lat) 22086 Btuh Equiv. AVF (cfm) 89 45 Req. total capacity at 0.75 SHR 2.1 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-19 Cond 14HPX-024-230-19 AHRI ref 10258598 Coil CBA27UHE-024-230'++TDR AHRI ref 10258598 Efficiency 8.5 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 47°F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.042 cfm/Btuh Air flow factor 0.045 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.84 Capacity balance point = 39 OF Backup: Input = 5 kW, Output = 16909 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017- Sep-2113:44:52 WI1ht50fY" gRight -Suite@ Universal 2017 17.0.23 RSU24011 Page 2 ACCK... okAnastasiaGRS\Lotl56ThornbrookAnastasiaGRS.rup Calc = MJ8 House faces: S Project Summary Job: Lot 156ThornbrookAnast... DEL- Y Date: 6/4/2014 HEATING'- AIR CMDUMNNi6 ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Notes: Design °Information =: LS 3/2W tJAr: 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 9294 Btuh Structure 9321 Btuh Ducts 4296 Btuh Ducts 6761 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 13590 Btuh Use manufacturer's data y Rate/swing multiplier Equipment load 1.00 16082 BtuhInfiltrationsensible Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 1539 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh Heating Coolingg none) Area (ft2) 1115 1115 Equipment latent load 2925 Btuh Volume (ft3) 13223 13223 Air changes/hour 0.43 0.22 Equipment Total Load (Sen+Lat) 19007 Btuh Equiv. AVF (cfm) 96 49 Req. total capacity at 0.75 SHR 1.8 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-19 Cond 14HPX-024-230-19 AHRI ref 10258598 Coil CBA27UHE-024-230'++TDR AHRI ref 10258598 Efficiency 8.5 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 470F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.062 cfm/Btuh Air flow factor 0.052 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.85 Capacity balance point = 30 OF Backup: Input = 3 kW, Output = 11784 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. t` 2017-Sep-21 13:44:52wrightsoRight ACCk Suite@ Universal 2017 17.0.23 RSU24011 Page 3 okAnastasiaGRS\Lot156ThornbrookAnastasiaGRS.rup Calc = MJ8 House faces: S EL --AIR Right-J® Worksheet F"T'°«AMCOMIMUMMI 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: Lot156ThornbrookAnastasi... I Date: 6/4/2014 By: FJF 1 Room name Entire House ahu 1 2 Exposed wall 316.9 it 147.9 It 3 Room height 9.2 It 9.3 It 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/ft2-0F) 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 12C Osw 2A 2ov 2B2fv'" 0.091 0 340 0.340 n : r n 2.58 9.62 9.62 2.34 10.58 10.58 270 30 40 200 0 0 515 289 385 469 317 Y 423 0 0 0 0 0 0 0; 0 0 0 0 V 1 13A-2ocs 0.201 n 5.69 4.35 280 150 851 651 280 150 851 651 11 I—( 2A-2ov 0.340 n 9.62 10.58 58 0 561 617 58 0 561 617 6 c) AED excursion Envelope loss/gain 12 a) Infiltration b) Room ventilation 13 Internal gains: Occupants @ 230 Appliances/other Subtotal (lines 6 to 13) Less external load Less transfer Redistribution 14 Subtotal 151 Duct loads Total room load Air required (ctm) 240 618 562 26 289 323 01 481 152 0 20504 18092 5711 1809 0 0 1380 2415 26215 23696 0 0 0 0 0 0 26215 23696 46% 7202 11007 33417 34703 1680 1680 0 0 48 152 85 585 83" 327 90_ 207 12 23 0 14175 9710! 2747 870 0 0', 6 1380i 2415' 16921 14375 0 0 0 0 0 0 16921 14375 17 % 30%1 6 19827 18621 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft` 2017-Sep-21 13:44:52 1GCA Right -Suite® Universal 2017 17.0.23 RSU24011 Page 1 okAnastasiaGRS\Lot156ThornbrookAnastasiaGRS.rup Calc = MJ8 House faces: S DEL -AIR Right-JO Worksheet NE IT=, AM COMMOMN11 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: Lot156ThornbrookAnastasi... Date: 6/4/2014 By: FJF 1 Room name ahu 2 2 Exposed wall 169.0 it 3 Room height 9.0 it 4 Room dimensions 5 Room area 1469.3 ftz Ty Construction U-value Or HTM Area (ftz) Load Area Load number Btuh/ft? °F) Btuh/ftz) or perimeter (it) Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 N 12C Osw 2A 2ov, , 26-2fv "' 0.091 0.340 0.340 n n n 2.58 9'62 9:62 2.34 10.58 10.58 270 30 40 200 Et 0 x.,- 0. 515 289 385 469 317 423 13A-20cs 0.201 n 5.69 4.35 0 0 0 0 11 G 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 I 2A-2ovd 0.580 n 16.41 16.85 0 0 0 0 W 16A-30ad 0.032 n 0.91 2.38 D 1-1, 12C-Osw 0.091 e 2.58 2.34 491 461 1186 1079 2A-2ov 0.340 e 9.62 30.36 30 0 289 911 13A-2ocs 0.201' 0.340 e,' e- 5.69 9:62 4:35 30.36 0 0 i"0 0 0"', 0 0 r " V1/ 12C-Osw 0.091 s 2.58 2.34 270 240 618 562 L-" 2A-2ov 0.340 s 9.62 10.77 30 26 289 323 0.201 s-+ 5.69 4 35 0 z 0 x0 s, I ,.: 0-- VJ 13A-2ocs 0.201 sw 5.69 4.35 0 0 0 0 L-p 11 DO 0.390 sw 11.04 it.99 0 0 0 0 12C Osw- 2A 2ov ,. 0.091 0.340 w w. 2.58 9.62- 2.34 30.36 '' 491470 6 T 0 1209 58 1100r 182 2A 2ov. '' 0.340 w' 9'62 Y 30:36 15 0 144 t-G 13A-2ocs 2A-2ov 0.201 0.340 w w 5.69 9.62 4.35 30.361 0 0 0 Of 0 0 0 0 G 2A-2ov 12C,Osw D_ •111D0' _-- - 16B-30ad _ 20P 19t 22A-tpl 61 c) AED excursion 10 Envelope loss/gain 6329 8382 12 a) Infiltration 2964 939 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 9294 9321 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 9294 9321 15 Duct loads 46 % 73 % 4296 6761 Total room load 13590 16082 Air required (cfm) 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsof , 2017-Sep-2113:44:52 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 2 okAnastasiaGRS\Lo1156ThornbrookAnastasiaGRS.rup Calc = MJ8 House faces: S P ®EL -AIR Right-J® Worksheet HATING -AIR COMNnONINO 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: Lott 56ThornbrookAnastasi... 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 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/f12) or perimeter (it) Bluh) or perimeter (it) Btuh) Heat Cool Gross I N/P/S Heat I Cool Gross I N/P/S Heat I Cool 6 c) AED excursion 0 188 Envelope loss/gain 14175 9710 3660 1949 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) 16921 14375 4480 3038 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 16921 14375 4480 3038 15 Duct loads 1 17 % 30 % 2905 4246 17 % 30 % 769 898 Total room load 19827 18621 5249 3936 Air required (cfm) 840 840 222 178 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wright5oft" Right -Suite@ Universal 2017 17.0.23 RSU24011 2017-Sep-2t 1 Page 3 MCA...okAnastasiaGRS\Lot156ThornbrookAnastasiaGRS.rup Calc = MJ8 House faces: S g DEL -AIR Right-J® Worksheet HUM AM WIMMi OMtNG ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot156ThornbrookAnastasi... Date: 6/4/2014 By: FJF Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsu t Ri ht-Suite® Universal 2017 17.0.23 RSU24011 2017-Sep-21 13:44:52 41CKg Page 4 okAnastasiaGRS\ Lot156ThornbrookAnastasiaGRS.rup Calc = MJ8 House faces: S DEL -AIR Right-M Worksheet HUM °°M` 'IM'"g 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: Lot 156ThornbrookAnastasi... Date: 6/4/2014 By: FJF 1 Room name mstr we study 2 Exposed wall 0 It 21.0 ft 3 Room height 9.3 It heat/cool 9.3 ft heat/cool 4 Room dimensions 5.5 x 3.5 ft 1.0 x 146.5 ft 5 Room area 19.3 ft2 146.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ftz °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 3 12C Osw 0:091 n 0.00 0 00 0 0 0 0 0 0 0 04 2A 2ov .,, , 0.340 n O.oO 0:00 0 0- 0 0 0 0: ""' 0 0 2132fv,... p... 0.340 rf 0.00 0.00 0 0, 0 0.". 4 , ....,0., 0 0 0 U J 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 1 1 I- -G 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 2A- 2ovd 0.580 n 16.41 16.85 0 0 0 0 0 0 0 0 W'' 16A-30ad : _ T0:032 n 0.911,._. 2.38 0 j 12C Osw 0.091 e 0.00 0.00 0 0 0 0 0 0 0 0 6 2A 2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 C 0.340.-e- ro915,¢9_ 9 62 4 3 34360 Q m ,. _ ;. 0 0 0 Q p 0 o 0 .,. 0 0 0 W ...,, 0' Q OQi u osw o.01- s 0.00 0.00 0 0 o o o= 0 L- G 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0_ W 13A_2ocs,. 0.201 s 5.69 35 0 0 0 0 51 y , 51 g,k 292 223 Y- D 13A- 2ocs 6.201 sw 5.69 4.3 5 0 0 0 0 0 0 0 0 11 DO 0.390 sw 11.04 11.99 0 0 0 0 0 0 0 0 12C- Osw 2A- 2ov, 2A- 2ou 0 091 0 340 r0340w; w w 0. 00 0. 00 0. 00 0 OD Q 00 0 00 0 v ++ 0 0 0 Q 0 0 Q 0 0 Q 0 Q " 0 0 Q 0 0 Q 0'._ 0 a i V)/ 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 145 125 713 545 T_ G 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 6 c) AED excursion 01 1 1238 Envelope loss/gain 0 0 1778 1592 12 a) Infiltration 0 0 382 121 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 1 0 Appliances/ other 51 10 Subtotal ( lines 6 to 13) 0 5 2160 1713 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 2160 1713 15 Duct loads 171% 30 % 0 1 17 % 30%1 3711 506 Total room load 0 6 2531 2219 Air required (cfm) 0 0 107 100 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft" 2017-Sep-21 13:44:52 AC- CP, Right - Suite@ Universal 2017 17 0.23 RSU24011 Page 5 okAnastasiaGRS\ Lot156ThornbrookAnastasiaGRS.rup Calc - MJ8 House faces: S DELAIR Right-J® Worksheet Job: Lot156ThornbrookAnastasi... ' WATIM- AM CUlNNTOMMI at'/u 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 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w rightsoft' 2017-Sep-21 13:44:52 41—_CK Right -Suite@ Universal 2017 17 0.23 RSU24011 Page 6 okAnastasiaGRS\Lo1156ThornbrookAnastasiaGRS.rup Calc = MJ8 House faces: S PfIDEL-A6R Right-J® Worksheet Job: Lot156ThornbrookAnastasi... eraTOM-AMCOMMOxixe ahu 1 Date: 6/4/2014 i DEL -AIR HEATING & AIR BY FJF i CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM 1 Room name family rm dining rm 2 Exposed wall 35.0 it 10.0 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 Room dimensions 20.5 x 14.5 It 1.0 x 210.0 It 5 Room area 297.3 ft2 210.0 ft2 Ty Construction U-value Or HTM Area (It2) Load Area (ft2) Load number Btuh/ft2-°F) 13tuh/ft2) 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 ;r ,, 0.091 n• 0.00 0.00 0 w`,-0 0 0% 0 0 0 0 2A 2ov 0 340 n 0.00 0.00 0 0 0 0 0 0` 0 0 2B 2fv 0.340 n 0.00 0.00 M 0 0 0 0 0 0 0 0' V 13A-2ocs 0.201 n 5.69 4.35 135 63 360 275 0 0 0 0 11 C 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 l_{ 2A-2ovd 0.580 n 16.41 16.85 72 0 1182 1213 0 0 0 0 16A30ad 0 032 n- 0.91 2"r38 0 0 0 0 W ...,, 01 p p; WI 12C-Osw 0.091 e 0.00 0.00 0 0- 0 0 4 0 LL4 0 0 0------ 0 G 2A-2ov 0.340 e 0.00 0 0 0 0 0 0 0 0 13A 2ocs 0:201 e. 0.00- 5 69 4 35 191 a19i 1088 832 93 m 54 310 237' 2A-26v 0.340 e._ 9 :62 30.36 0 0 0 0 39_ 0 374 118.0- vN 12C-Osw 0.091 s 0.00 ROO 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 aW 13A=2ocs a,._0 201' s: 5.69 4.35 0. 0 0 0 0 0 f 0 O W 13A-2ocs 0.201 sw 5.69 4.35 0 0 0 0 0 0 0 0L-D 11 DO 0.390 sw 11.04 11.99 0 0 0 0 0 0 0 0 12C-Osw 0 091 w 0.00 0.00 0 0 0 0 0 0 0 a`0 2A 2ou a z..h 0.340 w 0.00 0:00 0 0 Wo p p p 0 p' u 2A 2ov 0346 Zw 0.00 _ 0.00. 0 0 0 0,"'s p ;;, p W 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 Ps" 12C Osw 0.091 2,58 1.44 0 0 0 0 0 0 0 0' 11.D0 , „l ,,,,. , 0 390 ram 1:1 ;0.4 1.1._99_._0 1 O 0._0. 0_ 0_ C 166 30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F _. 20P 19t ,„;5,'` . 0,050 0.00 O.DO 0 0 0 0 0 0 0 _ QI F 22A, tPl 0 989 27.99 0.00 297 35 980 0 210 10 280 0 s---, 1r. x 6 c) AED excursion 201 331 Envelope loss/gain 3609 2120 963 1748 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 3241 1145 2035 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 4246 3241 1145 2035 15 Duct loads 117 30%1 729 957 17 % 30 % 197 601 Total room load 4975 4199 1342 2636 Air required (cfm) 1 211 1 891 57 119 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed wrightsu t' 2017-Sep-2113:44:52 AGCR Right -Suite@ Universal 2017 17 0.23 RSU24011 Page 7 okAnastasiaGRS\Lotl56ThornbrookAnastasiaGRS.rup Calc = MJ8 House faces. S DEL -AIR Right-M Worksheet Fa a rMg 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: Lott 56ThornbrookAnastasi... Date: 6/4/2014 By: FJF 1 Room name pantry kitchen 2 Exposed wall 0 ft 19.9 ft 3 Room height 9.3 ft heat/cool 9.3 ft heat/cool 4 Room dimensions 6.0 x 3.5 It 1.0 x 275.8 ft 5 Room area 21.0 ft2 275.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 1 12C Osw -; 0 091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A 2ou ; -: OT340 n 0.00 0.00 0 D 0 0 0 0 0 r 0 2B 2fw 0 340 n 000 ', 0.00 0 0 0 0 0: 0 0 13A-2ocs 0.201 n 5.69 4.35 b 0 0 0 0 0 0 0 11 T 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 2A-2ovd 0.580 n 16.41 16.85 0 0 0 0 0 0 0 0 W- 16A 30ad 0 032 0.91 238 0 0 0 0 0 0 0 W 12C-0sw 0.091 e 0.00 0.00 0 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 13A2ocs, 0.201 I ., ..,. e 5.69 435 0 0 0 n.-.,: 0 135 135 770 589' 2A-2ov 0.340 e_. 162 30.36 D 0 0 D 0 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 W --_; 13A 2ocs_.._. 0.201. s 5'69 4.3$ 0 z 0 0 I-. 0 0 0 V- D 13A-2ocs 0.201 sw 5.69 4.35 0 0 0 0 46 24 0 134 102 11DO 0.390 sw 11.04 11.99 0 0 0 0 23 23 250 272 12C= 0sw 2A- 2ov 0. 091 0 340 w w' 0 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 IR 0 0 0 0 0 0 0 0' 2A 2ov ......_ 0.340 w l 0.00 0.00 0 D s 0 01 0 0! 0; W 13A-2ocs 0.201 w 5.69 4 35 0 0 0 5 5 27 20 2A 2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A 2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 P 12C:Osw 0 091 2.58 1 44 0 0" 0 0 2 4' 227 583 327' D 11 O...__.__ 0 39.0 F'n- 1.04 __ 11..99 C _ 16B 30ad 0.032 0..91 1.74 0 0 0 0 13 13 12 23 F-.'_ 20F_19t,,. 0:050 0 00 .. 0:00 0, 0 0 0 O 0 F 22A t pl 0.989 27799 0.00 21., 0 0 0 276 20 557 0 Ta. it...._.. eta .. ... .. z.,, c) AED excursion 0 167 6Envelope loss/gain 0 0 2523 1373 12 a) Infiltration 0 0 363 115 b) Room ventilation 0 01 0 0 13 Internal gains: Occupants @ 230 0 0 0 1 0 Appliances/ other 51 1200 Subtotal ( lines 6 to 13) 0 5 2886 2688 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 2886 2688 Duct loads 1 17% 30% 0 1 17% 30% 4951 794 f Total room load 0 6 3381 3482 Air required (cfm) 0 0 143 157 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsof ' 2017-Sep-21 13:44:52 4GCR Right -Suite© Universal 2017 17.0.23 RSU24011 Page 8 okAnastasiaGRS\ Lot156ThornbrookAnas(asiaGRS.rup Calc = MJ8 House faces: S i Job: Lot 156ThornbrookAnastasi... DEL -AIR Right-J® Worksheet COMIMOMMI ahu 2 Date: 6/4/2014 DEL -AIR HEATING & AIR By: FJF 531 CODISCO WAY, SANFORD, FL327711 PPhhND4o ION6NGax:407-333-3853 Web: WWW.DEL-AIR.COM I 1 Room name ahu 2 rm 2 2 Exposed wallI 169.0 it 39.5 it 3 Room height 9.0 it 9.0 It heat/cool 4 5 Room dimensions Room area 1469.3 ft2 14.5 x 15.5 it 224.8 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 V J' 12C Osw 2A-2ov 2B 2fv 13A-2ocs 0 091 0 340 0 340 0.201 n , n n n 2.58 9.62 9.62 0.00 2.34 10.58 10.58 0.00 270 30 40 0 200 a 0 0 0 515 289 385 00 469 317 423 0 140 30 0 0 110 0 0 0 282 289 0 W 257. 317 O 11 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ovd 0.580 n 0.00 0.00 0 0 0 01 0 0 0 0 16A-30ad 0o 032 n__. _, 0.00 0.00 0 0 0_ 0 0 0 WI 12C-Osw 0.091 e 2.58 2.34 491 461 1186 1079 86 86 220 200 G- 2A-2ov 0.340 e 9.62 30.36 30 0 289 911 0 0 0 0 W 13A 2ocs> 0 201 e, 0 00 O_ o0 0. 00 O. QO 0 Q 0 0 0 D erg; 0 0 0 r ..., O 0 0 0: 12C- Osw 0.091 s 2.58 2.34 270 240 618 562 0 0 0 0 t- G 2A-2ov 0.340 s 9.62 10.77 30 26 289 323 0 0 0 0 W 13A-2ocs 201 s_ 0.000. 0< W 13A-2ocs 0.201 sw 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 sw 0.00 0.00 0 0 0 0 0 0 0 0 12C- Osw 2A- 2ov 2A- 2ov ._. D 091 0 340 0. 340 w" w w„ . • 2. 58 9. 62 9. 62 2. 34 30. 36 30. 36 491 6 15 470 p 0, 1209 auz, s: ,58 144 1100 182 „ 45_ 5. 1I31 p 0 131 0x 0 336 p 0 306 0 p',, 13A- 2ocs 0.201 w 0.00 0.00 0 0 0 W 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 6 c) AED excursion 10 114 Envelope loss/gain 6329 8382 1330 1357 12 a) Infiltration 2964 939 693 219 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) 9294 9321 2023 1576 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 9294 9321 2023 1576 15 Duct loads 461% 73% 4296 6761 46% 73% 935 1143 Total room load 13590 16082 2959 2719 Air required (cfm) 840 840 183 142 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 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Date: 6/4/2014 By: FJF 1 Room name bth 2 bth 3 2 Exposed wall 9.0 It 11.5 It 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 ftz Ty Construction U-value Or HTM Area (ftz) Load Area (ftz) 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 12C-Osw 2A 2ov 0 091 0 340 n n 2.58 0.62 2:34 10:58 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0 0'. 2B-2fv. 0 340 n 9.62 10.58 0 0, 0 0 0 0 0 0', J 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 F- G 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 L-G 2A-2ovd 0.580 n 0.00 0.00 0 0 0 0 0 0 0 0 16A=30a0. .:_ 0.032 gsn, 0.00 0.00 o 0 0 z0 A,,,,, 0 w , .. - ; 0 0 0! t-G 12C Osw 0.091 e 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov e 9.62 30.36 0 0 0 0 0 0 0 O 13A-2ocs, 2A-2ov - n .v:`.. 0.340 0.201 0.340 e e--0:00 0:00 0.00 00 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 t-G 12C-Osw 2A-2ov 0.091 0.340 s s 2.58 9.62 2.34 10.77 0 Of 0 Of 0 Of 0 0 Of 0 0 0 0 0 0 0 13A-2ocs I 0.2011 w 2A-2ov 0.340 w 01 01 01 01 01 01 01 01 61 c) AED excursion 166 29 Envelope loss/gain 300 518 329 334 12 a) Infiltration 158 50 202 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) 458 568 531 397 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 458 568 531 397 15 Duct loads 46 % 73 % 212 412 46 % 73 % 245 288 Total room load 669 980 776 686 Air required (cfm) 41 51 48 36 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 41- wrightsoft` Right -Suite© Universal 2017 17.0.23 RSU24011 2017-Sep-21 1P3a4e.50 okAnastasiaGRS\Lot156ThornbrookAnastasiaGRS_rup Calc = MJ8 House faces: S g I i'DEL-AIR Right-J® Worksheet Job: Lot 156ThornbrookAnastasi... MATfifB*GM COHMU BB 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 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 ftz 47.5 ft2 Ty Construction U-value Or HTM Area (fie) Load Area (fl2) Load number Btuh/ftz °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 2A 2ov "; 28 2fv" =_ : 0 091 0 340 0.340 n, ri , 2 58 9 ,62 9.62 2 34 10 58 10;58 0 0 0 0 0 0 0 0 0 0 0 0 0,` 0 0 0+ 0, 0' 0 0 0 0 0 V 1 13A-20cs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 G 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 I 2A-2ovd 0.580 n 0.00 0.00 0 0 0 0 0 0 0 0 W__', 16A-30ad =<'__. 0032 n. ... 000 0 0 0 0 0_-- Oi_. 0 0 W 12C-Osw 0.091 e 0:00 2.58 2.34 0 0 0 0 0 0 0 0 L'G 2A-2ov 0.340 e 9.62 30.36 0 0 0 0 0 0 0 0 VVall 13A 2ocsa 2A tow ^ 0.201 0.349 e- e- 0 00 OMQO OM 0 6 0 0. 0 0--- 0 0 0 0 0 O. 0 0 0 0- 12C-Osw 0.091 s 2.58 2.34 126 111 286 260 45 45 116 105t-G 2A-2ov 0.340 s 9.62 10.77 15 13 144 162 0 0 0 0 W' ".,:; 13A 2ocsx 0 201 s_ 0_00 000 0 0 0 0 00 0 13A-2ocs 0.201 sw 0.00 0.00 0 0 0 0 0 0 0 0 D 11 DO 0.390 sw 0.00 0.00 0 0 0 0 0 0 0 0 12C Osv"' 2A 2ov A 0 091 s0 340 w ? w 2 58 9 62 9.6230.'36 2R34 30 36 126 0 15 111 0 286 0 144 260 0 44 0 18 0 0 18 0- 0' 4,6 0 0 42 0' 0' G L-G 22ovs 1 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 P. ;" , .: 12C new } , „ , 5a n n91 n"nn M ...nnn 0 0 0 n n 0 n 0 6 c) AED excursion 71 19 Envelope loss/gain 1038 1549 221 219 12 a) Infiltration b) Room ventilation 491 10 156 0 123 0 39 0 13 Internal gains: Occupants @ 230 Appliances/ other 0 0 0 0 0 0 Subtotal ( lines 6 to 13) 1529 1704 344 258 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 1 461% 730% 0 0 0 1529 707 01 0 0 1704 1236 46% 73% 0 0 0 344 159 0 0 0 258 187 Total room load Air required (cfm) 1 2236 1381 2941 154 503 31 446 23 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. W riight50ft 2017-Sep-21 13:44:52 AC - CA Right - Suite@ Universal 2017 17.0.23 RSU24011 Page 11 okAnaslasiaGRS\ Lo1156ThornbrookAnastasiaGRS.rup Calc = MJ8 House faces: S i DEL -AIR Right-M Worksheet IIfAT9t8,Agi W1 N11°"'"° 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 If I Job: Lot156ThornbrookAnastasi... Date: 6/4/2014 By: FJF 1 Room name rm 3 loft 2 Exposed wall 24.0 ft 11.5 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 13.0 x 11.0 ft 11.5 x 11.0 ft 5 Room area 143.0 it2 126.5 ftz Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ftz °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw 0 091 n 2 58 2.34 0 0 0 0 0 0 0 0' 2A 2ov r 0 340 n; 9 62 10,58 0 0 0 0 O 0 0 0 28 2fu ::, , 0.340 n, 9:62 10.58 0 0 0 0 ' 0 0 : 0 0 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 12C-Osw 0.091 s 2.58 2.34 99 84 216 197 0 0 0 0T--G 2A-2ov 0.340 s 9.62 10.77 15 13 144 162 0 0 0 0 W 13A-2ocs __ 0 201 , s . ;0:00 .: , : 0:00 0 -- 0 _0 _ 0 0 _' 0 _ .,_:0 0' W 13A-2ocs 0.201 sw 0.00 0.00 0 0 0 0 0 0 0 0 D 11 DO 0.390 sw 0.00 0.00 0 0 0 0 0 0 0 0 12C Osw 0 091 w" 2.58 2.34 0 D 0 0 ON 0 0 ax0 2A 2ou 1 :0 340 w 9 62 30.36 0 = 0 0 0 0 0 0 0 2A 2ov :: _ :0.340 a ' w" , ,M , 9:62 30.36 0 " 0 0 _. _ 0 0 .0 ,'. 0 0_- W 13A-2ocs 0.201 w 0.00 0.06 0 0 0 0 0 0 0 0 Y(' 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrigF ttsoft" Right -Suite® Universal 2017 17.0.23 RSU24011 2017-Sep-21 tPage 12 okAnastasiaGRS\Lotl56ThornbrookAnastasiaGRS.rup Calc = MJ8 House faces: S g a s" DEL -AIR Right-J® Worksheet Job: Lot156ThornbrookAnastasi... IKATM• AM CommMmrure ahU 2 Date: 6/4/2014 By: FJF IDEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM 1 Room name open to below stairs 2 Exposed wall 35.0 it 3.5 it 3 Room height 9.0 it heat/cool 9.0 it heat/cool 4 5 Room dimensions Room area 20.5 x 297.3 ft2 14.5 it 1.0 311.3 ft2 x 311.3 ft Ty Construction U-value Or HTM Area (w) Load Area (w) Load number Bluh/ftz °F) BtuWft2) or perimeter ft) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw 2A=2ov = 2B'2fv 0.091 0 340 0 340 ' 6 n; n 2.58 9.62 9.62 2.34 10.58 10.58 131 0 40 91 0 0 233 0 385 212 0 423 M 0 r >,,, p6 0 0 0 0 0' ,. 0 0 0 0 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 I--G 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 L-G 2A-2ovd 0.580 n 0.00 0.00 0 0 0 0 0 0 0 0 W 16A.30ad' 0 032 nn 0 00. ... 0 00 D p 0 0 0- 0'-. 0 0 W 12C-Osw 0.091 e 2.58 2.34 185 185 475 432 0 0 0 0 t-(' 2A-2ov 0.340 e 9.62 30,36 0 0 0 0 0 0 0. 13A 2ocs 2A 2ov ',. 0 20 j, 0 340 e e_ 000 0.00 0 00 00 O 0 0_ 0 p 0 Q M'__ 0 0 0 0 n -- 0 0 0'. 12C-Osw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 W :c, , 13A=2ocs 0 201 s_1_ 0.00 -=000,A 0 0 p ...., . .0 p t13A-2ocs 0.201 sw 0.00 0.00 0 6 0 0 0 0 0 0 D 11 DO 0.390 sw 0.00 0.00 0 0 0 0 0 0 0 0 12C Osw 2A 2ov 0 091 0.346 0.340 w';2:58 w' w_ 9.62 9_62 _30 36 2.34 30.36 0 0 p 0 0 0 0 0 0 0 0 a " 0 32 0: i ..:. 0 32 81 0 '; 0 0 Gw.. 0 74 y t"b' 0 13A 2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0t-G 2A 2ov 0.340 w 0.00 0.001 0 0 0 0 0 0 0 0 6 c) AED excursion 120 43 Envelope loss/gain 1362 1464 363 571 12 a) Infiltration b) Room ventilation 614 0 194 0 61 0 19 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 1976 1658 424 591 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 46% 73% 0 0 0 1976 914 0 0 0 1658 1203 46% 73% 0 0 0 424 196 0 0 0 591 429 Total room load Air required (cfm) 2890 179 2861 149 621 38 1020 53 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. W rightSOfY' 2017-Sep-21 13:44:52 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 13 okAnastasiaGRS\Lotl56ThornbrookAnastasiaGRS.rup Calc = MJ8 House faces: S Job: Lot 156ThornbrookAnast... DEL --I Duct System Summary Date: 6/4/2014 HEATING» AIR CONDITIONING ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Heating Cooling External static pressure 0.30 in H2O 0.30 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.24 in H2O 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O 0.120 / 0.120 in H2O Lowest friction rate 0.148 in/100ft 0.148 in/100ft Actual air flow 840 cfm 840 cfm Total effective length (TEL) 162 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk dining rm c 2636 57 119 0.196 6.0 Ox 0 VI Fx 27.1 95.0 SO family rm h 4975 211 189 0.183 8.0 Ox0 VIFx 36.2 95.0 SO kitchen c 3482 143 157 0.212 7.0 Ox 0 VIFx 18.1 95.0 Sti mstr b1h h 1395 59 31 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 rnstr rm h 5249 222 178 0.148 9.0 Ox 0 VIFx 52.0 110.0 st3 mstr we c 6 0 0 0.164 4.0 Ox 0 VIFx 36.7 110.0 st3 mstr wic c 6 0 0 0.159 4.0 Ox 0 VIFx 41.1 110.0 st3 pantry c 6 0 0 0.209 4.0 Ox0 VIFx 19.6 95.0 st1 pwdr c 495 21 22 0.194 4.0 Ox 0 VIFx 28.6 95.0 st1 study h 2531 107 100 0.195 6.0 Ox 0 VIFx 27.8 95.0 st1 util c 958 20 43 0.191 4.0 Ox 0 VIFx 30.9 95.0 st1 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st3 Peak AVF 282 209 0.148 516 10.0 0 x 0 VinlFlx SO st1 Peak AVF 840 840 0.148 602 16.0 0 x 0 VinlFlx WrightSOr l- Righl-Suite® Universal 2017 17.0.23 RSU24011 ACCA _ okAnastasiaGR S\ Lot I 56ThornbrookAnastasiaGR S. rup Calc = MJ8 House faces: S 2017-Sep-21 13:44:54 Page 1 Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb3 Ox 0 840 840 0 0 0 0 Ox 0 VIFx 1 htSO1 tom_ 2017-Sep-21 13:e 2 Wil C Q Right-SuifeO Universal 2017 17.0.23 RSU24011 Page okAnastasiaGRS\Lot156ThornbrookAnastasiaGRS.rup Calc = MJ8 House faces: S DEL Duct System Summary MATING"- AM C0MJr[tt1NA76 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 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 0.202 in/100ft Actual air flow 840 cfm Total effective length (TEL) Job: Lot156ThornbrookAnast... 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 0.202 in/1 00ft 840 cfm 119 ft 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 loth 2 c 980 41 51 0.318 4.0 Ox 0 VIFx 5.5 70.0 bth 3 h 776 48 36 0.311 4.0 Ox 0 VIFx 7.1 70.0 loft c 2767 72 145 0.203 6.0 Ox 0 VIFx 33.0 85.0 st2 open to below h 1445 89 75 0.274 6.0 Ox 0 VIFx 17.5 70.0 open to below -A h 1445 89 75 0.286 6.0 Ox 0 VIFx 14.0 70.0 rm 2 h 2959 183 142 0.270 7.0 Ox 0 VIFx 18.8 70.0 rm 3 h 1775 110 87 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 2941 138 154 0.281 7.0 Ox 0 VI Fx 15.5 70.0 stairs C 1020 38 53 0.306 6.0 Ox0 VIFx 8.6 70.0 Name Trunk Type Htg cfm) Cig cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st2 Peak AVF 213 255 0.202 576 9.0 0 x 0 VinlFlx Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb2 Ox 0 840 840 0 0 0 0 Ox 0 VIFx r wrightSO `' Right-SuiteOO Universal 2017 17.0.23 RSU24011 okAnastasiaGRS\ Lot 156ThornbrookAnastasiaGRS.rup Calc = MJ8 House faces: S 2017-Sep-21 13:44:54 Page 3 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot156ThornbrookAnastasiaGRS 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 9/21/2017 1:53 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) 9/21/2017 1:53:05 PM EnergyGauge@ - USRCSB v5.1 Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 156ThornbrookAnastasiaGIRS 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 FLOW: Leakage Characteristics CFM(50): E LA: Eq LA: ACH: ACH(50): S LA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: 9/21/2017 1:53 PM 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: EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software 04 -t%IE ST45, yUl Cab W-E Page 1 of 1 I r I FORM R405-2014 Florida Department of Business and Professional Regulations rces(aent(a( vvno(e buiiaing Performance and Prescriptive Methods ADDRESS: Permit Number: FL MANDATORY REQUIREMENTS See individual code sections for full details. El 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 L/s/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. 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 (MandatoryNI 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. 2. 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. Duct testing is not mandatory for buildings complying by Section R405 of this code. 9/21/2017 1:53 PM EnergyGauge® USA - FlaRes2014 -Section R405.4.1 Com Page 1 of 3 i FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) El R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. I R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41°C) or below 55°F (13°C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3'/z inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. El 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 60°C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. 0 R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard 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. p R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. p R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 0 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 9/21/2017 1:53 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -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. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. 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. 9/21/2017 1:53 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Corn Page 3 of 3 i r- WINDOW SCHEDULE WINDOW WIDTHS Qx70" i1' 31' 53' WINDOW ULL OL1 auriYnEMt 4tpa xroir 0 L. Ow lR 37w nw 37w uartu Dw w33w 73w w TRAY CEILING SECTION uw g 6w V734w 74w 35w ww 35w Transfer ducts/ Ines shed In c ompllonce with Fi—lldo R-1,1e tlol dw 3 54VMw 76w 36w Bullding Code - M1602.4 Hnlonced Return AIr, exceptions 1-3. Bulkier GC. vEQFY YASOhY CPENNJ FOR ALL IND ,, LWWSI¢S NN II3-ALL41KN`FT VAR' PER ro ru must provlde unrestricted I Inch 7dVfdCR'itR A'D 5PEC61C4tICN5. FFER10 P.aR RAY"5' EOFLLApCW r O irr dercvt on tloars to hobitoble Y rooms. w. ere IR) l51r LE WG-w. Ch5E1' V CSR, N FI4P GLASS-F61v___ Li O I v naw bv I II 1 GATHERING ROOM f DINING n e'4u OI ' 4x8 a-srcev—.E 190 e . Nr Ira• 12010x6 Iw r. / II O vMsseus I C aaLn ! o„ ra 16.16a yy 16x16 rog 8> Ya 4 tw SM TYP }° TfEOWN_ER'SSU01C12x12I1 1so wS s:•j 1Dx w r--- r--- gAL L _ J ERL w so 1 T L 9J 42X42 A/C SLAB BY BLDR MIN 2.0 TON W/5KW e24ov IPM 3' bath duct 2' FROM WALL 18x10P1pl;farm by to wall cap bldr 0 w/fanrole1/8'=r0. Nutone 696RNB s1,uR >Es oM KT nw3 .w,M,E.,. na Rarf m xrx, b.E aaE mxwE egnN E6 L i ve n mininu sN. elY 4. CALI."TOP Mit Chen vent oto LI cop 6' ,-• [ — 18'x12' limp ), lily mili 3' bath duct to wall cap w/fan Nutone 696RNB 1 nalnemn I I eu enwuw:e I I I I 11 11 I 2 CAR GARAGE I w II III oR-i ai?. . Y av2 tl I bu.artR I F EEIAGsl41d L y PORCH rwe I code. All duct has on r=6 Insulation value. n n wRan w. sex nLm urru s eae o•ee v R.9YiFE®nbER Lsn6fllID YN S&R V pQu - w sca nsIDwvR ux van.wm FF mel hLun3.axU5 bR O O \s', Oj _ ! 11C.B.d feV78211•R O •,mum ¢ surv9PowuM05 - fi L O Cn/U» anani[i©:ooae u'arrwrrmo h(1 OH ub sww•.nc o n U rJDsa45ibRD4eorf.Yro KAOEvs VL'leD 21o i Nero xa3e asaa rrn Q O - x*ALise52rbsmv.r Eorarpvm lS nw.mna ra Loch .ux, SSTRUCTURALNOTES uL Lomiacawc iwnoLrm e'NN ro et roanep efw rowans z r m Q a O WWI\_, U C d CU CU z 0 w V Q o Q D o U J \ F— Q —J F— `D L zo } Cl) m w > z C:1 z o w 3 J Q H m F Q 5 J O 5 Q m 2 J Ul 0 C d?YdI OFVRGS HFi ALl i t1ID WkLATO W 14 F{R ERAV5PKFI ATM O au Ftuu FOR 5me a wuroal a E g1G-`J1 CAcw- CS" T, GR FOLD ma pp. Ii Oat[ R4. I q / LO BEDR M 3 I Q 7 jg lOx6 lwcd 10.6 F ttcu-o nw c. 75 10x6 lwcdd 1 lDx6 lwcd 1 145 rag 6 85 qd Iy nnn_"`111FFF V 6x4 lwcd^ Builder wl" n sd to ma i u 4' 25 provide a/c duct chase 6' I 16 ae I amn° ]4x agu` i t'µ" 5tA4. r— 10 6 lwcd e''P01a I 12.6 w d 1 w5 6' 12.12 rag 140 _„ BEDROOM Z 7' 8=. 7' 1556.16 rag 12x6 1w DRDOM 4 a-IIT TH 3 I a-o awr a.a. fxy' x4 w AAA3 A9 8.4 wC - 0 2.0 TON W/5KW 224DV 1 18x10ppltforn byO 3' bath duct Trans:er ducts/grilles sized In bldr t0 Y'OOf conpllance with Florida Residential Cap Building "" - M7602.4 Balanced scale i] w/fan Return Alr, exceptions 1-3, Builder NutOne ust provide unrestricted 1 Inch 696RNB ander—t an doors to habitableroons. Must have a minims, clearance of 4 inches around the air handler per the State Energy code. Ail duct has on r=6 Insulation value. STRUCTURAL NOTES iaww wns m to ..ae¢ata vewtawnn Nn,YitW gaDtWAO,¢1 Rating 4- z O W V 0 o Q o QLnm o f zc u j r QF-o ll Q zo=O I— Q J D l.,_. zo } N m Lu '' •• > Z J Q Z J O 5 Q w m EL_ J Ul 0 (2) TAYLOR MORRISON HOMES THORNBROOKE S.F. LOT 156 HOUSE TYPE: ANASTASIA WITH OPTIONS WATER SOFTENER LAUNDRTY TUB 1ST FLOOR 1h j) c' MASTER BATH f , AAV KITCHEN 3" WASTE; STACK FROM 2No Fcoou rAnmrr AnNa •ro rW IsrFLOOR r9 1,,: 12- E w/M L/ T POWDER WATER BATH SOFTENER TAYLOR MORRISON HOMES THORNBROOKE S.F. LOT 156 HOUSE TYPE: ANASTASIA WITH OPTIONS WATER SOFTENER LAUNDRTY TUB 2ND FLOOR 3" WAST98T^CIC FftOM Rion FLOOR TeRMiNAYIN m THE 1ST FLOOR TT K u f i La v BATH 2 DESCRIPTION AS FURNISHED: Lot 156, THORNBROOKE PHASE 4, as recorded in Plat Book 61, Pages 70 thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO Taylor Morrisori of Florida,' Inc 30' UNNAMED ROAD P.B. 1, PAGE 114) S 00"1221 " E 40.00' I[' y0 10' LANDSCAPE, WALL rLh• FENCE ESMT. 19.27` 19.29' LOT 156 y 1 AC (2-TYP.) 5.00' - - 15.7' 14.3' COVERED PATIO 14.3' RECORD COPY i t3P 1'7-33 l S.00ZONING DATF4-111 Ok to construct single family home 5. 00' with setbacks and impervious area shown on plan. AyAaS a' i C%-) CxL f PROPOSED RESIDENCE MODf!' L: ANASTASIA W 2 CAR GARAGE RIGHT rr LOT17 LOT 157 ENTRY I 5. 00' 0 vi i WALK — 21. 3' 16' 5. 00' DRIVE 25. 20 75.20' 10' UTIL. ter' E•SM'T. 0 72, 64' 0— 5' CONC WALK PC) 3' B. B.) S 00RI0'44" E LOT = ;4,"7'79 SQ.FT: 40. 00 LIVING = 1,467 SO. FT. GARAGE = 4S5 SQ.FT. ENTRY = j.71 SO.FT. J %- 2 0 C REDLANAI= 1136 N/ A SQ. FT. SOFT. L 1J [J 1 J Li 1 / DRIVEWAY DRIVEWAY = 403 SO. FT. 50' R/W) A/ C PAD = ; 18 SQ.FT. WALKWAY = ' 70' S11.FT. c, IMPERVIOUS= I54.9 C rC _ 2,623 SQ.FT. 4 fin' SOD C OFT LOT AR i CALCULATIONS: R/ W = :400 SO. FT. ROPOSED = FINISHED SPOT GRADE ELEVATION —_. APRON = 95 SOFT. PFR DRAINAGE PLANS BUILDING SETBACKS: *PLOT PLAN ONLY* SIDEWALK = .200 SQ.FT. PROPOSED DRAINAGE FLOW FRONT = 25' (NOT A SURVIVY) SOD = 105 So. FT. 0 0' GRADING TYPE A REAR = 15' -- --- PROPOSED INFORMATION SHOWN AREA PROPOSED F.F. PER PLANS = 24.9' . SIDE = 5.0' — !4 SO.F. SIDE CORNER = 10' EASED ON SUPPLIED PLAN DRIVEWAY = '498 SOFT. PROPOSEO GRADE PER CONSTRUCTION PLAN + AND/OR INSTRUCTIONS PER SIDEWALK = '270 SO.F'T. CLIENT( NOT FIELD VERIFIED) SOD _ 2,261 S0.Ff. Clti' llFS'FNffFYFR-SCOTT & AA_SFSOC' , L19ND SU.RVII'.'0 ,5 LEGEND - LEGEND - —" PLAT' P.U.L. POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 F FIELD TIP. = TYPICAL NOTES.' 111. IRON PIPE PR.C. • POINT DT REVERSE CURVATURE 1. THE UNDERSICNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS 774E STANOAROS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF P. - IRON Roll P.C.C. - POINT DF COMPOUND CURVATURE PROFESSIONAL SURVT.I'ORS AND ALWPERS IN CHAPTER 5I-17 FLORIDA ADMINEST2I171E CODE PURSUANT TO SECTION 472.022, F1.0ROA .STAT11E:S C.H. CONCRETE MONUMENT RAD. • RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORICIAW. RAISED SEAL THIS SURVEY MAP OR COPIES ARE NOT VALID., T: C I.R. 1/2• LR n/pL8 4596 N.N. - WITNESSMON-RADP J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS RCC. -RECOVEREDV.P. = WITNESS POINT OR EASEME' NIS THAT AFFECT TIIIS PROPERLY. F.O.B. POINT OF BEGINNING CALC. =CALCULATED ' O.C'. POINT (IF COMMENCEMENT PRJ4 = PERMANENT RCFE:RCNCE MONUMENT 4. NO UNOERCROUND IMPROVEMENTS HAVE BEE14 LOCATED UNLESS OTHERWISE SHOWN. t = 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. FJLO MA t DISK B.S.L. • BUILDING SETBACK LINE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. SM - EASEMENT Or-VnYD.H. ' BENCHMARK 7. BEARINGS, ARE BASED ASSUMED :M'UM AND ON THE LINE SHOWN AS BASE BENHING (B.B.) ESMT, =EASEMENTB.B. BASE BEARING DRAIN. •DRAINAGE D, ELEVATIONS, IF SHOWN, ARE BASED ON NATIONAL GEODETIC DA7UAN OF 1929, UNLESS OTHERWISE NOTED. UTIL. UTILITY 9, CERTIFICATE OF AUTTIORIZATON No. 4590. CL.FC. = CHAIN LINK FENCE WD,FC. • WOOD FENCE CID CONCRETE BLOCK ._. _..._._—....—.-.— .............. P.C. POINT OF CVRVATURE SCALE F---- 1• 20' D21WN BY: P,T, POINT OF TANGENCY ——-_-_ — //A'--------- Itisr. - DESCRIPTION CERTIFIED BY:•UxL1Ex No. R - = RADIUS PLOT PLAN 09-24-17 4:1 1 1 -17 ARC LENGTHDDELTA C v CHORD CHORD BEARING NORTH THIS OUILDING/ PROPERTY OOES.NOT LIE WITHIN ---------- THE ESTABLEMED 100 YEAR FLOOD PLANE AS PER "FIRM" TOM X. GRUS PIMEYER, R.L.S. 1 4714 LONE X" MAP N 12117C 0055 F. S W. SC 1'T, R.L.S 1 4801 STATE CERT .LIC EC13003715 ELECTRICAL SERVICES, INC. HOLDER: JOSEPH STRADA 3400 St Johns Pkwy NEC 2011/FBC 107SANFORDSTRAVAN 877-906-111313 ELECTRIC • SECURITY ELECTRICAL LOAD CALCULATIONS UPDATED 5-8-2012 MODEL: ANASTASIA BUILDER TAYLOR MORRISON SUBDIVISON VOLT/AMPS LARGEST LOAD: HEAT PUMPS W/SUPPLEMENTAL HEAT 15572 Includes Heat Pump and Heat Strips on together @100%. Square feet living area 25851 3 volt/am s Small Appliance Circuits 3 Laundry Circuit 1 Dishwasher 1 Water Heater 1 Range 1 Oven Cooktop Microwave 1 Dryer 1 Disposal 1 Pool TOTAL OTHER LOAD FIRST 10KVA@100% 10,000 REMAINDER @ 40% 9742 LARGESTLOAD 15572 TOTAL LOAD 35 314 V.A./ SIZE RECOMMENDED 1 200 SERVICE SIZE: 240VOLTS= 1 147 MINIMUM PER 150 NEC 7755 4500 1500 1500 4500 8000 0 0 1100 5000 500 0 34355 2 4032 10000 6500 0 2.5 5040 10000 6500 0 3 5280 10000 6500 0 3.5 6168 8000 5200 0 4 6888 8000 5200 0 5 8160 10000 6500 0 SETUP 0 TON OTY KW 1.5 2990 5000 3250 0 2 1 4032 5000 3250 7282 2.5 1 5040 5000 3250 8290 3 5280 5000 3250 0 3.5 6168 5000 3250 0 4 6888 5000 3250 0 5 5 KW SETUP 8160 5000 3250 0 15572 POOL,PREWIRES OTY" AMPS; 60 2409< 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. n tom' Nil MiTek' Lumber design valA!-r -in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RECORD COPY RE: T130156 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Taylor Morrison Project Name: T60156 Model: Anastasia Lot/Block: 156 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. Seal# Truss Name Date No. Seal# Truss Name Date 1 T12269345 1 C 1 A 1 10/16/17 118 IT12269362IF04 10/16/17 12 1 T12269346 1 C 1 B 1 10/16/17 119 1 T12269363 1 F05 1 10/16/171 13 1 T12269347 1 C3A 1 10/16/17 120 I T12269364 I F06 1 10/16/171 14 1 T12269348 1 C3B 1 10/16/17 121 I T12269365 I F07 1 10/16/17 15 1 T12269349 1 C5A 1 10/16/17 122 I T12269366 I F08 1 10/16/171 16 1 T1 2269350 1 C513 1 10/16/17 123 I T12269367 1 F09 10/16/171 17 T12269351 1 CJ1 1 10/16/17 124 I T12269368 I F10 10/16/17 11 18 1 T12269352 1 CJ3 1 10/16/17 125 I T12269369 I F11 10/16/171 19 1 T12269353 1 CJ5 1 10/16/17 126 I T12269370 I F12 1 10/16/171 110 1 T1 2269354 1 E7A 1 10/16/17 127 T12269371 1 F13 1 10/16/171 Ill I T12269355 1 E713 10/16/17 128 I T12269372 I F14 1 10/16/171 112 I T12269356 J EJ2 10/16/17 129 I T12269373 I F15 1 10/16/17 113 I T12269357 J EJ7 1 10/16/17 130 I T12269374 I F16 1 10/16/17 114 I T12269358 1 F01 1 10/16/17 131 1 T12269375 1 FG 1 1 10/16/17 115 I T12269359 I F02 1 10/16/17 132 1 T12269376 1 H7A 10/16/171 16 T12269360 F02A 10/16/17 33 T12269377 1 H713 10/16/171 117 I T12269361 I F03 1 10/16/17 134 1 T12269378 1 HJ2 1 10/16/171 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. OSANFORD 3364 j L1US CFF DENS. '. eSE 486 OF O, N I/1111/1 Julius Lee PE No.34869 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2017 Lee, Julius 1 of 2 r--- I I RE: TBO156 - Site Information: Customer Info: Taylor Morrison Project Name: TB0156 Model: Anastasia Lot/Block: 156 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. Seal# Truss Name Date 35 1 T12269379 1 HJ7 10/16/17 136 I T12269380 I T01 10/16/17 137 I T12269381 I T02 10/16/17 138 I T12269382 I T03 10/16/17 139 I T12269383 I T04 10/16/17 140 I T12269384 I T05 10/16/17 141 I T12269385 I T06 1 10/16/171 142 T12269386 1 T07 1 10/16/17 143 J T12269387 T08 1 10/16/17 1 144 I T12269388 I T09 1 10/16/17 1 145 J T12269389 I T10 1 10/16/17 1 146 I T12269390 I T11 10/16/17 147 I T12269391 I T12 1 10/16/17 1 148 I T12269392 I T13 1 10/16/17 149 I T12269393 I T14 1 10/16/17 1 150 I T12269394 I T15 1 10/16/17 1 151 IT12269395IT16 10/16/17 152 IT12269396IT17 10/16/17 153 IT12269397IT18 10/16/17 154 1 T12269398 1 V01 1 10/16/17 1 155 1 T12269399 1 V02 1 10/1 6/17J 156 T12269400 1 V03 1 10/16/17 1 157 IT122694011VO4 110/16/17 158 I T12269402 1 V05 1 10/16/17 1 2 of 2 Job Truss Truss Type s 'IQt1 Tt22s93as TBO156 CiAJack-Open 1 7Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 2x4 = 1-0-0 1-0-0-0-0 640 s Aug i 6 201 l MITMiTek ini—fi i—, 1111:. VI , v -i 16 vo Yo. - f r age I ID: 0837CakNCJU5ySDiQmCDdnydl 1 m-dOQ6mQtpFsNtMsP7JeHVdlkFhvMFGPyONaTsEyySvC1 Scale = 1:7.1 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in toe) I/deft Ud 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 Verf(TL) -0.00 1 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 3 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) 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 Grav1=44(LC 1), 2=34(LC 1), 3=20(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ulf-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek@) connectors. lhts design Is based only upon parameters shown, and is for an individual Lwilding component, not a truss system. Before use, the bullditlr,J designer must verify the cippliccAAity of design [xuametets and piopedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual In web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of messes and truss systems, seeANSI/TPI ] Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type %Qty Ply T72269346 TB0156 C16 Jack -Open 2 TlJob Reference (optional) Builders FirstSource. Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 08:45:48 2017 Page 1 ID:0837CakNCJU5ySDiOmCDdnydl 1 m-dOQ6mQtpFsNtMsP7JeHVdikEZvMGGPyONaTsEyySvC1 1-0-0 1-0-0 1-0-0 1-0-0 2x4 = T N MO Scale = 1:6.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well 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 Verl(TL) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 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 puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-11/Mechanical, 2=159/0-8-0, 4=9/Mechanical Max Horz 2=34(LC 8) Max Uplift3=-11(LC 1), 2= 102(LC 8) Max Grav3=18(LC 8), 2=159(LC 1), 4=18(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All 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; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 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 arty 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 Ib uplift at joint(s) 3 except Ot=lb) 2=102. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mi lekq connectors. This design Is based only upon parameters shown, and is for an individual txuBding component, not a Iruss system. Before use, the building designer must verify the applicability of design parameters a d properly incogwrate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erec lion and bracing of It and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee SBeei, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply T12269347 T60156 C3A Jack -Open Qty 1 1 Job Reference optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 2x4 = 3-0-0 7.640 s Aug to cu i mi, — nmusmea, MC. . a — I U U-4-4.-age . I D:0837CakNCJ U5ySDiQmC Ddnyd 11 m-dOQ6mQtpFs NtMs P7JeH Vd I kCzvLxG PyONaTsEyySvC 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(L L) 0.00 1-3 999 240 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 W B 0.00 Horz(TL) 0.00 2 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) 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 Upliftl =- 1 7(LC 12), 2=-65(LC 12) Max Grav1=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. Scale = 1:12.3 PLATES GRIP MT20 244/190 Weight: 10lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; VUIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconctirrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "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 MITEK REFERANCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. _ [! Design valid for use only with Milek@) connectors. this design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incogwrate this design into the overall ism building design. acing Indicated is to prevent Ixuckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. B SafetyInformationavailablefromussPlate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ! *Qty Ply T12269348 TB0156 C3B Jack -Open 2 1 Job Reference (optional) Builders FIrStSource, Tampa, Plant City, Florida 33566 r.bvu s Aug ib 201 r Mi i ek mousmes, inc. Mon 36 i o oa.vo.ee coi 7 Foye ID:0837CakNCJU5ySDiQmCDdnydl 1 m-5C_U_muS09Vk_D_JtLpkAVGOalhS?sC9cEDQmOySvCO i -1-0-0 3-0-0 - 1-0-0 3-0-0 Scale = 1:9.6 2x4 = 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Verl(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=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 Grav3=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. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; 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 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 chard 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) 3 except Qt=lb) 2=114. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with Milek0 conneclofs. This design is based only upon parameters shown. and Is for an individual building component, not o truss system. Before use, the bulidkng designer roust verify file applicability of design parameters and INOIperly IncoiLxxate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for statbility and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSi Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type i IQty Ply T12269349 TBO156 CSA Jack -Open 1 1 Job Reference (optional) i Builders FirstSource, Tampa, Plant City, Florida 33566 2x4 = 5-0-0 5-0-0 5-0-0 7.640 s Aug i620i/ Milelk 1.d.sines, m, M—Od 1o08:45:49201/ Pagel ID:0B37CakNCJU5ySDiQmCDdnyd1 I m-5C_U_muSO9Vk_0_JtLpkAVGHNlel?sC9cEDQmOySvCO Scale = 1:17.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.03 1-3 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.08 1-3 >691 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 16 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) 1=219/Mechanical, 2=171/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 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; MW FRS (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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) 2=109. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. f0/03/2015 BEFORE USE. q® Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not - E a IIUSS system. Before use, the building designer must verity the amicability of design parameters and pxopeily incovporate this design into the overall p m i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for slablIlty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, see-ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' 'Qty PN T1226935( TBO1S6 C5B Jack -Open 2 t Job Reference optional Builders FirstSource, Tampa, Plant City. Florida 33566 _ 7.640 s Aug 16 2017 M1 f ek Industries, Inc. Mon Oct 16 08:45:50 2017 Page 1 i - 1-0-0-0 2x4 = 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft LidTCLL20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.03 2-4 999 240 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 FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 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 Grav3=148(LC 1), 2=314(LC 1), 4=92(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:12.9 PLATES GRIP MT20 244/190 Weight: 17 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; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any ether 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) 3 except Qt=lb) 2=124. 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 MITEK REFERANCE 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, the lxdlding designer must verify the applicability, of design parameters arid properly incogerate This design into file overall building design. Bracing indicated Is to prevent txtckling of individual truss web and/or chord members only. Additional temporary and permanent brac6lg M iTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricaflon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. - Tampa, FL 33610 Job Truss Truss Type r Qty Ply Job T12269351 TBO156 CJ1 Jack -Open Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1.640 s Aug to zui i mi i ek industries, Inc. Mon Oct 16 08:45:5u zut r rage t ID:0837CakNCJU5ySDiQmCDdnydl 1 m-ZPYsB6v4nTebcAZW R2KzjjpaOi2ikJSJquyzlgySvC? 1-0-0 1-0-0 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 W B 0.00 BCDL 10.0 Code FBC2014fTP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-5/Mechanical, 2=154/0-3-8, 4=10/Mechanical Max Horz 2=38(LC 12) Max Uplift3=-5(LC 13), 2= 48(LC 12) Max Grav3=13(LC 8), 2=154(LC 1), 4=19(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2X4 = 1-0-0 Scale = 1:7.1 DEFL. in (loc) I/dell L/d 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; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 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) 3, 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 MTTEK REFERANCE PAGE M11-7473 rev. IO/03/20f5 BEFORE USE. Design valid refuse only with MiTekJ connectors. This design is based only upon parametersshown, and is for an individual Ixwilding component not - y a tmss system. Before use, the building designer must verify the applic alAily of design txirametersand properly incogxxate finis design into the overall 1, building design. Bracing indicated is to prevent buckling of Individual miss web and/or chord members only. Additional temr Orary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldotrice regarding Itte fabtcatlon, storage, delivery, erection and bracing of trusses and truss systen is, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available trom Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Type ! Qty PlyT72269352 T60156 71'julss Jack -Open 15 t Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 i 640 5 A.9 ro cu i r mi ek i uusnes, c. rvivi vci 16 vo..o.ov 2v 11 -uo ID:0837CakNCJU5ySDiQmCDdnyd1 l m-ZPYs66v4nTebcAZW R2KzjjpZ9il gkJSJquyzlgySvC? 1-o-0 3-0-0 00 300 2x4 = 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 0.15 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=67/Mechanical, 2=234/0-8-0, 4=26/Mechanical Max Horz2=79(LC 12) Max Uplift3= 52(LC 12), 2=-56(LC 12) Max Grav3=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. 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; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10,0 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) 3, 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. s_ qs Design valid for use only with Milek D conneclors. This design is based only upon parameters shown, and Is for an Individual building component, not - t a truss system. Before use, the building desigi w-i mast verify the applicability of design parameters and properly I1corpoiate tits design into the overall s building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing. MiTek• IS always readied 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 syslems, se.eANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 i Builders FlrstSOurse, Tampa, Plant City, Florida 33566 Job Truss ssType r Qty PlyT12269353 T60156 CJS-OpenT 15 1 Job Reference (optional) 7,640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 08:45:51 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl l m-1 b6EPSviYnmSDK8i?mrCFwMeX6Kf-FmhS3YiXrHySvC_ 1-0-0 5-0-0 2x4 = 5-0-0 5-0-0 Scale = 1:17.3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.08 2-4 >727 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=158/Mechanical, 2=305/0-3-8, 4=48/Mechanical Max Horz 2=121(LC 12) Max Uplift3= 104(LC 12), 2= 62(LC 12) Max Grav3=158(LC 1), 2=305(LC 1), 4=96(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; VLllt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opst; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 3=104. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and is for an Individual building component, not - PRO a truss system. Be fore use, the buildlog designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for slabliity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcalion, storage, dellveiy, e rectlon and bracing of busses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269354 TB0156 E7A Jack -Open 6 1 Tiona lJobReferenceo Builders FirstSource, Tampa, Plant City, Florida 33566 3x6 = 7-0-0 7-0-0 7-0-0 6405 Aug 1620I/ WItlk Ill;u.1, lei. I—. lull+,, vcl Iv vo:43: 1 <v,r , aye i I D:0837CakN CJ U 5ySDiQmC Ddnyd 11 m-1 b6 EPSviYnmS DKBi?mrCFwMZo6FITmhS3YiXrHySvC_ Scale = 1:22.2 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.14 1-3 591 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(TL) 0.34 1-3 246 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TTP12007 Matrix) Weight: 22 lb FT = 20% 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 Gravl=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. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 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; MW FRS (envelope) and C-C Exterior(2) 0-0-12 to 3-0-12, Interior(,) 3-0-12 to 6-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any ether members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=1b) 2=129. 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 MfTEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITeke connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use. In,- building designer must verity the applicability of design parameters and properly incogxxate this design into the overall i buildii ig design. Bracing Indicated Is to prevent Nicking of individual Muss web and/or chord members only. Additlonal temlxxary and permanent bracing WOW IS always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, sioroge, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 3x4 — LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 TCDL 15.0 Lumber DOL 1.25 BC 0.52 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014fTP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=205/Mechanical, 2=400/0-8-0, 4=83/Mechanical Max Horz2=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. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. T12269355 8.45:52 2017 Page 1 Wc8CDxcICR4MjySvBz Scale: 3/4"=1' 7-0-0 DEFL. in (loc) I/defl Lid PLATES GRIP Vert(LL) 0.10 2-4 >825 240 MT20 244/190 Vert(TL) -0.27 2-4 >295 180 Horz(TL) -0.00 3 n/a n/a 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=5.0psf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 011=1b) 3=106, 2=140. 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." M MoirWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M!i-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters show). and is for an Individual building component, not a hrlss system. Before use, the building designer must verify the alk licabliily of design parameters and propery incorporate this design into the overall Welk' building design. Bracing Indicated is to prevent bxickling of individual truss web and/or chord members only. Additional temporary and permanent bracing [Yi) elk• is always required for slabilily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI t Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269356 T60156 EJ2 Jack -Open 8 1 Job Reference o tional Builders FIr51SOurce, Tampa, Plant City, Florida 33566 r.ono s nu9 ro cv r Mien to . -&F. d iv vo:" : age I D:0837CakNCJU5ySDiQmCDdnydl 1 m-VngccowKJ4uJrTjuYTMRoBuwW W kmCDxcICR4MjySvBz 1-0-0 1-10-8 2X4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 2 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(TL) 0.00 2-4 999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=44/Mechanical, 2=175/0-3-8, 4=18/Mechanical Max 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. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.4 PLATES GRIP MT20 244/190 Weight: 8 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-8 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; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 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) 3, 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The Suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 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 ^ r a truss system. Before use.. line luilding designer must verify the applicability of design parameters and prolarly Incorporate this design into the overall i building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' I 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 trines and buss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type ' Oty Ply T12269357 T60156 EJ7 Jack -Open 16 1 Job Reference (optional) 7 Pa 1 Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 3x6 = Aug o ev i rvn i cn ii ou5o w, m ID:0837CakNCJU5ySDiOmCDdnydltm-z_E?g7xy3OOATd146BtgKLRxVwxkxgBlXsBdu9ySvBy 7-0-0 Scale = 1:22.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.06 2-5 >999 240 MT20 2441190 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 WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 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; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate 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 MTTEX REFERANCE PAGE MR-7473 rev, f0103P1015 BEFORE USE. Design valid for use only with MilekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not I a Truss system. Before use, the building designer must vetlfy the apoicat-Ali of design parameters ax1 I:xoperly incorporate 11* design into the overall i i building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord mernbers only. Additional iemporafy and permanent bracing MiTek' I is always required for stability and to prevent collapse with possible personal injury and property damage. Foi general guidance regarding The I fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply T12269358 TBO156 F01 Floor 1 1 Job Reference (optional) 4Sd 9n17 Pano 1 oumers nrsraource, i ampa, nam -y, -- - I D:0837CakNCJ USyS DiQmCDdnyd t t m-RAnN 1 Tyaq i604ntHguOvtZ_26J LGgyKvIVwBRcySvBx 0-1-8 1-4-0 0-10-12 0-9-0 3. H r ' Scale = 1:33.4 1.5x3 II 1.5x3 = 3x4 = 3x4 = 3x6 FP= 3x4 = 1.5x3 I 1.5x3 11 5x6 = 3x4 = 3x4 = 5x6 II 1 2 3 4 5 6 7 8 9 10 1112 13 I 26 1.5x3 = 3x6 FP= 5x6 11 3x6 FP= 6x8 = 0 6 9-8-0 8-9-4 0-3-8 Plate Offsets (X Y) 13:0 3 0 Edge], 125 0-1-8 0-0-81 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014ITP12007 CSI. TC 0.98 BC 0.29 W B 0.71 Matrix) DEFL. Vert(LL) Vert(TL) Ho¢(TL) in (loc) 0.02 16 0.05 16 0.01 13 I/defl 999 999 n/a Ud 360 240 r1/a PLATES GRIP MT20 2441190 Weight: 133lb 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 Ot=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= 1717/0, 10-1 1=-1040/0,11-12= 1048/0, 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[FPI 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. v 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 irurss systern. Before use, the brdldirig designer rnusi verify the al-plicat:,ility of design parameters and properly incorporate this design inlo the overall Ixillding design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k' IS always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erectlon and bracing of trusses and buss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply T12269359 T60156 F02 t Qty FLOOR 1 1 Job Refere(option al). bunders rnstbource, Tampa, rram wy, --a oa000 .- i- -- - -- -- NiTyaID:0837CakN CJ U 5yS DiOmC Ddnyd 11 m-RAnN 1 Tyagi804ntH guOvtZ_36J Beg3vvlVwBRcySvBx 0-1-8 1-4-0 1-9-4 3 80 1 3 0 H I Scale = 1:33.3 1.5x3 II 1.5x3 = 1.5x3 = 1.5x3 I I 1 2 3 4 5 6 24 7 25 8 23 22 3x6 II 3x6 9 10 11 1.5x3 11 3x6 = 1.5x3 11 11-8-0 14-10-0 17-2-10 18-5-41>3,- —, 2 F 11-8-0 3-2-0 2-4-10 1-2-10 0-3-a Plate Oftsets (X Y) j6:0 1-8 Edgej j18:0-1-8 Edgej LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) -0.18 18-19 >756 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(TL) -0.28 18-19 >483 240 BCLL 0.0 Rep Stress Incr YES W B 0.29 Horz(TL) 0.03 13 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 104lb 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 pudins, 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 Qt=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=0/1642, 17-18=0/1426, 16-17=0/1426, 15-16=0/833, 14-15=01362, 13-14=01362 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 of withstanding 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 of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) 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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. v Design valid for use only wilh MITekD connectors, This design Is based only upon paramelers shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the aWical-Ailly of design parcnnelers and property incorporate ibis design into the overall building design. Bracing Indicated Is to ixevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of misses and buss systems, s,eA 1SI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269360 T60156 F02A Floor 1 1 Job Reference (optional ouuaers rirsiaource, i ampa, ream i, ny, r unua aa oo 0-1-8 H 1 1-4-0 1-9-4 I D:0837CakN CJ U5yS DiQmC Dd nyd l 1 m-vMLI EpzCF6tixST Ecw8Qm W Ezj XzP W 52_9g kz2ySv Bw 1.5x3 11 1.5x3 = 1.5x3 = 1.5x3 II 1 2 3 4 5 6 22 J21 IM' IE 3 81 Scale= 1:33.3 3x6 11 3x6 1i 23 7 24 8 9 10 11 1.5x3 11 3x6 = 1.5x3 II 14-7-0 3-10-4 Plate Offsets (X Y)-- 16 0-1-8 Edge], (17:0-1-5 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.91 Vert(LL) -0.18 17-18 >770 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(TL) -0.28 17-18 >492 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.03 11 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 104 lb FT = 20%F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 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=0/6331 18-19=011431, 17-18=011671, 16-17=0/1463, 15-16=0/1463, 14-15=0/641, 13-14=0/287 WEBS 11-13=0/285, 2-20=-942/0, 2-19=0/619, 3-19— 601/0, 4-17=-315/0, 8-14=-272/0, 7-14=-741/0, 7-15=0/528, 6-15=-875/0, 6-16=0/259 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 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." A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03J2015 BEFORE USE. Design valid for use only with MilekOn connectors. This design is based only upon parametersshotAn, and is for an individual building component. nisi a IRISS systenn. Before use, the building deskgner must verify the applicability of design parameters and properly incoilxxale this deskgn into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/oi 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, dellvery, erection and bracing of trusses and buss Systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 6904 Parke East Blvd. Tampa, FL 33610 I Job Truss Truss Type ° Qty Ply T12269361 T60156 F03 Floor 8 i Job Reference o tional umiaers rirstbource, Tampa, vianr uny, rionua as000 0-1-8 i1 140 1.5x3 1.5x3 = 1.5x3 = 4x6 = 1 2 22 21 3 I D:0837CakN CJ U5yS DiOmCDdnyd l l m-OZv7S9zrMJ OkKS 1 fnJ RNy_3 Un7vT8umBDpP I V UySvBv 1 94 1.5x3 4 5 6 3-8r— Scale = 1:33.3 3x6 I I 4x6 I 7 8 9 10 11 4x6 — 1.5x3 11 4x6 = 1.5x3 II 18-5-4 18-5-4 Plate Offsets (X Y)-- 6 0-1-8 Edge], j11 0-3-0 Edge], f17:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL ' 40.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) -0.18 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) -0.26 17-18 >825 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) -0.02 11 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 1041b 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.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=1000/0-3-0, 20=1000/0-7-4 FORCES. (Ib) - Max. Cornp./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 MT2C unless otherwiseindicated. 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." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. qp Design valid for use only with Mileka connectors. This design is based only upon parameters shown, and is for an individual building component, not g a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorperale this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord rnembers only. Additional temporaryand permanent brming MiTek' I is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI ] Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, PJexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' Qty Ply T12269362 T60156 F04 Floor Girder 1 1 Job Reference (optional) uunoers rirsraource, i ampa, n—, —Y....... . oo oo 0-1-8 H 1F401-9-4 I D:0837CakNCJ U5ySDiQmCDdnydl l m-OZv 7S9zrMJOkK51 fnJ RNy_30z7s B8gsl3DpP I V UySvl3v 3 Scale = 1:33.3 1.5x3 ! I I 1.Sx3 = 1.5x3 = 4x6 = 1.5x3 I 46 3x6 11 5x6 I I 1 2 3 - 4 5 6 7 8 24 9 10 11 23 22 LOADING(pst) SPACING- 2-0-0 CSI. Utr•L. in poct vaeu va TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) 0.22 15-16 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Vert(TL) 0.34 15-16 645 240 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.02 11 n/a rda BCDL 5.0 Code FBC2014ITP12007 Matrix) O hoop PLATES GRIP MT20 244/190 MT20HS 1871143 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 pudins, 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=137710-3-8, 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, 9-1 0=-1 197/0, 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 11-1 3=0/1 758, 2-21= 1406/0, 2-20=0/1082, 3-20=-1033/0, 3-19=0/651, 4-19= 654/0, 4-17=0l712, 5-17=-303/0, 9-13=-1736/0, 9-14=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) Job Truss Truss Type Q ty Ply T12269363 T60156 FOS Floor 1 1 Job Reference o tionaIfio rsunoers rirsraou , Ian Pa, s taro.. iiy, --o..- 0-1-8 H it 1-4-0 1.5x3 II 1.5x3 = 1.5x3 = 1 19 18 I D:0837CakN CJ U6yS DiQmC Ddnyd 11 m-sITVfV_T7d W bxFcs L 1 ycV Bcb3XFetN3LRT9r t wySvBu 1-11-0 4-4 1- Scale = 1:26.3 3x4 = 3x4 = 3x4 = 1.5x3 11 1.5x3 11 4x6 = 3x6 11 4x6 11 2 3 4 5 6 7 8 9 10 3x4 = 3x4 = 3x4 = 3x4 = 4x6 = 4x6 = 1.5x3 11 Plate Offsets (X Y) 10.0 3 0 Edge] [13 0-1-8 Edge] 114.0-1-8 Edge] LOADING (psi) SPACtNG- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0.19 14-15 >887 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(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/TP12007 Matrix) Weight: 84lb FT=20%F, 11%E LUMBEII BRACING - TOP CHORD 2x4 SP No. 1(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except 8-10: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP No. 1(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=78810-7-4 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, 14-1 5=0/1 840, 13-14=0/1673, 12-13=0/1139 WEBS 10-12=0/959, 2-17=-994/0, 2-16=0/670, 3-16= 647/0, 3-15=0/290, 4-14=-361/132, 7- 12=-724/0, 7-13=0/846, 6-13=-444/0 NOTES- ( 6) 1) Unbalanced floor live loads have been considered for This design. 2) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1I-7473 rev. 10/0WOIS BEFORE USE. _ Design valid for use only with MlTekO connectors. this design is based only upon parameters, shown. and is for an Individual building component, not = a if lss system. Before use, the buildirg designer must verify the. applicobi ity of design p:xlrameters (11 Id poperly incolp rate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of h'usses and buss systems, sceANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 1.5x3 II 1.5x3 - r 1.5x3 = 1 2 Truss Type Qty Ply T12269364 Floor 1 1 Job Reference o tional r_.. ............ .. r..,.., ,.. .cv inn a„o ID:0837CakNCJU5ySDiQmCDdnydl tm-siTVfV_T7dWbxFcsl_1ycVBcZYXHStPgLRT9rlwySvBu 12 0 11r8 SCaie = 1:25.7 1.5x3 11 1.5x3 11 1.5x3 = 3 4 5 6 7 8 o o i 14 13 12 11 10 1.5x3 11 14-10-12 14-10-12 3x6 = Plate Offsets (X Y) j6'0 1 8 Edge) (12 0-1-8 Edgej LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well 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 Stresslncr YES WB 0.34 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 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. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1128/0, 3-4=-1770/0, 4-5=-1740/0, 5-6=-1740/0, 6-7=-1154/0 BOT CHORD 14-15=0/679, 13-14=0/1567, 12-13=0/1891, 11-12=0/1740, 10-11=0/1740,-9-10=0/682 WEBS 2-15=-1011/0, 2-14=0/687, 3-14=-671/0, 3-13=0/310, 4-12= 343/153, 7-9=-989/0, 7-10=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. 31 "Semi -rigid pitchbreaks with fixed heels" Member end fixity model. was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Milek® connectors. Thls design is based only upon parameters shown, and is for on Individual building component, not a h LISS system. Before use, the building designer must verify the applicability of design l:XIIanneters and properly incoq:xmate, this deskgn info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and per bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of if and truss systems, ser-ANSI/TPI t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Oty PIY T122ss365TrussT60156 Trusse r 1 1 JobReference (optional) c nn, I r . — 1-1......,ems — UM — A9R 9017 Pane 1 6UIIUdIJ rll StJUUII.'d. IaUINa; rail.,,'y ID:08370akNCJU5ySDiQmCDdnydt1m-Kxlutr?5uweSZOA2vkTr1P8u6xhQcvnUg7u0aNySv t 1.4. 0 3x4 1 3x4 11 2 3 3x4 = 4 3x4 Scale = 1 a 0.0 E 3x6 = 3x6 = Plate Offsets ( X Y) 1-Edge 0-1-8) [2 0-1-8 Edge] [3.0-1-8 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 0.28 Vert(LL) -0.01 7-8 >999 360 MT20 244/190 TCDL 10. 0 Lumber DOL 1.00 BC 0A0 Ved(TL) -0.02 7-8 >999 240 BCLL 0. 0 Rep Stress Incr NO W B 0.17 Horz(TL) 0.00 5 n/a n/a BCDL 5. 0 Code FBC2014ITP12007 Matrix) Weight: 27 lb FT = 20 % F, 11 %E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/ size) 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=0/53916-7=0/539, 5-6=0/539 WEBS 2-8=- 708/0, 3-5=-708/0 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-15 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 3-1 Od (0. 131" X 3") nails. Shangbacks 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 REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. _ Design valid for use only with Mllckf connectors. This design is based only upon parameters shown, and !star an individual building component, not a truss system. Before use., the building designer must verily the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent truckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek' Is always requlied for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ty PlyT72269366 TBO156 F08 GABLE T 1 Job Refere(opfione ON8 ID:0837CakNCJU5ySDiQmCDdnydllm-Kxtutr?SuweSZOA2vkTr1P8xDxnZcxwUg7uOaNySvBt 0u8 Scale = 1:25.5 1 2 3 4 5 6 7 8 9 10 11 12 13 28 30 0 cp f 27 I 29 26 25 24 23 22 21 20 19 18 17 16 15 14 1-4-0 2-8-0 4-0-0 5-4-0 6-8-0 8-0-0 9-4-0 10-8-0 12-0-0 13-4-0 14-8-0 15-6-8 1-4-0 1-4-0 1-4-0 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 14-0 1-4-0 0-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(ILL) 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 W B 0.03 Horz(TL) 0.00 14 n/a n/a BCDL 5.0 Cade FBC2014/TP12007 (Matrix) Weight: 76 lb FT = 20l 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 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with Milek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not - a hrAs system. Before use, the bLAldiixg designer must verity the npinlicability of design parameters and ixoperly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional ternporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systerns, seeANSI/TPIT Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd - Safety Information available from Truss Plate Instilute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type ' city Ply T12269367FTB166F09Floor51 Job Reference (optional) MUMPS rusraource, Tampa, na . -y, rwu o— 0-1-8 H ' 1-4-04-0 1-9-8 1-0-0 ID:0837CakNCJU5ySDiOmCDdnydl 1 m-o7bG4BOjfEmJBYIETR_4achxTKtILJDevney6pySvBs OL; 8 S6Ae = 1:26.9 1.5x3 1.5x3 II 1.5x3 = 1.5x3 = 1.5x3 = 1.5x3 II 1.5x3 II 1.5x3 = 1 2 3 4 21 5 6 7 8 9 15-6-8 Plate Offsets (X Y) 113 0-1-8 Edge] (14:0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0.16 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(TL) -0.25 12-13 >740 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.04 10 n/a rva BCDL 5.0 Code FBC2014fFP12007 (Matrix) Weight: 86 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP N0.2(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. (Ib) - 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=01713, 14-15=0/1636, 13-14=0/1979, 12-13=0/2038, 11-12=0/1649, 10-11=0f709 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=0f734, 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 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mtl-7473 rev. f0/03/201S BEFORE USE. buildingDesignvalidforuseonlywithMileknconnectors. This deslgn is based only upon parameters shown, and is for an Individual component, not 6atrusssystem. Before use., the building designer must verity the applicalDility of design parameters and fmoperty incogwrate this design into the overall Additional temporary and permanent bracing MiTek' building design. Bracing Indicated is to prevent buckling of individtxtl truss web and/or chord members only. is always required for stability arid 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of busses and buss systems, seeANSI/TPI T Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety information available from Truss Plate Institute, 218 N. Lee Sireet. Suite 312. Alexandria, VA 22314. Job Truss Truss Type TT Job T12269368 T60756 F10 Floor Reference o tional t30110erS nrsraource, i ampa, ram —y, --. oa- — 0-1-8 i 1 1 1.5x3 II 1.50 = 1.5x3 = 1 2 ID:0837CakNCJU5ySDiQmC6dnydl1m-o7bG4BOjfEmJBYIETR_4achxhKuXLJPevney6pySvBs r 1- = 12 0--8-0 1.5x3 II 1.5x3 II 3 4 5 6 15-2- I& 0u118 1:26.3 1. 5x3 11 1. 5x3 = 7 8 9 3x6 = Plate Offsets (X Y) 13 0-1-8 Edgej (14 0-1-8 Edger LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Verl(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 W B 0.34 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014/TP12007 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, 10-1 l=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 mode: was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their after 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." e WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek© connectors. rills design is based only upon parameters shown, and is for an Individual building component, not - a 11 LISS system. Before use, the building designer must verify the rapplicability, pp ofdesignF)ara voters and oeily incoq:xxale this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web aid/or chord members only. Additional temporary and permanent bracing MiT ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply T12269369 TBO156 Fit Floor Girder 1 1 Job Reference (optional) DUliuela ril a oUu n, aUrya, rioll v y, ivii a ww.. 0-1-8 H 11 1 1.5x3 II 1.5x3 = 1.5x3 = 1 18 17 3x6 = 2 ID:0B37CakNCJU5ySDiQmCDdnyd1 l m-GK9elXOLQYuApiKR09VJ7gE3vkD14kUn8RNVeFySvBr Scale = 1:26.3 1.5x3 3x6 = 1.5x3 11 1.5x3 11 3x4 = 3x4 = 4x6 = 1.5x3 = 3 4 5 6 7 . 8 9 3x4 = 3x6 = 3x4 = 3x4 = 3x4 = 06 = 3x6 = 1 1 Plate Offsets (X Y) 13 0-1-8 Edge], 114 0-1-8 Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.17 12-13 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Veft(TL) -0.27 12-13 >672 240 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014fFP12007 Matrix) Weight: 85lb FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.l (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 20 SP No.3(ftat) 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 BOT CHORD 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=0/797, 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 of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 10-16=-10, 1-9=-100 Concentrated Loads (lb) Vert: 7=-311(B) WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. s Design valid for use only with MiTe1<0 connectors. This design Is based only upon paramelers shown, and Is for an Individual building component, noT a truss system. &:fore use, the IxrildIng 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 for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOW fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Job Truss Truss Type Q J.b T12269370 TBO156 F12 Floor 1 Reference(opb.n.l) c - - .. --- lei Ub nr1 12 AR AR-nn 9n17 Pane 1 rsunoers rlrsi6ource, Tampa, nam any, ....... o. 0-1-8 H i 140 1.5x3 II 1.5x3 = 1.5x3 = 3x4 = 1 9 I D:0837CakNCJU5ySDiQmCDdnydl 1 m-GKgeiXOLQYuApiKR09VJ7gE7fkJy4mfn8RNVeFySvBr 1-9-0 0-8-0 -4-0 1-3-01Qr- Scale = 1:19.9 3x4 = 1.5x3 11 1.5x3 11 4x6 = 3x6 11 3x6 3 4 5 6 7 8 9 21i i I a, I HI - 14 13 12 11 10 1.& = 3x4 = 3x4 = 3x6 = 1.5x3 I 3x4 = Plate Offsets (XY) 112:0-1-8 Edgel [13:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.08 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/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=596/0-3-8, 15=596/0-7-4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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=0/710, 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 3-1 Od (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 MREK REFERANCE PAGE MB-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only wilh MilekO connectors. This design is based only upon parameters shown, and Is for an individual building component, notSamatrusssystem. Before use, the building designer must verify the applicalAity of design pxlramelers and properly 61corporato this design into the overall iii building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k" is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type QtY Ply T12269371 TBO156 F13 Floor Girder 1 1 Job Reference (optional ID:0837CakNCJU5ySDiOmCDdnyd 11 m-kWjOVtt zBr01 Qsvdas0Yt1 mQg814pG7wM572AiySvBq 1-4-0 3x4 0-9-3i 1 3x4 11 2 3 3x4 = 4 3x4 II Scale = 1:10.0 3x6 - 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell 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 FBC2014ITP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 8=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: 26lb FT=20%F, 11%E Structural wood sheathing directly applied or 3-5-3 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component 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- Veritydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 14II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. ibis design is based only upon parameters shown, and is for an Individual building component, not a trrrss system. Before use, the building designer must verify the applicalAlity of design parameters aril Ixoperly Incorr:xxate this design into the overall building design. Bracing indicated is to prevent tinkling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possl[Ne personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply T12269372 TBO156 F14 Floor 7Qy 1 Job Reference (optional) aunaem rirsiaource, r ampa, ,an, any, rioroa as000 0-1-8 H 1 1 1.5x3 1.Sx3 = 1.5x3 = 1 2 1.5x3 11 3 4 ID:0837CakNCJU5ySDiQmCDdnydl1m-kWjOVt1zBr01Osvdas0Yf1mKrBbApFP 62AiySvBq 5 0-8-0 Ort 8 S e = 1:19.6 1.5x3 11 1.5x3 = 6 7 3x6 = 16 Plate Offsets (X Y)-- 15:0-1-8 Edge) 111:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0,63 Vert(LL) -0,11 11-12 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(TL)-0.1511-12 >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 FBC20141TP12007 Matrix) Weight: 65lb FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 8=603/0-3-8, 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 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 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 3-1:Od (0.131" X 3") nails. Strongbacks to be attached to wails at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MlTel<8 connectors. this design is based only upon parameters shown, and is for an individual building component, not g a to iss system. Before use, 11re building designer must verify the al:rplicalAily of design paFa-neiers and properly incogxxate this design into the overall Bracing Indicated is to of Individual truss web and/or chord members only. Additional temporary and permanent bracing t S MiTek` building design. prevent buckling is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Fite 6904 Parke East Blvd. fabricallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSIJTPl1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply T12269373 T60156 F15 Floor 10 1 Job Reference o tional buiaers rirsrsource, i ampa, rimu miry, n000a _0 0-1-8 H 1 1-4-0 - 7 6 1.5x3 11 1.5x3 = 1.5x3 = 3x4 = 1 2 3x4 = ID:0837CakNCJU5ySDiQmCDdnyd1lm-CiGOiC2by98u20UpBaYnCFJT_Y?KYg74blscjBySvBp i 1 94 J 0 0 3x4 = 1.5x3 11 1.50 11 4x6 = 3 4 5 6 pr3-Sri13-0 Scale = 1:19.9 3x6 11 3x6 I 7 8 9 11-1-4 0-3.49 Plate Offsets (X Y) 112 0-1-8 Edqe] f13:0-1-8 Edqe] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid 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 W B 0.34 Horz(TL) 0.02 9 n/a rl/a BCDL 5.0 Code FBC20141FP12007 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 puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc 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 =01713, 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 3-1 Did (0.131" X 3") nails. Strongbacks to be attached to wails 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 REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. _ Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for an Individual bxlildiry component, not a truss system. Before lase, the building designer nxrst verify the applicability of design parameters and properly incorporate this design into the over iii building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Addllional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type "Qty Ply riz26s37a TBo156 F16 Floor 1 1 Job Reference (optional) Builders FlrstSOurCe, Tampa, Plant City, Florida 33566. 0-1-8 H i 140 1.5x3 1.5x3 = 1.5x3 = 3x4 = 3x4 = 4x6 b4U s Aug 1 b Za1 r MI 1 eK mauslnes, inc. Mon um I b uo:4b:02 20 it rage , I D:0837CakNCJU5yS DiQmC Ddnyd 11 m-CiGOiC2byg8u20Up8aYnC FJW dY?7YcG4blscj8ySvBp 4x6 = 1.5x3 11 4x6 = 0-8-0 3-8, S le ='1 5 3x4 = 4x6 = 3x4 = 4x6 = q_q 8-2-4 11-1-4 1 1 0-4-0 7-10-4 2-11-0 Plate Offsets (X Y)-- 15:0-1-8 Edge) 17:0-1-8 Edge) (8-Edge 0-1-8j 111.0-1-5 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.06 10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(TL) -0,12 10 >547 240 BCLL 0.0 Rep Stress Incr NO W B 0.59 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code FBC2014ITP12007 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 puriins, 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 Qt=length) 12=5-6-9, 11=5-6-9, 8=Mechanical. lb) - Max Uplift All uplift 100 lb or less at joint(s) except 11= 128(LC 4) Max Grav All reactions 250 Ito or less at joint(s) except 13=978(LC 1), 13=978(LC 1), 12=1859(LC 1), 11=581(LC 7), 8=1897(LC 4) FORCES. (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 Ito uplift at joint 11. 4) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10 has/have 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 (pit) Vert: 8-13=-10, 1-7=-450 2) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 8-13=-10, 1-7=-450 3) 1st Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 8-13=-10, 1-4=-450, 4-7=-188 Continued on a e 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD-7473 rev. 10/0?/2015 BEFORE USE. Design valid for use only with MllekO connectors. this design is based only upon parameters shown, and Is for an individual building component, not a INSS system. Before use, the building designer must verify the applicability of design Iplramelers and properly incorporate this deskgn into the overall is to tackling individual truss web and/or chord members only. Additional terniwrary and permanent bracing MiTek" building design. Bracing Indicated prevent of Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type ' Qty Ply T12269374 TBO156 F16 Floor 1 1 Job Reference o tional Builders FirstSource, Tampa, Plant city, -Iona 33666 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 (pit) Vert: 8-13=-10, 1-4=-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 Uniform Loads (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 (pit) 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) 41h chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-7=-450 7.646 c nay iu tea„ — j — mwo,,,w,,.,. I D:0837CakNCJU5yS DiQmCDdnyd 11 m-CiGOiC2by98u20Up8aYnC FJ W dY?7YcG4blscjBySvBp WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. I{ Design valid for use only with MITel<0 connectors. this design Is based only upon parameters shown, and Is for an Individual Iwllding component not - F3 a truss syslenl. Before use, the building designer must verity the applicability of design parameters and properly incogxxate hits design into the overall 1 building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPl I Quality Crllerta, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandria, VA 22314. Tampa, FL 33610 Truss Truss Type Qty Ply T12269375FTBOi56FG1FlatGirder12JobReference (optional) uuiiaers rirs--Tce, Tampa, rem guy, riunun oa oo.m..,...n..._.,......._.......-. ..._.._ rayID:0837CakNCJU5ySDiQmCDdnydll m-gvgmwY3EjTGIgA3?iH30kSsdUyLvHOdDgPc9FaySvBo 2-8-6 5-1-8 7-6-8 9-11-9 12-4-9 14-11-12 17-6-15 20-2-2 2010-9 2-8-8 2-SO 2-5-0 i 2-SO 2-5-0 2-7-3 2-7-3 2-7-3 46-6 Scale = 1:36.2 8x14 MT20HS .= 2x4 11 3x8 = 2x4 11 5x8 = 2x4 6xl2 MT20HS WB = 5x12 = 2x4 3x4 1 4x12 = 2 3 4 5 g 7 8 9 10 11 22 23 - 24 -- 25 26 27 16 26 e9 du 16 of 01 00 - .11s 4x6 11 7x10 = 3x6 11 5x12 5x6 = 2x4 11 5x 12 = 2x4 7x10 = 11x4 2x4 11 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 20-10-9 28-8 5-1-8 7-6-8 9-11-9 12-4-9 14-11-12 17-6-15 20.2-2 2T 15 23.8 2.5.0 r 2-5-D 2-5-0 2-5-0 2.7-3 2-7-3 2-7-3 0--13 0-5-9 Plate Offsets (X Y)-- 16 0-5-9 Edgej 110.0-3-8 0-1-8) 114 0-5-0 0-4-4j 119 0-3-12 0-2-01 [20:0-4-8 0-1-8j 121:0-4-8 0-3-81 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.14 19-20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.23 19-20 >626 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Iner NO WB 0.77 Horz(TL) 0.02 16 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 238 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 5-7-12 oc pudins, except BOT CHORD 2x6 SP M 26 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-21,3-21,3-19,5-19,5-16,8-16,8-14,10-14: 2x4 SP No.1 6-0-0 oc bracing: 15-16,14-15. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 22=1269/0-8-1, 16=3763/0-4-0 (req. 0-4-7), 13=952/0-5-10 Max Uplift22=-122(LC 4), 16= 296(LC 4), 13=-70(LC 4) Max Grav22=3459(LC 14), 16=10711(LC 14), 13=2036(LC 14) FORCES. (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=-32117, 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/ i 407, 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 NOTES- (14) 1) 2-ply truss to be connected together with 1 Od ( 0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7- 0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0- 4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) 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; MW FRS (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 2a2e 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev. f 0/03/2015 BEFORE USE. Design valid for use only with MITekm) connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a irrlss system. Before use, 111e building deskgrler nnlst verify the alapiicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Me prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing III SSS MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instilute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269375 TBO156 FG1 Flat Girder 1 fL Job Reference (optional) Builders Hrstbource, I ampa, F'lam cay, Honoa sabbb ID:0837CakNCJU5ySDiQmCDdnydl 1 m-gvgmwY3EjTGIgA3?iH3OkSsdUyLvHOdDgPcgFaySvBo 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) 1 st Parallel; #9 Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel; #10 Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel; #11 Dead + 0.6 MWFRS Wind Pos. Internal) 4th Parallel; #12 Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel; #13 Dead + 0.6 MWFRS Wind (Neg. Internal) 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 (pit) 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- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE. ILME Design valid for use only with MiTek connectors. Ibis design Is based only upon parameters shown, and is for an Individual building component, not - a inrss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. &acing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T72269376 TBO156 H7A Diagonal Hip Girder 1 1 Job Reference o tional Builders FirstSource. Tampa. Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 08:46:04 2017 Page 1 I D:0837CakNCJ U 5yS DiQmCDdnyd 11 m-95097u4sU mOcHJeC F?aFHgOsCLif0YGN23Lj n t ySvBn I 2x4 — 5-1-9 _ 9-10-1 5-1-9 4-8-7 3x4 = Ia0 Scale = 1:22.3 4-8-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 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 FBC2014/TP12007 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 Upliftl=-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; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nenconcurrent 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 Ito down and 117 lb up at 7-0-14, and 95 lb down and 110 lb up at 7-0-14 on top chord, and at 1-4-15, at 1-4-15, 15 lb down at 4-2-15, 12 lb down at 4-2-15, and 41 lb down at 7-0-14, and 39 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 1-4=-20 Concentrated Loads (lb) Vert: 7=42(B) 8=-2(F) 9=-131(F— 72, B= 59) 11=-O(F) 12=-40(F= 20, B= 20) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. rq Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not C1 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 temr xxory and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Initny and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSi/TPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T12269377 T80156 H76 Diagonal Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1,640 s Aug 16 2011 nv r ek industries, inc. noon Oct 16 08:46:06 2017 rage 1 I D:0837CakNCJ U5yS DiOmC Ddnyd 11 m-5U W vYa560OfJ XdoaN Pcj M5TDv9N 7USjg W N gpsvySvBI 1-5-0 5-3-15 9-10-1 1-5-0 5-3-15 4-6-1 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 TCDL 15.0 Lumber DOL t25 BC 0.54 BCLL 0.0 Rep Stress Incr NO W B 0.43 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) 4=158/Mechanical, 2=513/0-10-15, 5=339/Mechanical Max Horz2=117(LC 22) Max Uplift4=-89(LC 4), 2=-154(LC 4), 5=-66(LC 8) Scale = 1:21.1 4-6-1 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.03 6-7 >999 240 MT20 244/190 Vert(TL) -0.12 6-7 >984 180 Horz(TL) 0.02 5 n/a n/a Weight: 40 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc puffins. BOT CHORD- Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-1051/218, 8-9=-1030/230, 3-9= 996/238 BOT CHORD 2-11=-297/998, 11-12=-297/998, 7-12=-297/998, 7-13=-297/998, 6-13=-297/998 WEBS 3-7=0/278, 3- 6=-1 043/310 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; MW FRS (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 89 lb uplift at joint 4, 154 lb uplift at joint 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=125 Uniform Loads (pit) 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 REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. s Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual hullding component, not - a truss system. Before use, the building destgr>ei must verify the alfplicabilih/ of design puiametets and propeily Incorr orate this desN7n 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 WOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regardirxl the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 3)2, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Type Qty PIYT12269378 TBO156 7Ju2ss Diagonal Hip Girder 2 1 Job Reference (optional) Builders FlrstSOOrCe, Tampa, Plant City, Florida 33566 7.640 s Aug is cv i r mi i en uruusi ros, mc. M- Odi -6- Zv l age ID:0837CakN CJ U SySDiQmC Ddnyd 11 m-5U WvYa560OfJXdoaN PcjM5TGP9Ua UYPgW NgpsvySvBI 1-5-0 2-7-1 2x4 — LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 TCDL 15.0 Lumber DOL 1.25 BC 0.07 BCLL 0.0 Rep Stress Incr NO W B 0.00 BCDL 10.0 Code FBC2014fTP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=1/Mechanical, 2=218/0-4-9, 4=23/Mechanical Max Horz2=68(LC 4) Max Uplift3= 55(LC 19), 2=-108(LC 4) Max Grav3=57(LC 22), 2=218(LC 1), 4=47(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.2 2-7-1 DEFL. in (loc) I/dell Ud PLATES. GRIP Vert(LL) -0.00 2-4 >999 240 MT20 244/190 Vert(TL) -0.00 2-4 >999 180 Horz(TL) -0.00 3 n/a n/a Weight 10 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc puriins. 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=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 girders) 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 to 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 (pit) Vert: 1-3=-70, 2-4=-20 Concentrated Loads (lb) Vert: 5=80(F=40, 13=40) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mllek0 connectors. This design is based only upon parameters shown, and is for an Individual building component, not a tr s system. Before use, the building designer must verify the cippllcability of design parameters and prol:>erly incoilxxale this design Into file overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addiffon it temporary and permanent bracing MiTek` is always reciured for stability and to prevent collapse with possible personal inlury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T12269379 T60156 HJ7 Diagonal Hip Girder 7 1 Job Reference o tional Builders FIr51SOU6e, Tampa, Plant City, Florida 33566 7.640 s Aug io 20I r mi ek and—iii—, mom. W... Uoi +6.vl 1 age I D:0837CakNCJ U5yS DiQmC Ddnyd 11 m-Zg4Hmw6kmhnA8nM nw77yv ION GZj U DvcpI1 aNOLySvBk 1.5.0 5-1-9 9-10-1 1-5-0 5-1-9 4-8-7 LX4 I I S 3x4 3x4 = 5-1-9 , 9-10-1 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 TCDL 15.0 Lumber DOL 1.25 BC 0.53 BCLL 0.0 Rep Stress Incr NO W B 0.39 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) 4=170/Mechanical, 2=520/0-4-9, 5=353/Mechanical Max Horz2=176(LC 4) Max Uplift4= 11O(LC 4), 2= 148(LC 4), 5=-89(LC 8) Scale = 1:22.4 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.04 6-7 >999 240 MT20 244/190 Veri(TL) -0.11 6-7 >999 180 Horz(TL) 0.01 5 n/a n/a Weight: 42 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. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-835/19118-9=-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; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent faith 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 of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 74 lb down and 104 lb up at 1-4-15, 74 lb down and 104 lb up at 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 of the truss are noted as front (F) or back (B). 9) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-70, 2-5=-20 Concentrated Loads (lb) Vert: 8=89(F=45, B=45) 1 0=-1 18(F=-59, B=-59) 13=-39(F= 20, B=-20) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekOO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not P3 a tors system. Before use. the building designer must verify the applicability of design Ixlrameters and propefly incorporate this design into the overall 11 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporaryand permanent bracing Mi%k* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type PlyT1226938071, y TBO156 T01 Half Hip Girder 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 08:46:08 2017 Page 1 I D:0837CakN CJ U5yS DiOmC Dd nyd 11 m-1 sefzG7MX?v 1 mxxzUgeBR W ZaUzOJyHkyzhJwwoySv Bj 1-0-0 3-10-14 7-0-0 10-6-4 14-4-0 1p-8-p 1-0-0 3-10-14 3-1-2 3-6-4 3-9-12 3x4 = 4x6 - 3x4 — Scale = 1:26.4 3x8 — 4 10 5 11 - 12 6 3x8 = 3xs 11 ITo 7-0-0 7-0-0 1-6- 4 3-6-4 3-9-12 b -A- 3-9-12 Plate Offsets (X Y)-- 8:0-3-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.07 2-9 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(TL) 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 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 7=1327/0-4-0, 2=1115/0-8-0 Max Horz2=119(LC 19) Max Uplift7=-350(LC 4), 2=-333(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2420/627, 3-4=-2182/541, 4-10= 2054/531, 5-10= 2054/531, 5-11= 1626/436, 11-12= 1626/436, 6-12=-1626/436, 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=-1281523, 5-8=-847/351, 6-8=-505/1879 Structural wood sheathing directly applied or 3-7-1 oc pudins, except end verticals. Rigid ceiling directly applied or 7-3-15 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vuit=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL-S.Opsf; h=25ft; Cat. •.I; Exp C; Encl., GCpI=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 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 Ito uplift at joint 7 and 333 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) 135 lb down and 125 lb up at 7-0-0, 135 lb down and 125 lb up at 9-0-12, and 135 lb 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 Ito down and 83 lb up at 7-0-0, 87 Ito down at 9-0-12, and 87 Ito down at 11-0-12, and 87 Ito 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 (8). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-70, 4-6=-70, 2-7=-20 Concentrated Loads (Ib) 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- Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mi lek0) connectors. This design is based only upon parameters shown, and is for an Individual building component, not y a In tss system. Before use, line building designer must verity the aqAicabilityof design IxlroiTreteis of id ixoperiy incorraxoie this design into the overall building design. Bracing indicated is to prevent Lxrckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSt/TPI t Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269381 TBO156 T02 Halt Hip 1 1 Job Reference (optional) Builders FIrS1Source, Tampa, Plant City, Florida 33566 7.640 s Aug 16 20i r Mi i ex inauair—, in, Wlori UL;l 16 vo.46.U9 ZU, 1 Page I D:0837CakN CJ U 5ySDiQmCDdnyd 11 m-V3B2Bc7_IJ 1 u05 W 92YAQ-j5lH MNOhrS6CL3USEySvBi 1-0-0 4-10-14 9-0-0 14-4-0 t4-8-P 1-0-0 4-10-14 4-1-2 5-4-0 __18 ail 0 4x6 = 10 Scale = 1:26.2 3x4 = 3x6 = 3x8 = 2x4 11 T o 9-0-0 14-4-0 1,4-8-p 9-0-0 5-4-0 -4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0Al Ven(LL) -0.14 2-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Verl(TL) -0.38 2-7 >440 180 BCLL 0.0 Rep Stress Incr YES AIR 0.30 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 69lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-14 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-0-4 oc bracing. REACTIONS. (Ib/size) 6=619/0-4-0, 2=721/0-8-0 Max Horz2=147(LC 8) Max Uplift6=-174(LC 8), 2=-225(LC 8) FORCES. (lb) - Max. Comp -/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8= 1258/587, 3-8= 1226/598, 3-4=-800/332, 4-9=-707/352, 9-10=-706/352, 5-10=-706/352, 5-6=-587/342 BOT CHORD 2-7=-696/1151 WEBS 3-7= 468/356, 5-7= 388/791 NOTES- (7) 1) 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; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, interior(1) ? C O to 9-0-0, Exterior(2) 9-0-0 to 13-2-15 zone;t 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 cfford 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." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 10/03/2015 BEFORE USE. slq Design valid for use only with MiTekb connectors. This design is based only upon parameters shown, and Is for an individual building component, not a IRW syslem. Before use, the building designer nu.rst verify the applicability of design parameters and propeiiy inco pxate, this design into the overall Irk building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and twactng of trusses and truss systems, seeANSI/TPI t Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City T12269382 TBO156 T03 Common 4 7Jb Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1.640 s Aug ib 2ui f Mi r ek industries, Inc. noon Oct 1 b 06:46:1 u 20t r rage i I D:0837CakNCJ U5yS DiQmC Ddnyd 11 m-zFIQOy8d3c9l? E5Mc Fhf W xewKmIZQJJ FR?o 1 ?gySvBh 1-0-0 5-7-4 10-8-0 15-8-12 21-4-0 1-0-0 5-7-4 5-0-12 5-0-12 5-7-4 Scale = 1:38.3 4x6 = 3x4 3x4 = 3x4 = 3x4 = 3x4 = 7-3-8 7-3.8 14-0-8 6-9-0 21-4-U 7-3-8 Plate Offsets (X Y)-- 2:0-1-0 Edgej 16`0-1-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 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 FBC2014fTP12007 Matrix) Weight: 96 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=927/0-8-0, 2=1026/0-8-0 Max Horz2=100(LC 9) Max Uplift6=-193(LC 13), 2=-229(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-10= 1584/582, 3-10=-1509/596, 3-11= 1385/582, 4-11=-1296/593, 4-12= 1307/623, 5-12=-1397/605, 5-13=-14971625, 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=-1931522, 5-7=-339/267, 4-9=-182/505, 3-9=-331/264 Structural wood sheathing directly applied or 4-2-15 oc purlins. Rigid ceiling directly applied or 8-5-15 oc bracing. 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; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0 zone;C-C for members and forces & 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 Ito 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 MITEK REFERANCE PAGE MII.7473 rev. 10/0"015 BEFORE USE. Design valid for use only with Milek0 connectors. This design is based only upon paramelers shown, and Is for an individual building component, not a miss system. Before use, the building designer must verify the QpIAicabUity of design lxlrarneters and piol'-ily incogx rcate this design into the overall 1. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional ierrlporary and permanent bracing MiTek" is always required for stability and to prevont collapse with possible personal It and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss e Oty Pty T12269383 TBO156 T04 Common i 1 Job Reference o tional Builders FlrstSOUrCe, Tampa, Plant fitly, Florida 33566 0 ^"a y i "" F _^ _ ^'_-^ ' ' _ - I D:0837CakN CJ U5yS DiOmC Ddnyd 11 m-zFIQOy8d3c91? E5Mc FhiW xexbmllOJ PFR?ot ?gySvBh 1-0-0 5-7-4 10-8-0 15-8-12 21-4-0 22-4-0 1-0-0 5-7-4 5-0-12 5-0-12 5-7-4 1-0-0 I Scale = 1:38.5 4x6 = 3x4 = 3x4 = 3x4 = 3x4 = ax4 — I7 O 7-3-8 14-0-8 21-4-0 7.3-8 6-9-0 Plate Offsets (X Y) 2 0-1-0 Edge) 16 0-1-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.37 Vert(LL) -0.06 2-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.20 2-10 >999 180 BOLL 0.0 ' Rep Stress Incr YES Wei 0.19 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) 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 puffins. 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 Horz2=98(LC 11) Max Uplift2=-228(LC 12), 6=-228(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11 =-1 578/565, 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, 9-1 0=-1 82/892, 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. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconctfrrent 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 of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. /q1 Design valid for use only with MITek@ connectors. This design Is based only upon parameters shown, and Is for an individual Wilding component not - E a truss system. Before use, the building designer mast verify the applicability of design parameters and properly incoipoiate This design inlo flip overall i building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' 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, seeANSf/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Jab Truss Truss Type Qty Ply T12269384 TBO156 T05 Hip 1 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City. Florida 33566 1.b4V a Aug lb ZV11 MI I ex Indusirles, Inc. Mon 06 I b 08.46. i I cu I r Faye I ID:0837CakNCJU5ySDiQmCDdnyd11m-RRJobH9FgwHcdOgY9zCu3865oA279nOPffYaX7ySvBg 1-0-0 4-9-4 9-0-0 12-4-0 16-6-12 21-4-0 22-4-0 1-0-0 4-9-4 4-2-12 3-4-0 4-2-12 4-9-4 1-0-0 31 4x6 = 5x8 = Scale = 1:39.0 3x6 = 3x6 = 3x8 = 4x6 = 3x4 = m 0 9-0-0 12-4-0 21-4-0 9-0-0 3-4-0 9-0-0 Plate Offsets (X Y)-- 5.0-6-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 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 W B 0.17 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2014TTPI2007 Matrix) Weight: 105 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1023/0-8-0, 7=1023/0-8-0 Max Horz2=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=-1517T711, 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 Structural wood sheathing directly applied or 4-4-13 oc purlins. Rigid ceiling directly applied or 7-10-12 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; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 12-4-0, Interior(1) 16-8-11 to 22-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. e Design valid for use only with Mllekn connectors. This design Is based only upon parameters shown, and Is for an Individual N111ding component, not a buss system. Before use, the Ixtilding designer must verify the apt3licabittty of design parameters and lxop. erly Incollxxate this design into the overall truss only. Additional temporary and permanent bracing MiTek' building design. Bracing Indicated is to prevent buckling of Individual web and/or chord members IS always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job Truss Truss Type City Ply T12269365 TBO156 T06 Hip Girder 1 1 Job Reference o tional Builders FirstSource. Tampa, Plant City, Florida 33566 7.640 s nuy 16 cv r1-i—h—usir es, or,age I D:0837CakNCJ U5yS DiQmC Ddnyd 11 m-wetApdAtbEPTFYFkj gj 7cMjGXaOC uD PYuJ H83ZySvBf 1-0-0 3-9-4 7-0-0 10-8-0 14-4-0 17-6-12 21-4-0 22-4-0 1-,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 3x4 = 3x6 = 3x6 = 3x8 = 2x4 11 3x8 = 14-4-0 r ----. 7-0-0 3-8-0 3-8-0-0-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL,. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.12 11 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(TL) 0.21 8-10 999 180 BCLL 0.0 Rep Stress Incr NO W B 0.22 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 109lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1442/0-8-0, 8=1467/0-8-0 Max Horz2= 67(LC 6) Max Uplift2=-842(LC 8), 8=-865(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6-3 oc bracing. 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; MW FRS (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 to 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 Lip at 10-8-0, and 124 lb down and 139 lb up at 12-3-4, and 243 lb down and 258 lb up at 14-4-0 on top chord, and 250 Ib down and 228 lb up at 7-0-0, 24 lb down and 141 Ito 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 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 (pit) Vert: 1-4=-70, 4-6=-70, 6-9=-70, 2-8=-20 Continued WARNING - Verity design parameters and READ NOTES ON THIS AND iNCLUDED MITEK REFERANCE PAGE MY-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 tars system. Before use, the building designer must verify the applicability of design r arameters and properly incogxxate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/of 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type —' Qty Ply T 12269385 TBO156 T06 Hip Girder 1 Job erence o tional Builders Frrstbource, Iampa, Flam Gny. Honda 360ob ID:0837CakNCJU5ySDiOW( 6dnydllm-wetApdAtbEPTFYFkjgj7cMjGXaOCuDPYuJH83ZySvBf LOAD CASE(S) Standard Concentrated Loads (lb) Vert:4=-124(F) 6=-196(F) 13=-229(F) 1 1=96(F) 5=-124(F) 10=-229(F) 14=-124(F) 15=-124(F) 16=96(F)17=96(F) WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MllekG connectors. This design is based only upon parameters shown, and is for an Individual building component, not a tnrss system. Before use, the Wilding designer mull verify the applicability of design Pa. rameters and properly incoipoiale this deign into the overall building design. Racing Indicated is to prevent buckling of indlVldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job s Truss Type Qty PtyT12269386 TBO156 TT Hall Hip Girder 1 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s nuy i o 20i 7 Wh 1 , , , , so ID:0837CakNCJU5ySDiOmCDdnyd l l m-OgRYOzBVMXXKsigwHOEN8ZGQR_pfdhOi7zl hb?ySvBe 1-0-0 3-9-4 7-0-0 10-10-7 13-9-4 3-2-12 3-10-7 4x6 = 3x4 = Scale: 1/2"=1' 3x4 = I o 2x4 11 3x8 = 7- 0-0 0-4-16 3-5-2 0-0-6 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well 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 W B 0.14 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014(TP12007 Matrix) Weight: 581b FT =20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 6=77/0-4-15, 2=362/0-8-0, 7=1067/0-11-5 Max Horz2=165(LC 8) Max Uplift6=-129(LC 4), 2=-70(LC 8), 7= 481(LC 8) Max Grav6=100(LC 34), 2=362(LC 1), 7=1067(LC 1) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-279/176, 4-7=-476/275 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; MW FRS (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 at joint 6, 70 lb uplift at joint 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 Ito down and 139 lb up at 7-0-0, and 124 lb down and 139 lb up at 8-7-3 on top chord, and 325 lb down and 117 lb up at 7-0-0, and 24 lb down and 141 lb up at 8-7-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 2-6=-20 Concentrated Loads (Ib) Vert: 4=-1 24(B) 7=-325(B) 8=-1 24(B) 9=96(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek@J connectors. This design is based only ury.>n parameters shown, and is for an Individual building component, not a Russ system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design hlto the overall p A building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/IPl1 Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269387 TBO166 T08 Hip Girder 1 1 Job Reference (optional) Builders PIr51SOU1ce, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 08:46A4 2017 Page 1 I D:0837CakNCJ U5yS DiQmC Ddnyd 11 m-sO?xEJ B77rfBUs P7r51chnpd_N 4SMStrMdmF8RySvBd 1-0-0 3-9-4 7-0-0 8-8-0 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 1-0-0 3 46 = 4x6 = Scale = 1:29.5 3x4 3x4 = 3x4 -,- 8-8-0 15-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d 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 Veft(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 FBC2014/TP12007 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 (Ib) or less except when shown. TOP CHORD 2-3=-2048/1054, 3-4=-1810/999, 4-5=-1583/920, 5-6=-1810/999, 6-7=-2048/1055 BOT CHORD 2-10= 929/1774, 9-10=-817/1583, 7-9= 868/1774 WEBS 3-10=-293/211, 4-10=-206/425, 5-9=-207/425, 6-9=-294/211 PLATES GRIP MT20 244/190 Weight: 74 lb FT = 20 Structural wood sheathing directly applied or 3-11-0 oc puffins. 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=5.0psf-, h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18, MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 (pit) 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) WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. e Design valid for use only with MiTek0 connectors. This design Is baased only upon parametersshown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the apiA cahility of design parameters and poperly incogxxaie this design into the overall A buildingdesign. Bracing indicated is 10 prevent buckling of individual IRIS$ web and/or chord members only. Additional iemporaiy and permanent bracing Welk' 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 it systems. see.ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 IT O Job Truss Truss Type Qty Ply T12269388 TB0156 T09 Common 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 7-10-0 7,640 s Aug 16 2011 Mi I ek Industries, Inc. Mon Uci 16 08:48:15 2017 Page 1 I D:0837CakNCJ U5yS DiOmC Ddnyd l l m-KCZJ RfClug n260_JOoGrD_LdinPZ5bM_aH W oguySvBc 4x6 = 7-10-0 3x6 = 2x4 11 3x6 = 7-10-0 15-8-0 7..10-0 7-10-0 1-0-0 Scale = 1:29.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.11 2-6 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) 0.29 2-6 642 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.15 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 59lb 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 Horz2= 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; Vuit=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; B1_DL=5.0ps% h=25ft; Cat 11, Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 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 withstanding 174 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 design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. t 0IM015 BEFORE USE. a 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 Iwilding designer nxtst verify the applicalAilly of design parameters and properly incorlxxate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord rnernbers only. Additional temporary and permanent bracing MiTek" is always required for stabllltyand to prevent collapse with passible personal Injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPit Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plale Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269389 T60156 T10 Common 3 1 Job Reference o tional Builders FirstSource. Tampa, Plant City, Florida 33566 I.ti4u s Aug ib 2017 Mi ek mausrnes, inc. Mion um Io 08:46: IS 20I r rage I D:0837CakNCJ U5ySDiQmC Ddnyd l 1 m-KCZJ RfCl u9n260_JOoGrD_LdgnPO5bM_aH W oguySvBc 1-0-0 7-10-0 i 15-8-0 1-0-0 7-10-0 7-10-0 Scale = 1:28.9 4x6 = 3x6 = 2x4 11 3x6 — LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.11 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.31 4-5 >604 180 BCLL 0.0 Rep Stress Incr YES W B 0.15 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix) Weight: 57lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 3-4: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=693/Mechanical, 2=779/0-3-8 Max Horz2=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 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. 0 Design valid for use only with MITekT) connectors. this design is based only upon parameters shown, and is for an individual building component, not a ti uss system. Before use. the building deskgnei must verify the applicabliity of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent L-Aickting of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269390 TB0156 T11 Monopitch Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City. Florida 33566 7.640 s Aug i o zui r MI 1 ek industries, inc. Mun Out 16 08:46: i o 2017 rage ID:0837CakNCJU5ySDiQmCDdnydl1m-oP7hf?DOfSvvjgYVyWo4mCuzgBkvgycBpxFLCKySvBb 3-7-8 3-4-8 Scale = 1:22.4 3X6 11 4X6 = 3-7-8 7-0-0 3-7-8 3-4-8 Plate Offsets (X Y)-- 5:0-4-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 027 Vert(LL) -0.02 1-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.06 1-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.53 Horz(TL) 0.01 4 n/a rt/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 40lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-6 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=1319/0-3-8, 4=1303/Mechanical Max Horz 1=142(LC 8) Max Upliftl=-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 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; MW FRS (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 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: 5=-673(B) 6=-673(B) 7=-673(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MilekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a tarss system. Before use, the building deskgnei must verify the al4.-licabilily of design parameters and piopedy incogwnaie this design into the overall ybuildingdesign. Bracing indicated is to Ixevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MriT sk* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSUTPI t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institule, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269391 TBO156 T12 Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MI I ek Industries, Inc. Mon Oct 16 08:46:1 7 201 7 Page 1 1 D:0837CakNCJlJ5ySDiQmCDdnyd1 l m-Gbg3sLEOQm 1 mLJ7i W DJJJPR4zb4rZOVH2a?vlmySvBa r1-0-Oi 3-9-4 7-0-0 12-4-9 17-7-7 23-0-0 26-2-12 30-0-0 31-0-q 1-0-0 3-9-4 3-2-12 5-4-9 5-2-13 5-4-9 3-2-12 3-9-4. 4x6 = 5x8 = 3x4 = 5x6 6.00 F_i2 4 5 16 6 17 18 7 2x4 3 Ell I 2x4 i 8 Scale = 1:54.9 9 10 0 13 19 20 21 22 3x8 i 15 14 12 11 3x12 MT20HS 5x8 = 6x12 MT20HS = 5x6 — 5x8 = 2x4 I I 7-0-0 12-4-9 17-7-7 23-0-0 30-0-0 7-0-0 5-4-9 5-2-13 5-4-9 7-0-0 Plate Offsets (X Y)-- 2 0-2-10 0-1-81 [7:0-3-12 0-2-121 [9 0-2-9 0-1-8} 12 0-3-0 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.30 12-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.68 12-14 >523 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO W B 0.62 Horz(TL) 0.13 9 n/a n1a BCDL 10.0 Code FBC2014/fP12007 Matrix) Weight: 176lb 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 Horz2=-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=-104,1555, 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.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.01 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 lb down and 139 Ito up at 18-11-4, and 124 lb down and 139 lb 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 device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1I-7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with MiTek S connectors. lids design is based only upon parameters shown, and is for an Individual building component, not a Firs systemn . Beforeuse, the building designer nrst verify the applicability of design paean reters and property incorrarate 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 WOW Wis always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269391 TBO156 T12 Hip Girder 1 1 Job Reference (optional) Builders FirslSource, lamps, Plant Urly,-londa'33hbb I D:0837CakNCJ U5ySDiQmCDdnydl l m-Gbg3sLEOQm 1 mLJ7iW DJJJPR4zb4rZOVH2a?vlmySvBa LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-7=-70, 7-10=-70, 2-9=-20 Concentrated Loads (lb) Vert: 7=-196(F) 11=-229(F) 16=-124(F) 17=-124(F) 18=-124(F) 19=-1282(F) 20=96(F) 21=96(F) 22=96(F) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. s Design valid for use only with MiTek ) connectors. This design is based only upon parameters shown, and Is for an Individual building component, not - a in rss system. Mole use, the building designer must velify the (11-47AiCOUIity of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and Truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Pry T12269392 TBO156 T13 Hip 2 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries. Inc. Mon Oct 16 08:46:18 2017 Page 1 ID:0637CakNCJU5ySDiQmCDdnyd11 m-knER3hEeB49czTiu4xgYrdzFA?NPIsfRGEkSHDySvBZ i1-o-Oi 4-9-4 9-0-0 15-0-0 21-0-0 25-2-12 30-0-0 $1-0-0 1-0-0 4-9-4 4-2-12 6-0-0 6-0-D 4-2-12 4-9-4 1-0-0 1 0 4x6 = 3x8 = 4x6 = 15 ' 16 6 Scale = 1:53.5 3X6 = 13 11 lu 3x4 = 3x6 = 3x8 = 3x8 = 2x4 II 9-0-0 15-0-0 21-0-0 30-0-0 9-0-0 6-0-0 6-0-0 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.17 2-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Verl(TL) -0.51 2-13 >700 180 i BCLL O.0 Rep Stress Incr YES WB 0,56 Horz(TL) 0.13 8 Fria n/a I BCDL 10.0 Code FBC2014/TP12007 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 Horz2= 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, 6-1 0=-1 72/602, 7-10= 334/295 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 25-4-11, Interior(1) 25-4-11 to 31-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 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 corponent, not a iri iss system. Before use, 11 w. building designer muss verify the at.A7licability of design I xxo nolers and Ixoperly incorlxxafe this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord mernbers only. Additional temf rary and permanent bracing MiTek' is always required for stability and to prevent collapse with posslbe personal injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city T12269393 T60156 T74 Hip 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 ryU , age R3wE849czTiu4gYrdzFz? RvIveRGEkSHDySvBZID:0837CakNCJU5ySDiQmCDdnydllm-kn1-0- 0 5-9-4 11-0-0 19-0-0 24-2-12 30-0-0 31-0-0 1-0- D 5-9-4 5-2-12 8-0-0 5-2-12 5-9-4 1-0-0 QI1 0 5x8 = 1617 4x6 = Scale = 1: 53.5 3x6 13 iz 1. w 3x6 = 2x4 II 3x4 = 3x6 — 3x8 = 2x4 II 5-9- 4 11-0-0 19-0-0 24-2-12 30-0-0 5-9- 4 5-2-12 8-0-0 5-2-12 5-9-4 Plate Offsets ( X Y) 14 0-5-8 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.12 10-12 >999 240 MT20 244/190 TCDL 15. 0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.40 10-12 >889 180 BCLL 0. 0 ' Rep Stress Incr YES WB 0.37 Horz(TL) 0.13 7 n/a rl/a BCDL 10. 0 Code FBC2014/TP12007 Matrix) Weight: 151 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except` TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc puffins. 4-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-6-9 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 4-10 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 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=-73/4651 6-10=-514/300 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. e Design valid for use only with MiTek® conneclors. This design Is based only upon parameters shown. and Is for an Individual building component, not a IRM system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate This design into the overall y NNN building design. Bracing indicated is to prevent buckling of individual taus web and/or chord members only. Additional temporary and permanent bracing WOW IiTOW isalways 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 Inlsses and truss systems, seeANSI/TPII Quality Criteria, DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269394 T60156 T15 Hip 2 1 Job Reference (optional) Builders FIrStSource, Tampa, Plant City, Flonda 33566 7.640 s nuy i6 cu i ivu i en h- 1 ,. . aga I D:0837CakNCJU5ySDiQmCDdnydl l m-C_ogHOFGyNHTadH4deLnOgW PcOmC1 HkaVuU?pfySvBY r1-0-0 6-9-4 13-0-0 17-0-0 23-2-12 30-0-0 3 1-00- 10 0 6-9-4 6-2-12 4-0-o 6-2-12 6-9-4 1-0-01 Scale = 1:53.5 5x8 = 46 = 3x6 = 13 12 _ 1V 3x6 = 2x4 11 3x4 3x8 = 2x4 11 3X4 = 6-9-4 13-0-0 17-0-0 23-2-12 30-0-0 6-9-4 6-2-12 4-0-0 6-2-12 6-9-4 Plate Offsets (X Y)-- 14.0-6-0 0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 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/TP12007 Matrix) Weight: 157lb 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 Horz2=118(LC 11) Max Uplift2=-296(LC 12), 7=-296(LC 13) FORCES. (Ib) - 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, 5-1 0=-1 49/445, 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=5.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurient 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. q® Design valid for use only with MlTekn connectors. This design is based only upon parameters shown, and is for an individual building component, not C7 a truss system. Before USO, the building designer must verity the applicability of design Ix r arfreters and properly incorponite this design into the overall lei' building design. Bracing Indicated is to prevent buckling of individual tntss web and/or chord rnembers only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of busses and buss systems, seeANSI/TPII Quality Criteria, DS8-89 and BCSi Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute. 218 N. Lee Street. Suite 312. Alexandria- VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269395 TB0156 T76 Common 8 1 Job Reference (optional) Builders FirStSOOrCe, Tampa, Plant City, Florida 33566 7.640 s nu9 16 2017 mi en industir as, Inc. M. , Ue„ ..,, , aye , ID:0837CakNCJU5ySDiOmCDdnydl 1 m-hAMCUMGujhPKCnsHBMSOw23W?o5FmoljkYDZL5ySvBX 1T7-9-4 15-0-0 22-2-12 30-0-0 _ St-O-q b0-D 7-9-4 7-2-12 7-2-12 7-9-4 1-0-0 Scale = 1:53.1 1 0 4x6 = 6.00 12 3x6 = 3X6 = 3x4 = 4x6 =. 3x4 = LOADING (pst) SPACING- 2-0-0 CSL 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 FBC2014frPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.t 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) I/defl Ud Vert(LL)-0.3510-12 >999 240 Vert(TL) -0.71 2-12 >506 180 Horz(TL) 0.10 8 n/a n/a 30-0-0 PLATES GRIP MT20 244/190 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 -1 8=-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. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 15-0-0, Exterior(2) 15-0-0 to 18-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconctlrrent 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." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. sI( Design valid for use only with Mffekr) connectors. This design Is based only upon parameters shown, and is for an individual IN filding component, not - a truss system. Before use, the Iwilding designer must verify the applicability of design Ixrrarieters and Ixoperly incor4rxate this design into the overall 111999®®® building design. Bracing indicated is to prevent trickling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOWW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and buss systems, seeANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available trom Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 I< 0 Truss Truss Type Qty Ply T12269396 Job__ 0156 T17 HIP 1 1 Job Reference (optional) Builders FirstSource. Tampa, Plant City. Honda 33566 r 4D s Au9 16 Zv" 1°"' a ". U"U 6'. " "" ., "" '" ""^" " ""' "9 ' I D:0837CakNCJ U5yS DiQmC Ddnyd 11 m-9MwaiiHW T?YBgxRT13N FTFbg8CObVBMtzCz6uXySvB W r1-0-0 3-9-4 7-0-0 11-0-14 15-0-0 18-11-2 23-0-0 26-2-12 30-0-0 31-0-0 1-00 3-9-4 3-2-12 4-0-14 3-11-2 3-11-2 4-0-14 3-2-12 3-9-4 1-0-0' 4x6 = 3x8 = 2x4 II 3x8 = 4x6 = F nnFv_;, 4 18 5 19 6 20 1 21 2x4 3 2X4 i 17 22 16 23 15 14 24 13 25 12 5x8 = 3x8 = 2x4 4x10 MT20HS = 2x4 11 3x8 = 3x8 = 11-0-14 1 15-0-0 1 18-11-2 4-0-14 30-0-0 Scale = 1:53.5 10 Plate Offsets (X Y)-- 12 0-1-11 Edge] [10:0-1-11 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL,. in (loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.36 14 985 240 MT20 244/190 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: 160lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-11-12 oc bracing. REACTIONS. (lb/size) 2=2406/0-4-0, 10=2648/0-4-0 Max Harz 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=-1660/690, 5-14=-7/895, 6-14=-548/311, 7-14=-329/380, 7-13=0/313, 7-12=- i 553/735, 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. II; Exp C; Encl., GCpi=0-18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pst 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 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 lb up at 9-0-12, 24 lb down and 141 lb up at 11-0-12, 95 lb down at 13-0-12, 95 Ib down at 15-0-0, 95 Ib 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." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekn connectors. This design is based only upon parameters shown, and is for an individual (wilding component- not - - a hi m system. Before USe, the building designer Forst verity the applicability of design txjrarrreters and properly incorlxxate this design into the overall p t, building design. Bracing Indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible rx'-rsonal injury and property damage. For general guidance regarding the fabrication, storage, dellveiy, erection and bracing of trusses and truss systems, se.eANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269396 TBO156 T17 HIP 1 1 Job Reference o tional Builders FirslSource, Tampa, Plant fitly, Florida'3'36bb I D:0837CakN CJ U5yS DiQmCDdnyd 11 m-9Mwaii H WT?YBgx RT13N FT FbgBCObVBMtzCz6uXySvB W LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-8=-70, 8-11=-70, 2-10=-20 Concentrated Loads (Ib) 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(B)23=-72(B) 24=-72(B) 25=-72(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE Mll-7473 rev. 10/0"015 BEFORE USE. aill,_ _ Design valid for use only with Milek8 connectors. This design is based only upon parameters shown. and is for an Individual building component, not a rues system. Before use, the [Aiding designer roust verify the applicability of design parameters and txopeily incorporate this design into the overall ®®® bullding design. Bracing Indicated is to prevent txrckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss sySiems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Muss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269397 TB0156 T18 Hip Girder 1 1 Job Reference (optional) 1-0-0 1-10-8 6-1-7 1-0-0 1-10-8 4-2-15 6x8 6.00 F,2 3 13 I D:0837CakN CJ U5yS DiQmC Dd nyd 11 m-512K701 n?cov3Ebrs UQjYghOhO56z 1 zAQ W S DyQySv B U 10-2-9 14-5-8 16-4-0 4-1-3 4-2-15 1-10-8 Scale = 1:29.6 2x4 5x8 = 4x6 = 4 14 15 5 16 6 r cb Imv0 3x6 = 2x4 11 5x8 = 6x12 MT20HS WB = 6x8 = 3x6 = 1-10-8 6-1-7 10-2-9 14-5-8 16-4 0 1 -10-8 4-2-15 4-1-3 4-2-15 1-10-8 Plate Offsets (X Y)-- 3.0-6-4 0-2-81 (8 0-3-8 0-3-Oj 111 0-1-8 0-1-121 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 0.93 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 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.12 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 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 pudins. 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=-57712549, 11-2 i--1484/6744, 21-22=-T484'6744, 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=-148416744, 8-28=-640/3062, 7-28=-640/3062 WEBS 3- 12=-26/308, 3- 11=-877/3868, 4-11=-262/142, 5-11 =-455/82, 5-9= 68/674, 5-8=-3581/827.6-8=- 268/1488 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult= 140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1. 60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcitrrent 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 2a,e 2 WARNING- verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. aq® Design valid for use only with Milek connectors. This design is based only upon parameters shown, and Is for an individual building component, not a Uuss system. Before use, the buildirxg deskgner must verity the applicability of design pcmarneteis and properly incorlxxate this design into the overall R building design. Bracing Indicated Is to prevent truckling of individual buss web and/oi chord members only. Additional temporary and permanent bracing WOW 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, seeANS11TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269397 TB0156 T18 Hip Girder t 1 Job Reference (optional) Builders FITMSOarCe, Tampa, Plant City, Florida 33566 r.ovu s Aug i o zu i r mi i eK ma—res, mc. mon 06 io uo.46.23 ca i r Faye c 1 D:0837CakNCJ U5yS DiQmCDdnyd 11 m-512K70I n?cov3Ebrs UQjYghOhO56z 1 zAQ W S DyQySvBU NOTES- (11) 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 63 lb down and 29 Ib up at 1-10-8, 69 ib down and 29 lb up at 3-11-4, 69 lb down and 29 Ile up at 5-11-4, 69 lb down and 29 lb tip at 7-11-4, 69 lb down and 29 Ito up at 8-4-12, 69 lb down and 29 lb up at 10-4-12, and 69 lb down and 29 lb up at 12-4-12, and 63 lb down and 29 lb up at 14-5-8 on top chord, and 24 lb down and 14 lb up at 1-1-1, 18 lb down at 1-10-8, 109 lb down and 37 lb up at 3-1-1, 8 lb down at 3-11-4, 199 lb down and 51 lb up at 5-1-1, 8 Ile down at 5-11-4, 289 lb down and 64 lb up at 7-0-12, 8 Ile down at 7-11-4, 8 lb down at 8-4-12, 289 lb down and 64 Ile up at 9-0-12, 8 lb down at 10-4-12, 289 lb down and 64 lb up at 11-0-12, 8 lb down at 12-4-12, 289 lb down and 64 lb up at 13-0-12, and 18 lb down at 14-4-12, and 289 lb down and 64 lb 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 the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. e Design valid for use only with Mflek® connectors. This design is rased only upon paramelers shown, and is for an Individual building cornponent not a truss system. Before Use, she building designer must verity the ap iAicability of design parameters and piop:edy incorpcxate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord mernLers only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and inns systems, seeANSUTPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269396 TBO156 Vol Valley 2 t Job Reference (optional) 2017 MIrT k I d i Inc Mon Oct 16 08:46:23 2017 Page 1 Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 6 Aug 16 e n ussines ID:0837CakNCJU5ySDiQmCDdnyd1 tm-512K701n?cov3EbrsUQIYghBOOGPzEcAQWSDyQySvBU 4-0-0 2x4 G 2x4 11 Scale = 1:13.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.24 Vert(LL) n/a n/a 999 MT20 244/190 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 Horc(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014IFP12007 Matrix) Weight: 14lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 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=145/3-11-8, 3=145/3-11-8 Max Horz 1=68(LC 12) Max Upliftl=-21(LC 12), 3=-55(LC 12) FORCES. (Ib) - 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; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconrurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 M17-EK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. e Design valid for use only with MITekC connectors. This design is based only upon parameters shown, and is for an Individual building component, not a tniss system. Before use, the !wilding deskgner must verity the applicability of design Ixlrameters and properly incorporate This design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord mennbers only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269399 T80156 V02 Valley 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 2x4 2-0-0 2-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 08:46:23 2017 Page 1 I D:0837CakNCJ U5yS DiQmC Ddnyd 11 m-512K701n?cov3Ebrs UQjYghEiOJ Bz EcAQ W SDyQySv B U LOADING (psf) SPACING- 2-0-0 GSI. DEFL. in (foe) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=55/1-11-8, 3=55/1-11-8 Max Horz 1=26(LC 12) Max Upliftl=-8(LC 12), 3=-21(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.9 PLATES GRIP MT20 244/190 Weight: 6 Ito FT = 20 Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 31 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE _ Design valid for use only with MiTek13) connectors. This design is based only upon parameters shown, and Is for an Individual building component, not _ ^ a truss system. Before use, file brdldirx,7 designer must verily the applicability of design parameters and propoi ly incorpoiate this design into the overall buildinp gdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IY9iiT P.' ' isalways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269400 TBO156 V03 Valley 1 1 FJobReference optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 1-10-8 6.00112 4x6 = 4-3-8 2x4 I 640 s Ay i o cv i i Mi i er, i i—i, iea, h i mvv -,i — oo.»o.Z» Zv i, oy- ID: 0837CakNCJU5ySDiQmCDdnydl l m-ZxcjKkJPmwrvmhOA2QBxy5uDLiPdpigcJfABmUsySvBT 4- 3-8 4x6 = 1- 10-8 3x4 ! n 1 - 3x4 2x4 1'• 2x4 11 2x4 11 Scale = 1:20.5 0 - 8 1-10-8 6-2-0 10-5-8 12-4-0 0- - 8 1-10-0 4-3-8 4-3-8 1-10-8 LOADING ( psf) TCLL 20.0 SPACING- Plate Grip DOL 2- 0-0 1. 25 CSI. TC 0.27 DEFL. Vert( LL) in n/ a loc) I/defl n/ a Ud 999 PLATES GRIP MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.08 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 37lb FT =20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 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; MW FRS (envelope) and C-C Exterior(2) 0-7-9 to 6-2-0, Interior(1) 6-2-0 to 10-5-8, Extefior(2) 10-5-8 to 11-8-7 zone;C-C for members and forces & P;1WFRS for reactions shown; Lumber D0I_-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, 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." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekG connectors. This design is based only upon parameters shown, and is for an individual txillding component, not - a fats system. Before use, the building designer mrrsl verify the applicability, of design poian'teters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent nuckling of individual truss web and/or chord members only. Additional rem[xv nary and permanent bracing MiTek` is always required for stability and 10 prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and 11 MS systems, seeANSI/TPI i Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tatnpa, FL 33610 Job Truss Truss Type Qty PlyT12269401 T60156 VO4 Valley 1 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 1-10-8 6.OD 12 3x6 - 30 = D:0837CakNCJU5ySDiQmCDdnyd11m-1895X4K1XD2dlYIE_vSBd5mVdpgfR86TtgxKlJySvBS 6-5-8 8-4-0 4-7-0 1-10-8 8-3-8 6 3 3x4 = 3x6 Scale: 3/4"=1' Plate Offsets (X Y) 12 0 2-0 0-2-8] j3:0-2-0 0-2-81 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix) Weight: 23 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=318/8-3-0, 4=318/8-3-0 Max Horz 1=-11(LC 8) Max Upliftl= 67(LC 9), 4= 67(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-635/493, 2-5=-586/466, 5-6=-586/466, 3-6=-586/466, 3-4=-635/493 BOT CHORD 1-4=-413/586 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 8-8-9 oc bracing. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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 psi bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. s Design valid for use only wilh MITek!D connectors. This design is based only upon parameters shown, and is for an Individual Lxiilding component. not - - a truss system. Before rue, the building designer must verify Irk <1pi-Aicability of design parameters and propeliy incorporate this design into the overall brilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSilTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269402 T60156 V05 Valley 1 1 Job Reference (optional) oc -7 Pe.r.o i Builders FirstSource, Tampa, Plant fitly, Florida 33566 1-10-8 r;nnFi—q- 3x4 = y I D:0837CakN CJ U5yS DiQmC Dd nyd l l m-1895x4K 1 X62dl YIE_vSBd5maypy 1 R86TtgxK 1 JySvBS 2-5-8 4-4-0 0-7_0 1-10-8 3x4 = Scale = 1:8.4 ao 0 2x4 i 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 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/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=138/4-3-0, 4=138/4-3-0 Max Horz 1=-11(LC 8) Max Upliftl=-27(LC 12), 4= 27(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 chard 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." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIF REFERANCE PAGE M8-7473 rev. 10/03/2015 BEFORE USE. __ Deslgn valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. not a FILMsystem. &-More use, the building designer must verify the applicabtility of design 1xlrarnetels and Ixoperly incorporate tints design into the overall ii building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Addlllonal temporary and pemnaneni bracing MiTe k" is always required for stabllily and to prevent collapse with possible personal injury and property darnage. 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ALL TRU55E5 ARE DE516NED FOR 2' o.c. MAXIMUM 5PACIN6, UNLE55 OTHEKW15E NOTED, 5.) ALL WALLS 5HOWN ON PLACEMENT PLAN ARE CONSIDERED TO DE LOAD DEARIN6. UNLE55 OTHERW15E NOTED. 6.) 5Y42 TRU55E5 MUST DE IN5TALLED WITH THE TOP DEIN6 UP. 7.) ALL ROOF TRU55 HAN6ER5 TO DE 51MP5ON HTU26 UNLE55 OTHERWI5E NOTED. ALL FLOOR TRU55 HAN6E6 TO DE 51MP50N THA422 UNLE55 OTHERWI5E NOTED. 6.) BEAM/HEADER/LINTEL (HDR) TO DE FURNISHED DY BUILDER. 5HOP DRAWING APPROVAL TH15 LAYOUT 15 THE 50LE SOURCE FOR FABRICATION OF TRU55E5 AND VOIDS ALL P9EVI0U5 ARCHITECTURAL OR OTHER TRU55 LAYOUT5. REVIEW AND APPROVAL OF TH15 LAYOUT M15T DE RECEIVED BEFORE ANY TRU55E5 WILL BE BUILT. VERIFY ALL CONVITIONS TO INSURE A6AIN5T CHANGE5 THAT WILL RE5ULT IN EXTRA CHARGES TO YOU. e'A..s,a kh"'r ow Taylor Morrison ILL Anastasia AI AME55: Lot XX 09AVx Y: 9-27-17 Rick RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification Form GSPermit # 4,17- 3 3 6 4 Project Location Address: 476 Red Rose Lane Lot 156 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 4 include decimal) 1. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-R3 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL15332.09-R2 Sectional Windsor Garage Doors Sectional Ext. Door (Garage) single & dbl. FL15080.1 Roll U Automatic Other 2.Windows Single Hung MI Windows Single Hung window FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows Frame Fixed Glass FL 18644.04 Awning Pass Through Projected Mullions MI Windows Mullions FL 18504.2 Wind Breaker Dual Action Other June 2014 f 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 FL15216-112 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Millennium MMI-2 Off Ridge Vent 16568.1 Other June 2014 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-R5 Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. 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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@rwbldgconsultants. 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. King, P.E. I 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/Dr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: NO Design Pressure: N/A Other: See INST 15225.5-68 (618 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 15225-68M (68 Door Products Direct to Masonry) for installation Instructions. Note Glazing Shall ComplY"with ASTM-E1300 04. (This product approval requires the use of "J" part number doors and sidelites, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate F IS»5 It3'C'CeC t.S225 .S NAML=dZRdf Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions Created by Independent Third Party: Yes Evaluation Reports FLt 5225 R3 AE EVAL 15225.5-68.Ddf FL15225 R3' AE EVAL 15225 5-aml f Fl 15225 R3 AE Fati(t 725-bBM:odf Created by Independent Third Party: Yes 15225.E f. "Premium Series", "Construction 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. . Series" and "Benchmark by With and without Sidelites. Inswing and Outswing Therma-Tru" with Transoms Limits of Use Certlfiicabon Agency ceruncare Approved.for tS2 !t3oruseinHVHZ: No C UiC 15?.2S (NgMI 6ert0;6df' 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 6z TY Ynicr 15235:6 68..+df: 15225.6-80 (8'0 Door Products) for installation instructions. II 5 R3 Ii INST 15225:6-80:Odf. Note - Glazing Shall comply with ASTM E1300-04) Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports E.YS»S 1U dF EC/Ak . 4 6-58.Odf l Y t S K R3' AE EVIiL 15225 6-80 odf. Created by Independent Third Party: Yes Back' contact Us :::: -"Ma '•-- 3aP•:, rise pppM:aSQa4si.i824 - The State of Florida is an AglFSO employer. r;+ovrioht 2007• att.itate of.Fterid& :: Privacy Statement :: A r cjibjirems, N _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 sendelectronicalltothisentity. Instead, contact the office by phone or by traditional mail. It you have any questions, please contact 850.487.1395.'Pursuant toSection455.275{3), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Oepartment with an emall address iftheyhaveone. The ematis 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, FS., please click here . Product Approval Accepts: 0®R Credit I4AVrE https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 Q... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005329-I14 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberCIassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certificationlabelrepresentsproductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing withinbyThPAmorieanNMInnalStandardsInstitute (ANSI). NAMI's.Certified Prod ucttiisti Configuration at:. Inswing or Outswin . I/S i'vcNR,mt rttnes. ion.goint Glazed or Opaque OpagUe i.A;.0 Maximum Size 3'0" x 6'8" s. Deslgn Pressure Pos/Ne . 67/-67 a-. VMSno" a••. Missile Impact Rated No Test Report Number Comments ETG01-741-10703.0/L-2097/TTF-253F Single Opaque 310" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097/TTF-254F X O/S Sin le Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10703.O/L-2097/TTF-253F Standard Aluminum AstragalXXI/S Double Opaque 610"x 6'8" 40/-40 No ETGO1-741-10703.0/L-2097/TTF-254F Standard Aluminum AstragalXXO/S Double I/S Opaque 6'0"x 6'8" 47/ -47 No ETC-01-741-10703.0/L-2097/TTF- Coastal Aluminum Astra al _. XX Double Opaque 6'0" x 6'8" 47/-47 No ETC-Ol-741-10703.0/L-2097=F-254F Coastal Aluminum Astra alXXO/S Double Opaque Door Glazed Sidelites Opaque Door 5'4" x 698" 5'4" x 6'8" 40/-40 40/-40 No No ETC-01-741-10593.0/L-2097/TTF-253F ETC-01-741-10593.0/L-2097/TTF-254F OXO/OX/XO Single w/Sidelites .. I/S OXO/OX/XO O/S Sin 1e w/Sidelites .:.. I/S Glazed Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites Management 8'4" x 6'8" 8'4" x 6W' 8'4" x 6'8" 8'4" x 6'8" Institute, 40/-40 40/40 47147 47/-47 Inc./4794 George No No No No Washington ET 01-741-10593 0/L-2097/TTP=253F Standard: Aluminum Astragal ETC-01-741-10593.0/L-2097/TTF-254F Standard Aluminum.Astra al ETC- Coast LAlum3.0/L-20 tra at-253F ETC-01-741-10593.0/L-209T/TTF-254F Coastal Atutninum Antra al —71 Memori" %.: ylliayes, VA 23072 . OXXO Double w/Sidelites.. OXXO Double w/Sidelites OXXO Double w/Sidelites... OXXO liDouble.w/Sidetes O/S I/S O/S Natinnal Accreditation Tel: (804) 684-5124/Fax: (894) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005331-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassie/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" Is only valid if the NAMI Certification Label hat been applied to the product as described within this document. The certificationlabelrepresentsproductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing within4*4,_A t...: k.. A-4pan Natinnal .9mmiards Institute (ANSI). NAM14s Certified Product Design Litti no ofNam-cernitica l .. g Missile Test Report NumberP Configuration Inswing=Glazed or Maximum Pressure Impact Outswin I/S Opaque Size 3'0"x 6'8" Pos/Ne 67/-67 Rated No Commentsmm ETC-01-74.1-10702.0/L-2096/ITF252F X Single O/S Opaque 3'0" x 6'8" 67/-67 No ETC-OI-741-10702.0/L-2096lTTF251F X Single Opaque 6'0" x 6'8" 40/-40 No ETC - StandardUSXX Aluminum Atragkl. Double..... O/S p _......_... Opaque 610x 6 8 , 40/-40 No ETC-01-741-10702.0/L-M96/TTF251F XX Standard Aluminum Astragal, Double US Opaque 6'0" x 6'8" 55/-55 No ETC -01-741-11008.0/L-2151/TTF252F XX Coastal Aluminum Astragal Double O/ S Opaque 610"x 698" 55/-55 No ETC-01- S4t11-1A100t8All XXAstra a1251F Double Opaque Door 514" x 6'8" 40/40 No ETC=O1-741-11008.0/L-2151/TCF25ZF OXO/ OX/XO US Sin le w/Sidelites ,...... O/ S Glazed Sidelites Opaque Door 5'4" x 6'8" 40/-40 No ETC-01-741-11008.0/L-2151/TTF251 F OXO/ OX/XO Single w/Sidelites .. US Glazed Sidelites Opaque Door 8'4" x 6'8" 40/-40 No 252F ETCStandardOXXODouble Glazed.. Sidelites Aluminum Astragal wlSidelites .. OXXO O/S Opaque Door 8'4" x 6'8" 40/-40 No 251 F ETCS andard Double w/Sidelites Glazed Sidelites 8' 4" x 6'8" 55/-55 No a1 AluminumAstragalETC- 01-741-11048.0/L-2151/TfF252F OXXO US Opaque Door Coastal Aluminum Astragal Double w/Slde.l:ites O/ S Glazed. Sidelites. Opaque Door 8'4" x 6'8" 55/-55 No ETC-01-741-11008.0/L-2151/TfF251 F OXXO Glazed Sidelites., Coastal Aluminum Astragal. -- Double.. w/Sidelites. A70d Cen.•na Wschinatnn MpmerigYH VlHaves. VA 23072 National ACcretlltation m lr.anagciucuL i1104,-1 -,•- ---^--rs- • -- a-- -- Tel: ( 804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: 77 T 1 MULLION11MULLION SHOWN FOR MASONRII JSHOWN FORtG fitI MASON OPENINGTYP. HEAD MASONRY OPENING 4, 11 REFERENCE OPENITYP REFERENCE JAMBSZ HEADHEADJAMBSlJAMBSBUCK —/ 2X BUCK BUCK2X XBUCK —/ 6G rn ti MULLION. SHOWN FOR it 6 j.. lREFERENCE jl II II 71 IN SINGLE W/SIDELITF NGLF SIW 5IPEUTBUCK ANCHORING ANCHORING 4* MASONRYOPENING 1. lMobv -- k min. S.G. k 0.55. 2X BUCK NO of the comers may be ad)usted to ma(ntain the min. edge dNfuriCe to 2 C j66agons noted as WAX ON CENTEr must be uOnted to mclibratn4he 11*1. adoe *anct laffiorfdr)*.13, addMonkg-001-1-3 m'Wbv,r*, qt*&d1o' A**the "M4.' (:0 . f 3. Concrete anchor table: muck TM E11W YAPCON C' ILCO114* ONULTRAr,.l IIMULLIONSHOWN FOR I MULLION SHOWN FOR), TYP, : 111 REFERENCEIHEADREFERENCE11 JAMBS 2X-) Ii BUCK X ti ASTRACrAL II a S 01 ci i;j it jl If MASONRY I)OUBLE. BUCK ANCHORING OPENING BUCK N. Qki".. Q 11 z s0ke . NJ. S. Dw..Eff: JK 4*k. sr: LrS timwwo FL- 75225. 5- 68 NIF IN tires .. C. 7 PAIRS 300; "A" T P.3^ :: 3. 3" _ 7 s., a J" t it L14 1 ' v% SEE NOTE 311 W/2X BUCK 4.*. SHEET 3 SEE DETAIL ':1 A o SEE DETAIL 1v%2X .BUCx.. .+rrlt t II W/1XINSTALBUCKN _ ~ Ld INSTALLATION n. 9INSTALLATIONw1XBUCK9QW0 J II MULLION TYP. HEAD N n = A$TR9GAL I AlLAT10N f c N ASTRAGAL & JAMBS iv SHt3WN' FQR P•.:H SHOWN FOR C SHOWN FOR REFERENCE. ( REFERENCE REFERENCE — ONLY ONLY M SEE DETAIL " 4" ¢ F o SEE t6 ¢ sr I 7 16 DETAIL O I O N0. My. + .. f2•' 5 5.. 5. t C" A" DOUBLE DOOR W/SIDELITES VIEW "E"-' DOUBLE DOOR VIEW A"-- A" SHOWN W/ O MOW 00RRUG47E0 FASR' NF.&% M 130 MV. N.L SIDEUTE 70 DOOR JAMB OONNECRONS) W/ 2X BUCK '2 INSTALLATION W/ 1X BUCK INSTALLATION • t2 t £. W/ 2X BUCK : Item DESCRIPTION Material A 10 x 2=1 2 PFH W000 SCRE STEEL. B FFr Woo C STEEL 10 X I PFH WOOD SCREW STEEL 1 0 x ScEW"Hine fo come STEEL 10 x '2 G. PFH WOOD -SCREW STEEL 3 8 x 2=1 2 SCREW ST L 4 7' 4" x 2-3 4 PFH ELCO OK ITW CONCRETE SCREW 1 4. x 1-3ITW P H N RETE SCREW S EL STEEL 11. 12 4 3 4 . 17W PFH ONCRETE SCREW 3 16 z 3-7 4 ITW PFH CONCRETE SCREW_5T 7 4 x 3-1 4 tTW PFH CONCRETE..SCREW STEEL S E L 13 MASONRY — 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 1 4 X 2-1 4 PFH ITW CONCRETE SCREW _ STEEL 2 21 30 HEADER AM UGAR PINE SG >.=.0.34 3 4 THK. PRESSURE IREATEO. SIDELI7E• PAO 1 2 X 1 ". X 25 G .. CORRUGATED .FASTENER WOOD W000 STEE INSTALLATION 3 0 1 W/1X BUCK 1Y: D_EIQL i INSTALLATION DETAIL "3" ATTACH ASTRAGAL THROW BOLT 9 STRIKE PLATE TO FRAME I C, AS SHOWN. t .. DETAIL " 4" loom 111 F Br JK m ar: LFS NO Woa rt 15225. 5- 68 ja A INTERIOR 4V EXTERIOR EXTERIOR 2 VERWAL CRois SEadd EXTERIOR INTERIOR INTERIOR S—'\ VATIC At'CROSS SECOON Kl-owomfwin INTERIOR EXTERIOR Qv og 21 12 YE CAL CAW Sfook EXTERIOR INTERIOR. 7 Y_EMdA L i:Wk UC11014 ovts.*" conrtWmwn FL - gift I. MASONRY OPENING 2X BUCK SINg E DOOR RUCK ANCHQMMU MASONRY.' OPENING 1i U O cin 2X BUCK-! MASONRY OPENING NOTES: 2X BUCK I. 1X tiucic min. S.G. 2 QSS. CONCRETE ANCHOR NOTES: I 1. Concrete anchor locations at the comers maybe adjusted to maintain the min. edge distance tomortarjamts. 2. Concrete anchor locations noted bs "MAX. ON CENTER" must be adjusted to maintain the min. edge dkfanre to modarJoints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimenslon are not exceeded. 3. Concrete anchor fable: t C tNTN CLEARA Cl ANGYiQR . A1Vdl0k M, TH. _ ff5jiiitffyNAY Tl'i Ad/ACiNL iiPE SiiB EM8RJ1tl Alt :... AHLKOk s IIW • 1/4' 11/4" 2" 1" TAL•CON ...... _. EttO:a.. 1/4" 1.1/4 1" 4" r. i rFHEA6Iff ' M411 LION%tom- mSHOWNFORMASONRY REFERENCE OPENING pi f1 JIBS: & JAMBS II ^ L 9so 0. Ii 1I; Lf. a f I o =' i) Ll 2X BUCK o 1 I ai o 1 ' 1 MULLION . / ' ), 'c3a . 11, r'I REFERENCE I I 11 f i tl to i.l I1. iI oo Kfg W/SIDELITES SIN wJ-$iDELITE ANCHORING SINGLE BUCK ANCH RIG OIBUCK 1-44 4" 48.A-4_ a 8" 8" I 11 ti IT . if MULLIO 4' MULLIONISHOWNNFOR G SHOWN FOR I'I TYP. HEAD ! TY(?,. II REFERENCE HEAD REFERENCE II` JAMBS 11 ASTRAGAL dr JAMBSSHOWNFOR REFERENCE li I1 I F ASTRAGAL if 2X,— SHOWN FOR I(. BUCK if REFERENCE I1xii if fl n ci II LF m CA '2dj'1: I1 0 o h 1 L I I.. arc. BY.. k QQUBL, DOOR MASONRY DOUBLE BUCK W/SIDELITES ANCHORING, FL -I! EaQ.LJf,K_,A:BNCRINGRINOPENING0 5 W W p Q z 4` A J0 + W to 4_..+ 3" 31.. 3• 6" ..I f` . 4" ^-1 i- 6" w/2x BOCK T w/2x BucK A ' SEEqSE> DETAIL "3 A INSTALLATION 0. !0SEEDETAIL . INSTALLATION ,DETAIL t, SSHE40 3 3 Q: f! 9 INSTALLATION "3" i.W(:fX S P3 TYP. HEAD ' IN AIBS DN. dn_, Lj MULLION:. k JAMBS:TJAMBSSHOWN FORREFERENCEASTRAGAL ( SHQSHOWNFOR REFERENCEREFERENCE LY? SEE DETAIL. b" 4" M. A", C" DOUBLE DOOR W "C"_"C" DOUBLE DOOR W/SfDELITES VIEW "E"-"E" M MALCORyMgwNW/ OPTIONAL CORRUGATED FASTL'NERTREM /JO (1YP, ALL SIOELITETODOORJAMBCONNNECTIONS) n Item DESCRiPT]ON Material A 10 x.2-1 2 PFH W00 SCREW STEEI 1 X 1-7 WOOD SCREWSTEEi.:.. STEEL1. 0 X 1 PFH W OD REW 10' x 3 4 LG, PFH W000:" SCREW Hin a to Fro.rne STEEL 1 4 1 4'x 2-3 4 PFH.ELCO OR ITW CONCRETE SCREW STE L 5 1 4".x 1-3 4" ITW PF'H .CONCRETE SCREW STEEL STErL 1.. 4" x 3-3 4...ITW.PFH CONCRETE SCREW STEEL t 11 X 3 PFF.I.SCR W. ... 3 16. x 3-7. 4, ITW PFH CONCRETE SCREW STEEL t. 4'x 3-1.4-..ITW PFH CONCRETE SCR EE MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI CONCRETE 13 301 OR HOLLOW BLOCK CONFORMING T.0ASTM C90 4 PFH'TWCONCRETE SCREWHEADERJAMB=..0.423TED 3O SIDELITE . PAD STF. FL, 1 .2" X f" X 25 GA. CORRUGATED FASTENER 1: 0 DETAIL " 4" - A DETAIL " 3"_ ATTACH % 1:STRAGAL. THROW STRIKE PLATE TO FRAM 1 ' AS SHOWN. A nFTAL " 1 " Q O AM 221 12 w, m N.T.S. 3 JK. _. m NK. Of: LFS 3 RAw; NC NOe: F' L- 15225,5780 INTERIOR ETERIUK 6 ..: G°Mlpunilon: INTERIOR EXTERIOR. z a " i6 z Si 3G ' 4 vE CAL CROSS sECTlO b .' ,yriiwtngronfipurcUot 2r d u—IjW cnlipurolfon EXTERIOR INTERIOR 8 VER71CAt C OSS r". Z r s' e' .. .yu xttit•1 it N •: INTERIOR EXTERIOR. u . o U l0 K9 0dv 2Q Ng o= 1 ! v 3` ` fn Q W 3. ERSS,SREGTttRN EXTERIO. O' 6 VFRTI AtCROSSSE N. d - 0ufW'tg c on IMIF v m v\ jFw• Z N Q e 2 u o er: JK m BY: LFS 3 No MO::' _ro 75225. 5-80 u ro E, 1- . fi0R1IDNi'At Cl SS SECI7ClN 2 putsv&ag confsQurotion rrl 141 INTERIOR EXTERIOR N 2 ORIZO s-. Z Cpn$,gUfOHOn 6.9llmb INTERIOR EXTERIOR 3 HC1R1iOMAl: CRC7'Sff_1i EXTERIOR i NORrXONiAI CROSS SECTIAN: ulswtrtg configuration b9({b; jamb INTERIOR d EXTERIOR 5 H{?RlZt3M'At CRC SS SE O .. 2 :Ou<syAng:conflL rolpn P_q I. ' jartib' 41 i N zz mex oA 22r12.$ scny-- N.T.S. m.c. Fn^ JK m Ty- sn "s ; mwss NN n FL-15225768M m r I. 0 6"HEAD n , HEAD f b•9/.IrY"HEAD . MULUON.. SHOWN FOR REFERENCE Lj 4-4/16`JAMB O TTR, 0. JAMBS 4+0E16"JAMB 1": 6 tn w 911irHEAD C! jq .Typ.@ HEAD F OJT HEAD MUWON ? i SHOWN FOR REFERENCE _ 6-9/16"JAMB IYP. ® JAMBS T H 6"JAMB t SEE DETAIL"A" s - VIEW "C - C" SINGLE DOOR W141DEEMS VIEW "E"-"E" VIEW "D"- J e GGttCRts1EAN+ kORNCJ9'65bpalidtsOf the corners maybe adjusted to maintain the min. etJp9tJattdnbl'foiri-'I'bints. 2. Carstrete pnCha:.lpc oti0ns noted as MAX ON CENTER" muss be adjusted tomaintainthemin. edge distance to mortarjoinls. additional concrete anchorsmayberequiredtoensurethe "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: EN G8; M MIN.:. At4GHOB At7PNOR + i111iA;ot;illr iClAO..... iYhE S EilllER z OW TAICpN' T/4" 12 4" T 4" ELGO u1,TRACON TAO.N° 3/16" 1.1/4" AS SHOWN AS SHOWN SIDELITE NOTES: 1, fie sidelite Is direct set into the jamb with (12) #8 x 2" pth. wood screws. There ore (4) at eachverticalJamb, from the top down at 13.5", 31", 48.S' & 66". There are (21 at the header at 4" y from the outside comers of the frame. There are (2) at the sill, 4" from the outside comers. 5 SEE 2."7 & T oSEE- o I XdJAMMDETAIL"1"., SINGLE DOOR 4V/SIDELRE VIEW "B ="B" SINGLE DOOR VIEW "A' ="A" R W R W Building Consultants, Inc. Consulting and Engineering Services for the Building IndustryB C P.O. Box 230 Valrico, FL 33595 Phonc 813.659.9197 Florida Board or Professional Engineers Cedificale of Aulliorization No. 9813 Manufacturer Product NameProduct Sub Category Category.., . Thcrma Tru Corporation 118 Industrial Dr Smooth -Star' and "Benchmark by Therma-Tru 6'8 Single 8: Double Opaque or Glazed Panels w/ 6 w/o SidelitesSwinging Exterior Exterior Door 01 14351Edgerton. OH 435i7 Inswing / Outswing Doors Assemblies phone 4n, Insulated Fiberglass Door with. Wood Frames.. Scope: Therma Tru CorporEvaluation ation, based onport issuedyRWBuildingConsultants, Rule Chapter No. 61 G20-3, Inc. Meh Method 1Aof he State aof Florida Product Approval, Dept. of Business 8 Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing theproductorinanyotherentityinvolvedintheapprovalprocessoftheproductnamedherein. limitations: 1. This product anchoring has been developed in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High VelocityHurricaneZone". See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchorsshallbeaslistedandspacedasshownondetails. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screwsshallbeinstalledfollowinginstallationsinstructions of ANSI AFBPA NDS 2012_ All other fastener types to be installed following fastener manufacturer's installation instructions. r-center distances shall be specified by the fastener manufacture, but in no instance shall they 4. Fastener embedmentdepths, edge distance and cente be less than shown In drawing FL-15225.5-68. rial that complies with the requirements of the FBC. 5. Where shimsareused, they must be a "rigid / stiff' mate 6. Positive andnegativedesignpressurerequirementsforusewithdrawing FL-15225:5 68 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditionsthatdeviatefromthedetails of drawing FL-15225.5-68 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: RersOlt No. ETC- 01=741- 10702.0 ETC-01-741- 11008.0 TEL OM0147 2. Drawing No. No. FL-15225. 5-68 3. Palcuiations Anchoring Test Standard ASTM E330-02 / TAS 202-94 ASTM E330-02 / TAS 202-94 ASTM E330-02 / E1886-02 / E1996-02 Prepared by RW Building Consultants, Inc. (CA #9813) Prepared by RW Building Consultants, Inc -(CA #9813) Sheet 1 of 1 i`eatlna I;; abO['atorY ETC Laboratories ETC Laboratories Testing Evaluation Lab. Signed by Wendell W. Haney, P.E. Joseph L. Dolden, P.E. Lyndon F. Schmidt, P.E. Stoned -&.Sealed IsMr Lyndon F. Schmidt, P.E. Inrted 8 Ssalad bv. Lyndon F. Schmidt, P.E. l.a 4 tIItIff' 16 r z . ;, Lyndon F. Schmidt, P.E. FL PE No. 43409 2/6/2015 Bus Product ApprovaltsslPra, USER: Public User Regulation produci-R gaVal,l}ciw > Protlutt er.Al1I11i<a 4!f! r:> dot > Apislit il on paEall FL # FL15332-112 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Exterior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 1 Evaluation Report - Hardcopy Received Luis Roberto Lomas PE-62514 National Accreditation and Management Institute 12/31/2015 Steven M. Urich, PE C l Validation Checklist - Hardcopy Received Standard YOU AAMA/WDMA/CSA 101/I.S.2/A440 2005 Wi I affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity ( Yes O No 0 N/A 4 h4s://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 04/30/2015 04/30/2015 05/06/2015 FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLA332 R2 11 08-00506C.6df . Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports „ Other: REFER TO APPROVAL DOCUMENT FOR DESIGN F11S332 RZ 'AE 510807E._Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Installation instructions Approved for use in HVHZ: No FLIM33? RL1108-0Q498G.0df Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 51080513:Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD REINFORCED. SERIES 420 ALUMINUM SGD REINFORCED OXO 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No IFL15332 R2 11 08-02248A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN F115332 R2 AE 512968A:odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No Fi IS332-RZ It 08-02249A,odf Approved for use outside HVHZ: Yes Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports. Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Fl 15332 R2 AE 512969Andf PRESSURE RATINGS_ Created by Independent Third Party: Yes. 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No 15332 R2-I1: Q8-02i501k:odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports . Other: REFER TO APPROVAL DOCUMENT FOR DESIGN fL15332 R $i~ ,512930A:cdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R27 II 0&:00499C, Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Fti5332 ;R2 AE 510$068.DdF PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD a https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWl... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: No FLI5332R2 It '08=00 01C.odf, Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports. Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLA ', AE 5106088.Ddf PRESSURE. RATINGS Created by Independent Third Party: Yes 15332. 8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NOW: REINFORCED Limits of Use Installation Instructions. Approved for use in HVHZ: No FLM3 Approved for use outside HVHZ: Yes Verified Sy: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports., - Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL1533.:Ft25d0809S.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332. 9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL1S332. R2 11 08=00503C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL153 2: A2 -AE 51081013.6d6; PRESSURE RATINGS Created by Independent Third Party: Yes 0at1r Contact Us :: 3940-NntHt Monroe SirMt_ TeFahasiseeEL3L?9:Plwne: 850-87-1824 The State of Florida is an AAJEEO employer. f,QnvrWiti2007.2413:State of flark%. Privacy Statement ;: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395, *Pursuant to section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee.,However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: QEQ sccurity: ioulcs . O.: 11L•l https:// www.floridabuilding.org/car/pr app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 7/20/2015 NOTES: 1; THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF. THE FLORIDA -BUILDING CODE: 2. WOOD FRAMING AND MASONRY OPENING TO RE 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 1 X BUCK iS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE: SELECTION OF COATING OR MEMBRANE IS THE RESPONS'6ILI" OF T14E 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 6063-T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-C4 WITH SAFETY GLASS, 7. APPROVED IMPACT PROTECTIVE SYSTEM 1 R QUI ,.U. FOR THIS PZODi,i:T IN WIND BORNE DEBRIS REGIONS; 8. S411M'AS RL'(1U;#EU Ai 'EACH li'a;TAL.I.ATIU,% ANC, 4ORWl'H' LOAD BEARING SHik: SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK 70 BE 1/4", 9, DOOR ASSEMBLIES INSTALLED WHERE. OVERHANG RA'i IO IS EQUAL OR GREATER. `THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE.. OVEft9ANG RAT! OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO `HOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WIT 4 SUFFIC! ENT LENGTH TO ACHIEVE A 1 3/6" MINIMUM EMBEDMENT INTO SUBSTRATE, ;ATE 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 SJBSTRATE 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 CRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT, 14. INSTALLATION ANCHORS SHALL BE INSTALLED N ACCORDANCE WITH ANCHOR MANUFACTURERS INSTALLATION INSTRUCTIONS AND ANCHORS" SHALL NOT BE USED IN SUBSTRATES ' NITH 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, MASONRY - STRENGTH CONFORMANCE. I'D .ASTM C-90, GRADE N, TYPE 1 (OR OREATER11 D._: METAL.: STRUCTURE: STEEL. 16GA,- 33KSI 0-3 ALUMINUM 60F,,3-T5 I/8" THICK IJ.INIMLIM 15; APPROVED CONFIGI.IRATIONS: OX, XO, XX, XP, PX, XIP, PIX TABLE OF CONTLNIS St{ EET N0: DESC^nIF'fION 1 NOTES 2- 3 ELEVATIONS 4 - 10 INSTALLATION DETAILS F. A. RM90N$ REV i ES^.R PTiGN - OKI:: APPROW..O A A:;CEC CF4A;'rTg 03/05/t2: FI - REVISED PER .NEW TESTING 10/29./1.3. rR-lh ADD ED FLANGE AND FIN INSTALLATION 12/06/13 'R.L- MI WINDOWS AND DOORS LL 10, 01 W. CROSBY RD CARROLLTONj. TX 75006 SERIES 420 REINFORCED SGD 96" x'96" NOTES nwc No. NTS JOATE 02/23/09 ISHEEr1 OF 10 SIGNED: 1210612013 t 6" MAX 96'_MAX FRAME WIDTH. ANCHORS TO BE EOUA!LY SPACED 2) ANCHORS PER LOCATION SEE CHART #5 OR NUMBER :OF LOCATIONS REOLPRED 6" MAX rr r6" IAX AME IGHT 6" MAX l T SERIES:.420 REINFORCED SGD: EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.OPSF NONE' WITH 2-1/32"SILL SEE CHARTS #1 AND #2FOR :OTHER UNITS RATINGS DESIGN PRESSURE RATING 'IMPACT RATING 25.01-28.6PSF NONE WITH 1-112"SILL SEE CHARTS #3 AND #4 FOR OTHER UNITSRATINGS 6" MAX CHART#1 WITH 2- 1/32' SILL WHERE WATER. INFIL IRA TION RESISTANCE 1S REQUIRED CHART#2'. WITH 2- 1132' SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 1 Des n lessvna eAarr (Itv9 Frans Panel and Total Fmm VWth Height. on) 30: 0 72.00:. 11 42. M.00 0. 9400 os os; Nl N 4. 60. 8 0 2' 582 2:2: S2 48,0 0.0 4, 4. 4': 92.0 9..5 V.1,9 46: ..46t4 42.44 R" 5619 56.9d 4 9 43,—ar 7Z70 iG4ilON5 A- . A6DE6 C"iARTS - ......__:. 03%O/12' R L. REVISED PER NEV! TESTING 16/29/13 RiL; C 'AD„ ED FLANGE AND FIN INSTALLATION 12/66/13 R4, CHART A9: WITH,14/ 2`SILL... ... WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. DesF c Frew ftgie PanalandTotafFrame b0f0 Height. 0. 0.. 4ZO 0 n): . t os-, Ncg os;, 9 os Neg o5.14 254 , ZS:O 37:t'. 23:034A 0 39 CHART #4' WITH 1'- 1/2"SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED; -- SEE.NOTE. 9 SHEET 1 _ Design pressare chart 6) frame 8 No ETC Height in) 46. 0 os: 84. 0 47, 6 47,8 41:T 41 37.4 4 34.4 00.0 4 4 -: 3 : `: 35Z 5.2 9Z0'. 449 4 9 2 3. 2. 2 3 WT 40J 0, 7 35,3 1A 31A CHART k5 .... Frame sww'. T Haigh[ MG. w : 0 I8.0- in) was Ijamb, 0 92: 0 4 90.0 4 8 5 ....6-.:. 6 6: .: 6 .... MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 REINFORCED. SGD 9:6., x 96 f CEVATION OR—: ..... _..... [:DWC NO. .. - ...._ .......... F.A. 08-00499 Sc"'NTS JQAll 07/23 M 5HEEr2 OF 10 6" MAX I 9j.._MAX 'fRAME Wit IH. ...... .. ANCHORS TO BE EQUALLY SPACED. 2) ANCHORS PER LOCATION SEE CHART #6 FOR NUMBER, OF LOCATIONS REOU'RED } 6,.. VAX 6 IAX AV. IGHT 1 t 6" MAX I i SERIES.420 REINFORCED SGD EXTERIOR VIEW. DESIGN PRESSURE RATING IMPACT RATING t40.OPSF NONE WITH 2-1132' Sid SEECHARTS Al AND a7SHEET2 FOR OTHER UNITS'RATINGS DESIGN PRESSURE RATING IMPACT RATING 25.01-28.6PSF _._.. NONE. WITH.1.112" SILL SEE CHARTS,#3 AND:#4 SHEET 2 FOR OTHER UNITS RATINGS 6" MAX AUOF. fi LiAii15 03/05/12 r NtST ...2. NEW T TRSG I11/2y/13 0-D_c. LA,,= ANC FIN INS_ _,TI0N 12%0a/13R,L. CHART-# 6 Number of anchor requiredlocation S M iMsland TofaltbitVI Clh 00 36.0 2.0 a6,0.0 75.0 81.0 SILO Jamb HdS Jamb H&S Jamb H&S.. Jamb. k6..s 6. B, 6._. 8., 6 6 6 8 5 6 8 6 6. a- s 31T . i 21132" SILL 1 112"SILL ALUMINUM 6063- T5.055 THICK ALUMINUM 6063-T5.055'THICK' MI WINDOWS AND DOORS :LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 REINFORCED_ SGD 9C x 96" FIN ELEVATION F.A. 08=00499 Ci 1 /2" MIN, EDGE 11 I'ANCF A WOOD =RAMNG K WENT OR 2X BUCK BY OTHERS 1;/4" MAX. SHIM. 0 'WOOD SPACE 3/8" MIN.. 1/4- MAX, SCREW BEJMFNT ( SHIM .SPACE I t', I: i; E DISTANCE I. EXTERIOR INTERIOR If WOOD SCREW WOOD FRAMING. OR 2X BUCK BY OTHERS Asa 1 1 c` F i I J A E'IE) ILtEM` 1tc E;ON;ikUC;ttJY A_1,?cli'Yc OR ff`UA_. JUL VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERSTOBE DESIGNED IN ACCORDANCEWITH AS TM E2112 SEE SLJEE' I i FCR S IJ: CPII0NS MIN, EMBEDMENT SCREW41. 0 WOODJFRF \ I c OR 2, ., CK BY OTHERS VATC APF' di147. C3/05/ l2 FM.: 0%2S/ f3 R;L,y ADDED .1U, N E AND riN 1rJS A A':QN' i°/06/13 P.,6;; JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION IAITFRIt7R W WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 F p, y•y4GN,Q SERIES 420 REINFORCED SGD"" 96„ k 96" FRAME INSTALLATION DETAILSF.ytQ1p r10- V V, Ai OF ttty: p':ORt,,,'' \ S'4 .: Yawvr Aawc x;;, 08-50049cF eev Cf/ 11j 14 n{;b~. S NTS bnsF 02`:2S%09, 0 I METAL STRUCTURE BY OTHERS 10 SMS OR SPLF, DRILUNG SCREW METAL, - STRUCTURE By OTHERS EXTERIOR 4" MAX. SHIM SPACE 10 sms OR SELF DR;LLING SCRLW INTERIOR VERTICAL GROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. Z PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WfTHASTM E2112, SILL TO HE SE! 11 A b[O Oi: VULKEM 1 16 CONSTRLGIION ADHCSIVE OR EOUAl- SEE SHF--T 3 FOR SILL CPlj'4S T— tylo swz OR SCREWS vAECAL S--PUCTURE" 131 OTHERS RtWSED PER TE571.114G ADDED, FLAWGE Al N INSTALLATtON JAMB INSTALLATION DETAIL METAL'STRUCTUREINSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 o SERIES,: 420 REINFORCED SGD 96' x 96" FRAME INSTALLATION DETAILS DWd 10 A. 08-00499 C xr-' NTS 5 OF OVE 1) 2 ' %2" MIN. r 1 1/q" MiN: EMBEDMENT CONCRETE% MASONRY f 1 /4" MAX. BY OTHERS HIM SPACE OPTIONAL 1 X 5 'CK t t TO BE + PROP .Ri.Y SECURED SEE NOTE 3 3/ 16' TAPCON MASONRY/ CONCRF TE BY OTHERS 3/16" TAPCON EXTERIOR INTERIOR A KD OW VULK"M 16 CON IRUCT!ON AIDHESIVE OR EQUAL SEE SHE? z.. i FOR SLl- OPTIONiS i1 T r 4 1 1/4 WN, EMBEDMENT n.. I_ .. 2 1/2" MIN: CGE I:)!St"rnrdCE: VERTICAL CROSS SECTION CONC69ETEIA4ASONRY INSTALLATION A AO —DIED CHAW5 03/6S/12 R;is R.tt,, C ADOED FLAN,-'. FuD .FIN INSTIALLAPON 12/06/1.3:R.L.- MIN. UM8t—DM ENT 1 /2 v: SHIM SPACE WN EDGE r i l qe: v BY 0 4 .• 1 q r t -X SUCK . JA i TE 3 SHEEP NOTES: INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY.OTHERS TO BE DESIGNED INACCORDANCE .WITHASTM'E2112 INTERIOR EXTERIOR MB INSTALLATION DETAIL ONCRETEIMASONRY INSTALLATION MI WINDOWS AND DOORS LLC1001 ' YLX CARROLLTON, 75006 SERIES 420 'REINFORCED SGD 96"'- x FRAME INSTALLATION DETAILS ili: hYiN. u 1/J M, DGf . DISTANCE 3 8'. MIEN. WOOD FRA.I AING `"' OR 2X 8JCK EMREDNAENT BY OTHERS 1 /4" MAX SHIM SPACE.. 1 r wooD SCREWS EXTERIOR INTERIOR. ILL TO BE SET IN A L 01 VULKEM, 1116, Ofv >. R UIC I1 PI ADI'LSi\"r 0.R EQUAL.. i 0 WOC,D SCREW SEE urI= 3 FOR SILL OPTIONS WOOD FRAMING OR 2X BUCK BY OTHERS 1 1 L-/8" MIN: MEN?. VERTICAL CROSS SECTION' WOOD .FRAMING .OR 2X SUCK INSTALLATION C..S.:R FIION PATE 13'FlRoV:b p RD GED PrR NEW C. ADDED. FLANGE AND N iNSTALLATION 2/05/ 13 R,L,: 1 /4" MAX. SHIM SPACE. INTERIOR MIN. L — EXTERIOR JAMB INSTALLATION DETAIL WOOD 'D FR M W00DFRAMING ORPKBUCK INSTALLATION R 2i< iJI.K .. .. LLC MI WIND0oWw. tttt LO cRos13r00oRS CARROLLTON, TX 75006 N` 1 ,•HSFw , P SERIES 420REINFORCEDSGDNOTES: 1. INTERIOR. ANDEXT€R10RFINISHES,.BY:OTHEAS, - 96" x 96" FLANGE INSTALLATION DETAILS QF ( NOT SHOWN FOR CLARITY.- BYOTHERS BE P yS { iRt ei DRAWN: T••_,A, ow- r17.' - 0870049g..0 2PERIMETER AND JOINT SEALANT TO DESIGNED INACCORDANCE WITH ASTM.E21I2 scai.e NTS CATS 02%43 ,09 7 OF 10 METALAL STRUCTURE By OTHERS o sms OR SELF DRILLING SC R EVV STRUrTURE BY OTHERS EXTERIOR I" MAX. SI--.IM SPACE 10 SMS OR SELF OPli-l-ING SCREW: INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SET IN VULKEP 116 ION ADI-iESfVL SEE SHEET .3 FO R SILL OPTIONS 7-- EC z Po sms OR SEL 01R!'!JNG' BY O-?s w— N rlalRIP 71 u r) kTF A ADDED CHARIS 031/():i/12 R.L j7' a ADDEr FLANGE rN INSIALLPTION 12/08/."3 R.L: JAMS INSTALLATION DETAIL METAL STRUCTURE INSTALLATION W WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 REINFORCED SGD- NOTES: 96" x 96" 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, FLANGE INSTALLATION CIETAILS_ NOTSHOWNFORCLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE R5N DESIGNED IN A CCORDAAICE WITH ASTM F-2112 F A 08-00499 C NTS -- 9_0 2fi3%09 8 OF 10 ricv, 1 ESCR71n c DISIAN."a A j)VU) CHARTS NE,y0REVISEDPER _S11ING C ADDED VLA-14_E 1,ND MN NNSTAL!,a,TIOI`4 MENT Mp CONCRFFE/ E1.4BEL -JT MASONRY 114" MAX, BY OTHERS r SHIM SPACE OPTIONAL 1 x Bucl OBE 2 !/2" Saint SPACE INTERIOR PROPERLY SECURED : E7 DG F SEE NOTE3St4EETI 3116" TAPCON o EXTERIOR INTERIOR I'll To f4F SET IN 116 q CONSTRUCTION ADHSS • ' EXTERIOR. 3/1, 6" TAPCION OR EQUAL SEE SHEET 3 :JAMB INSTALLATION DETAIL MASONRY/ SID, OPTIONS OPTIDN41. 1X SUCK CONCRETEIMASONRY INSTALLATION: 0 BE :) ROPERLY CONCRETE S, CUR7- D By OTHERSSH I E 3 S. I,,_• T A NOTES: 1 1/ 4" MIN. 1. INTERIOR AND ErwaoR FINISHES, By OTHERS. EMBFDMENT NOT SHOWN FOR CLARITY. a 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE, DESIGNED IN ACCORDANCE WITH ASTM EV 12 2 112" MIN, VERTICAL CROSS SECTION coNcPETEAwAsoNny INSTALLA TION MI WINDOWS AND DOORS LLC N P. L ,S 1001W. CROSBY RD 4V CARROLLTON, TX 75006 SERIES 420 REINFORCED SGD 915" x 96" FLANGE INSTALLATION DETAILS R C v ORAeIz- 00499c F. A. 013 9 OF 10 SCALF NTSOTI02/13/0V: rise ao:; aVet WOOD FRAMING 4 17:_ n A tf t'f, • r A S BY OTHERS 5' dp . !IS'A ,_„7f en 2,. Woo OTHERS MIN O EMBEDMENT MASONRY/ C 'L .Ktt= BY 0-1 Rs 1 Y SU CK BY D1 I E RS 8 wool) Sc RIN . EXTERIOR , 1 , DUCK Ic vFHOOkSi PROPERLY E':JR_'D 71 ED(L TAPCON JAMB INSTALLATION DETAIL: EXTERIOR ) PANE.. !NTERLIOCK WOOD FRAMING:OR2XBUCK INSTALLATION HQOKSTRIP INSTALLATION MASONRYICONCRETE SCREW FRAMING 6Y 01HERS INTERIOR TRIM _ R "- A I 1'/4" MAX. C$, MIN: SHIM SPACE D"+. . EM3RENT INTERIOR 7/; 6' MIN i T EDGE DIS?ANCE HOCK S7'1'10 0OK s-ICin` . WOOF; .. # 16-SF-F DRILLING S SCREW CREWANSI PANEL INTERLOCK. EXTERIOR. tN7R::0, EXTERIOR INTERIOR HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION EXTERIOR - 2X BUCWWOGD FRAMING METAL STRUCTURE - M WINDOWS AND DOORS LLC VERTICAL CROSS SECTION 1001 W. CROSBY RD l WOODFRAMINOR2XBUCKINSTALLATION CARROLLTON, TX 75006 G FOR SILL INSTALLATION SEE SHEETS4-9 SERIES 420 REINFORCED SGD' NOTES: 96" x y L LRtljfNTERlORANDEXTERIQRFINISHES;BYOTHERS, NAILFIN & HOOK INSTALLATION DETAILS NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE OR+ '- - "'- ,uy ;,- •>s;v a } stile'• \ *~ DESIGNEDINACCORDANCE WITH ASTME2112 F.A. R 08 500499 C ` t tCkf NTS Nb2/83J09OF10 L. Roberto Lomas P.E. 233 W. Main St. . Danville, VA 24541 434-688-0609 rllomas@lrlomaspe.com I Manufacturer: M...I Windows and Doors LLC 1001 W. Crosby Road Carrollton, TX 75006 Product Line: Series 420 Reinforced Aluminum SGD 96"x96" Engineering EvaluationReport Report No.: 5108060' Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of ' Community Affairs for Statewide Acceptance per.Rule.61G20-3.005 method 1(d). The product listed herein complies with requirements of the Florida Building Code. S. u. pportingTechnical Documentation: 1. Approval document: drawing number 08-00499 Revision C, titled Series 420 Reinforced Aluminum SGD, prepared,: signed and sealed by Luis Roberto Lomas P.E. 2.. Report No.: CCLI-12-119 signed by Wesley Wilson Construction Consulting Laboratory International, Carrollton, TX AAMA/ WOMAICSA 10.11I.S.2/A440-05 Design pressure' t40.0psf Water penetration resistance '6.Opsf 3. Report No.: C1716.03A09-47.signed by Michael D. Stremmel, P,E. ArcIhitecturalTesting, Inc., York, PA AAMA/ WDMA/CSA 101/I:S.2/A440-08 Design pressure: a25.Opsf Water penetration resistance '3.76psf 4., Anchor calculations, report number 510806-1 B prepared, signed and sealed by Luis Roberto Lomas P.E.. Limitations and Conditions of use: Maximum design pressure: t40.Opsf Maximum unit size: 96" x 96" Approved configurations: OX, XO, XX, XP, PX, XIP and PIX Units must be glazed pe. r ASTM E 1300-04, see installation instructions for glass options. This product is not rated to be used in the HVHZ. This product is not impact resistant and requires impact protection in wind borne debris regions. Frame material to be aluminum 6063-T5. installation: Units must be installed in accordance with approval document, 08-00499, Revision C. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being: issued. Also, I don't have ,nor will acquire a financial interest in any other entity involved in!the approval process of the listed product(s). 1 of 1 Luis R. Lomas, ,P.E1 FL No;: 62514 12/ 04/2013 r BLIS Home Log in User Registration N Hot Topics Submit Surcharge9 Scats &Facts Publications dbpru'.'j-1R1 Prod USER: uct Approval Public User r vr't 4c'asrzpSrP,f hrny_ >^5s :k a - c- > Application Detail Staff BCIS Site Map finks Search FL # FL15080-R1 Application Type Revision Code Version 2014 Application Status Approved Comments i 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 I Subcategory Sectional Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the JOHN SCATES Evaluation ReporC 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 Certificate of Independence FLfI80 R° 2015 s.odf i iReferenced Standard and Year (of Standard) Standard ANSI/ DASMA115 DASMA108 Equivalence of Product Standards Certified By Sections from the Code Year 2005 2005 FL # Model, Number or Name Description 15080.1 RESIDENTIAL PAN DOORS MODELS 724, 426, 735, 750, 55 Limits of Use Installation InstructionsApprovedforuseinHVHZ: No FLIS080 RJ. 11 99ACtf - -rev Fi JambAttach s odfApprovedforuseoutsideHVHZ: Yes FL10760 RI-J11 46075 LockInstall s pdfImpactResistant: No FL3S08D R1 II _,95079'--r spyDeslgnPressure: +22.9/-26.4 Verified By; JOHN E. SCATES; PE FL 51737Other: +22.9/-26.4 LISTED IS FOR THE 9' 0" X 7' 0" OTHER Created by Independent Third Party: YesSIZESANDPRESSURESARELISTEDONTHEDRAWINGSEvaluationReports Created by Independent. Third Party: Yes 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, 3/4' X 1-1/2" X 13 GAGE MIN. 1/4" X 1/2' LONG 16 GAGE GALV. STEEL 5 STRUTS TOP BRACKET WITH 14 ALTERNA CONSTRUCTION FASTEN TO W000 JAMBDJAM WITH 5/16' GALV. STEEL HORIZONTAL ANGLE. CARRIAGE BOLT k NUT 3. 20GA WIDE ((18 X 7)) USING (2) STRUTS GAGEDEOLL D HOLDER 3' 1804 WEE OPTIONALXEK4. 18 X 8) A S56 CLASSLAGSCREVfSHEXHEADSELFSEEDETAILA) LIGHTS DRILUNG SCREW USE(()) / // SH EET2IJE11AL".SCR31"WS„ STRUT JUST BELOW TOP BRACKET. 2' ROLLER WITH Q 0 8' 2" GALV. STEEL 2" GALV. STEEL HORIZONTAL TRACK 18 GAGE OR 13 GAGE BASED ON THE WEIGHT 7/16" DIA STEM. TIRE: ST 0. B BVERTICALTRACK 16GA OF THE DOOR. 16 X 7) 7 BALL SHORT STEM BOLTED TO p4 16 X 6) 10 BALL LONG STEM TRACK BRACKETS WITH 1 4-20 X DETAIL D OPTIONAL LOCK TRACK BOLTS. NQ UPPEROF is x 7) SECSECTION HEART A LEAF. (SEE DETAIL B). 16'(ODUBLE CAR) OPENINGEIGHTNOTOVER N4 74" GALV. STEEL `(l4 GAGE) COMMERCIAL 4" X 16' AIR VENTS END HINGE ATTACHED REO•D. L120 S0. OPTIONAL OR HEIGHT) IWWITH5FASTENERS. I H MIN. TOTAL, OPEN LONG PANEL AREA), OPTIONAL, CENTER STILES (5 COLUMNS) EMBOSSES CENTER HINGES j3 COLUNN5) 42' (/8 X 7) GALVANIZED STEEL USE ONE EXTRA SELFSTRUTRTACHEODRILUNGSCREWTHROUGH 50" (16 X 8) WITH 1/4" X 3/4' TOP LEAF OF HINGE. LONG HEX HEAD a3 21" (I6 X 7) t/2" POLYSTYRENE INSIAATION24" (16 X 8) STANDARD FOR MODEL 735. END STILE 8: RAIL. SELF DRILLING SCREW TYPICAL FOR EACH 1.25" - 20 LACE END STILES2PERVERTICALSTILE) END HINGE '-' 2D GAGE END CAP SECTIONOVER HINGE OF 3• e LEAF. (SEE DETAIL B). BRACKETS EACH SUE 3 . 5" I1 1-3/6' POLYSTYRENE 21" OR 24" HIGH INSULAT10N OPTIONAL20GAGEENDSTILES - FASTENED WITH PANEL GALV. ANp FOR M00. 724.. 730, TOG-L-LOGS TO PANEL USE END CAP PREPAINTEb STEEL 750, 755. 426. OVER END STILES. ( SEE DETAIL C) 25 CAGE ALL STOP MOULDING NAILED EVERY 9" MODELS EXCEPT STRUT ON BOTTOM BRACKET 6-0 TYPE NAIL MN. --_ 24 GAGE MODEL 750, 755 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 22 LAC SCREW 5/16" X 1-1/2' FASTENERS. BOTTOM SCREW CAN BE ABOVESECTIONB-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 RESIOENIDIL TOGA. 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 SZE., DESIGN..PRESSIIRE I TEST. PRESSURE WOTH POSITIVE NEGATIVE TIVE NEGATIVE 16'-0" EIGHT 7'-0" 18.7 20.88.1r+28.11- 31.2 16'-0" 8'-0" 18.7 20,831.2 NOTE: ALL NON -DESCRIPTIVE FASTENERS SHOWN TO BE 1/4'-20 X 5/8' HEX BOLTS h NUTS OR 1/4' X 3/4".LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES TX -PE 3d30e-F-22D3 LISTED IN THE 'TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. -51737Ri2492-9000 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Pro4eaeional Engineer' ..I prodded oNy for verification Indbad court luafion detoite. O. I- 2.75" r IDETAILA I DETAIL C4RA.ILS 3' 20GA WIDE STRUT (16 x 7)) 3" 18GA WIDE STRUT (16 X 8) DETAIL B NOTE: DOOR MUST BE INSTALLED WITH EIT&11 1N ELECTRC OPERATOR 1 6' X 7' OR A LOCK MUST ENGAGE BOTH TRACKS ON OORS WITH EXTENSION SPRINGS). GLAZING DOES NOT SATISFYIMPACT DEBRIS REQUIREMENTS INNFBC 1 1 ` TX81 50R gq*A UIILGKVVKi-'AR 72219-8915 501) 562-1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR 12/ 15/11 RLB TOLERANCE W1 B 2866 3 10 08 RLB FRAC.31/64" DEC. t Lots. NaT LEVEL DATE: DWG. NO. 2848il/t/07 RLB AIG t 1' 11 1 07 99-8-079 E. C.N. DATE: APPROV, SCALE NONE PLOT SCALE DRN. BY BH SHT 2 OF 3 13 GAGE STEEL TRACK 3) 1/4' CARRIAGE BOLTS 3/4" X 1-1/2" SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB X 13 GAGE MIN. WITH 5/16' X 1-1/2" G. STEEL LAG SCREWS HORIZONTAL ANGLE. 1/4' X 3/4' SHEET METAL EXTRA SCREWS 1/4" X 3/4" HEX HEAD SELF 2" GALV. STEEL HORIZONTAL DRILLING SCREW 2" GALV. STEEL TRACK 16 GAGE OR 13 GAGE DETAIL D VERTICAL TRACK BASED ON THE WEIGHT OF 16GABOLTED TO THE DOOR. = I I1.25" f TRACK BRACKETS WITH 1/4'-20 X 5/8" TRACK BOLTS. 63" (I8 X 7) OPENINGHEIGHT NOT OVERODOROVER n E'TAII C 14 BRACKETS EACH 510E 6 STRUTS 13 CAGE GALV. STEEL TOP BRACKET 3'- 18GA WIDEWITH10GAGEROLLERHOLDER. ) \ NOTE THAT ROLLER HOLDER (SEE DETAIL A CURL 15 TURNED DOWN. SEE DETAIL D. STRUT JUST BELOW TOP BRACKET. r 2" HURRICANE ROLLER WITH B 7/16" DIA. LONG STEM. TIRE: STEEL 10 BALL OPTIONAL LOCK--/ 74 18 X 8 Li STRUT ON UPPER PART OF SECTION OVER HINGE LEAF. (SEE DETAIL A I--- 2.75^ --I GALV. STEEL (14 GAGE) COMMERCIAL END HINGE ATTACHED I DETAIL A WITH 6 FASTENERS. 42' ((18 X 7 3' 18GA WIDE STRUT o SEE DETAIL B 4' X 16" AIR VENTS 50" (18 X 81 STRUT ON UPPER PART OF (4) REN. CI 20 SO. STRUT OVERDETAIL B). RC H)MINO TOTAL7NALOPEN 1/2"NSU POLYSTYRENEINSULATION 2 1 " (18 X 71 STANDARD FOR STRUT ON LOWER PART OF USE TWO EXTRA SELF DRILLING 24" 18 X 8 MODEL 735. SLR ON ABOVE HINGE IN THROUGH HINGE LEAF, GALVANIZED STEEL END STILE h RAIL AS SHOWN. TYPICAL EACH END HINGE. DETAIL "E' 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 SECTION B—B \ 13 GAGE GALV. STEEL WINDLOAD TRACK BRACKETS. SEE AB FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/I6" X 1-1 LAG SCREWS 6, WASHERS. PREPARATION OF JAMBS BY OTH SEE DETAIL E". P.S.F. TABLE DOOR SIZE I DESIGN PRESSURE I 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 2" STRUT ATTACHED WITH 1 /4" X 3/4" LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) O 1-3/8" POLYSTYRENE 21" OR 24" INSULATION OPTIONAL HIGH PANEL FOR MOD. 724, 730, GALV. AND 750, 755, 426. p PREPAINTED STEEL 25 GAGE ALL MODELS EXCEPT STRUT IN MIDDLE OF BOTTOM SECTION. 24 GAGE MODEL 750. 755. 13 GAGE GALV. STEEL O BOTTOM BRACKET L ATTACHED WITH 3 DETAIL B 2 FASTENERS. BOTTOM SCREW CAN BE ABOVE L.H. OR BELOW ROLLER. ALTERNATE CONSTRUCTION USING (2) STRUTS OPTIONAL SSB GLASS LIGHTS IJILM ululului ri llrl lr;ll'r 1ir Irli F.lrrmm1 1OPTIONAL LONGPANELEMBOSSES CENTER STILES (7 COLUMNS) CENTER HINGES (3 COLUMNS) 20 GAGE END STILES 16 GAGE END CAP c 0. DETAIL C NOTE: DOOR MUST BE INSTALLED RAILS WITH EITHER AN ELECTRIC OPERATOR OR A LOCK MUST ENGAGE BOTH TRACKS ON DOORS WITH EXTENSION SPRINGS). 18' X 7' C P'f TI/1NI A - A 20 GAGE GALV. STEEL CENTER STILE TOG- L-LOC OR POP RIVETED TO PANEL. 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL FASTENED WITH (4) 1/4" X 3/4" HEX HEAD SHEET METAL SCREWS. NOTE: ALL NON -DESCRIPTIVE FASTENERS SHOWN TO BE 1/ 4-20 X 5/8" HEX BOLTS k NUTS OR 1/ 4' X 3/4" LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES IA —re LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. FL—PE-51737 972 492-9500 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES 15 THE RESPONSIBILITY OF OTHERS. Profeeelanal Engtneer'e seal provided only for Verification dloadconetructlondetails. NOTE: GLAZING DOES NOT SATISFY IMPACT DEBRIS REQUIREMENTS IN FBC 1 8' X FL 15080 8' I 1I P. O. BOX 8915 Ae A on DOOR 71 2TTLE198915 AR u 1(5DQ 562-1872 MODELS: 724, 426, 730, 735. 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 g 12/ 15/11 RLB TOLERANCE 2866 3/10/08 RLB FRAC.t 1/64" DEC. t .015 ANG. 11 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 BH SHT 3 OF 3 2" GALV. STEEL HORIZONTAL TRACK. GAGE OR 13 GAGE BASED ON THEE WEIGHT OF THE DOOR. USE EXTRA. c 1/4" X 3/4" 1/4" X 1/2" LONG HEX HEAD SELF CARRIAGE BOLT & NUT GRILLING 5CREW 3/4" X 1-1/2" X 13 GAGE MIN. GALV. STEEL HORIZONTAL ANGLE. 13 GAGE GALV. STEEL TRACK SPLICE USE (( )) // T OR FLAG BRACKET. FASTEN TO WOOD SHEET2METAL"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 WITH 14 GAGE ROLLER HOLDER 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 B). OPTIONAL LOCK) NOTE: DOOR MUST BE INSTALLED WITH EITHER AN ELECTRIC OPERATOR OR A LOCK MUST ENGAGE BOTH 3 STRUTS- TRACKS ON DOORS WITH EXTENSION SPRINGS). 3" 20GA SEE DETAIL A) I GALV. STEEL END HINGE COMMERCIAL OPENING HEIGHT 63" (9 X 8) ATTACHED WITH 5 FASTENERS. NOT OVER 14 CAGE. (SEE DETAIL C). DOOR HEIGHT) GALVANIZED STEEL STRUT. ATTACHED WITH 1 L X 3/4" SELONGHEXHEADSELF 2 BRACKETS EACH SIDE) DRILLING SCREWS. COMMERCIAL ( E X 7) 2 PER VERTICAL STILE) POLYSTYRENE THIS STRUT ON HINGE LEAF. (SEE DETAIL C) OTHER STRUTS IN MIDDLE37" (9 X 8) 3 BRACKETS EACH SIDE} INSULATION STANDARD OF TOP & BOTTOM SECTIONS. COMMERCIAL (9 X 8) FOR MODEL 735 I NJ 20 GAGE END STILES - FASTENED WITH TOG-L-LOCS TO PANEL. USE END CAP OVER END STILES ON 9 X e. 2.1" OR 24" SEE DETAIL C. HIGH PANEL STOP MOULDING NAILED EVERY 12" GALV. AND PREPASTEEL 6- D TYPE NAIL MIN. 25 GAGGEE A ALLMODELS EXCEPT 24 GAGE MODEL 750, 755 2 I LAG SCREW - 5/16" X 1-1/2" SECTION B—B 20 GAGE GALV. STEEL CENTER STILE TOG- L-LOC OR POP RIVETED TO PANEL. 10GA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE iB GAGE GALV. STEEL CENTER HINGE RESIDENTIAL SECTION A— F FORSPACING, FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2" FASTENED WITH (4) 1/4" X 3/4" LAC SCREWS. PREPARATION OF JAMBS BY OTHERS. HEX HEAD SHEET METAL SCREWS. P. S.F. TABLE DOOR SIZE I DESIGN PRESSURE I TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 9'- 0" 7'-0" 22.9 26.4 34.4 39.6 9'- 0" W—O" 19.2 22.2 28.8 33.3 NOTE: ALL NON -DESCRIPTIVE FASTENERS SHOWN TO BE 1/ 4"-20 X 5/8" HEX BOLTS & NUTS OR 1/ 4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON TH15 DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES N-pE-51737 LISTED IN THE TABLE ABOVE WA TESTING TO ANSI/DASMA 108-05. 872 492-9500 Professional Engineer's seal DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Provided onln for verification of ndloadcoatructiondetails. 1- 3/8" 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. I— 1.25" I J B 7' OR 8" 9' SINGLE CAR) CENITER STILES AND HINGE X 16" AIR VENTS (1 COLUMN REQ' D. 60 SQ. 4 MIN. TO AL OPEN A). OPTIONAL. 1 USE ONE EXTRA SELF DRILLING SCREW THROUGH TOP LEAF OF HINGE, 2. 75" — ENDS" DETAIL A 20 GAGE END STILES 3" 200A WIDE STRUT 7ON 20GAGEENDCAPU9 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 LITTLE ROCK, Wn DOOR 72219 8 15 AR J ( 501) 562-1872 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B 12/15/11 RLB TOLERANCE FRAC. t t/64"./15 GEC. 1: ANC t 1' 2866 3/10/08 RLB NEXT LEVEL PLOT SCALE I DATE: 11 1 07 DRN. BY BH DWG. NO. 99- 8-079 284811/1/07 RLB E. C.N. DATE: APPROV. SCALE NONE SHT 1 OF 3 13 CAGE 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 M4 TRACK BRACKETS WITH 1/4"-20 X 5/8" TRACK BOLTS. OPENING HEIGHT 4 NOT OVER D OR HEIGHT) 3 4 BRACKETS EACH SIDE 3 3/4' X 1-1/2" X 13 GAGE MIN. 1/4' X 1/2" LONG GALV. STEEL HORIZONTAL ANGLE. CARRIAGE BOLT do NUT USE EXTRA 1/4' X 3/4' HEX HEAD SELF DRILLING SCREW SHEE?2L E1YAL"SCR3EWS. 2" GALV. STEEL HORIZONTAL TRACK 16 GAGE OR 13 GAGE BASED ON THE WEIGHT OF THE DOOR. 63" (15 X 7) 74" (16 X 8) 42" (16 X 7) 50"(16X8) 21" (16 X 7) 24" (16 X 8) 5' 20 GAGE END STILES — FASTENED WITH TOG—L—LS TO PANEL. USE END CAP OVER ENOOCSTILES. ( SEE DETAIL C) STOP MOULDING NAILED EVERY 9" 6— D TYPE NAIL MIN. SECTION B-B 1 OGA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2 LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. P. S.F. TABLE DOOR SIZE I DESIGN PRESSURE I TEST PRESSURE WIDTH HEIGHTI 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 DETAIL D 16 GAGE GALV. STEEL 5 STRUTS TOP BRACKET WITH 14 3" 20GA WIDE 16 X GAGEROLLERHOLDER3" 18GA WIDE (16 X SEE DETAIL D. (SEE DETAIL A) STRUT JUST BELOW TOP BRACKET. 2" ROLLER WITH f 7/ 16" CIA. STEM. 1 IRE: ST€EL B 16 X 7) 7 BALL SHORT STEM /t 16 X 8) 10 BALL LONG STEM OPTIONALLOCKSTRUT ON UPPER PART OF SECTION OVER HINGE LEAF. ( SEE DETAIL B). 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) 1/ 2" POLYSTYRENE INSULATION STRUT ON UPPER PART OF STANDARD FOR MODEL 735. SECTION OVER HINGE DETAIL0). LEAF. (SEE 1 1-3/8" POLYSTYRENE 21" OR 24" HIGH INSULATION OPTIONAL PANEL GALV. AND FOR MOD. 724. 730. 750, 755, 426. PREPAINTED STEEL 25 GAGE ALL STRUT ON BOTTOM BRACKET MODELSEXCEPT24 GAGE MODEL 750, 755 I 13 GAGE GALV, STEEL Jj BOTTOM BRACKET ATTACHED WITH 2 SCREW 5/16" X 1-1/2" FASTENERS. BOTTOM SECTION A —A ORREW W BELN BE ABOVE rLAO" 20 GAGE GALV. STEEL CENTER STILE TOG— L—LOC OR POP RIVETED TO PANEL. 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL FASTENED WITH (4) 1/4" X 3/4' HEX HEAD SHEET METAL SCREWS. NOTE: ALL NON —DESCRIPTIVE FASTENERS SHOWN TO BE 1/ 4"-20 X 5/9" HEX BOLTS k NUTS OR 1/ 4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. 3121 FAIRGATE DR. Carrollton, 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-2PE-92-9 975173700DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Professloncl Engineer' s seal ip ovidad only for varifcabon ndload construcilon detolls. USE ONE EXTRA SELF DRILLING SCREW THROUGH TOP LEAF OF HINGE, END STILE do RAIL. TYPICAL FOR EACH OPTIONAL SSB GLASS LIGHTS ALTERNATE CONSTRUCTIOIN USING (2) STRUTS 7' B 16'( DOUBLE ZR,) VENTS OPTIONAL120 SO. LONG PANEL AL OPEN5COLUMNS) EMBOSSES NAL. CENTERHINGES NTIE STILES ((3 COLUMNS) 1.25"- 1 2. 75" - I DETAIL A 3" 20GA WIDE STRUT (16 X 7) 3" 18GA WIDE STRUT 16 X 8 20 GAGE END STILES 20 GAGE END CAP a a 0. DETAIL C I L. H. NOTE: DOOR MUST BE INSTALLEDE 1 WITH EITHER ELECTRIC OPERATOR MUST C BOTH 1 DETAIL BANTTRACKSRDON DOORS WITH EXTENSION SPRINGS). NOTE: GLAZING DOES NOT SATISFY IMPACT DEBRIS REQUIREMENTS IN FBC 1 6 X 8 F L150801P.O. BOX 8915 LITTLE ROCK, AR W WDSORDOOR501) 562- 1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR 111 g 12/15/ 11 RLB TOLERANCE FRAC. f 1/64' DEc. t . 01s ANt '11 2566 3/ 10/08 RLB NEXT LEVEL PLOT SCALE DATE: 1 07 DRN. BY EIH DWG. NO. 99—B- 079 2848 11/1/07 RLB E.C. N. DATE: APPROV. SCAL E SHT 2 OF 3NON Florida Building Code Online F Page 1 of 4 mom i' rie.terl if BCIS Home j Log In User Registration Ho[ Topics { Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map t Links search J Product Bus'i'n FW' es(p/ y/(// PiofessiVtI I Approval USER: 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 Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 1 https://floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Building Code Online Page 2 of 4 FL # Model, Number or Name Description 17676.1 13540 SH 13604 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.ndf 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: 117676.6 13540 SH 144x84 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed In accordance wlth ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x84.1)df Verified By: American Architectural Manufacturers Association Created by Independent Third Party: 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.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. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 II Install - 3540 SH Fin 52x84.DdfASTME1300-04. 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.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854E 1252.Ddf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.Ddf 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 Ddf 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.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.Ddf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.Ddf Created by Independent Third Party: Yes 17676.12 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.Ddf 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=wGEVXQwtDgvFGYZsj rZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 2269.pdf 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.pdf Approved for use outside HVHZ: Yes Quality Assurance, Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.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.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 As 52x84 Ddf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109 47- R2 C7326.01 3540,AWS,IG.FIN.48X72,R35.(072016) Approved for use outside HVHZ: Yes Rev.pdfImpactResistant: No Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 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 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Badt Next Contact Us :: 1940 North Monroe Street. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibllity Statement :: Refund Statement Under Florida law, email addresses are public retards. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the Ilcensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: rCredit krfi https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Vaiidator / 4perati" Administrator) MI Windows & Doors, LLC P.Q. Box 370 Gratz, PA 1.7030-0370 Attn: Feick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The pmduck,der ! below is hereby approved for Wing in, the rmd issue of the AAMA:CoAl ed Products Directory_ The approval is based, tin suctaswul completion of tests, and the reporting to the Admtnlstrator of the results of tests, accorrVar ed by related drawings, by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Product DireccWry. SPECIFICATION RECORD OF PRODUCT BESTEDAAMAiM1r!)NWCSA 161A.SMA440-M t_C-PIMA-414X2934 (3&U)-H Negative Design Pressure = 50 psf COMPANY AND CODE CPT? Nt?. SERIES MODEL & PRODUCT MAXIMUM SIZE TESTEDDESCWfiION 3540 SH (FINLESS) FRAME SASH MI Windows $ Doors, LLC 7157 PVC)(O0Q(fG)(INS GL) 914 mm x 2134 mm 067 mm x 892:mm Co&.- R8NFXT.1LT)(ASTM) 3`0" x 7'0") 2. This Certification .will e){)3re July 27, 2020 (extended from.Juty 27,201*a per AAMA 103-14a) and requires validation until. then by continued listing.in the current AAMA Certified Products; Directory. 3.. Product Tested and Reported by. Architectural Testing, Inc.. Report No. 81910.01=109-47 Date of Report: August 15, 2011 Date: April 16, M5 Cc. AAMA JGS ACP-04 (Rev.Ill 1) Validated for Certification j!o+ated Laboratories, Inc. Authorized for Certification Q" AmeriV Architectural Manufacturers Association 36" MAX. FRAME 001rl I MAX. I ANCHORS TC7 BE SPE SEEEUALL" . ACED, SEE 4ANCHOR CHART I i;HFE T 1 FYaR ! INI'1 S! Zc AND ANCFIOR . G' LI' NTITY O , I.1.. 84" MAX. FRAME I I HEIGHT v iMAX.------- SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40. 01-50.OPSF NONE Number of anchors re u7red et each amb Height En) Panel width in 24. 0 30.0 36.0 24. 0 2 2 2 30. 0 2 2 2 36. 0 3 3 3 42. 0 3_ 3_....3 46. 0 3 3. 3 64. 0 3 3 4 60. 0 4-1 4 1 4. 66. 0 4 4 4 72. 0 4 4 5 76. 0.4 1 4 1 5 64. 0 4 1 5 1 5 TABI. F. OF CONTE.`N I S SHEET NO. DESCRIPTION 1 W _ ELEVATIONS. ANCHORING LAYOUTS AND NOTES 2 `• INSTALI.A7'10N DETAILS REV! 64^,^i iDESC. Ri?hCN DAM I APPROVED N01' ES: 1) HE PROEtU(111'.>41OWN HFIRE-N IS DESIGNED AND MFA LA"A'TURECD TO C;()MPI_Y WITH REOUIREMENTS of: THE FLORIDA BUILDING CODE. 2) ' WCO) TRAM€NG AND MASONRY OPENING '1'0 BE. DCSIGNEI) AND ANCHORED TO Pf•, OPERLY TRANSFER ALL LOANS TO STRUCTURE. FRAMING AND MASONRY CPE. NING IF, THE. RESPON`.INLOY OF' INE ARCHITEC1 OR ENGINEER OF RECORD. 1X BLIC:K OVER MA5{)NRY%CC:P(CRC'Tc: IS OPTIONAL. WHERE: 1X BUCK IS NOT USED DISSIMILAR,' MATERIALS MUST BE SEPARATED WITH APPROVED COA''iNG OR MEMBRANE+ SELECTION OF COATING OR !:iF-_MBRANC IS THE RESPONSIBILITY OF. 1' HE: ARCHITECT OR ENGINe:F::R OF FIECOc' i), 4) ALL OWABLE STRESS INCREASE OF 1/3 WAS; td ET USED IN THE DE`.iIIC:N OF THE PRODUCT SHOWN HEREIN. WIND L.ON) DURATION FACTOR C:d"-1.6 WAS USED FCTR WOOD ANCHOR CALCULATIONS. 5! FRAME MATERIAL: EXTRUDED RIGID PVC, F) IsASH UNITS MUST BE..'REINFORC'FC tiVITH GVL-451-0120 STEEL. REINFORCEMENT. NA- FFT114G RAILS MU',J BE RFINFORCF[; WITH RF_..ICi4S....)27 STEFE.. RF.NFORCFMFNT, 7) UNIT'; MU5;1' BE GI.Ar.ED PER ASI'M FI,500_04. 8) A?PROVED IMPACT PROT'CTIV'F SYr?r,-. r,Ia.._R 1LIzf ( FOR THIS PRODUCT IN WIN() BORNE DEBRIS RF GIONS. 9, SHIM AS REQUIRED, AT EACH INST,11..I.AFION ANCHOR; tIPTH UDAD BEARING SHIM, SHIM WHERE SPACE OF 1/16" OR GIRL/0ER OCCURS. ty1AXI'v4UM ALLOWABLE SHIM AOK. 10 BE 1 /4". 10) FOR ASd„HC)RIN(; I14'1't) „iASON2YJC;OR;C:RF.::'':: USE .J G' 141CONS 4i(fH bJFrli"IE:N': LENGT' I-I TO ACHIEVE A 1 1/ 4" MINIMUM EM91LDE, ENT INTO SUBSTRATE" W11H 2 5/ 8" MINIMUM EDGE 1_)ISTANI—.. LOCATE. ANCHORS AS SHOWN IN ELE.VAFIONS AND INSTA(.. LATION. DETAILS. 111 FC>R ANCHORING INTO WOOD FRAtANG -'OR 2X BUCK USE R8, WOOD `_'CREW WITH SI. R ICIE °d'T LI::NGTH '[(} AGHlE dI: A 1 3/ 16 M N MUNT E:: BET:R•J1Ei::N"T !:N'i'(; SUB'. THORS AS SHOWN IN EL.EVAPONSAND DETAII S+ 12) A1. L. FASTENERS 10 BE, CORROSIC,i RE:".SISVANT. 13j N 77' AL.I.AT,ON ;ANCHORS SHALL BE. INSTALLED IN kCCORDANCE WITH A.N:C;HORAdANUFACTLIRE.R'S INSTA€..1.AT'ION INSTRUCTION S. AND ANCHORS SHALL. NOT BF: USED IN SUBSTRATTS WITH S11REINGTHS LF5S THAN THE. MINIMLA,1 STRENGTH SE'ECIEIC;? [BELOW; A. WOOD — MINIMUM rFCIF!C „RNATY OF C-0.4.2 N. f.ONC: IRF1U -.. MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI, MASONRY -- STRENGTH CONFORMANCE.. TO ASTM C--90, GRAFIE N, TYPF 1 fOR GREATER) SIGNED: 1012112011 MI WINDOWS AND DOORS \0111 " HII/r/, 650 WEST MARKET STREET •• • ! GRANTZ, RA 17030: 0370 ti .•y\Or'N SF ,S SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW; 0 6ix STEEL REINFORCED — NON — IMPACT 36" X. 84 9leasct+a ELEVATION, ANCHORING LAYOUT AND NOTES yp p OF V.L. 08-01372 SCUE NTS IDATI 10/ 17/11 `"EET 1 OF 3 25e E31.)ia,: :_) ('RAVI NG PY 0T.H RS, 2X F, :CK "'0, iT ";,BED OF APPRC,VED; SEALANT EXTERIOR 10 BE ET iN sEC OF APPROVED SEALANT' T t 7f ;, Ai? TO UE: N A BED PI.1O''drl.;. EaEO OF' A^P'' VF ) f 1 / 4" M,,X. x €3u :,</`"'"`)' ',,, Ill"' VERTICAL CROSS SECTION gFCURED 2XBUCK/WOODFRAMING INSTALLATION 2. X Fl iKIK/Vi"00%.) FRAMING ..... BY OfHE:RS, Lk f.5iiCKTO EE PROPERLY SECURED PIVIISIgN> 1csCRt- V.QNI INTERIOR EXTERIOR SF-' iN PE.D OF Pr' Rt v1=E% s,'EALANT HORIZONTAL CROSS SECTION 2X BUCWWOOD FRAMING INSTALLATION Nn- T ,,.}n a,.: •- Fk.TF=:l jI' FIN ;i.;: PY +;')-f.;t:.l'<:S, INS.PRI R ..,:t. IC C :;HCt'•'rN O 01,AMlY. fees MI WINDOWS AND DOORS 650 WEST MARKET STREET GRANTZ, PA 17030-0370 SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED — NON —IMPACT 36" X 84 INSTALLATION DETAILS V. L. 08-01372 — 10/ 17/11 2 OF 3 DAf F. I AFo"'o`.F.f. V.A: ONR?' GiirJCRETE BY ;TITERS r ^! Al X BUCK BY R n OTHER'S, !X 3U;::K NOT:` x SHEF.r i ............:.:: -.._. f n is 4 1 If APPRf.+'JF0 SF...=;L.APIT ?1;:;:1121 1 EA{; To B?: SE_ T v CONS RUCT O!J i 1 rK.... EXTERIOR r..-': i 'I '' INTERIOR o;ETIN BED, F vO[—Oufff;r' _ ADHSJVE: sli! r:.. APPROVED OPTIONAL IX RUCK B 0T ' E'KS, 1X BUCK, '10 BE PROPER!.. Y ;. SEE 3El%CL NOTE ,'.,• SHEET 1 s_.._...__..l._--- _... VERTICAL._ CROSS_ SECTION MASONRY/ CONCRETE INSTALLATION REVISIONS VESCRIP1, 04 EMBEDMLNI h: MASONRY,` OcR."W"TE E.................... .,:: „- INTERIOR J..................: I, L L v1Is, s X E111 'K BY EXTERIOR EXTERIOR PFn}:. ufy ..irL!WFa;. SE... GL.'•;•I.;E rr) BE rJO::.. . 3 HF..ET 1 HORIZONTAL CROSS SECTION MASONRY/ CONCRETE INSTALLATION MT I APVaiRti ) N, 01:: INTERIOR AND EXIEPHOR RNiSllIE , BY 0!IHlF,.S*, NOT H 1"NJ FOR CLA I.'I. M65o IWaaWMARKEI DOORS\T 1R.. Lo4f7/f,r STREET\\\ GRANTZ, PA 17030-0370 61STEEL SERIES3540FINLESSPVCSINGLEHUNGWINDOWREINFORCED — NON —IMPACT 36" X 84 ty: INSTALLATIONDETAILSM-.ATflRID a$ti` DWI; uo. Y L.I;: 08- 07372 i`FS;SONAj1 a:: S0N1 NTS10/17/11 3 OF 3 L. Roberto .Lomas P.E. 1432 Woodford Rd. Lewisville, NC 27023 336-945-9695 ritomas@hiomagpe.com Manufacturer: MI Windows and floors 650 West Market Street Grantz, PA 17030-0370 Engineering Evaluation Report Produdt dine: Series 3540 Finless PVC Single Bung Window— Non -Impact Report No. 511989 Compirance: The above mentioned.product has been evaluated for compliance with the requirements of theFlorida Department of Comrriunity Affairs for Statewide Acceptance per Rule 914-3. The prr duct listed. Herein complies with requirements of the Florida Budding Code. Sunprirtfag Tectrnfcal DocunrMtat OM 1. Approval ;document drawing number 0"1372. tided Series 3540 Finless PVC Single Hung Window - Non - Impact signed and sealed by Luis Roberto Lomas P.E. 2. Test report No., 81910.01A09-47, signed and seated by Alllctlael D. StMnl ei, P.E. Architectural TestIrtg,1nc;. York,: PA AAMAIVVDMIAtCSA 1D111.S.21A44D-U5 Design :pressure: +40.101-5O.i3pef Watet penetration resistance 6.06psf 3, Anchor'caic ulations; report number 511989-1, prepared, signed and sealed by Luis Roberto Lomas P.E. Lknftatlons and Conditfons of use: Maximum design pressure: +40.0i 50.0 psf Maximum unit size: 36. x 84" Units mist be glazed per ASTM E 1300-04. Frame and sash material: E)druded Rigid PVC. Sash stale and rails and fixed.meeting rail. reirdbircament: Roll formed steel. fibs product is not rated to be used in the IVHZ. This product is not impact resistant and requires impact protection in +mind dome debris regions: krsstaltation Units must be installed in accordance with approval d6mment, 08- #137' CwWf cation of fndepandence: Please note that l don't have nor will acquire a financial interest in any company manufacturing or distributing the product($) for which this repod is being issued. Also, i don't have nor will acquire a financial interest in any other entity involved intheapproval process of the listed prioduet(s). 1 of 1 tiy 11i 1 I t f JJJ,J j, 1 r 0 5 **; i0 • TAT 4F 1 ji l J NAti,l Luis R. Lomas, P.E. FL No., 62514 1110712011 r Florida Building Code Online FL17676.16 Page 1 of 4 4: rit'l'liiFl I t BS Home Log In ! User Registration ; Hot Topics i Submit Surcharge Stats & Facts Publications FBC Staff { BCIS Site Map i Links i Search 3 t)I artmenlU Q Busines Professial Product Approval USER: 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 Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE i Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=WGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 I FL # Model, Number or Name Description 17676.1 13540 SH 36x74 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.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: 117676.6 13540 SH 144x84 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.1)df Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 siI fin 44x04.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https://fl6ridabuilding.org/prlpi _app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 II Install - 3540 SH Fin 52x84.DdfASTME1300-04. 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 odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854E 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 EL17676 R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 4402 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96 odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.odf Created by Independent Third Party: Yes 17676.12 3540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/pr/pi_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 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 Finless 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 P,2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Created by Independent Third Party: Yes 17676.14 3540 SH 52xB4 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 512141.13df 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 Rev.odfImpactResistant: No Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units.must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple -SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Back Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Coovriaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The malls provided may be used for official communication with the licensee. however email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click her . Product Approval Accepts: W WE N Credit and https://floridabuilding.org/pr/pi_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Vad'uiator 10peratiom AdMinisuaW) MI Windows & Doors, Inc. P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION. PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION Tha lbetlpr+Dduct.de beiow'is bareby epprav8d for.f bng In the dwd Issue of the AAMA t;ertlired Prn3ucts i]irectory. The approval Is based on succ esstdl completion. of tests, and the reporting to the. Administrator of -the results of tests, aconMpanieri by related drawtngs, by an. AAMA Accredited Laboratory. 1. The listing below will tie added to the nett published AAMA Certified Products Directory - SPECIFICATION AAMANVDMAICSA 1011LS.2/A44048 LC-PG35" 27.31.xl"7 VOW4) Negative Design Pressure =-50.psf CAND CODE MI Windows $ DOM Inc. Code: M'1'1- RECORD OF PRODUCT TESTED ACM NO. SERIES MODEi. S PRODUCT i IAXtmum sm TESTED DESC1iPTION 3540 TRIPLE SH (FIN.) 10817 ( PVCxO/)L01x0M(W). NS GL)(kMF)inl-TI(ASTM) FRAME 2731, MM x IW MIM tov. x W21 SASH 860 MM x 919 Mm 2. This Certification vAll expire April :12, 2017 and requires validation until then by continued listing In the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: C7327.01409-47 Date of Report: May 7, 2013 Validated for Certification 4odct Laboratories; Inc. Date: May $, 20113 Authorized for Certification Cc: AAMA JGS ACP- 04 (Rev.1/11') American Architectural Manufacturers Association ELEVATION 1T' OC 2" typ I J I I I I I I I I I I I I 1"4" CLEARANCE ALL FOUR SIDES) WHICH. HEAD DETAIL. FLASH BY OTH' Anchor See Sectior Details) Min. Edge 4" SIZE HEADER AS NEEDED Caulk under ENTIRE perimeter of Nalling fin before fastening: IM AS OUIRED DRYWALL TOWN WITH 1/2" e SHEATHING) MUST ACHIEVE 11-1/4' PENETRATION INTO .STUD. SILL DETAIL Notes: 1. Installation depicted` bused off of structural test report C7327.01-109-47. 2, Wood screws shall satify the National Design Specification for Wood Construction for material type end dimensional requirements. 3. Wood buck installations are assumed 2x S-P-F (Gm0.42) or denser.. Buck width shall be greater than the window frame. width. Tapered or, partial width bucks are. not allowed. Wood buck shall be secured to the structure to resist all design loads. 4; Wood screw lengths shall be sufficient to guarantee 1-1/4' penetration into wood buck. 5. Maximum shim thickness of 1/4' permitted at each fastener location. Shims shall be load bearing, non - compressible type. 6. These drawings depict the details necessary to meet structural load requirements. They do not address the air infiltration, water penetration, intrusion or thermal performance requirements of the installation. 7. Installation shown Is that of the test window for the sizeshownand the design pressure claimed. For window sizes smaller than shown,. locate fasteners approx. 2' from comers and no more than 12" on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN. PRESSURE CHART FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +35/-50 UNITS. UP TO 108' x 74" SEE TEST REPORTS FOR INDIVIDUAL UNIT "SIZE AND APPLICABLE DESIGN PRESSURE: LIMITATIONS) t- 5H4THING Min ' Edge Distance ® '"b JAMB DETAIL M"M Windows &. Daars Gratz, PA INSTALLATION INSTRUCTIONS V. R. do FASTENER SCHEDULE _F IN— 3540 . Single Hung Continuous Head and Sill or 13540 sH CSH FIN I —11 I Florida Building Code Online FL17676.16 Page 1 of 4 dda 3Apaitrfmtd BQS Home Login ; User Registration Hot Topics s Submit Surcharge ? Stats & Facts i Publications FBC Stag C BQS Site Map ; Links Search J Busines Product ApprovalProfessialUSER: Public User Regulation Iq:'!P•"r'!1!fll;l 1f1R!lEI81 Product ADDroval Menu > Product or ADolication Search > Aoolication List > Application Detail III FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE L Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA/WDMA/CSA 101/I.S.2/A440 Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsj rZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 I Of FL # I Model, Number or Name Description 17676.1 13540 SH 36x74 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.odf Verified By: American Architectural Manufacturers Association . Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.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 40x66.1)df 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: 117676.6 13540 SH 144x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes, Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Unite must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 511 Fin 44x04.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.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 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 E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 52x84.Ddf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 II FL17676 R1 II Install - 3540 SH Fin 52x84.Ddf 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 Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.Ddf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.Ddf Created by Independent Third Party: Yes 17676.10 3540 SH 4402 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.1)df Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247.Ddf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.0f 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.Ddf 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.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG l ... 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 52x72 Finless 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.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in-HVHZ: No FL17676 R2 C CAC APC 3540 fLS 52x84.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.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fis 52x84.Ddf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- R2 C7326.01 3540.AWS.IG.fIN.48X72:R35.(072016) Approved for use outside HVHZ: Yes Rev.pdfImpactResistant: No Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units.must.be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple.SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Ddf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.Ddf Verified By: American Architectural ManufacturersASTME1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Bade Next Contact Us :: 2940 North Monroe Street. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter455, F.S., please click her . Product Approval Accepts: OEM ® CreditSAFE https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 A•L•1 V idaior! OpeEaiiorts Aikninist tgr), Mil Windows & Doors, Inc. P.O. Box 310 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION E 71ie prWUct:dezb%ed-betaw iS Hereby dppPoved for fisting "in the nerxt issue of the AAMA Certffied Pttiiftcts Directory. The approval Is based on sucmsW oampietion of tests, and the rePartin9 t4 the Administrator of the results of tests, acoomPanied by related drawings. by an AAMAA=edited Laboratory. 1. The listing babes will be added to the nesd published AAMA Certifreil Products Directory_ SPECIFICATION AAMANWIVIA1C&A 1011I.S. 21A44"11 LC-;PGW2731x18, U (10W4) Negative Des gn:Pressure z -50 psf COMPANY AND CODE Mt Windows & Doors, Inc. Gods: WrL RECORD QF PRODUCT TESTED GPD H©. SERIES MODEL --& PRODUCT I AYJMUM SIDE TESTED l]ES P7I+QN 3540 'TRIPLE SH (RN) FRAME SASH 10817 (Pvc)(10PLOMOnl)(I0) 27 31:rr M x IW:rmt ' 860 mM x ±ate Inm HS 0LXRE1NF)ML.T}(ASTM) (s ^: x 2.This .Cettt cation will expire April .12, 2017. and. requires validation untiil then bycontinued listing in?he current AA,MA Certified Products' Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: C7327.01-109-47 Date of Report: May 7, 2013 Validated for Certification oa tAboratories, Inc. Date: May 0, 2013 Authorized for Certification Cc: AAMA JGS ACP-04 (Rev.1111) American Architectural Manufacturers Association ELEVATION tot3' ----- 12' 0.0 2" typ I I I I I I I I tj-4W CLEARANCE ALL FOUR SIDES) WHICH. HEAD DETAIL FLASt BY OTH Anchor See Sectioi Details) sRano Min . Edge 4" SIZE HEADER AS NEEDED Caulk under ENTIRE perimeter of Nailing fin before fastening. IM AS OUIRED DRYWALL TOWN WITH 1/2" SHEATHING) Must ACHIEVE 1-1/4' PENETRATION INTO. STUD. SiLL DETAIL Notes: 1. Installation depicted basedoff of structural test report C7327. 01-109-47. 2, Wood screws shall satify the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S- P-F (Gm0.42) or denser.. Buck width shall be greater than the window frame. width. Tapered or, partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4; Wood screw lengths shall be sufficient to guarantee 1-1/4" penetration into wood buck. 5. Maximum shim thickness of 1/4" permitted at each fastener location. Shims shall be load bearing, non - compressible type, 6. These drawings depict the details necessary to meet structural load requirements. They do not address the air infiltration, water penetration, intrusion or thermal performance requirements of the installation. 7. Installation shown: is that of the test window for the size,shown and the design pressure clolmed. For window sizes smaller than shown., locate fasteners approx. 2" from comers and no more than 12' on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE CNART FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +35/-50 UNITS. UP TO 108' x 74' SEE TEST REPORTS FOR INDIVIDUAL UNIT "SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) SH* THING Min ' Edge Distance 1k JAMB DETAIL Windows & Doprs Gratz, PA INSTRUCTIONS V: 6a R. t: SCHEDULE — FIN— 3540 Single Hung NONE 1 1 a Continuous Head and Sill 3540 SH CSH IlN NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS, ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. TABLE OF CONTENTS SHEET NO. DESCRIPTION NOTES ELEVATIONS INSTALLATION DETAILS REVISIONS I REV I DESCRIPTION I DATE I APPROVED , 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 17. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18. THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 350OPW, 3500T, 3500SDLITES, 3500SP, 3540PX, 3540T, 3540SDLITES, 354DSP, 3250PZ, 3250T, 3250SDLITES, 3250SP, 3240PW, 3240T, 3240SDILITES, 3240SP, 3500HPPW, 3500HPT, 3500HPSDLITES, 3500HPSP, 35BOWP, 3580T, 358OSDLITES, 3580SP, S-350OPW, S-3500T, S-350OSDILITES, S-3500SP, S-3540PW. S-3540T, S-3540SDLITES, S-3540SP, M-350OPW, W-350OPW, W-3500T, W-3540PW, W-3540T, W-3540SDILITES, W-3540SP, 1255PW, 1255SP, 128OPW, 91OSP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. SV Ir 'y j_!'t"b 2 tAs,s SIGNED: 0211712016 MI WINDOWS AND DOORS RIi1LI1I,i, PA MARKET6GRAWEST17030 5T 0370 0,. 6 61 SERIES 3500FIXEDWINDOW96" X 60" NON -IMPACT NOTES 0 • TAT OF FS; •'c•( ORIOP G'\ DRAWN: DWGNO. REV N.G. 08-02859 I111 11 KALE NTSaATe02/04/16 SHEETI OF 3 1\\ 2" r FI HI 96" MAX. FRAME WIDTH MAX - 1 U" MAX -{ O.C. 2" MAX 2" MAX 10" MAX 1U" O.C. AM GHTIGH SEI F01 OF 2" MAX SERIES 3500 FIXED WINDOW EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 50.01-60.OPSF NONE NOTES: 1. MAXIMUM D.L.O.: 92" X 56" 2. (2) 1" X 1/8" WEEPSLOT AT 2" FROM EDGE OF SILL FACE CHART #1 Height 36.00 60.00 CHART #1 NUMBER ANCHORS N.G. REVISIONS DESCRIPTION DATE I APPROVED 1: -- 4_ Tr-KIii.D 8IA , MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON —IMPACT ELEVATION DWG N0, 08-02859 DATE 02/04/16 1 ""Ef2 OF 3 SIGNED: 0211712016 i 11111l1// 0 61 •• O/TATE OF REv i'T••'IORIOP. ` iiFSS pNA i 4: 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. SHIM SPACE WOOD FRAMING BY OTHERS 6 WOOD SCREW 1 1/4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE yl w 1/4" MAX SHIM SPACE INTERIOR EXTERIOR REMSIONS OF.SCRIPTION DATE APPROVED JAMB INSTALLATION DETAIL 1/4" MAX WOOD FRAMING OR 2X BUCK INSTALLATION SHIM SPACE NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. WOOD FRAMING 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE ' DESIGNED 1N ACCORDANCE WITH ASTM E21121 BY OTHERS lA SIGNED: 0211712016 MIWINDOWSIWDOVJMARKEAND IR I1LI04i SDOORSGRATZ, PESTA 17030-0370 TREET\\\ l ENSF, J"` SERIES 3500 FIXED WINDOW r• Oy8 26/1 k= 96" X 60" NON -IMPACT FIN INSTALLATION DETAILS TAT" ATOF Oo DRAWN: DWG NO. REV i FSS R10 G\\ OS- O2859 SCA E DATE SHEET NTS 02/04/16 3 OF 3 Florida Building Code Online Page 1 of 3 18504.2 RegulationMkBusiness & Professional BQS Home ;Log In User Registration i Hot Topics ? Submit Surcharge Stats & Facts Publicab FBC Staff BQS Site Map I Links ; Search j 0'ar-0-i uctApproval e.rrr: Public User Product Aooroval Menu > Product 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 f Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE if Validation Checklist - Hardcopy Received Certificate of Independence FLIB504 RO COI FL COIodf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1710.5.3 Product Approval Method Method 2 Option B https://floridabuilding.org/prlpr_app dti.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 Florida Building Code Online Page 3 of 3 supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee underChapter455, F.S., please click jam,.. product Approval Accepts: ER CrOcK Safe! 1 a!Y Sara http s://floridabuilding.orglprlpr_app_dti.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 107 3/8" GOMBINEO WIDTH WI -{I-- W2. — 83" f FRAME HEIGHT WINDOW WINDOW MULLION SPAN) t 107 3/8- COMBINED MOTH 1D7 3%8° COMBINED WIO'T'I-I W71 W2 83" FRAME F)Wl OWWINDOW INDOWMULLION PAN) I..._ j1I1I "j I'-.. ...... _.. W2 ....... _......... 83 11-I J FRAME HEIGHT WIND6 WINDO . 7/7] MULLION SPAN) W1 W2 107 318" COMBINED WIDTH Doastgn prs-- man# (pso Unlls. anMor6dinto Wood.&fty 1139 Mullion Span n.) Hbuia t& 13. 2350 71- th 3. 600[471- 43 n 48. U0..5213 25. 00 130.0 130.'0 130 O 13D.0 13 :0 37., 38 130.0 13 .0 l 127.2.. 127.0. 127.0. 49, 63' 120 T 94.3 77.9 7Z I 72.0 6joo 924. 70:6 58 0 484 , 47.4.. 65: 8 51.T:72. 00 77,858 745.8 38:8 37,p; 84: 00 02;1 46: 33.1:: 29,1 2613 24;9 1. 07 S, B" COMBINEDi WIDTH IlN1 - Ir- W2 8 [ J/ IINDOW FRAME 'WINDOW HEIGHT -------- ------ - SPAN] 107 3/8" COMBINED WIDTH W1 I W2 _................ 83" FRAME I• IEIGHT NRQ.IKWI L4QN I.LMULLION SPA q W I I F-- W2 107 3/A" COMBINED WIDTH REVISIONS REV DESCRIPT10N DATE APPROVED A REVISED INSTALLATION DETAILS 08/07/15 R.L. 107 3/8" COMBINED WIDTH I...... WI .......I 4_....... .......... _ W2 ............ ........ 83" FRAME HEIGHT NDOWWINDOW rElILMULLION///SPAN) 4 e I W 1 W2 - L::COMBINED 1073/8" WIDTH APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETNEFIAS LONG AS COMBINED WIDTH DOES Nt7ructED 107 mr-AS SHOWN HEREIN. Design pmswm raBnB (ps1 Unftaanehomd Into masonry/coffcMte lNuiil-- . tipari ( M). Tributary widt i8; i3;PIMA inl 25: 00 130,0. Y30:0 130.0.130A 180,037.381300130.0 1.30.0-;130.Ot30.049 63130D130:0 130 fl 130!0 130.0130 087.8. 79 3 739:i, 30 0 729. 65 5 60.5: 68.299.3540.48.1 44,062.i33:1 29.1 28.3 24,9 LAR. GEAND SMALL MISSILE IMPACT LEVEL D, WIND ZONE DIMENSIONS: IN GHAFITARE 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 V. L. 1 08-01445 SCALE NT$ DATE 01 /1 1 /12 1SHEET OF SIGNED: 08107,12015 REV(' ` A '% ss/r,. L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rllom as@I rlomaspe-com Manufacturer: Mi Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: M-1926 - Vertical Mullion Engineering Evaluation Report Report No.: 512069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department ofBusinessandProfessionalRegulationforStatewideAcceptanceperRule61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 1/8" x 84" Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind -Rome Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; mullion or individual units. All windows attached to.mullion must be manufactured by MI Windows and Doors, Inc. Installation: Mullion must be installed in strict accordance with installation instructions document 08-01445 revision A. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 to 57 •# TAT 4E 'w 0R1GN{. ONAL \ S t!{ 11111 Luis R. Lomas, P.E. FL No.: 62514 08/ 07/2015 Florida Building Code Online SOW% + Page I of 2 Business & Professional Regulation =km fl4) SC S Home j Log I:n User Registration j Hot Topics Submit Surcharge slats &Facts I PubliwUons FBC Staff BCIS site Hap' Links Search Bush. { Product ApprovalprpfeSS;j i USER: Public User Regulatlori FL # FL12019-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Email 5140 W CLifton Street Tampa, FL 33634 813) 884-0444 lyle. pestow@acm-metals.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer kA Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 03/02/2020 Validated By Ryan 1. King, P.E. Validation Checklist - Hardcopy Received Certificate of Independence f »nao RS = Crtlfi= PUP goenden. .odf 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.floridIabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 AMERICAN CONSTRUCTION METALS 5140 West Ctttfan Street Tampa, FL 33634 TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details, Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by this drawing are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed properly to receive loads from the soffit and/or 7' x 2" batten strips. 5. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TABLE OF CONTENTS ..... SHEET# DESCRIPTION 1 T icalelevaTKinsB.generalnotes 2 Panel details 3 Soffit etalls & desn pressures 4 50Mt detmils 8 desl n Dressures Soffit details, design pressures'& b ll of materials TRIPLE,, 04i T, 4-012 (M I FTHCK) T- 0 4 (A137TH09 QUAD 4 Q4 C, " 12(.0116'THCK) Q 40141.013STHCr4 14C fi n mFltj JJA% o n a0 i UNo tLm v a oz<: sm2W J mangy LL: d z43 LEA N.T.S. BY, JK BY., LFS anwc noa Ft.- 12019. i ET f Or s y y' lV/C n SPAN " A " --ROOF OVERHANG SPAN " A ROOF OVERHANG ROOF OVERHANG SPrRN.' Ai ". r ROOF ROOF ROOF s; 1 ` o m ro FRAMING FRAMING " FRAMING itl * . y o N c m = hittALUMINUM L v d ALUMINUM FASCIA,Z x m° d fASUA ' TRIM n ° o ow TRIMJ r CMU OR SOFFIT tMU OR V 0z CMU OR SOFFIT WOOD WDDD v° oOFTITWOODSEEDETAIL'C' FRAMED - SEEDETAIL"A" FRAMED a SEEDETAILJFRAMEDSEE DETAIL"8 %% SEE.DETAIL"D" SEE DETAlL"C"—• SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/)-CHANNELS SIDE VIEW - SINGLE SPAN w/3-CHANNEL ^ Shown w/ LrusslTraming cantilever) (Shown/ W /framing witilever) (Shown wl trus5lRamiix7 canBiever) y25 SINGLE SPAN LENGTH A" DESIGN PRESSURE (PSO POSITIVE NEGATIVE B" 70.0 141.0 10" 60.0 60.0 t2" 50.0 50.0 14" 38.5 38.5 16" 30.0 30.0 pESIGNED BY THE ARCHfTECT OR ENGINEER OF RECORD DETAIL " B " F- Channel TRIM NAIL ATTACHED THROUGH FASCIA NOTE: @ 16" O.C, MAX. FOR SQUARE CUT OVERHANG, TRIM BOTTOM OF FASCIA FLAT r \ AGAINST PANEL STAPLES INSTALLED @ END OF PANEL. AND 8" MAX. O.C. Z SEE DETAIL "J ", SHEET 5) 1 / 8' Max. — - DETAIL " A. Fascia STAPLES INSTALLED @ 24" O.C. (INTO WOOD) ON F-CHANNEL LEG OR T-NAIL @ I T O.C. INTO WOOD OR MASONRY) STAPLES INSTALLED @ 12' O,C. (INTO WOOD) IN F-CHANNEL SLOT OR T-NAIL @ I7 O.C. INTO WOOD OR MASONRY) STAPLES LOCATED P, r' O.C. INTO FRAMING 118" MAX. 1" MAX. STAPLES INSTALLED @ 17 O.C. (INTO WOODJ IN J•CHANNELSLOT OR T-NAIL @ 12' O.C. DETAIL" D" J- Channel Fascia p _ zi n n ti w Zm02m STAPLES INSTALLED @ 12" O.C. (INTO WOOD) IN J-CHANNEL SLOT OR T-NAIL @ 12' O.C. 5 o INTO WOOD OR MASONRY) a STAPLES LOCATED 24' O.C. INTO FRAMING "- % jt 1.. MAX. 18 c c 1" MAX... i a p.. m DETAIL" C" m J- Channel ` SCALE bwr. w, JK SUBSTRATE NOTES: viix.: w LFS I. WOOD SUBSTRATE: G = 0.42 OR BETTER OPAVINO W,: 2. MASONRY SUBSTRATE: 3,ODO PSI CONCRETE (ACI 301) FL • 12019.1 OR HOLLOW BLOCK (ASTM C90). Saver 3., or _5 REM 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 4 PANEL .Ol 15 OR .0135" THICKj AL. 3105 ALUMINUM 6 TRIPLE 4 PANG (0115 OR .0135' THICK) AI_ 3105 ALUMINUM 7 15x13/4'TRMNAIL S.S. 8 18" GA, X 114 SS STAPLE w/ 7/9" MIN. EMBEDMENT STEEL 9 2 X 7- BATTEN STRIP A2 OR BETTER) WOOD 10 G- APA B-C- GROUP 1 EXT.15(3 !"PLYWOOD OR BETTER WOOD 11 09DIA. T-NAIL w/ 5/8" MIN. EMBEDMENT)STEEL T- 12d X 3.1/4" IX2 VERTICAL N. D. GALV, STEEL FRAMING ( G>=0.42) COMMON NAIL @ 24" O.C. ATTACH w/ 2 8d COMMON NAILS w/ 1-3/4" MIN. EMB. @ TOP TO ROOF FRAMING DETAIL " H " STAPLES INSTALLED @ END OF PANEL AND 8" MAX. O.C. SEE DETAIL "J'1 ".4 L) CIAIL J. L" I" ROOF OVERHANG ROOF FRAMING. ti *— R. m 1 mro fr7Tr+ il t 1 Ugo Nw z SEE DETAIL "B" o 8Ema u Z, mvo3 ` o a SHEEP3) m¢ 6 maa V 1 12dX3. 1/4" H. D. GALV. STEEL r 1 _._ == =_== i Emu OR UDU COMMONNAIL@ZVO.C. SEE DETAIL "A" FRAWUME w/ 1-3/4" MIN. EMB. SHE33) LL v CONTINUOUSSEE DETAIL"H BATTEN @CL i = SPAN z a- W o y VIEW - DOUBLE SPAN W BATTEN,. J - Q a w STAPLES INSTALLED @ END OF PANEL AND SIDE Shown w/ truss/framing cantilever) tn in r 8" MAX. O.C. n SEE DETAIL "J ") TWIN SPAN LENGTH wICONTINUOUS BATTEN A„ DESIGN PRESSURE (PSF) POSITIVE NEGATIVE 16" 70.0 70.0 tB" 66.5 66.5 20" 60.0 60.0 2z° 54.5 54.5 24' 50.0 50.0 SPAN " A " ROOF OVERHANG SEE DETAIL"G" SHEET 4) ROOF ,-- FRAi' 1Ut6 SEE NOTE 2 It w Emu OR WOOD SEE DETAIL"1. $ FRAMED SEE DETAIL "A" SHEET 3) SIDE VIEW - DOUBLE SPAN w/BATTEN . Shown w/ truss/flaming overhang) z m z uu CONNECTOR NOTES: I. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES:BY THE ARCHITECT OR ENGINEER OF RECORD I• WOOD SUBSTRATE: G: OR BETTER 2. 12dCOMMON NAIL OR3#16"RWTAPCON CONCRETESCREW 2 MASONRY SUBSTRATE:3,Q]0 PSI CONCRETE (ACT301)(MIN. M5OF 1-114', EMBEDMENT) @ 24" ON CENTER W OR HOLLOW BLOCK (ASTM C90). A Florida Building Code Online Cr,e Page 1 of 2 atie Q{ ` W 't BCIS Home Log In User Registration Hot 7opics Submit Surcharge Stats & Facts j Publications F8C Staff ( 8CIS Site Map ( Links Search Uzines Product Approval ProesSJ. 1 USER: Public User Regulation FradUd at Aoattesuc24erim {inijawia> Apolcativo Detail FL # FL16305-R4 Mile Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RiverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollins@atiasroofing.com Authorized Signature Meidrin Collins mcollins@atiasroofing.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence PE-74021 UL LLC 12/31/2020 Locke Bowden 6 Validation Checklist - Hardcopy Received 163Q 5 R4 CQj AT1130024 2014 fBc Mdw Ev uation Shingles. 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: llwww.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquJBMjgUlj3N... 7/20/2015. Florida Building Code Online Page 2 of 2 Product Approval Method Method i Option D Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 Stummm of Products FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ: Yes E:I lt.3I15 R4 11 &U30014 2014 FBC Prodiic Evaitlatlori Shingies. pdf ApprovedforuseoutsideHVHZ: 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 F1 6RO5 it4 'AS ATL13002.4 2!214 F8C Product Vvalu%W Shinq es.Ddf Created by Independent Third Party: Yes r Contact Us :: 7eall;NQtyY:taerxar5tftat. Tsdlatiti_a±e f1.M4F:Phent: 8_ .B7•t 4,.. The State of Finrida Is an AA/FFO empinyar._ of __ :: Privac• Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. "`Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emaiis provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine if you are a licensee under Chapter 455, F4j please click here . Product Approval Accepts: Credrt r'rd SAFE hops:/ hvww.floridabuilding.orglpr/pr ape_dtl.aspx?param=wGEVXQwtDquJBMjgU1j3N... 7/20/2015 E E K TECHNICAL SERVICES, LLC EVALUATION REPORT _ Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 FLORIDA BuILDING CODE 5T" EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2,7.1, 1523.6..5.,1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity ReportNo. Standard Year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878). ATL-083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA 06-02-01 D 3161 2009 TAASTM1995PRI Construction Materials Technologies (TST5878) ATL-106-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (17ST5878) 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) ATL-118-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-119-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02-01 ' ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) 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 3161 2009 TASMOD1995PRI Construction Materials Technologies (TST5878) ATL-144-02-01 3161 2009 1 TASMO1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASSMOD 3161 20095 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 FL 16305-R4 Page..1 of 9 ATL13002. 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3: The manufacturer shall notify CREEK TechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. Thisevaluationreportdoesnotexpressnorimplywarranty, installation, recommended use, or other product attributes that are not specifically addressed herein. C '=1% TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION. Asphalt Shingles 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 (TSTS878)- ATL-179-02-01 TAS 100 19m PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough-Master@20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with .a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462; Prol-AM"' Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, themnally-activated, self-sealing sealant Lifetime wlScotchgard stripes that complies with ASTM D 3462. DangerField, Hampton & Meridian) StormMaster@ Shake ASTM-D-3161, Class F & ASTM D 7158, Class H fiberglass. reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462: StormMaster@ Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462,, ATL13002A FL 16305-R4. _ .. Pge 2 of 9. This evaluation report is provided for State ff1'"Plo, product approval under Rule 61G20=3.. ThenliantilactUmir shall notify Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid; This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION . GlassMasterG 30 & Basic Wind Speed (V„ it): Tough -Master@ 20 Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ)' Installation (Non-HVHZ): ATLAS.ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in.. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min.. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions_ Shingles shall be attached using either 'A Nail Pattern" or "6 Nail Pattern' detailed below. 36" Nadi 12---+---12" — —}+--12" Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 36 120 ' U. MI 12" ---•- — 12" — --12" Figure 2. GlassMaster@ 30 & Tough -Master@ 20 6 Nail Pattern ATL13002A.. - FL.16305-R4 ' Qa This evaluation report is proVidettfor State of Florida product approval t ritlet Rule 614320-3. The manufacturer shall ngUry 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 nog imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CEK TECHNICAL SERVICES, LLC PrOLAMM Architectural Basic Wind Speed (Wit): Basic Wind Speed (Vesd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min.. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max_ 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 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. 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 Pattem"detailed below. 393W Nin:,P 39etrdndetl oo6n9nd1._ .... .. ......._.__. wiN min l2' head TYP M o 0 0 o i c C7 :n : C3 'M Figure 3. ProLAMTTM Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMTO Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 _Page 4of.9. This 021ba6on 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. REEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (Vuu): StormMaster® Shake Basic Wind Speed (Vasd); Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ) Installation (Non-HVHZ); ATLAS ROOFING CORPORATION Asphalt Shingles Max, 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using T Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern* detailed below. jr- 39 am" w MkL 12 pa q9 ardwe rooftop N9 l`.mM.316•Ma0 1 1. ...... tYVY '' P TYP Iv J .'. 1 O rO O C3 :D _ CJ __1 6 Wr Figure 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) ltm.1293 paMrr@Armp aharrN rmd rtnmN aB•neae ooc 0000 00 000r ooCDc C:").o 0 0 0 0'ice o iy 6 F Figure 6. Pinnacle® Pristine and StormMaster@ Shake 6 Nail Pattern ATL13002A .__ FL 16305-R4 _ Page:5 of 9 Ttiiss evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREF.K TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (Vun): Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment; Min: slope: Installation (HVHZ); Installation (Non-HVHZ) ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in.. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction, in accordance with FBC requirements; Solidly sheathed min. 15132 in.. plywood or wood plank for new construction; Min. 7116 in; OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance .with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and.. manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 1" 9" Figure 7. StormMaster® Slate 4 Nail Pattern 1" 9" Figure 8. StormMaster@ Slate 6 Nail Pattern ATL13002 4.. FL 1630 -. R4 _ .. Page 6 of 9 This evaluation reportis provided for State of Florida product approval under Rule £1G2073:; The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is. valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein; CREEK TECHNICAL SERVICES, LLC Pro-CutO Starter Strip Basic Wind Speed (V„ it): Basic Wind Speed (Veld): Deck (HVHZ): 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. 19/32 in,: plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below.. 36. 22 ea 1-Ijr ring R,wu nett o_ q Figure 9. Pro -Cut® Starter Strip ATL13002.4 _FL 16305-R4 Page 7 of.9 This evaluation report is provided for State of Florida product approval under Rule tit G20-3; The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ICREEKTECHNICALSERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (V„i,): Basic Wind Speed (Vasd): 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. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in, plywood or wood plank for new construction; Min. 7/16 in, OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Installed with 5-5/8 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 r• _ G r . .._ ___ _._ n 1LLln 1 Figure 10.. Pro -Cut@ Hip & Ridge ATL13002.4 FL 16305-114._, .__ Page 8 of 9 Thisevaivationreport is provided for State of Florida product approval under Rule 61G20-1.; The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid, This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CkEEK TECHNICAL SERVICES, LLC LIMITATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 6/1320-3. COMPLIANCE STATEMENT -... The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida BuildingCode5"' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 0trttt It I j. N .- P, le t 7.4 No 74iI2i '' STATE OF r A 2015.06.2 9 1 2:55:48 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 vvill acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. ATL13002.4 END OF REPORT FL 1 Of g This evaluation report is prowoea icr acme ul n-nua rt is valid. piy.... •err•- - - -- Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this repoThisevaluationreportdoesnotexpressnorimplywarranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK Certif'cate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 913) 490-3421 EVALUATION REPORT FLORIDA BUILDING CODES"" EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 61'2-6267 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, 150TV. Properties: Physical properties, REFERENCES Entity. PRl 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 (TST6878) 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) 1, 1523.6.5.1 Wind Resistance, Wind Driven Rain Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATLA 06-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATL-116-02-01 ATLA 18-02-01 ATLA 19-02-01 ATL-123-02701 ATL-125-02-01 ATLA27-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials -Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM:D.3462 TAS 100 ASTM D 7158 TAS 106 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7168 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2069 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 F116305-114 This evaluation Feport is pruftW4or State of Florida product approval under Rule 61G20a. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ATLAS ROOFING CORPORATION. Asphalt Shingles 0 TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179=02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM 0 3161 20009 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster@ 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -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, ProLAMTm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that.complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) 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 163.05-R4_ _ Page°2 of 9 This evaluation report is provided for State of Florida product approval under Rule 01G20-3. 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. CREED{ TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (Vu„): Tough -Master@ 20 Basic Wind Speed (V,,sd) Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ) Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max.194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in, plywood existing construction. In accordance with FBC requirements; Solidly sheathed min..15/32 in. plywood or wood plank for new construction; Min. 7/16 in: OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greaterthan 21:12. Installed with 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. Figure 1. GiassMaster@ 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) Sir Figure 2. GlassMaster® 30 & Tough -Master@ 20 6 Nail Pattern ATL13002.4 _ FL 9:G3U5-K4 rWQ ui e This evacuation report is prvafded 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. ECREEKTECHNICALSERVICES, LLC ProLAMTM Architectural Basic Wind Speed (Vuit): Basic Wind Speed (Vasd) Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 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. M. 12p gal —bed roofing nod wNmin 31g'hna0 12 Vr:.. r- rm 0 0 0 0 0 E. 0 n o 0 0 0 0 Figure 3. ProLAMT" Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro -LAM' Architectural Shingle 6 Nail Pattern ATL13002.4 iv, .,r - _._ This evaluation report is pri vided for State of Florida product approval The manufacturer shall hCREEK underRule61G20-3. o*. Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. Thisevaluationreportdoesnotexpressnorimplywarranty, installation, recommended use, or other product attributes that are not specifically addressed herein. nc---e -E , K TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (V„ n): StoffnMasterg Shake Basic Wind Speed (Vase): Deck (HVHZ): Deck (Non-HVHZ). Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): Mtn. 12 9.. mcMp WO vtlh mM.35E'IrN O O rJ U = G3 r--1 co r 6- 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 'A Nail Pattern" or "6 Nail Pattern' detailed below. Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) 99 3r3' Im Mr — E B M s 6 7f6 5 7 UY 000C CDooCD. M. Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATI-13002.4 FL 163.0.5-R4 Rage 5 of 9 This evaluationreport is p —IdW`for State of Florida product approval under Rule 61604.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. C.RteK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (V„ic): Basic Wind Speed (Vasa)*w Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max, 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in, exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. Figure 7. StormMaster@ Slate 4 Nail Pattern Figure 8. StormMaster® Slate 6 Nail Pattern FL16305-R4 6of9 This evaluation report is proviaea tor brace of rionua Nw.,. orr•• - - -- -_._ _ . ___ _ Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid, This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut@ Starter Strip Basic Wind Speed (Viet): Basic Wind Speed (Vasa); Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): TI-13002.4 ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new . construction; Min:. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min; 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12., Installed in accordance with RAS 115 and manufacturer's published installation instructions, Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall _be -attached as shown below_ 32 ga. 1.'X 64 slunk ail Figure 9. Pro -Cut® Starter Strip Technical Services, LLCof any product changes. or quality assurance changes This evaluation report does not express nor imply warranty, installation, recom specifically addressed herein. 7 NW;: The manufacturer shall notify REEK iut the duration for which this report is valid. use, or other product attributes that are not CR TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut© Hip & Ridge Basic Wind Speed (V,,it): Max. 194 mph Basic Wind Speed (V,,d); Max: 150 mph Deck (HVHZ): In.accordance with FBC requirements; Solidly sheathed min:. 19/32 in.. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturers published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12" 12 ga. 1412" ring shank nail 6e : 12" 1 t l Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 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. ae P,TIAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation.:. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements,: 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck, 7) Installation of the evaluated .products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E.'have demonstrated compliance with the Florida Building Code 5t' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. cne0l`tar p l P. ar r STATE, 0.F A, CERTIFICATION OF INDEPENDENCE _.. 2015.06.2 912:55:48 0 '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 FL 15305-114 addressed Of valid.. re not f Florida Building Code Online Uncker 0,1(- j fy)eo: Page 1 of 1 s eee Florida rtlrlent BCIS Home Log in User Registration i Hot Topic Submit Surcharge Slats & Fads I Publications FBC Staff SCIS Site Map Links Search Basins Product Approvalfessi .I USER: Public User R2Cglijation lyllplll . .. piotltr2;tilar6val f3entf5r q 3 y:mikiA SLn Soaf rJ spttcatl6e:LLiY. L It Search Criteria Refine Search. Code Version 2014 FL# 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other AL ki— i— aeaccn FL Tvoe Manufacturer .._ Validated 9v Status FL15216- R2 Revision InterWrap, Inc. Category: Roofing John W. Knezevich, PE 954) 772-6224 Approved History Subcategory: Underlayments Al, vroy ao :ur i+Plt• Nf}V 1$: y l]8rK 7Vrall pf` RR{G {CA Pw ]o4.,w .fir a . a.. xnr : aur:4eg Yti24 Contact The State of Florida is an AA/EEo employer, ""ht'2DGT_"(#1_3 Harp or Fi&idal :: Privacy Statement:: AccgscibillN Statement :: Refund Statement Under Floridaa law, email addresses are public mrds. If you do not want your e-mail address released in response to a public -records request, do not send electronicmalltothisentity. Instead, contact the office by phone or by traditional malLif you have any questions, please contact 950.4B7.1395. `Pursuant to Section455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If theyhaveone. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an Chapterladdressresswhichplease elanbeldc made available to the public. To determine if you are a licensee under Product ApprovalAccepts: credit-card SAFE https://www. floridabuilding- org/pr/pl_appjst.aspx 7/20/2015 Florida Building Code Online Page 1 of 2 FfofesMbnal rpliliyp i ',y id jj acIS Nome i Login ( User Registration i Hot Topics Submit Surcharge Stats & Facts Publications Fk staff 8GS Site Map I Links i Search p:. r _ PGt;SS# Product Approval V J! USER: Public User Reytil ticm aif t: P,4s o.;mwirat ai s raiaA>. tottc+m+euist: II 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@ i nterwrap.com Authorized Signature Eduardo Lozano elozano@interwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap. com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Undedayments 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 Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Wamock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevich, PE Validation Checklist - Hardcopy Received Certificate of Independence FLIS 216, R.2 2015 0101 Nieminen.tidf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 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 5i mniaRrof Products Model, Number or Name Description 16.1rO RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions FL15216 R2 II 2015 04 FINAL ER IN TERWRAP RHINOROOF FL15216- Approved for use in HVHZ: No R2.odf Verified By: Robert Nieminen PE-59166 Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Created by Independent Third Party: Yes other: See ER Section 5 for limits of Use. Evaluation -Reports . . 0..42 7RtarFA TFRUfRgP j#iINOROOF fL15216= 2015. ft ]`S7AE . 16 R2 odf Created by Independent Third Party: Yes 9992 Contact s : j+f4,S0:Nartb Vod:•er e.TNfahassee 0_ a73a4P1xi0e: 859-402-M-4_ TheState of Florida is an WEED employer , .. 4 .... ._ _ , 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 mailtothisentity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. ;'pmSuif[t to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licenshd under Chapter 455, F.S. must provide the Department with an exiA @dotes If they haveone. The emaiis provided may beu5sd. px ofrrtlal concritsileatlorswith the licensee- tbw+amr email Odfive.0ft are public record. If ydu do not wish to supply a personaladdress, please provide the'Departrnerlt with 8rl_emBA pddre$S which can be t lie'oveiiable to thb p c. To determine if you are a licensee under 0iapa9l+15,5; please clickbetit, Product Approval Accepts: ISM C reti' ttSA F E h4s://www.floridabuilding. org/pr/pr app dtl.aspx?param--wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 TTRINITY IERD EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, Cr 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT - Interwrap, Inc. Evaluation Report 140510.02.12-112 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. DESCRIPriow RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUEDCompuANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.E. on 04/27/2015: This does not serve as an electronically signed document; Signed, sealed hardcoples have been transmitted to the Product Approval Administrator and to the named client CERTIFlCATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity 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. 7.TRINITYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 2507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ 006 10/27/2011 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 03/14/2014 ITS (TST1509) Physical Properties 100539395COQ-006 11/17/2014 ITS (QUA1673) Quality Control Inspection Report 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 11 felt or D4869 Type 11 felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in.various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity{ERD nor Robert Nleminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report, refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Wood Shakes SlEAsphaltNail -On Tile Foam -On Tile Metal Underlayment Shingles &Shingles SimulRhinoRoofU20YesNoNoYesYes 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or It 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-RZ FL15216-R2 Certificate of Authorization #9503 Revision 2: 04/27/2015 Page 2of3 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. any dust and debris prior to application. TRINITY I ERD Sweep the substrate thoroughly to remove 6_4 ANAIDA00 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 Sinkie tAVO., Rddf"Sig—e:>412; End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain -conditions. For exposure < 24 hours, use of every -other fastening location .printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. if this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Vokble Laver 2'12 riioof5laoe43.12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey—QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 140510.02.12-112 Certtficote of Authorization #9503 FL15216•RZ Revision 2: 04/27/2015 Page 3 of 3 sr vrTRINITYIERD EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way FL15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential volume. The products described herein have been evaluated for compliance with the 5"t Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4 ANE1983 The facsimUe seal appearing was authorized by Robert Nleminen, P.E: on 04/27/2015. This does not serve as an electronically signed document, signed, sealed hen1copies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinity(ERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity) ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. It QOTRRINITYIERD 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 1507.2.3, 1507.5.3, T1507.8, 1501.8.3,1507.9.3, 1507.9.5 1507.2.3, 1507.5.3, 1507.8.3, 1507.9.3 3. REFERENCES: Entltv ITS (TST1509) ITS OW1509) ITS(TST1509) ITS (QUA1673) 4. PRODUCT DESCRIPTION: Properties Standard Year Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 on Heating Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability Examination Reference Date. Physical Properties 100539395C04006 20/27/2011 Physical Properties 1OD539395COQ-002 10/27/2011 Physical Properties 100539395COQ7006 03/14/2014 Quality Control Inspection Report 11/17/2014 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 If felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither 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: TABLE 1. RoOF COVER OPnoNs Underlayment AsphaR Nail -On rile Foam -On Tile Metal Wood Shakes J Slate or Shingles Shingles Simulated Slate RhinoRoof 620 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. 5. 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 11 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Evaluation Report 140510.02.12-R2 Certificote of Authorization #9503 FL15216-RZ Revision 2: 04/27/2015 Page 2 of 3 I 1 RINITYIERD 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. EA ,RhinoRoof.U20:, 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Sirikle.t.aVet Roof SEcsgg2.44:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 44nches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double #aver• !,V-<Rotsf S Ne <4:12; End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTRY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Evaluation Report I40510.02.12-R2 Exterior Research and Design, LLC. FL1SZ16-R2 Certificate of Authorization #9503 Revision 2: 04/27/2015 Page 3 of 3- SpeNclalfiy StTuc: urdl EnglrtPerlriq 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 FL16568.1R1 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 Secure Electronic Seal tw Ekc"nk Submlttal BU ocEnrs4 '•. F,p 31No 242 U LIJ STATE OF LORtOP.•'` Digitally Signed by: fames L Buckner, 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 Engineering Report NO.: 15-104-MM2-StORV-ER_14 Page 2 of 7 Specialtly Structural Engineering 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: e 15/32 (min.) or greater plywood, or Wood plank (min. specific gravity of 0.42) Slope: 2 : 12 or Greater Performance: Wind Uplift Resistance Design Uplift Pressure: - 75 PSF Allowable design pressure for allowable stress design (ASD) with a margin of safety of2to1. FL #: FL 16568.1 R1 Date: 2 / 26 / 15 fing Report No.: 15-104-MM2-StORV-ER_14 LJ Page 3 of 7 Spsclalf j Structural Enginserinq 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". ODtion 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 Report No.: 15-104-MM2-St0RV-ER_14 Page 4 of 7 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): Base Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Annular Ring Shank Roofing Nails Size : 11 gauge x 1-1/2" Corrosion Resistance: Per FBC Section 1506.5 Standard: Per ASTM F 1667 Alternate Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Hex -Head Wood Screw Size : #10 x 1-1/2" (min.) Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4 Standard: Per ANSI/ASME B18.6.4 Roof Cement: Type: Asbestos -free asphalt based roof cement w/ SBS rubber Application Size : 1/4" thick minimum Standard: Per ASTM D 3019 Type III and ASTM D 3409 FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV- ER_14 Page 5 of 7 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8054 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 f1nq Report No.: 15-104-MM2-StORV-ER_14 Page 6 of 7 SpPclalty Structural Engineaprinq CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck Profile Drawings UMUMM 1 /8"1 18-1 /4" 1 3" Side View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws MMI-2" Steel Off Ridge Vent Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Plywood Deck Lower Slope Front) Typical Side View (Not To Scale) Higher Slope Back) . FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CE3UCKEngineering Report NO.: 15-104-MM2-StORV-ER_14 Page 7 of 7 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 1 1/2" o.c. 1 1 /2" 4" o.c. 4" o.c. Typical, Maximum Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR Base Flange 10 min. \Abod Screws Top Plan View (Not To Scale) Typical Fastening Pattern) Nominal Lengths MP, 4 Ft. 6 Ft. e g rs` Se 8 Ft. ab e 10 Ft. Jat Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Typical Ridge Vent Assembly Isometric View (Not To Scale) Florida Building Code Online Page 1 of 3 0(y) erg. h e i Stats & Facts i Pubilcatlru'S , FBC gaff I SC'S Site Map Links Search t,i la BCIS Home 1 Lag In l User Registration Hot Tops¢ Submit argSure FR(a:.nw ^ y fi VUd iI{`1{ Product Approval Vi.Ji:( USER: Public User Regulation proaur_t A MM, Menu > P vdrxt Df ho lntk>!-S>i 1 > APPI'cailor. s35t > Appiiwtion Detail FL # FL2197-R5 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MiTek Industries, Inc. Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext7480 dwert@mii•com Authorized Signature David Wert david.c.wert@mii.com Technical Representative David Wert Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mil.com Quality Assurance Representative David Wert Address/'Phone/Email 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mli.com Category Structural Components Subcategory Truss Plates Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2015 Validated By ICC Evaluation Service, LLC. Certificate of Independence F1 g9 Rs COI ter -fic of thdeoendence for Eidluatlon Ddf Referenced Standard and Year (of Standard) plLandi "r Year ANSIMI 1 2007 Equivalence of Product Standards Certified By Sections from the Code 7/20/2015 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=WGF,VXQwtDgvrTEx%2bbkf. Florida Building Code Online Page 3 of 3 ETTOMUMM Creel ,`'S tfF E https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Excerpt from !CC -ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial. embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the. Manufacture of Metal - Plate -Connected Wood Trusses. IMES Evaluation Report Reissued June 202015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary aoftheInternationalCodeCoun 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, Mll 20, M-20 HS, Mll 20 HS, AND MT20HST"' 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 international Building Code (IBC) a 2012, 2009, 2006 international Residential Code (I RC) a 2013 Abu Dhabi International Building Code (ADIBC)t IThe 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 Mll 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1_46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm): Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates.. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionallyshapedintoatwistedconcaveform, facing the slot 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 inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-2.0 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0:0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0,88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11A mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0,15 inch 3,.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (i5A 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, Mil 20 HS, and MT20HSTM: Models M-20 HS, MII 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0,0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0 54rich-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 0.334nch4ong (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC'_ Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor are they to be construeasanendorsementofthesubjectofthereportorarecommendationforitsuse. I here is no warranty by ICC Evaluation Se -ice, I.LC, express or implied, as to any f nding or other matter in this report, or as to any product covered by the report Page 9 of 5 Copyright 0 2015 ESR-1311. I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1—ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMEN14 (lb/ins/PLATE) LUMBER SPECIES SG AA _ EA qE EE M-16 AND MII 16 Douglas fir —larch 0.5. 176 121 137 126 Hem-flr - 0.43 119 64 102 98 Spruce -Pine -fir 0.42 127 82 75 .. 107 Southern pine 0.55 174 126 147 122 M-20 and Mll 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185, 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0 55 249 190 184 200 M-20 HS, MII 20 HS and MT20HS Douglas fir —larch _ 0.5 165 146... 135 143 Hem filr 6.43 139 .. 111 97 109 .. Spruce -pine -fir 0.42 148 1018 107 103 Southern pine 0.55 187 143 138 150 For SI: I lbtifi` = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint ZAA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load,, wood .grain perpendicular to load EE = Plate perpendicular to load, wood grain perpendicular to loadAlltruss"plates are pressed.into thewood for the full depth of Meirteeth by hydraulic -platen embedment presses, multiple roller presses thatbyiulleriibedmentrollers, or combinations of partial embedment roller presses and hydraulicusepartialembedmentfollowedplaten presses that feed trusses into a stationary finish roller press. TABLE 2—EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES For SI: 1 Winch = 0.175 N/mm, finch = 25.4 MM. NOTES: Minimum Net Section —A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this litre passes through a line of holes. ZMaxirrium. Net Section — A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 0,12V 0,2W 0 SW 0 Wr 32mm GAIMM, 12 7 mn goo goo 000 Ong Ono Ono ci _1000 f loo A OGG tv!'Gno Ono M-20 HS, Mll 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report t:bK-1,5_1-1 roe. %juppivil—al, Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.or 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational 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, Mil 20 HS, AND MT20HST" 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek®Truss Connector Plates M-16, 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: ld 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeeTruss Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, M1120 HS, and MT20HST"', described in Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe2014. and 01. .Honda Bulldtng, Code—Restd6MI61, provided the design and installation are in accordance with the International Building Code (%BC) provisions noted in the master report. Use of the MiTek® Truss 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. tCC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construedasanendorsementofthesubjectofthereportorareconmiendationforitsuse ,There is no warranty by tCC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. page 1 Of 1 Copyright ® 2015 IMES Evaluation Report Reissued June2o15 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council" DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com.. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HSTm 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 international Building Code® (IBC) in. 2012, 2009, 2006 international Residential Code® (IRC) I•*-2013 Abu Dhabi lntemational Building Code (ADIBC)t IThe 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 M1116: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is 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 cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and MII 20, Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (o.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 14nch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (32 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 0.334rich-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HSnA: 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-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.A5 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module isseparatedbya0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerines 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, specifically y to \ 1 as an endorsement of ersubject oftthe report o be ! or a recorued as mmender on forenting t stuse Thereishno attributes ev JCC Ealuation Semi e, l..l.C,rexpress or implied, as o any fnding or other matter in this report, or as to any product covered by the report. Page 1 of 5 Copyright 0 2015 E.SR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in2/PLATE) LUMBER SPECIES SG EA... AE EE M-16 AND Mll 16 0.5 43. . .. - 0.42 176.. 119 127 121. 64 82 137 102 75 126 98 107 Douglas fir -larch Hem -fir Spruce -pine -fir. . Southern pine .... 0.55 .... 174 M-20 and M1120 126 147 122 0.5 195 180 190 fir -larchDouglas 0.43 14$ 129. 145 Hem -fir Spruce pine -fir Southern pine, _ Douglas fir -larch 0.42 0.55200 0.5 0.43 249190 M-20 HS, Mll 20 HS and MT20HS 165 146 139 1.11 143 184 135 97 37 143 109 Hem -fir 0.42 148 108 107 103 Spruce -Pine -fir Southern pine 0.5587 143 138 150 For SI: 1lbfin` = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, p lates 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 peapendicular10 load.. wood -grain perpendicular to14ad . AII truss pla* are pressed into the -wood for the full depth of their teeth by hydraulic -platen embedment presses, muitipte roller presses thatusepartialembedmentfollowedbyfull-embedment rollers, or combinations of partial enlldrtienl roller prsi5Ses 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 Mll 20- FORCE Efficiency Poundslinch1Pair Efficiency PoundsJinchlPair Efficiency Poundst of Con DIRECTION of Connector of Connector plates. Plates Plates .. Tension Values in Accordance with Section 5.4.42 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 0° 0.70 2012 0.50 880 0.59 1505 Tension. 0 90' 0.36 1013 0.47 820 0.48 1219 Tension Values m:Accordance?wth TPI-1 with a Deviation [see Section 5.4.9 e A4azirrittm iVet Section Occurs over the Join? Tension @ 0° 0.68 1945 0.62 0:48 1091 JEE167716Tension 841 21321@90° 849 Shear Values Shear @ 00 0 .54 1041 0.49... . 1 85Shear @ 30° 0.61 1173 0.79Shear 840. 55@60° 0.73 1402 0.79 M0.34 2Shear @ 90°08Shear 1055 0. 55 ... 120° 0. 48. 9140.46 37 Shear @ 150° 0.35 672 For SI: 1 Ib(nch = 0.175 N/mm, l lncn = Ga.4 mm. NOTES: Minimum NetSection - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation, For these plates, this line passes throh a line of holes. 2Mazimurri Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 0.12r 0 2W Q-8W 8.3w 3:2. nw E +1 f m 12.7 mm 9 3 mn n 1' 000 000 000 a Q 00 an0 000 Q tr 0o0 Goo 000 111 000 Ono 000 n00 0n0 050 W20 HS, Nell 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orst I (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC- 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, 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 also e 1 v luate MII 20, M-20 HS, Mll 20 HS, and MT20HSTm, recognized in [CC -ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: N 2014 and 2010 Florida Building Code —Building 11:2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS n Sections The WeO Truss Connector Plates M-16, MII 16, M-20, Mll 20, M-2with he 2014 and 2010Florida HS, M11 20 HS, and 0Buildingicodbed e—Building 2. 0.through 7,0 of the master. evaluation reptlrt ESQ"1 'a ' Forovided the design and installation are in accordance with the and : tea 2014 and 2Q1.0 / ii#a SutldixJ Cad Resn theiMP lnternatronal Building God$ {IBG) prt4vis ons noted' ire the ixtaster report. Use of the MiTek® Truss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HSTm has also been foundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Buildingandthe2014and2010FloridaBuildingCode —Residential. assure P For products 3aMid under Florida Rule 9N-a. 3, verificaf90 that the report holder's geaoify- specoons being conducted s m is a he qualify, assurance' enfrtj( approved by the Florida Buitding CWMisslion for the 1YA tisibistofaltapptayedvalidationentity (or the code, official when the repoit,holder.does not possess..arti approval s resP.9.._ Y ::. the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC ES Evaluulion Reparu are not !o be construed as representing aesthetics or any other attributes not specifically addressed, nor are they s r construed as an endarl uatio ojthe subject ojlhe repot! or a recommendalion for its use. There is no u arranry by /CC f;'vafuation Service, I.LC, express or implied, as my — to any finding or other matter in this report, or as Jo arty produce covered by the report. Page 1 of 1 Copyright 0 2015 IMES Evaluation Report For%-1J I ` Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org (800) 423-6587 (562) 699-0543 A Subsidiary of the lnternational Code Council® DIVISION: 06 00 DO -WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MI120 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Code® (IBC) it 2012, 2009, 2006 International Residential Code (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t The ADIBC is based on the 2009 IBC,.2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek® M-16 and MII 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0,0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1 t144nch (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 teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch-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, Mil 20 HS, and MT20HSTm: Models M-20 HS, MII 20 HS, and MT20HSTu` metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)j, ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal.. Each module has three slots. OA5 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction, Longitudinal centerlines of slots are spaced 0.25 inch 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 depth of their teeth by hydraulic -platen embedment presses, ICC-rS Li a/uafion Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use, There is no warranty by ICC Cvaluarion Bernice, LLC, express or implied, as Us= =g= to artyfinding or other matter in this report, or as to any product covered by the report. Page 1 of 5 Copyright 0 2015 Page 3 of 5. ESR-1311. j. Most Widely Accepted and Trusted TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lbrrn2IPLATE) AEEA EE CIESLUMBERSPESG M- 16 AND MII 16 EE176 121137 126 Douglas fir-larch0:5 43 9 .. 102 98 Hem - fir 0. lr64 Spruce - Pine -fir 0,42 . 127 . 82 75 107 . . 0. 55 174 ... 126 122 147Southern pine M-20 and MII 26 0: 5 220 195 180 190 Douglas fir -larch 129 145 0. 43 185 148 Hem - fir _.... 143 137 0. 42 197 144 Spruce - pine -fir _ .. . 0. 65 249 . 190 184 200 Southern pine - M- 20 HS, MII 20 HS and MT20HS ' Douglas fir -larch 135 0. 5 165 146 - 0. 43 139 111 97 109 Hem ern -fir 103 Spruce- pine-fir0,42 148 108 107 Southern pine 0,55 .1.87 138 150 For SI: 11blin2 = 6.9 kPa. NOTES: Toothholdingunits = 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 = plats: perlen4W,19101020, wood grain perpendicular to lo2d 3AII tru66. piaoto.th tes.are.pressed.,e wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partialembedmentfollowedbyfull -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 MII 16 M-20 AND MII 20 M-20 HS, MII 20HS AND MT20HS FORCE Efficiency PoundslinchiPair Efficiency M.E Efficiency P of Connector rr DIRECTION of connector Plates Plates Tension Values. in Accordance with Section 5.4.4.2 of TP1-1_.(Minimum Net Section over the Joint)' Tension @ 00 0.70 20"i 0.50 880. 0.59 1505 1013 0. 47 820 . _ 0.48 1219 Tension @,. 90° 0.36 Tension Values in Accordance *th TPI-1 with a i?Eltimion Isee. Section 5.4.9 (e)] Maximum .Net Section Occurs over the Joint. E0,621067.... 1716Tension @ 0° 0.68 1945841 1716 0.30 849 OA8 0.52 11 Tension @ 90 Shear Values 0.54 1041 0,49 574 0.43 761 Shear @ 0°._ 1173 738 0. 61 1085 Shear @ 300 0.61 0.63 .._.. Shear @ 60° 0.73 1402 0.79..... 936 0.67 1184 0.55 1055 0.55 645 0.45 792. Shear @ 90' 49O 0.34. 608 Shear @ 120° 0.48 914 0.42 Shear @ 150° 0.35 1672 0.46 544 0.3 537 For SI: 1 lb/inch = 0.175 Nlmm, 1 inch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this lineposses through a line of holes. 2Maxmmm Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. Page 5, of Most Widely. Accepted and.Trusted — — — — — — — — — — — — — 0.1W 0.25T OAW 6 30- 3.2 mm 9.4 mm 12 7 mm $ S a" goo as a goo Ono 000 goo Goo 000 goon 000 A Ono 000 ODD I 1000 Goo ODD M-20 HS, M11 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (In Inches) (Continued) ICC-ES Evaluation Report ES R-131 Supplement Reissued June 2015 This report is subject to renewal June 2017. 800 423-6587 562 699 0543 A Subsidiary of the International Code Counci www.icc-es.org ( ). I ( ) 1. DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www_ mn•c°m. EVALUATION SUBJECT: ES: M-16, MIl 1'' 6, M-20, MI120, M-20 HS, MII 20 HS, AND MT20HSTMiTeleTRUSSCONNECTORPLAT 1.0 REPORT PURPOSE AND SCOPE Purpose: is to The purpose of this evaluation tid report supplement recognized inilCC EStmmaster report ESR-1311, PlatesTrussConnector lv havealsobenevaluatedfor 20, M 20 HS, MII 20 compliance with the codes noted below,. Applicable code editions: 111 2014 and 2010 Florida Building Code —Building 9 2014 and 2010 Florida Building Code —Residential 2. 0 CONCLUSIONS The MiTeleTruss Connector Plates M-16, MII 16, M-20, MI comply 20, 2with the 2014 and 2010 Florida Bu0 HS, Mll 20 HS, and MT20HS1, ild nrlCode—Bu Code —Building gg2. 0 thrsaugh 7:U of th+ mewl .eualuahor report4 IrSR 1311.rovided the design and installation are in accordance with the and #I e 2 .14 and 201 Fiarida BI3ildintJ Cade—R sidetrfial. P lntemaliiat` Bitildr ig.ode #!BC): pro sions...notedMli .in iias. master report: 0 HS, and MT20HS111 has also been Use of the MiTeeTrrusss Connector theHplates ci y M11 16, Zone proOs onsOof he 20HS, M1114 and 2010 Florida Building Code — found to be in compliance Building and the 2014 and 2010 Florida Building Code —Residential. ssura ro ram is;,:audked by ForprslddC#s fialitng tinder FloridaYu ndanBuitdingfication tCommiss Cohat themmissionhe iyldees peaoif in peciions being conducted s thO qualit, assta nc entity p or the. official when the f.e* it holder does not possess an. app coval by respallsibtiy ofanapprovedxalidationentitytheCommission).. This supplement expires concurrently with the master report, reissued in June 2015. express or implied as as on ndoalmatio ofhe is are- bierot t of to be coru report tar a ecommendat on fort its use; Therein no attributes 6y ICC aluat on Ser+'ice, LLC,re prey ro he construed wino to any finding or other mailer in this report, or as to any product covered by the report. Page 1 of 1 Copyright © 2015 IMES Evaluation Report ""' Reissued June 2015 This report is subject to renewal June 2017. www-icc-es.or (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 06 00 DO -WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 wwNr.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, M1120, M-20 HS, MI120 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: in 2012, 2009, 2006 International Building Code® (IBC) III: 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 AMC., Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses- 3.0 DESCRIPTION 3.1 MiTek®M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0,0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionallyshapedintoatwistedconcaveform, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area_ Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/4-inch (31.7 mm) multiples, See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mll 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [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 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, MII 20 HS, and MT20HST": Models M-20 HS, MII 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-l-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 1125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-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 4A General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, not specifically ] CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by 'CC Evaluation Service,/1 C. express or Implied, as -- to anyfnding or other matter in this report, or as to any product covered by the report. Page 1 of 5 Copyright ® 2015 Page 3 of 5 ESR-1311 I Most Widely Accepted and Trusted TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in=/PLATE) LUMBER SPECIES SG EA ... . AE EE M-16 AND Mil 16 0.5. 176 121 137 1,26 Douglas fir -larch 119 64 102 98 Hem fir 043 127 82 75 107 Spruce -pine -fir 0,42 174. 126 147 1 22 Southern pine 0.55 M-10 and M1120 . . 0.5 195220180190 Douglas fir -larch .. 185 148 129 145 Hem -fir.. 0.43 197 144 4 137 Spruce -Pine -fir 249 190 1 200 Southern pine 0.55 .. M-20 HS, Mil 20 HS and MT20HS Douglas fir-laroh 0. 5 165 . 146 111 135 97 143 109 Hem- flr 043 139 _... 148 108 107 103 Spruce - pine -fir 0.42 n Fn 187 143 138 150 For SI: I lb/in` = b.M Kra. NOTES: Toothholding 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 perpertdicularib load. YIAtl gralri perpgr+dics/far to load All truss_ptates a pressed o the wood fur :the full de of theif teeth by hydraulic platen embedinecrt presses multiple coffer presses that use rtial embedment*followed by full embedment rollers, or.65milfhations of partial embedment rollei presses: and hydrau'(,c platen Presses Pe.., thatfeedtrusses into a stationary finish roller press. RESISTANCE ALLOWABLE DESIGN VALUES TABLE2-EFFECTIVE TENSION AND SHEAR 20 HS, Mil 20HS AND MT2 M-20 AND Mil 20 M OHS PROPERTY M-16 AND MII.16 __. Efficiency PoundsAnch/Pair Efficiency P 'r FORCE Efficiency Poundsrinch/Pair of Connector of Connector' DIRECTION of Connector Plates Plates Plates...... 2 TPI-1 (Minimum Net Section over the joint). TensionValuesinAccordancewithSection5.4.4 of 0.59 1505 Tension Q.0° 0. 51 _ 880 W. I. 2012 820.. 0.48 1219 Tension @ 90° 0.36 1013 0.47 TPI- 1 rnnth a Deviation [see Section 5.4.9 e TensionValuesinAccordancemonthMaximumSection Occurs over the Join Tension @ 0° Net 1945 0: 62 1091 0.67 0.68 _ _ - 0.52 1716 1321 Tension @ 900 0.30 841 849 0. 48 Shear Values Shear @ 0° 0.54 1041 0.4.9 574 0.43 738 0. 61 1085 Shear .@ 30 0 1170.63_ 0.61 3.... 0.79 936 0.67 1184 Shear @ 60° 0.73 1402 0:45 645 792 Shear@ 90° 1055 .0.55.. 0•55 4900.34 O.A2" 608Shear@ 120° 4 91 0. 48544030. 46 537. Shear @ 150° 0.35 672 For SI: 1 Ibrinch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: with the minimum amount of steel for a specified orientaiion. For these plates, Minimum NetSection Alinethroughtheplate's tooth pattern with the maximum amount of steel for a specified orientation. For these this line passes through .a line of hales= tooth ZMaximtarit Net SecGan Aline through the plate's pattern section of the plate with no holes. plates, this fine passesthrougha Page 5 of 5 ESR-1311 I...most. Widely Accepted and Trusted 0 125' .0.2N1" 0.5W 32mm Elmm 127mm V t +._-1_.. 0 oaa 00 1 a.00AA ZZIU0 000 000 00 000 00 000 a00 Goa 000 93mm W20 HS, M11 20 H.S, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report rw Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orcl 1 (800) 423-6687 1 (562) 699-0543 A Subsidiary of the International Code Counci lo 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.m-ii.co.. EVALUATION SUBJECT: MiTele TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mill 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, MII 16, M-20, MII20, M-20 HS, MII 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: IN 2014 and 2010 Florida Building Code —Building i 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeO Truss Connector Plates M-16, MII 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 —Buildingandthe2014aild2010FloridaBufldiilg: Code—Resisienti'al;. Provided the design and installation are in accordance with the international Sultdiog Code;113C)<provisions noted in the. master report. Use of the MiTeleTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HST1i° 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 -ES Evaluation Reports are nor to be construed as representing aesthetics or any other attributes nat specifically addressed, nor are they to construed as an endorsement of the subject ofthe report or a recommendation its use There is no warranty by rCC Evaluation Serric¢, LLC, express orr implied as M to any finding or other mailer in this report, or as to any product covered by the report. Page 1 of 1 Copyright © 2015 Florida Building Code Online Page 1 of 2 Ems fkyjdaDVartq,Wq BCIS Home j Log In User Registration j Hot Topics j Submit Surcharge I Stats & Facts PublicationsFBC Staff BCIS Ske Map Links Search BusICIeS ro fes 'MaI Product Approval USER: Public User Regulation Aggli' mM M>Apolcaticm Detail; FL # FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer BMP International Inc. Address/ Phone/Email 4710 28th Street N St. Petersburg, FL 33714 727) 458-0544 benmeng8@yahoo. com Authorized Signature Xianbin Meng benmeng8@yahoo. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Structural Components Subcategory Anchors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer IJ+ 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 W Validation Checklist - Hardcopy Received Certificate or independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Ftee ag R Ct)I IndeDDdf Standard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Florida Licensed Professional Engineer or Architect fj4135R3 ' Eauiv Eau it I https:llwww. floridabuilding. orglpr/pr_app_dtl .aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online t Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option D 04/23/2015 04/30/2015 05/06/2015 06/23/2015 FL # Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1" Steel Tie -Down Clip System (For Use with Mechanical Units and 2" Models at Roof or Grade) Limits of Use Installation Instructions Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes f 142_3 R3 II QWj & Verified By: Frank L. Bennardo, P.E. 0046549 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports 11.tidf' Other: This design provides allowable capacities for the a7a9 R3 A system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. tiaitii Naxt . ContactQ Street Wahbs 32190 The State of Florida is an AA/EEO employer. fQfMioht 2007.2013'SYetcof-noridn : Private Sliattrii ::. ACGU62MY Stasemerit ;; Refund Statement rider Florida law, email addresses are public records. If you do not want your a -mall address. released in response to a public -retards request, do not. send ctfpift " MI, to oft lathy, instead; ttonlatt,tae offkE by Dhgoe or by traditlonaJ n". it ygo,:have any questions, please contaQ'$50+487.13 n •PYrSUanl to ion a54,.2JSti). Fia+da': Statutes, clredlva rlct*W 1,2ti12, f1cM6lES tirar a utider chapter 4SSv f.S.-must provide the Depiumilnt with an eina9 address if Y nave.om..Tma0 he esw0414ed:m" be used for pf bal commuhkation with the li[eeSEe. foweuer email addresses are public recont It ygp-do not v4s to l pet5onaj. adtiees5 :ptEaSee provide -the oepvtment.w{th an errwll address which can be made available to the public. To determine if you are a licensee under G6apler 45S, F.S„ please click ber€• Product Approval Accepts: wvut-RN nvi.l s so= https: llwww. floridabuilding.org/pr/pr_app_dtl.aspx?paran-i=urGEVXQwtDquDEJErtOSCei... 7/20/2015 BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS i I CENTER OF GRAVITY ASSUMED TO ACT AT THE GEOMEI RIC CENTER OF THE NFIECHANICALU /T. MECHANICAL Lltill MUST HE w u SQUARE OR RECTANGULAR, NO IRREGULAR SHAPFSD 1 z Q 44uy 3 NO TYP. HOST STRUCIURF DESI- BY OTHERS- SEE I)E52 SCHEDULES FOR ALLOWABLE SUESTRATES 75LB MIN - WEIGHT, MECHANICAL UNIT f PER SEPARATECILTLFICAHON, TYP. tCENTER OF GR4V TTY -' SEE DESIGN SCHEDULE FOR MAXIMUM SURFACE AREA AND DESIGN PRESSURE, T'P. STEEL TIE -DOWN CLIPS. SEE DETAIL. 113 & 213 FOR CLIP INFORMATION, 3 'TYP. 3' MAX. TYF, i' MAX rdTV' L O TYR VGcLAF MECHANICAL UNIT 1... TIE -DOWN ISOMETRIC sr EatwP= MlISOMETRIC - PER CORNER WPER TIE-DOWN CLIP DIRECTIVE EXAMPLETHEFOLLOWING' EXAMPLE ILLUSTitATES'THE PROCEDURE USED TO GETERMI E THE MAXIMUM ALLOWABLE ROOF -TOP INSTALLATION HEIGFR, I1, FOR ANY GIVENMECHANICAL. UNIT THAT CONFORMS TO THE DIMENSION RESTRtC11ONS AND DESIGN CRITERIA LISTED HEREIN, S'EE SHEETS 4-5 FOR DESIGN SCHEDULES.) MECHANICAL UNIT CRITERIA: CONSIDER THE INSTALLATION OF (1) MECHANICAL UNIT' WITH THE FOLLOWING CRITERIA- CONSIDER MPH, EXPOSURES' 40" TAL.t. x 48' DEEP X 48' WIDE, 100 LB (WEIGHT AS VFRIFIE.D BY OTHERS) INSTALLED TO 3000 PST MIN CONCRETE W ITH (1)-2' CLIP AT EACH COINER OF UNIT (TOTAL OF (4) CLIPS) WHICH DESIGN SCHEDULE TABLE TO USE 4 ICHF..CK MAXIMUM UNIT HEIGHT RESTRIL-RON THE ALLOWABLE ROOFTOP HEIGHT OF THE INSTALLATION RESULT THIS INSTALLATION IS INTENDED FOR A VUR=.170 MPH, EXPOSURE'B'. THIS DESIGN CRITERIA CORRESPONDS TO TABLE 5 THIS UNIT HEIGHT OF 40' i5 EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF 48% NOTE: THIS PRODUCT APPROVAL ALLOWS THE UNIT TO BE INSTALLED ON TOP' OF AN A/C STAND THAT IS A MAXIMUM 30" TALL IFAN A/C STAND IS UTILIZED CHECK TO SEE THAT THE STAND DOES NOT EXCEED 30"IN HEIGHT THIS UNIT MAY BF. INSTALLED AT -ROOF LESS THAN OR EQUAL TO 15 FT. ADOITTONALI.Y, THIS UNIT MAY BE INSTALLED ON ROOFTOP HEIGHTS GREATER THAN BOFT AND LESS THAN 100 FT. SEE (') ON TABLE 5 FOR THE NUMERICAL VALUES OF THIS DESIGN EXAMPLE DESIGN NOTES: a THIS PRODUCT HAS BEEN DESIGNED IN ACCORDANCE WITH ASCE 7.10 AND THE FAC, BU0.DING daF FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE E ;' c .mraaANvrNr.. nFSTGN SCHEOUI.E-S. TH£ DESIGN CRITERIA V<EtJ 6, r)4l. CSYIIER-0ESI0P7 VA.RIAt3LF5 ARE IN, CHEDULUS REPR' R - THE HEIGHTS L16TEU IN THE 145 CHEDULES REPRESENT THE AU OWAB E HEIGHT OF APPROVAL Al FOR EACH UNIT TO B NS. AL LED ON A WTHESUI.DJNG. THIS PRODUCT LOWS MAXIMUM 30' TALL PIC STAND (CERTIFICATION BY OTHERS) ON I OF OF THE HEIGHTS LISTED IN THE DESIGN SCHEOULF51.x GENERAL NOTES Ow t. THIS PRODUCT HA5 BEEN DESIGNED ANn SHALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE & ASCE 7-10. THIS PRODUCT MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE, 33-1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN I)F'IHIS ai . 2. NO V SYSTEM. DESIGN IS BASED ON CLIENT PROVIDED F )DCKT AND OI£ SHEETS FROM TESTr z REPORTS !;,j ,ul}j,j),}(j9 l 70 BY . TING EVALUATION LABORAIURIES, T WRITM'APPRUVAL BY THIS ENGINEER SHALL BE w INC.. NO StlDSTROTIoms PERMITTED4. MAXIMUM & MINIM OF DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL J 4 ^ z CONFORM TO SPECIFICATIONS STATED HEREIN. ALL MECHANICA'.. SPECIFICATIONSSPACE, TONNAGE, ETC.) SHALL BE AS PER MANUFACTURER RECOMMENDATIONS po CLEARANDARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR. 0 ' 5. FASTENERS TO BE Y32 X 3a" OR GREATER SAE GRAOF .5 UNLESS NOTED OTHERWISE. TAPCONS REFERRED TO HEREIN SHALL BE ITW BUILDER BRAND, CARBON STEEL ONLY, INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR Q REQUIREMENTS,ALf FASTENERS SHAH HAVE APPROPRIATE CORROSION PROTECTION yZC zTOPREVENTELEC'TRO_YSIS, ALL STEEL CLIPS SHALL BE ASTM A283 STEEL (GRADE. 0) WITH Fy,-33 KS] OR BETTER. rFDi IW; a ALL STEEL MEMBERS SHALL BE PROTECTED AGAINST CORROSION WMIi AN APPROVED PAINT', ETIAMEL OR OTHER APPROVED PRO T"ECRON; G90-RATED COATING 4jJ a a T q COAT OF REQUIRED FOP. ALL COASTAL INSTALLATIONS, A MINIMUM, Z H 7. ALL CONCRETE SPECIFIED HERFIN IS NOT PART OF THIS CERTIFICATION, ASBESTRU :TLIRAL CONCRETE 4' MIN, THICK AND SHALL HAVE F,i F, w wALLCONCRETESHALL MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI, UNLESS NOTED OTHERWISE. FROM DISSIMILAR a x _ 8. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS G MATERIALS TO PREVENT ELECTROLYSIS.. - GROUND, WHEN REQUIRED, i0'9! DESIGNED & INSTALLED BY CThms, m U' 9ELECTRICAL 16, THE MWACY OF ANY EXISTING 504KTU"to WIT"STANO SUFERIMPOStOLCAIDS SKULLBEVERIFIEDBYTHEONSITEDESIGNPROFESSIONAL' AND IS wr IEICI,IIDEO IN I(* THIS CERTFTCATION,EXCEPT AS EXPRESSLY PROVIDED HEREIN, N3 ADDITIONAL ARE INTENDED. CERTIFICATIONSORAFFIRMATIONSit. ' THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECIFIC SITE. FOR SITE CONDAIONS DIFFERENT" FROM THE CONDITIONS DE71"AILED ENGINEERORREGISTEREDARCHITECTSHALLPREPARESITEI HEREIN, A LICENSED SPECIFIC DOCUMENTS FOR USE IN CON)UNCTION WITH THIS DOCIIMEN1. I 12, WATER -TIGHTNESS OF EXISTING MOST SUBSTRATE SHALL BE THE F11u RESPONSIBILITY OFTHE. INSTALLING CONTRACTOR. CONTRACTOR SHALL ENSURE THAT ANY REMOVED OR ALTERED WATERPROOFING MEMBRANE IS RESTORED AFTER FABRICATION AND INSTALLATION OF STRUCTURE PROPOSED HEREIN. THIS ENGINEER SHALL NOT BE RFSFON518LE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS THEINSTALLINGWATER -TIGHTNESS SHALL BE THE FULL RESPONSIBILITY OF CONTRACTOR. 13. FOR AN EXPLANATION OF EXPOSURE CATEGOPIES THAT ACCOMPANY THE VUIt WIND SPEEDS USED RI THIS APPROVAL, SEE SECTION 26.7.3 OF ASCE 74.0, iF jiiIiIiI CtYiO7ANVNIL. BOtlV1FHfFt 15- 2378 N Ca3 I: 3" MAX 1' CUP5 TYP.- w TYP TYP. ice" r". ,,„rt.R -. ul "'' 54 . T MAX tNy 3 NAY JtA TYP Y d1 TYp`Z1{3< TYP ANCHOR SCHEDULE: 1" CLIPS SUBSTRATE DESCRIPTION O' CARBON STEEL ITW BUILDEX TAPCON, CONCRETE: 2Y." FULL E" "I TO 4" THICK MIN, CONCRETE, 131a MIN. s000 PSI MIN.) EDGE DISTANCE, 31'i" MIN. SPACING TO ANY AOJACF.,NT ANCHOR. ALUMINUM: (I 7 N 14 SAE GRADES SHFFT MEI AL SCkEtI TO 0..125 MIN.. ALUMINUM, PROVIDE (5J THICK 6T61-T6 PLI'CHES MIN. PAST MIN', ALJMINUM}: THREAD PLANE 2" CLIPS suesTRATE CONCRETE: 4 THICK MIN, 3000 PSI MIN.) IJ-5/ 16.0 CARBON 5% ITN SUN.DEXTAPGON 2 .' FULL EMBED TO 2)-014 SAE GRADE 5 ALUMINUM: SHEET METAL SCREWS TO a,12S` P'N. ALUMINUM, PROVIDE (5) THCCK, du61=1'6 P[Tf.NE.S M;N. PA.a'T MIN, Al1JMIRUM) THREAD PLANE STEEL: 2)-4114 SAE GRADE 5 0,125- MIN, THICK, 33 KS: MIN.. STEEL) SHEET METAL SCREWS TO STEEL, PROVIDE (5) PITCHES MIN, PAST THREAD PLANE I. EMBEDMENT AND EDGE DISTANCE EXCLUDES (WISHES, IF APPLICABLE. y /+i 2' ENSIIRF MINIMUM EDGE DISTANCE AS NOTED I..4 ANCHOR SCHEDULE, CONNECTION 1 , PE 1. l i SEE DETAILS ON SHEET FOR ANCHORS ATTACHING TO MLCHANilA4 UNIT. CONNECTION TYPE C2 CLIP - !JTILIZE (I) AT EACH CORNER FDCi A TOTAL OF (M1} PER "'IT' 1- CUP :. UTILIZE (2) AT EACH CORDER FOR A TOTAL OF (5) PER iJNR r MA% CLIPS .1- MAX ' TTP< •7' CLIPS 1 j' MAX p '.. TYY;: TYP. 3' MAX: 3" MAX .4 TYP. J3" MAX UNIT WIDTH 6" MAX 6' MAX CLIP OFFSET P PAIR SPACING CUP OFFSET f ( 3"TYP MECHANICAL CLIP-CUP UNIT PER SPACING SEPARATE 7 CERTIFICATION UTILIZE (4) CLIPS EA SIDE OF UNIT FOR A TOTAL OF 6) PER UNIT CONNECTION TYPE C3 CONNECTION TYPE C4 5. ALTERNATE (8) CLIP DETAIL G3 x La,jP,.-.III (lj AT EAd1 CORNER FOR A TOTAL OF .(<j 1,-tjfllT 2' C1tPS - llT1l12E (27 AT EACH CY)NNEfI fOR A ?QTAI OF iBI F k uxtr' 3 N.T.S — PLAN v[EW THIS DETAIL. MAY BE USED AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNECTION TYPES THAT UTILIZE (2) CLIPS AT EACH CORNER FOR A TOTAL OF (8) CUPS PER UNIT. NOW mrarl 0 068, TH1C)C ASTM A283 p STEEL, TYP. 3)-912 SAE GRADE 5 SHEET METAL SCREWS jn FOR CLIPS UP TO S" p ,LONG. UTILIZE (5) f12 - SHEETMETALSCREWS FOR CLIPS LONGER - THAN 5 TYP. „ 3 1" CLI R L 1 R 0,072" OR D 0.113"THICK.- AS' M A283 STEEL, TYP. N FOR ANY CLIP LONGER THAN 10" 0.19" UTILIZE {5)-412 SAF- I Typ;.. GRADE 5 SHEET METAL SCREWS, TYP. f Nto wo YQ o C1 np ff 7 rr' v iJ w0 HOLE, WITT I• 4 OANCHORFROM1" CUP ANCHOR SCHEDULE, TYP. T'YP. OTHER DIMENSIONS SIMILAR) FACTORY -MILLED y"6 HOLES; U'I'IUZE (1) OR (2) ANCHORS FROM 2" CLIP ANCHOR SCHEDULE, TYP, 2 2" CL 3 N'T.S. 30METRIC DETAIL r 3)-312 SAE GRADE 5 v SHEET METAL SCREWS FOR CLIPS 4" LONG. j 1 UTILIZE (4)412 SHEET 4f%f _METAL SCREWS FOR CLIPS LONGER THAN 4", TYP: p HOLES, NOT TO BE USED FOR rp, ANCHORS, 'TYP. oll-,_ ISOMETRIC MECHANICAL UNIT OY OTHERS. ALUMINUM HOUSING UNITS SHAM. BE F.063-T6 MIN, ALUMINUM SHEET WITH Fty=30 KS1, 0.125' MIN. THICKNESS, STEEL HOUSING UNITS {3)rk:2 SAF: GRADE 5 SHEET SHALL BE ASTM A653 Fy=33KSI MIN. "---METAL SCREWS FOR CUPS VPTO STEEL, GRADE 33, 22GA MIN, (t=0.0299) S" LONG, UTILIZE (5)412 SHEET y' METAL SCREWS FOR CLIPS LONGER THAN 5", PROVIDE (5) PITCHES MIN. PAST THREAD PANE 0.068., THICK:ASTM ! ;' " FOR EACH SMS, TYR A283 STEEL CLIP, TYP.la! ANCHOR PER BASE OF UNTT.SMALL !,, / ANCHOR. BE FLUSH WITH BASE 3 SCHEDULE OF CLIP" NO SPACE / 7 Y PERMITTED, TYP - J ' SUBSTRATE PER J' / s f ANCHOR SCHEDULE VARIES) ITT TIE -DOWN CLIP 3 . ANCHOR DETAIL _ 3 3' = L.-U.... .. DETAIL CLIP IS DESIGNED FOR FULL CONTACT III'i'H'THI BASE OF EACH MECHANICAL. UNIT, TYP. MECHANICAL UNIT BY OTHERS, ALUMINUM HOUSING UNITS SHALL BE 6063-T6 MIN, ALUMINUM SHEET WIT'H 1°ty-30 KSI, 0.125 (3)-N12 SAE GRADE 5 SHEET MIN, 'THICKNESS, STEEL HOUSING UNITS METAL SCREWS FOR CLIPS 4" SMALL BE ASTM A653 Fy=33KSI MIN; LONG. UTILIZE (4)-R12 SHEET STEEL, GRADE 33, 22GA MIMETAL SCREWS FOR CLIPS LONGER THAN 4". PROVIDE (5) r y PITCHES MIN. PAST THREAD PANE 0, 072" OR O Ul' i / FOR EACH SMS, TYP, THICK AS IN A283 STEEL CLIP TYP t • (1) OR (2)ANCHORS BASE OF UNIT SHALL i ' /"' PER ANCHOR BE FLUSH WITH BASE OF CLIP, NO SPACE !" ,, YITs SCHEDULE PERMITTED, TYP. SUBSTRATE PER ANCHOR J'' ys i $Ck1EQULE' VARIES) 2" TIE -DOWN CLIP 4 ANCHOR DETAIL DETAIL CLIP IS DESIGNED FOR FULL F014TACTWITHTHEBASEOFEACHME..HANICAI. UNIT, TYP. r acxxMoa,v.u. y[ milf{j f,' ow TABLE 1: Vult=175 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE IN THE HIGH VELOCITY I IURRICAN E ZONE-) ALLOWABLE ROOF -TOP HE'I(^,,•H'i'(Hi i TIE. -DOWN CONFIGURATION TYPE MAXIMUM SURFACE AREA OF UNIT I UNIT Ci C2 0 C4 UNIT5LA1GEST HEIGHT tj V41DTH FACE 6FF MAX112MIN NIA pT GBAbf ATGRADE H 570OFT. 9 FT' w.!=... 32 MAX ]. N IN H 5 BO FT FT 6FT A7 GRADEH544 FT ATGRADE Nf700 FT. 9F7r 48"MAX, 24' MIN j WA Al'GRADE AT GIIADE NS180 fT " NIA ATCRAVE. AT GRADE' H 5 40 CT ". 18 FT,. - I. N/ A .• ATGRADE I N/A ATGRADE 10 FT NIA" AT GRAD 25 oQ MAX t 48 MIN NJ'A Ai GAA[ t1 N/A ATGRADE j Jl Al GRADE N/ A N/A_: y NIA Ai GRAD THIS 7A8LE IS PERMISSIBLE 70 RE U}ED WIIHIN!HE HV-Z WHICH CUNTAINS BROWARDAND MIAMI JADE COUNTIES. CHECK WITH LOCAL AUTHORITY HAVING JURISOI_rON FOR THE APPLICABILITY Of THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE-) I ALLOWABLE ROOF -TOP HEIGHLH) TIE -DOWN CONFIGURATION TYPE n+nxlfviul SURFPL2 AR.. A OF UNIT UNIT t Ci C2 C3 CM1 UNIT'SLARGEST 1. HEIGHT WIDTH FACE__..._..___......_._.._.- 6F 24 MAX 1 WIN N/A H5200 FT AT GRADE 60 FT H5160 f-' H5200 FT 9 FT' 92" MAX 15" MIN NIA Fi s 1= FT GO FT<Hs200 FT AT GRADE H s 200 FT I ATGRADE 4FV FT< H s 200 F1 Hs2OOFT y H5200 FT H5203 FT160 6F:= I AI GRAOk I IRA H<2C- 0FT 7 < IBIT FTH200 F' H5200 FT 4 FT=T A8" MAXMA% 24" MIN N/A t j H 5 2C0 FT GRADE 60R<NSEO fT N 3200 FT 12 FT' 1 NIA AI GRACE NIA H ibO FAT 16 FT' GRADED N!A H 2 200 FT 20 FT' NIA AT GRADE NIA H s 200 FT 25 FT' N/A N/A N/A H 5 30 FT 60 FT<H s 200 FT J 60' MAX 48" MIN AT GRADE. 30 FT'.NIA NIA N(A 60 fT4H'S 190Fi 1 36 FT'. WA N/A N/A ATGRADE. - AS AN EXAMPLE., THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS "TABLE WITHIN CERTAIN FLORIDA COUNTIES TABLE 2 : Vult=175 MPH, EXPOSURE D FOR USE'WI1+1 A RISK CATEGORY II STRUCTURE. IN THE. HIGH VELOCITY HURRICANE ZONE-) ALI0WA8LER0OF-TOPHEIGH_Tj TIE; MVN CONFIGUTIATIONTYPE ; l iMAXIMUM SUIIFACEAREAOF UNIT UNITC1G2C34UNITS:ARGlST HEIGHT VIJ'Hj} FACE t 6 FT29" MA% 12' MIN N/A T AT GRJtOF ATGRADE H f 200 fT ! 9 FP 32' MAX r 15'MIN NIA. AT:GRAO£ NIA HSiQ FT } t 4 FT AT GRADE H5 200 ET ATGRADE H S200 FT I I 6 TT NIA'. 11515 FT AT faRA_D! H5200 FT 3F`i 48"MAX 24"MIN NIA 1 ATGRADE ATGRADE Ht80fT I MIA AT -GRADEAT GRADE 1 rT N/A AT GRAD£ N/A AT CR?I)E ,I 20 FT N/A ATGRADE IN A7 GPAOE NIA N/A AT CRATE 30 FT 60 MAX dg MIN N/A NIA N/A NJA' AT GRADE; i i6fP 1J%A N/ hN/A hT GRAE?E i _ THIS TABU .16 F ERMIS510LE 70 BE USED WITHIN THE hVH1 WHICH CONTAINS BRU WARD ANTI MIAMI-DADECOUNTIE5. CHECK WITH LOCAL. AUTHORI? Y HAVINCi.IURISDICI ION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES, TABLE 4 : Vult=170 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE') ALLOWABLE ROOF,TOP.HEIGHT L. T!E-DOWN CONFIGURATION TYPE SURFACE AREA OF UNIT UNIT Cl. C' C3 C4 UHIT'S LARGEST HEIGHT WIDTH FACE.. G FT' 24" MAX' 12" MIN NIA H520D FT : AT GRADE 60 FT H 5 80 FT H52UQfi_ 9FT'I 32" MAX a IS" MIN N+A AT GRADE 60 FT< H5200 FTI N/A H S 200 FT 4 fT' AT GRACE H3200 FT H5200 FT H5200 FT I I 460 FT<P_ SOOPT; 6F1'N!A H 20D FT H525FT 60FT<H5200 FT Hs 200 FT 9FT=M• V 48"fdAX 24" MIN WA H s i5 FF 6'OFT 4 H s 200fT. AT GRADE H5200 FT 12 F'T' N!A Al GRADE : N/A H s 200 FT FT 4H3120 FT 16 FT' N!A N/ A' N/A H 5 40 Fl" PO FT<H /)OFT, 20 FT' N.'A 60 At, GRADE N/A H5402 60 FT < H < 200 F725FT' jE I NIA NIA. " N/ A ATGRADE 60 FT<H s200 FT 60" MAX 48"M.IN 30fT' NSA j/A' NIA. GRADE 60 PT "<H 1100 FT; 3B FT= N!A N/ A N/A 47 G..RADE AS AN EXAMPLE, THIS TABLE 15 PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. CHECK WITH LOCAL AUTHOR!I HAVING JURISDICTION FOR THE APPLICA8ILITY Of THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES d n V P Z a a z a ZJ n 3 g A 0t Qa 0 6Z z a W ai EZ * rz O 1-i V d w FGw m u 15- 2378. TABLE 5 : Vult=140 MPH, EXPOSURE B FOR USE WITH A RISK CATEGORY II STRUCTURE') I ALLOWA8LE ROOhTOP.Meteff..iN) T!EIDOWN <OHF(GURATIONTYPf MAXIMUM SURFACE AREA OF UNIT UNIT Cl C' C3 C4 UNITS LARGEST HEIGHT WIDTH f FACE 6 FT' 24' MAX 15 T12" MIN H5200 FT H5 ZOO FT H5200 FT i60 Ffa FT 9FT 32 MAX 15" MIN ATGRADE f H5200 FT H5200 F7" H<_200 FT 4 FT' 1 H 5 200 FT H 5 200 FT H 5 200 FT H 5 200 FT i H540FT M520OFT Hs 20OFT H1200 FT6, 160 FT<H 5200 FT s 24' MIN AT GRADE H5200 FT H5200 FT H5200 FT9FT' 48' MAX 60 FT<H5R0 FT 12 FT' ATGRADE H5200 FT 60 FT 5200 FT H5 ZOO FT 16 F7' N/A H 5 200 FT H 15 FT5 F71H5100 f7 H <_ 200 FT 20 FT' 1 c I N/A H5200 FT HSISFT 66 FT H 5180 FT H52DO FT N/A H54O F7 ATGRADE H!'. 200 FT25FT60FTH5200FT' 60 FT < H.5 80 FT 60" MAX 48 MIN __.. ,.. 30 FT' N/A H515 FT ATGRADE H5200 FT fiO FI HS 160 F1 1{ j36FT' I N/A ATGRADE ATGRADE H5200 FT 60 FT < H 5 80 FT AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE USED WITHIN BREVARD COUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF TH15 TABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE') ALLOWABLE ROOF -TOP HEIGHT (H) TIE -DOWN CONFIGURATION TYPE MAXIMUM SURFACEAREAOF UNIT UNIT I U NIT'S LARGEST HEIGHT ) WIDTH, Cl i G2 J1J C3 FACE .. i... .. .. 1 ..... .. 3 6 FT' ° 24" MAX 22" MIN ? AT GRADE H 5 200 FT H 5 200 FT H 5 200 Ff1 ; • . H <H5515fT200 FT 9FT' 32"MAX 15* MIN NIA ; H200 FT 60 FT M5200 54W t H5200 FT H5200 FT H5200 FT H5200 FT < WWW Zop J36, ATGRADEHs 6fT' H5200fT 5ZOO FT H520)FTW w 60 FT H5180 FT ) ;N 3 :«7 H 5403i 9 FP ' 48" MAXi4" MIN ' ATGRADE H:; 2 200 FT 60 FT [ H 5 200 FT H 1200 FT i ti 12 FT' ^- N/A H 111 FT i AT GRADE )15 ZOO FT s60 F7<H5140.FTH515FT + 16 FP N/A AT GAAOE' H 5 200 FT. 60 FT [ H 5 200 FT - - 20 FT' t N/ A H 5 30 FT U AT 6MOE H5200 FT 60 FT <H5200 FT I Z . U AT GRADE 25 FT' NIA -.. ATGRADE H <_ 200 FT 60 FT SH S 140 FT 60'MAX - 48" MIN .. .. ., . .. n 0 30 FT' N/A AT NIA H s 2D0 FT Z 0 o 0 115 30 FT Q 36 FT N/A ATGRADE + NIA 5 FT<H200 FT'.. QzLunz v TABLE 7: Vult=140 MPH, EXPOSURE D W FOR -USE WITH A RISK CATEGORY II STRUCTURE') z a o ALLOWABLE -ROOFTOP HEIGHT(H) TIE -DOWN CONFIGURATION TYPE CL o w MAXIMUM .,--,..M. ....... _: t'. SURFACE AREA OF UNIT UNIT Cl C2 C3 C4 UNIT'SLARGEST I HEIGHT WIDTH FACE + 6FT' 24" MAX 12" MIN N/A N5200 H 5 30 FT FT 60 FT H5200FT1 5200 FT 9 fT' 32"MA% IS" MIN NIA H5200 FT ATGRADE 60 f'i'< H 5140 FT H5200 FT 4 FT' H 540 FT H S 200 FT H 5 200 FT H S ZOO FT I 60 FT < H 5 200 FT 6FT' AT GRADE H5200 FT H5200 FT H5200 FT 6OFT<HSIOOFT 9 FT' 48" MAX 24" MIN N/A H 5 200 FT H 515 FT 60. F7<N5200 FT j H S 200 FT I N/A H540 FT' ATGRADE H5200 FT 12 FT' 60FT.<HS_20OFT 6OFT<H580FT 16lT N/A T GRADE N/A H 5 200 FT 60 FT < H S 200 F1' 20F7'._ N/A ATGRADE AT GRADE H 5 200 FT 60 FT H 5 200 FT t 25 FT' N/ A ATGRADE 60 FT<H580 FT yN/A H 5 200 FT ! 60" MAX 48" MIN __ __ ..._ ..._.................... N 640 FT 30 FT' N/A N/A y(A: 60 FT<H5200 FT, 36 FT' N/A N/A N/A AT ; 160 FT<H 5200 FTI 16 ENGINEERING EXPRESS® PRODUCT EVALUATION REPORT ENGINEERING EXPRESS® EXPERT PRODUCT EVALUATION REPORT April 14, 2015 Application Number: FL #14239.1-133 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 4710 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1" and 2" Models Product Description. Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report is being issued in accordance with the requirements of the Florida Department of Community Affairs (Florida Building Commission) Rule Chapter 61 G20-3.005, F.A.C., for statewide acceptance per Method 1(d). The product noted above has been tested and/or evaluated as summarized herein to show compliance with the Florida Building Code Fifth Edition (2014) and is, for the purpose intended, at least equivalent to that required by the Code. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or revisions. Substantiating Data: PRODUCT EVALUATION DOCUMENTS FLB drawing #15-2378 titled "Mechanical Unit Steel Tie -Down Clip: At -Grade and Roof -Top Mounted Applications", sheets 1-5, prepared by Engineering Express, signed & sealed by Frank L. Bennardo, P.E. is an integral part of this Evaluation Report. TEST REPORTS Ultimate test loading structural performance has been tested in accordant standards per test report(s)ATEL.01970387A and.#TEL 01970387B'by T Inc. STRUCTURAL ENGINEERING CALCULATIONS RV- eo eng- eer s Rages Structural engineering calculations have been prepared which evaluate the product based on comparative and/or rational analysis to qualify the following design criteria: 1. Minimum Allowable Unit Width 2. Maximum Allowable Unit Height Frank P. 3.. Minimum Unit Weight PE00A.- 4. Maximum Allowable Unit Surface Area wthowlti 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 12TN AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 - FAX: 954-354-0443 WWW.ENGEXP.COM WOMR,ENGINEERING 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 (Le, engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ). 160 SW 12T" AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP. COM CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: I —7— 3 3(,,H Documented Construction Value: S Io2on Job Address: LI R elI`) Cr"5C L1 1 Historic District: Yes No Parcel ID: '0 D - (w 0 J 1Is(00 Residential Commercial Type of Work: New Addition Alteration Repair Demo Change of Use Nfove Descriptionof If(}«L-r' . Me _( t i'-J Plan Review Contact Person: Title: Phone: Fax: Email: /y Property Owner Information Name Cki (- Phone: o JW Resident of ro er ,? Street: I J 1 :.t-i 1Q I Li'1 C--P_ p - p IS . City, State Zip: M Oil) M F1, 310`51 Contractor Information Name . L f Phone: ! l Street: ; r Fax: / 2 SEC City, State Zip: f ( State License No.: ( --(-m 3:77 Name: Street: City, St, Zip: Bonding Company: Address: Architect/Engineer Information Phone: Fax: E- mail: 1\ 1ortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COA'LAIENCEMENT 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 «vork 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: a" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit .Application 0 ra 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 comity, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of penrvt is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction a na. Signature of Owner/Agent Date Signature of Convactor% gent Date PrintGx%meriAeent'sName Print C rtactorlAuent';'ame a5 8 Signature of Notary -State of Florida Date Signa e of No - tate of fldrida Date AMY R. MORRIS NOTARY PUBLIC STATE OF FLORIDA Comm# F 850 s';r t3 E S 3/10/2018 Owner/Agent'is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: 1i.n. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permits Yes No # of Heads APPROVALS: ZONTING: ENGINEERING: COADIENTS: UTILITIES: I_ Is Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015.Permit Application SUBDIVISION: :: v- Wr ('`~v t m LOT #: a uO Job Address: Parcel ID: J / Ch G Type of Worlc: New CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: I. ^ 3 3 `0 Documented Construction Value: $ Jq R-2ak m S f Ifi4istoric District: Yes No Ll` ZLO— 15(a a I I -1 XAz,(,At5 ResidentiallYNCommercial Addition Alteration Repair Demo Change of Use Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Phone: Fax: Email: Property Owner Information Name Gt Vv S Phone: Title: 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: (770) 941-9522 City, State Zip: MABLETON, GA 30126 State License No.: CFC1426562 Architect/Engineer Information Name Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE 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. I understand that a separate permit roust be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of ;application and the code in effect as of that date: 511 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application 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 ofthc property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construct' n and zon" g. Signature of owner/Agent Date Signature ofCont for/Agent Date 1 ,`tUUcu'N uteri/i Print Owier/Ageitt's Naine Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Print Contracor/A ent' Name zzfEXPIF2ES ature of Notary -State of Florida Dates GEORGIA JUNF_ 8, 2020 LLC Contractor/Agent is &,ersonally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[:] Gas[] Roof Construction Type: Total Sq Ft of Bldg: New Construction: Electric - # of Amp Fire Sprinkler Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: Occupancy use: Min. Occupancy Load: of Heads UTILITIES: FIRE: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application CITY OF SANFORD One Time Credit Card Payment Authorization Form Sign and complete this form to authorize City of Sanford to make a one time debit to your credit card listed below. By signing this form you give us permission to debit your account for the amount indicated on or after the indicated date. This is permission for a single transaction only, and does not provide authorization for any additional unrelated debits or credits to your account. Please complete the information below: I TONY MAHAFFEY authorize the City of Sanford charge my credit card full name) ttf account indicated below for _ -i or after i CO ° This payment is for moun 4 j ' (date)' address or parcel ID Billing Address 6310 MABLETON PKWY Phone# (770) 941-5421 City; State, Zip MABLETON GA 30126 Email JGODWIN@NWPENT.COM Account Type: Visa MasterCard AMEX Discover Cardholder Name NWP Orlando Inc. Account Number 4046 0239 0051 5156 Expiration Date 10/20 CCV 170 Billing Zipcode 30126 f SIGNATURE /r DATE L t I authorize the above named business to charge the credit card indicated in this authorization form according to the terms outlined above. This payment authorization is for the goods/services described above, for the amount indicated above only; and is valid for one time use only. I certify that I am an authorized user of this credit card and that I will not dispute the payment with my credit card company so long as the transaction corresponds to the terms indicated in this form. K_ rGL- I LCJ DESCR.TPTTON AS FIIRNISHED: Lot 156, THORNBROOKC 'PHASE. 4, os recorded in Plat Book 81, Panes 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIE.D TO: Taylor Morrison of Florida, Inc. 30' UNNAMED ROAD P.B. 1, PAGE 114) S 00°I e ,?1 " E 40.00' 0 10' LANDSG4PE, WALL FEN E ESMT. Lh 19,27' 19.28' _ LOT 156 e 5.00, 15.7' i A r\ d 7 14.3 5.00' 8" RECESS FOR POCKET SLIDER i FORMBOARD FOUNDATION TOP OF FORMS = 25.08' LOT 155 LOT 157 03 63 i.0' 5.00' .... S 0 ai 27.31 1 5. 00' s 72.64' o.-_.- PC) 25. 20' 25.20' ESMT'. S 00'10'44 " E 40, 00' G G 50' R/W) LU I = 4,779 SQ. FT. LIVING = 1,467 SO.F1. GARAGE - 455 SQ,FT. ENTRY = 71 so. f"1 LANAI - 136 SQ.FT. BREEZEWAY = N/A SQ. F , . DRIVEWAY = 403 SQ.FT. A/ C PAD = 18 SQ.1 !'. WALKWAY = 70 SQ.II-. IMPERVIOUS= 54.9 r p 2,623 SQ. rl 0 SOD = 2156 SC.FT. I: e OFF LOT ARE4 CALCU(ATIUi,1S;_,,. R/ W = 400 SO, I: 1' ROPOSF_D = FINISHED SPOT GRADE ELEVATION APRON = 95 FR DRAINAGE PLANS BUILDING SE'T13ACKS: SIDEWALK = 200 SQ.FT. PROPOSED DRAINAGE_ FLOW FRONT = 25' SOD = 105 FT, SO. 0 A A EAS: OTGRADINGTYPEAREAR -- 15' - --- -- PROPOSED INFORMATION SHOWN AREA - 5, 179 mot) F i TROPOSED F.F. PER PLANS = 24.9' +3" SIDE = 5,0' BASED ON SUPPLIED PLAN DRIVEWAY = 498 SO F 1, SIDE CORNER = 10' AND/OR INSTRUCTIONS PER SIDEWALK - 270 SO.! 1. PROPOSEDGRADEPERCONSTRUCTIONPLAN + CLIENT(NOT FIELD VERIFIED)SOD 2 261 SO. GYI' US` 'R - SC,'O TT & A S'S 0 C: , _ANC - LAND S UR K ': `OR, 5 LEGFIlD - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277--3232 FAX (407)-658-1436 PLATPAL. = POINT ON LINE NOTES: FIELDTYP, = TYPICAL IRON PIPE P.R.C. POINT OF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF i. P. IRON ROD P.C.C. POINT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5.1-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SEC77ON 472,027. FLORIDA .STAIDES H = C014CRETE MONUMENT RADA = RADIAL 2. UNLESS WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID. d, sI:: Y LP: - LP2' I.R. •/NLB 4596 NR, - NON -RADIAL NEC. +. RECOVERED V.P. WITNESS POINT J. 7FII5 SURVEY WAS PREPARED FROM TTILE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE Of71E7i•RESTRICTIONS SURVEYWASP. O.D. POINT OF BEGINNING CALL. = CALCULATED P. O.C. POINT OF COMMENCEMENT PRA PERMANENT REFERENCL: MONUMENT OR EASEMENTS THAT AFFECT THIS PROPERM 4 NO UNDERGROUND IMPROVEMENTS HAVE BEEN. LOC ..0 UNLESS OTHERWISE SHOWN, CENTERLINE - FF. = FINISHED FLOOR ELEVATION 5. THIS SURVEY' IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERRFlED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENFITY. NJ, U = NAIL " DISK- D.S.L. BUILDING SETBACK LINE B. M. = DENCHHARK 6. DIMENSIONS SHOWN. FOR THE, LOCATION OF IMPROVF'MEN'1;S HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. W Rtf,ML-Or-WAY sM I, _ EASEMENT BIB. BASE BEARING 7, BEARING'S, ARE RA.C^D ASSUMED !MR/,;{ AND ON THE LINT SHOWN AS 84SE REARG14 (B.B:) DRAINAGE B ELEVAITONS, IE SI'OWN, ARE EASED ON I(ARONAL GEODETIC DANAf OF 7929, UNLESS OTHERWISF NDIED. 01' IL. UTILITY 9. CERTIFICATE OF AUTHORIZATION Na. 4596. L. FC. CHAIN LINK FENCE wu C. = VOO FENCE CONCRETE DLOCP. SCALE 1 = 20" DRiWN BY: •" L POINT OF CURVATURE F;r, PUINT OF TANGENCY DESCRIPTION CERTIFIED CiY: DATE RADIUS PLOT PLAN 09--24-7 7 41 1 7- 17 ARC LENGTH u = DEL FORMBOARD FOUNDATION/ELEVS. 01-24-18 401-18 CHLIRD CHORDBEARING Iif NORTH THIS BLDLDING/PROPERTY DOES.NOT LIE WfTHIN -- - - ----- ---------- THE E5'fABL.ISHEO 100 YEAR..FTDOD PLANE' AS PER "FIRM" X. Gl7USEN EVER, R.L.S. # 4714 ZONE X" . MAP I. 12117C 0055 F. JAMES W. SCOT R.LS 4801 4-7(,, 12;ed- e-z>se Ll UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Materials Testing • Threshold Inspection Building Code Administration, Compliance Inspection & Plan Review 3532 Maggie Blvd, Orlando, FL 32811 - P: 407.423.0504 - F: 407.423.3106 Client: Taylor Morrison of Florida, Incorporated 2600 Lake Lucien Drive Suite 350 Maitland, FL 32751 Project: Thornbrooke 40s & 50s, SF House Lots Various Lots, Sanford, Seminole County, FL 32771 Area Tested: Residential House Pad, Lot 156 Material: Fill Reference Datum: 0 = Top of Fill Hand Auger Borings: Location of Auger Borings: Center of Pad Was Building Pad Staked: Y Depth of Waterable Below Grade: N/A Borings Terminated 2 Feet into Native Ground? N Number of Locations: 1. Depth of Each Boring: 7.00 Unsuitable Soils: Were unsuitable soils encountered: N Samples Obtained: N UES Project No: 0110.1401008.0000 Workorder No: 9353939-2 Report Date: 02/01/2018 UES Technician Christopher Gonzalez Date Tested 01/26/2018 Type of Test: Field: ASTM D-2937 Drive Cylinder Method Laboratory: ASTM D1557 Modified Proctor 0-2' Light Tan Sand; 2-3' Brown Sand/Tan Clay Mix; 3-4' White/Light Tan Sand; 4-7' Dark Brown/Light Tan/Brown Sand Laboratory Test Results: Organic Content; N/A Moisture Content: N/A Should Material be Removed: N/A In -Place Density Test Report The tests below meet the 95% minimum compaction requirement. Test No. Location of Test Range Maximum Density pcf) Optimum Moisture N Field Dry Density pcf) Field Moisture N Soil Compaction N Pass or Fail 6 NE corner of pad 0-1 ft 105.4 11.8 101.2 7.8 96 Pass 7 NW corner of pad 1-2 ft 105.4 11.8 104.9 7.4 100 Pass 8 SW corner of pad 1-2 ft 105.4 11.8 101.4 8.8 96 Pass 9 SE corner of pad 1-2 ft 105.4 11.8 103.3 6.2 98 Pass 10 Center of pad 2-3 ft 105.4 11.8 108.7 6.6 103 Pass Remarks: At time of testing, footings were not excavated; all tests performed on pad. 476 Red Rose Lane To establish a mutual protection to Universal's clients, the Public and ourselves, all reports are submitted as confidential property of our clients and authorization for publication of statements, conclusions or extracts from or regarding Universal's reports is reserved pending our written approval. Page 1 February 14, 2018 Inspector C/o Taylor Morrison - North FL 2600 Lake Lucien Dr. Suite 350 Maitland, FL 32751 Re: Lot .156 - Thornbrooke 476 Red hose Lane Model: Anastasia Included Elev. -Traditional A Pen -nit #17-3364- Field Change To Whom It May Concern: It is our understanding that at the above referenced project, the contractor installed an 8x16 CMU block in lieu of the 8x8 CMU block indicated on sheet 2AI, where the precast lintel for the lanai return and the precast lintel for the pocket slider come together. We have reviewed the condition and loads at this location, as well as, the information provided by the contractor. We have no objection to this change. The following criteria shall apply: With regard to the 8x16 CMU block in lieu of the 8x8 CMU block where two precast lintels intersect at the rear lanai/structure location indicated on sheet 2A1: o We do not object to the installation of an 8x16 CMU block installed at the rear masonry wall of the structure w/ I-45 vertical filled cell in each, along with a KO block course w/ 145 continuous. To clarify the condition, we have no object to this configuration which fills 8" of the SGD pocket and provides additional bearing support for the lintel above the SGD pocket. Install all materials per manufacturer's specifications. All other original plan set criteria shall apply. No other changes are authorized or implied. The change indicated above shall not be construed as applying to any other part or portion of this plan or any other except as specifically defined herein and used in context. If you have any questions or require additional information, please feel free to contact me. r Pati7 D. 1 we E. ••• 2r t()vartez iz irreeri .• . ie - 0 STATE OF p 1 Red,, f St ra tS';i^ PAUL D. KIDWELL, P.E., FL# 52683 VORTEX ENGINEERING, LLC. AINDREW .I. MEISHEID, P.E., FL# 83217 no 607 S. ALEXANDER STREET, SUITE 103 COA #28035 of is 8131 PLANT CITY, FLORIDA 33563 WWW.VORIEXENGINEERING.NET COMMERCIAL- RESIDENTIAL - INDUSTRIAL PHONE: 813-704-4842 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: n Documented Construction Value: $ Job Address: Q4 ( 12 t- ' •{'a 0f 1,5(Ej_ Historic District: Yes No Parcel ID: Residentiato Commercial Type of Work: New Addition Alteration El Repair Demo Change of Use 4 Move Description of Work: 1 rvl C 1jJ ' cat liJc, Plan Review Contact Person: S Title: Phone: Fax:4-1-33-35.3 Email: tl o Il,(Lr'n Property Owner Information Name ''\1 Phone: 161 l Street: nb P. ( I`.( ,l` ! 'i {) (' Resident of property? : /V O City, State Zip: ! f; ? Conti ad or Information Name ..T'tu v t '!" - Phone: qo':w Street: C9 tse-b - 11,20 Fax: qo-'I— 2'8 City, State Zip:r\ State License No.:l tD.3ao Architect/Engineer Information 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 all laws regulating construction in this jurisdiction. I understand that a separate permit must he secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 511 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate lat- work will be done in compliance with all applicable laws regulating construction and zo g.,- Signature of Owner/Agent Date Print Owner/Agent's Name Signature,of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID I Name 1' Signature'of No ry-State of Florida bloc CHERYL D AKERS MY COMMISSION # FF998962 EXPIRES June 05, 2020 Ia07'jS80153 FlarFdaNN.arySero?ce;um" Contractor/Agent is !Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps of Stories: 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 EfftcNeO— 5A911016 V-do, sig-- m &L Revision Response to Comments Permit # Project Address: Contact: Daphne City of Sanford r,-, ;=kV'; ;m ' Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 FEB 19 2018 Email: building@sanfordfl.gov Submittal Date -k e i1 /r i/- 7 1 wit n Ph: 407-257-6940 Fax: Email: daphneclarkinc@cfl.rr.com Tradesencompassed in revision: t=1" Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention General description of revision: ROUTING INFORMATION Approvals 11 Building 4SV- 3- - I K February 14, 2018 Inspector c/o Taylor Morrison - North FL 2600 Lake Lucien Dr. Suite 350 Maitland, FL 32751 Re: Lot 156 — Thornbrooke 476 Red Rose Lane Model: Anastasia Included Elev. — Traditional A Permit #17-3364 Field Change To Whom It May Concern: It is our understanding that at the above referenced project, the contractor installed an 8x16 CMU block in lieu of the 8x8 CMU block indicated on sheet 2A1, where the precast lintel for the lanai return and the precast lintel for the pocket slider come together. We have reviewed the condition and loads at this location, as well as, the information provided by the contractor. We have no objection to this change. The following criteria shall apply: With regard to the 8x16 CMU block in lieu of the 8x8 CMU block where two precast lintels intersect at the rear lanai/structure location indicated on sheet 2A1: o We do not object to the installation of an 8x16 CMU block installed at the rear masonry wall of the structure w/ 145 vertical filled cell in each, along with a KO block course w/ 1-95 continuous. To clarify the condition, we have no object to this configuration which fills 8" of the SGD pocket and provides additional bearing support for the lintel above the SGD pocket. Install all materials per manufacturer's specifications. All other original plan set criteria shall apply. No other changes are authorized or implied. The change indicated above shall not be construed as applying to any other part or portion of this plan or any other except as specifically defined herein and used in context. If you have any questions or require additional information, please feel free to contact me. t oJ t r r 11111 J. . aul D. K4well, P.E tiaul@,wrtexengineeii 3. ?Q 01ATS OF Q on PAUL D. KIDWELL, P.E., FL# 52683 ANDREW J. MEISHEID, P.E., FL# 83217 COA #28035 WWW.VORTEXENGINEERING.NET III oil COMMERCIAL- RESIDENTIAL- INDUSTRIAL VORTEX ENGINEERING, LLC. 607 S. ALEXANDER STREET, SUITE 103 PLANT CITY, FLORIDA 33563 PHONE: 813-704-4842 February 14, 2018 Inspector c/o Taylor Morrison - North FL 2600 Lake Lucien Dr. Suite 350 Maitland, FL 32751 Re: Lot 156 — Thombrooke 476 Red Rose Lane Model: Anastasia Included Elev. — Traditional A Permit #17-3364 Field Change To Whom It May Concern: RECORD COPY It is our understanding that at the above referenced project, the contractor installed an 8x16 CMU block in lieu of the 8x8 CMU block indicated on sheet 2A1, where the precast lintel for the lanai return and the precast lintel for the pocket slider come together. We have reviewed the condition and loads at this location, as well as, the information provided by the contractor. We have no objection to this change. The following criteria shall apply: With regard to the 8x16 CMU block in lieu of the 8x8 CMU block where two precast lintels intersect at the rear lanai/structure location indicated on sheet 2A1: o We do not object to the installation of an 8x16 CMU block installed at the rear masonry wall of the structure w/ 145 vertical filled cell in each, along with a KO block course w/ 145 continuous. To clarify the condition, we have no object to this configuration which fills 8" of the SGD pocket and provides additional bearing support for the lintel above the SGD pocket. Install all materials per manufacturer's specifications. All other original plan set criteria shall apply. No other changes are authorized or implied. The change indicated above shall not be construed as applying to any other part or portion of this plan or any other except as specifically defined herein and used in context. If you have any questions or require additional information, please feel free to contact me. 1, 054 @ Ga ,.E. ajr ,vorte)*n ineeri STATE OF Q iaa J 40Rl0; PAUL D. KIDWELL, P.E., FL# 52683 ANDREW J. MEISHEID, P.E., FL# 83217 COA #28035 WWW.VORTEXENGINEERING.NET 111 e®® as M1113 COMMERCIAL -RESIDENTIAL -INDUSTRIAL w\LDINc SANF €2D 3.1•(S VORTEX ENGINEERING, U.C. 607 S. ALEXANDER STREET, SUITE 103 PLANT CITY, FLORIDA 33563 PHONE: 813-704-4842 a s When Buildings Talk, We Listen. FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: j/tk-.Q 1,,56 Street: q764d 66 e- La-,_v- City, State, Zip cr&/ Ft-- 32,77/ Design Location: Envelope Leakage Test Results Single Point Test Data: _ HOUSE PRESSURE: Leakage Characteristics CFM (50): / b ACH(50): q I1 Builder Name.—ra-V'lvf-T``, Permit Office: 17-336 1 Permit Numb ?r: Jurisdiction: FLOW: 167373 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 res demonstrate compliance with Florida Energy ode r quir ments in ecord ce with section R402 4.1.2. ',/, SIGNATURE: PRINTED NAME: DATE:1-/'- 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. Builder: /O t Neighborhood: l `t6r'e- br-ce,4_- Lot #: Address: Y 16 ego( S e_ 4134,1 City: talc State: _ Square Footage: 2.7z-- Stage of Construction for Test Rough in with Air Handler E3Rough in no Air Handler Construction Permit #: 7 3,3-( Duct Leakage Test Results: f Duct Leakage percent requirement: % ost System CFM25 Square Footage Duct Leakage CFM/100sgft.) v Location Pass or Fail ram 2 I 3 4 1 5 i Pass % Fail Rating Company: SkveTeco Inspection Date: s /?—/I Rater Narr Rater Sign 7 6t Revision City of Sanford Response to Comments Building & Fire Prevention DivisionMAR22201Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # / 15 &0 Submittal Date Project Address: Contact: Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades ncompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water General description of revision: AWd 78 /Z ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention Building r -1- i f - t sr FCORD COPY March 15, 2018 Inspector c/o Taylor Morrison - North FL 2600 Lake Lucien Dr. Suite 350 Maitland, FL 32751 Re: Lot 156—Thornbrooke REVIC41ON476RedRoseLane Model: Anastasia Included Elev. —Traditional A Permit #17-3364 2 SPF ILO #2 SYP at Studs and Plates (Beams Not Included) Dear Inspector: It is our understanding that at the above referenced project, all load bearing walls were constructed with #2 SPF studs in lieu of the #2 SYP called for in the plan specifications. We have reviewed the loads and conditions involved for this particular location, as well as the information provided by the contractor. It is acceptable to use the #2 SPF studs for all load bearing conditions, interior and exterior, with the following adjustments: With regard to the second story load bearing wall components: o At the second story exterior load bearing walls constructed with 2x4 #2 SPF studs, at all locations exposed to wind loading (i.e. - front, rear, and right side elevations), single studs shall be doubled. It is acceptable to sister studs to the existing studs. o When sistering the studs use the nailing pattern found in detail Q/S-3. Sheathing need not be nailed to sistered studs, nor is additional strapping required for the new studs. With regard to the first floor load bearing wall components: o At truss girder FG1 middle bearing location provide a 4-ply 2x6 # SPF column post per the nailing pattern in detail Q/S-3. o We have no objection to the use of #2 SPF studs in lieu of #2 SYP at all other load bearing wall locations for this lot specific condition ONLY. Where the original stud is properly strapped or connected in accordance with the original plan set, no additional strapping is required at these locations. All other original plan criteria shall apply. No other changes are authorized or implied. The changes indicated above shall not be construed as applying to any other part or portion of this plan or any other except as specifically defined herein and used in context. If you have any questions or require additional information, please feel free to contact me. tv16li111111 Respectforttto vim O S• , /' \DI/G r ' 5 •t it SAP1i RD Paul D. Kit yvell P.E. pf " W pau l(l aftengirOennq,pdop9 °••..•F 00. 3 6 4 MAR 1 9 2018 a PDK/: #*.*; FS' N\,\\ Ref: VE- 14? ` 1lAtO``'' # 7 - PAUL D. KIDWELL, P.E., FL# 52683 ANDREW J. MEISHEID, P.E., FL# 83217 COA #28035 W W W.VORTEXENGINEERING.NET Q6? Hummim COMMERCIAL - RESIDENTIAL - INDUSTRIAL VORTEX ENGINEERING, I.I.C. 607 S. ALEXANDER STREET, SUITE 103 PLANT CITY, FLORIDA 33563 PHONE: 813- 704-4842 DESCRIPTION AS FURNISHED: Lot 156, THORNBROOKE PHASE 4, as recorded in Plot Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. 30' UNNAMED ROAD 0. 7' (P.B. 1, PAGE 114) ON 0.8 ON REC. 112" I.R. S 00012'21 E REC. 112" I.R. NO I. D. 40. 00' PVC NO I. D. FENCE 0 LANDS PE WALL FEN E ESUT. 19, 19.!.. 28 1 19.29' AC PAD LOT 156NoAx3.514. 3' 5. 00' 15.7' 5, 00' COV' D. 1, cr; o CONC. 6 5. 00, 8" RECESS FOR POCKET SLIDER TWO STORY RESIDENCE F. F.= 25.10' z LOT 155 LOT 157 5. 0' 5. 00' o COVD. 0; BRICK 8. 7' b 4-76o BRICK C Ys -t- WALK 21.3' 5,00' 16' BRICK IDR. I 25. 20' 25.20' 10, UTIL. ESMT, 72. 64' PC) REC. NAIL 5' CONC. WALK REC. 112" I.R. IN WALK NO I.D. ON 0. 2 0 O' N2' S0001044E01 ON 1.01 AHEA 40. 0 1..07 4,79 hp LIVING 1. 4 6,*1 GARAGE = 455 SO 11f. 11 1'1140 ENTRY = 71 LANAI = 136 S 0, F7. C' YREO-) L_1- 7 VEI3REEZEWAY N/A SG. RKTLAIDRIVEWAY FT. 40J A/ C PAD 15 Q (j, F7 50' R/W) WALKWAY = 70 S 0 IMPERVIOUS- 54.9 % 2,623 5' 0 r7' SOD. ....... 56 SO! R1W = 400 S01) 1. 1 APRON = 95 i. PROPOSED = FINISHED SPOT GRADE ELEVATION SIDEWALK -oo '30. FT. PER DRAINAGE PLANS BUILDING SETBACKS: Soo 1011, 76-1--.. . ...................... . ..................................... PROPOSED DRAINAGE FLOWFRONT = 25 LOT GRADING TYPE A # REAR = 15' PROPOSED INFORMATION SHOWN AREA 179 SC1,F SIDE 5.D' BASED ON SUPPLIED PLAN DRIVEWAY 498 :3 (11. 1: PROPOSED F.F. PER PLANS = 24.9' "..7 1. SIDE CORNER = 10' AND/OR INSTRUCTIONS PER 1, WALK 270 SO., PROPOSED GRADE PER CONSTRUCTION PLAN CLIENT(NOTI I:Ifr_-1 I') VERIFIED I -,'O (F; 2.261 ", 0 LAND SUR VEYOR61 SCO77T & ASSOC, INC.v, CR USEyVWJvERLEGENDLEGEND5400 E. COLONIAL DR. ORLANDO, FL, 32607 (407)-277-3232 FAX (407)-658- 1436 L PXU_ • POINT ON LINE NOTES. F P , PLAT TYP. TYPICAL IN 0 a F 11 LD ev HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANWDS OF PRACTICE SET FORTH By r FLORIDA BOARD F I.P. IRON PIPE Pjq C, •P REVERS[ CURVATURE I. THE UNDERSIGNED DOES !U-17 FLORIDA ADMINISTRARVE CODE PURSUANT TO SECTION 472,027, FLORIDA STATUES PZr NT OFCOMPOUNDCURVATUREPROFESSIONALSURVEYORSANDMAPPERSINCHAPTERI.R, RONREIDPOINTOFRC.M. = C13NCRETE MONUMENT RAD. • RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL THIS SURVEY MAP OR COPIES ARE NOT VAUD. SET I.R. - I.R. •/ALB 4596 M.R. NUN -RADIAL J. THIS SURVEY WAS PREPARED FROM ME INFORMATION FURNISHED TO THE SURVEYOR' THERE MAY BE OTHER RESTRICTIONS REC. RECOVERED W. P. • WITNESS POINT OR EASEMENTS THAT AFFECT THIS PRO-E& LOCATED UNLESS DINE SE SHOWN. P.O.B. P CALL • CALCULATED S RM POINT OF BEGINNING PXX PC P.Ox. VINTOFCOMMENCEMENTRMANrNTREFERENCEMONUMENT 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN ME , THE SOLEBENEFITOFTHOSECERTIFIED To AND SHOULD NOT BE RELIED UPON By ANY OTHER ENITTY- CE CENTERLINE FF. -' FINISHEDFLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR NOT BE USED To RECONSTRUCT BOUNDARY LINE'S. N&D NAIL BUILDING SETBACK LINE 6. DIMENSIONS SHOWN FOR THE L0000N OF IMPROVEMENTS HEREON SHOULD L !J11SKA, P/W • RIHTB.M. • BENCHMARK 7. BEARINGS, ARE 84SED ASSUMED DATUM AND ON THE LINE SHOWN AS WE 8F1kRING (8-B-) ESMIT. = EASEMENT BID. BASE BEARING 8. ELEVATIONS, IF SHOWN, ARE BASED ON NATIONAL GEODETIC DATUM OF 1929. UNLESS OTHERWISE NOTED. DRAIN, • DRAINAGE U1 IL. UTILITY P. CERTIFICATE OF AUTHORIZATION No. 4598- CLFC. CHAIN LINK FENCE . . . ... . ........ WDXC. WOOD FENCE SCALE •20' DRAWN By.- C/D • CONCRETE BLOC - ----- P.C. = POINT OF CURVATURE ORDER.No.. - RT.= PC) NTOF TANGENCY CERTIFIED BY. 4111-17 DESC. • DESCRIPnON PLOTPLAN09 -24-17 R RADIUS L = ARC LENGTH FORMBOARD FOUNDATIONIELEVS, 01-24-18 401-18 D = DELTA CS C ORD FINALIELEVS. 06- 02-2018 3660-18 C CHORD REARING NORTH THIS BUILDINCIPROPERTY DOES. NOT UE WITHIN G R USE NM ESTABLISHED 100 YEAR FLOODPLANEASPER "FIRM' T X. I U S _ NJ M' RRL.S, 14714 a . SCOTT, R.L.S If 4801 ZONE MAP I 12117C 0055 F I