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480 Red Rose Ln 17-3363; NEW HOMECOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100009 BUILDING APPLICATION 4: 17-10000905 BUILDING PERMIT NUMBER: 17-10000-905 UNIT ADDRESS: RED ROSE LN 480 TRAFFIC ZONE:022 JURISDICTION,: SEC: ' 'TWP: RING: SUF: SUBDIVISION: PLAT BOOK: PLAT BOOK PAGE: OWNER NAME: ADDRESS: DATE: December 08, 2017 PARCEL: TRACT-: BLOCK: LOT: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 26010 LAKE LUCIEN DR #350 MAITLAND FL 3,2751 LAND USE: THORNBROOKE PH 4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 1480 RED ROSE LANE THORNBROOKE PH 4 LOT 157 SFR DETACHED FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE: UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Fami ly Housing 705.00 1-000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing 00 1.0.00 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD Single Family SCHOOLS Housinq' 54.00 1.000 dwl unit 54.00 Single Family CO -WIDE Housing ORD 5,000.00 1.00,0 dwl unit 5,000.00 PARKS NIA LAW ENFORCE 00 DRAINAGE N/A 0,0 0,0 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY; YO ti E R, SIGNATURE: PLEASE PRINT NAME) DATE. -2 NOTE TO RECEIVING SIGNATORYIAPPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** t1%) vDISTRIBUTION-, 1-BLDG DEPT 3-APPLICANT 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. PAYMENT SHOULD BE MADE TO,: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 3,2771 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 THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST.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. Ix Parcel ID Number: aJ—J 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 MALOY, SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER BK 9024 Ps 1799 (1F'ss ) CLERK'S 4 2017115BLI RECORDED 11 /16/ 2017 02:13:21 PH RECORDING FEES $10.00 RECORDED BY .ier-kenro 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. Description of property : LOT Legal Description : Thornbrooke Phase, according to the plat thereof, as recorded in Plat BookIIPage7a-7/of the public records of Seminole County, Florida. Addresses : `too 9-4 C{ ro Sc, ZQ n1l Sanford FL 3%77 S 2. General description of improvements : Single Family Home 3. Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 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 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. 9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A. x 10. Expiration date of notice of commencement: One year from the date of recording. Ij Cr WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT, ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN ,;v LU01 RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CON ULI- -wryYOURLENDEROTATTORNEYBEFORECOMMENCINGWORKORRECORDINGYOURNOTICEOFCOMMENCEMENT. 11. Date Signed 7Signature of Owner's Agent: c a J Asa Wright ; u ylor Morrison of Florida In w z u u a v+ arI Sworn to and subscribed before me this by John Asa Wright who is r 1 , known to me. Notary Public DA Clark 0' S FF 20N9 My commission expires: 6/27/19 g.Sot a Nsa""e Serial No. FF 209108 Notary Signature: 0-ta \!`` N 00 SrA re pF N c N CITY OF SANFORD O BUILDING & FIRE PREVENTION PERMIT APPLICATION NOV 16 2 i t Application No: J 6 tR Bea —Documented -Construction Value: Job Address: 6(d'0 flea( g Q- L a k& San( Historic District: Yes No 0 Parcel ID: ,,,Z1-19-30-S-I0 -0000- /57 0 Residential [ Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME-THORNEBROOK PHASE11 LOT NUMBER: 15-7 Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: daghne( Permits Permits Permits.com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE #200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE#200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: N/A Mortgage Lender: N/A Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR 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 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 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 14 /7.. nature of Owner/Agent Date TAYLOR MORRISON F FL A INC Print Owner/Agent's Name Signature of Notary -State off, , lorida CLaateOrvA. My COMMISSION t FF 2008 EXPIRES: June 27, 2019 At of ` oa So ded ihm Budget Notary SPr*ce" Owner/Agent is y_Eq Personally Known to Me or Produced ID NIA Type of ID Sig ture of Contractor/Agent Date JOHN ASA WRIGHT Print Contractor/Agent's vne Signature of Notary- tate of P}o FtK Date Wi ous, D. A &A MY COMMISSION # FF 209103 EXPIRES: June 27, 2019 e Bonded Thal Budget Not"ry S^'icergTfOffl•\ O 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 x Electrical K Mechanical M Plu22mbinA Gas Roof Construction Type: 1 Occupancy Use: J Flood Zone: 0 R.T i ACk{tD Total Sq Ft of Bldg: 24-1 Min. Occupancy Load: # of Stories: 2 New Construction: Electric - # of Amps 0 Fire Sprinkler Permit: Yes No [X # of Heads APPROVALS: ZONING: 1 70TILITIES: ENGINEERING: Y 4-(C I t 2H ] FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. 54.9 ' / - le Plumbing - # of Fixtures Z-1- 7 Fire Alarm Permit: Yes No P WASTE WATER: BUILDING: :AF Revised: June 30, 2015 Permit Application o CITY OF SANFORD p BUILDING & FIRE PREVENTION Y ' " A PERMIT APPLICATION Application No 13y-- ocumented-Construction Value: $ c2 Y70 i Job Address: d a( Aye, (a Ae,, Eem rxv( San l Historic District: Yes No Parcel ID: .,2 -19-30-5-10 -0000- l57 0 Residential R Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: THORNEBROOK PHASENEWSINGLEFAMILYHOME LOT NUMBER: %5_-7 ,eclkA& Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: daphne@ PermitsPermits Perm its.com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE #200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT /TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: N/A Mortgage Lender: N/A Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROV-EMENTS 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 Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. I//- /_71- I 6kA9natureofOwner/Agent Date TAYLOR MORRISON /FFLWA INC Print Owner/Agent's Name Signature of Notary -State i D. A, CL4ate MY COMMISSION I FF 209103 EXPIRES: June 27, 2019 r Bonded Two Buffet Notary Srrviee' Sig ture of Contractor/Agent Date JOHN ASA WRIGHT Print Contractor/Agent's me TSignature of Notary- 'tale of FJo Date 201tar vuA( o * MY COMMISSION S FF 209103 EXPIRES: June 27, 201g Bonded Thtu Budget Netav S ^.ices Owner/Agent is yES Personally Known to Me or Contractor/Agent is YES Personally Known to Me or Produced ID N/A Type of ID Produced ID NIA — Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # 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 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: 480 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-1570 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OFFICl/aL US,E ONLY„; Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP#17-3363 Reviewed by: Michael Cash, CFM Date: November 21, 2017 i Application for Right -of -Way UseOforDriveway,Walkway & Landscape oa10 Y p O R 0,1 Department of Planning & Development Services www.sonfordfl.gov 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the I&- attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the size and location of the existing right—of-way and use shall be provided or application could be delayed. 7N"Wp / Know what's below. r ! / Call before you dig. 1. Project Location/Address: 2. Proposed Activity: u Driveway bL Yd 3 aII'1 Walkway Other: 3. Schedule of Work: Start QDDate GC l, `A rr 1 / cC oomplpletion Date Emergency Repairs 4. Brief Description of Work: MIM. tWAY iX AIA &=A This application is submitted by: Sropettyure: Owner / aK YO&IJn j f J*W95Signature: _ Print Name:y V Address: JSt9a7WA& 44NE#20 IM/1' AhO 6, s rl1A+cPhone: `/Q? &7-6?4 Q Fax- Q-,apc(Ml j rmit, aym•W 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: / t - 1(e C / 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: September 2010 ROW Use Driveway.pdf SCPA Parcel View: 21-19-30-510-0000-1570 http://parceldetaii.scpafl.org/ParcelDetaillnfo.aspx?PID=2119305100... W'crA sruv4LC 0OUNry, rLOFMA Parcel Information Legal Description LOT 157 THORNBROOKE PHASE 4 PB 81 PGS 70-71 Taxes Property Record Card Parcel: 21-19-30-510-0000-1570 Owner: TAYLOR MORRISON OF FL INC Prooertv Address: 480 RED ROSE LN SANFORD, FL 32771 711 Value Summary 2018 We Values Valuation Method Cost/Ma Number of Buildings 0 Depreciated Bldg Value Depreciated EXFT Value Land Value (Market) T$26,050 Land Value Ag Just/Market Value 26,050 Portability Adj Save Our Homes Adj o 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 Sales 1 Description Date Book Page Amount Qualified No Sales 1 of 2 11/16/2017,9:37 AM REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # j'I. 2 BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Prepour 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence Address: AIA-, 0,K 0,-,00 ELECTRICAL"`PERMIT Min Max Inspection Description 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final PLiJ°M4BINGPER#MITt ; ,,a Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT ... 00 a , Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot1577ThornbrookeDarlingtonAGLS Builder Name: Taylor Morrison Street: i4so Xed P-05LL&W, Permit Office: SQK*rkoC City, State, Zip: FL , CS Permit Number:# Owner: QSANFORDJurisdiction:6915 0DesignLocation: FL, Orlando County:: Seminole (Florida Climate Zone 2Tt 1. New construction or existing New (From Plans) 9. Wall Types(3145.8 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft' b. Concrete Block - Int Insul, Exterior R=11.0 1380.60 ftz 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 244.22 ft' 4. Number of Bedrooms 4 d. N/A R= ft' 10. Ceiling Types (1512.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1482.00 ftz 6. Conditioned floor area above grade (ftz) 2582 b. Knee Wall (Vented) R=30.0 30.00 ftz Conditioned floor area below grade (ftz) 0 c. R= ft' 11. Ducts R ftz 7. Windows(367.7 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 295.75 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: 3.432 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallonsEF: 8. Floor Types (2582.0 sqft.) Insulation Area 0. 950 a. Slab -On -Grade Edge Insulation. R=0.0 1467.00 ft' b. Conservation features b. Floor Over Other Space R=0.0 1102.00 ft' None c. other (see details) R= 13.00 ftz 15. Credits Pstat Glass/ Floor Area: 0.142 Total Proposed Modified Loads: 64.40 PASS Total Baseline Loads: 76.77 1 hereby certify that the plans and specifications covered by Review of the plans and C'fKE S14l this calculation are in compliance with the Florida Energy specifications covered by this1 0 Code. calculation indicates compliance with the Florida Energy Code. Before is PREPAREDBY:*J;""`j' construction completed DATE: 1.0/_12/_1.7 _ --__ _ __ __ this building will be inspected for i a compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. CAD withtheFloridaEnergyCode. WF OWNER/ AGENT:- _____ __- _ ___ __ _-____ _ __ BUILDING OFFICIAL: DATE: - - - - -- `!' vd-_43 DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 10/ 12/2017 5:27 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot 157ThornbrookeDarlington 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 Block1 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 IRCCV # Type Ventilation Vent Ratio (1 in) Area RBS 1 Full attic Vented 300 1480 ft2 Y N 10/12/2017 527 PM EnergyGaugeO 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 30 Blown 13 ft2 0.11 Wood 2 Under Attic (Vented) 2nd Floor 30 Blown 1469 ft2 0.11 Wood 3 Knee Wall (Vented) 1st Floor 30 Batt 30 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Ornt T_o Wall Type Space_R-Value Et-In-.- Et._. In Area R-Value-Fraction-Absor..-Grade% 1 E Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 2 E Exterior Concrete Block - Int Insul 1st Floor 11 53 0 9 4 494.7 ft2 0 0 0.6 0 3 SE Exterior Concrete Block - Int Insul 1st Floor 11 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 11 5 6 9 4 51.3 ft2 0 0 0.6 0 6 W Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 7 W Exterior Concrete Block - Int Insul 1st Floor 11 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 11 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 8 20.7 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall OverhangVOrntIDFramePanesNFRCU-Factor SHGC Area Depth Separation Int Shade Screening 1 E 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 E 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 E 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 E 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 SE 3 Vinyl Low-E Double Yes 0.34 0.31 23.3 ft2 9 ft 6 in 0 ft 4 in None None 6 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 7 W 6 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 8 W 7 Vinyl Low-E Double Yes 0.34 0.31 38.9 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 9 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 10 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 11 N 9 Vinyl Low-E Double Yes 0.34 0.31 58.3 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 12 N 9 Vinyl Low-E Double Yes 0.58 0.32 72.0 ft2 10 ft 8 in 0 ft 0 in None None 10/12/2017 527 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 ft2 455 ftz 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 ftz DUCTS 1 2 Supply ---- Location R-Value Area Attic 6 293.4 ft Attic 6 223 ftz 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 10/12/2017 5:27 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 Mar Apr Ma X Jun X Jul Au Se Oct NovDec HeatinJan X Feb Mar Apr f May Jun 4 Jul XjAujXj Sep Oct Nov XdX Dec Ventin Jan Feb lX XMar A r [ Ma Jun lJul Aug Se [ Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling ( WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling ( WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating ( WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating ( WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 10/ 12/2017 5:27 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* = 84 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: FL, New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft2 b. Concrete Block - Int Insul, Exterior R=11.0 1380.60 ft2 1 c. Frame - Wood, Adjacent R=13.0 244.22 ft2 4 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1482.00 ft2 2582 b. Knee Wall (Vented) R=30.0 30.00 ft2 c. N/A R= ft2 Area 295.75 ft2 11. Ducts R ft2 a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 72.00 ft2 12. Cooling systems kBtu/hr Efficiency ft2 a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEER:16.00 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Floor Over Other Space R=0.0 c. other (see details) R= ft2 13. Heating systems a. Electric Heat Pump 3.432 ft. b. Electric Heat Pump 0.312 Area 14. Hot water systems 1467.00 ft2 a. Electric 1102.00 ft2 13.00 ft2 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 compli nt features. Builder Signature: Date: Address of New Home: 410U ""S>._City/FL Zip: rS&,,kl v Vi)/ kBtu/hr Efficiency 21.8 HSPF:8.50 21.8 HSPF:8.50 Cap: 50 gallons EF: 0.95 Pstat 04114E Sr44,, AV o try yy V k 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. 10/12/2017 5:27 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 a Manual S Compliance Report Job: Lot 157ThornbrookeDarli. .. 014 HVITY1wHo_ N 16 ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FIL 32771 Phone: Pro ectlnformation , ,y ; tin, ,. ..., For: Taylor Morrison 0 0 • • ILL 11 Design Conditions Outdoor design DB: 92.5°F Sensible gain: 17942 Btuh Entering coil DB: 78.0°F Outdoor design WB: 76.3'F Latent gain: 4014 Btuh Entering coil WB: 63.9°F Indoor design DB: 75.0°F Total gain: 21956 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Actual airflow: 840 cfm Sensible capacity: 20630 Btuh Latent capacity: 2359 Btuh Total capacity: 22988 Btuh Design Conditions Outdoor design DB: 41.7°F Indoor design DB: 70.0°F Model: 14H PX- 024-230-19+C BA27U H E-024-230*++TD R 115% of load 59% of load 105% of load SHR: 90% Heat loss: 17721 Btuh Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Entering coil DB: 69.0°F Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230*++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 127% of load Capacity balance: 36 OF Supplemental heat required: 0 Btuh Economic balance: -99 IF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.0 kW 95% of load Temp. rise: 50 IF Meets are all requirements of ACCA Manual S. wri htsoft° 2017-Oct-13 08:15:37 1 9 Right -Suite@) Universal 2017 17.0,23 RSU24011 Page 1 14CC'A... IingtonAGLS\Lot157Thorn brook eDarlingtonAGLS.rup Calc = MJ8 House faces: S RDEL-Affm Manual S Compliance Report HEATING - AIR CONDITIONING a h u 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Design Conditions Job: Lot 157ThornbrookeDarli... Date: 6/4/2014 By: FJF Outdoor design DB: 92.50F Sensible gain: 15612 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: 18536 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 17429 Btuh 112% of load Latent capacity: 3536 Btuh 121% of load Total capacity: 20965 Btuh 113% of load SHR: 83% 0 0 0 Design Conditions Outdoor design DB: 41.7°F Heat loss: 13589 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 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model. - Actual airflow: 840 cfm Output capacity: 3.5 kW 87% of load Temp. rise: 13 °F Meets are all requirements of ACCA Manual S. 2017-Oct-13 08:15:37 wrightsoft° Righl-Suite@ Universal 2017 17.0.23 RSU24011 Page 2 1CCN ...IingIonAGLS\Lot157ThornbrookeDarlingtonAGLS.rup Calc = MJ8 House (aces: S i DEL -AIR Component Constructions Job: LOt157ThornbrOOkeDarll... Date: 6/4/2014 HEATING• AIRCGNGIrIGNING 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 p • mmm For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: Daily range ff) - 17 ( M) Method Simplified Wet bulb (°F) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area Ll-value Insul R Htg HTM Loss Clg HTM Gain ff' Btuh/fl'-°F ft-FBtuh BtuhW Btu BtuhV 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 470 0.091 13.0 2.58 1209 2.34 1100 s 24G 0.091 13.0 2.58 618 2.34 562 w 461 0.091 13.0 2.58 1186 2.34 1079 all 1370 0.091 13.0 2.58 3528 2.34 3210 13A-7.5ocs: Blk wall, stucco ext, r-9 ext bd ins, 8" thk, 1/2" gypsum n 150 0.095 7.5 2.69 402 1.67 249 board int fnsh e 470 0.095 7.5 2.69 1264 1.67 784 se 24 0.095 7.5 2.69 63 1.67 39 s 51 0.095 7.5 2.69 138 1.67 86 w 470 0.095 7.5 2.69 1263 1.67 783 all 1164 0.095 7.5 2.69 3130 1.67 1941 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 112" n 30 0.032 30.0 0.91 27 2.38 71 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 n 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 w 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, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 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 223 0.091 13.0 2.58 575 1.44 322 30 0.340 0 9.62 289 10.6 317 40 0.340 0 9.62 385 10.6 423 15 0.340 0 9.62 144 30.4 455 30 0.340 0 9.62 289 10.8 323 30 0.340 0 9.62 289 30.4 911 145 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 r- wrightsoft" Right -Suite@ Universal 2017 17.0.23 RSU24011 acc%_.IingtonAGLS\Lot157ThornbrookeDarlingtonAGLS.rup Cale = MJ8 House faces: S 6 0.340 0 9.62 58 30.4 182 2017-Oct-13 08:15:37 Page 1 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 5 0.340 0 9.62 48 30.4 152 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, 1 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, e 19 0.340 0 9.62 185 30.4 585 1/8" thk, NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 ft window ht, 11.67 ft sep.); 6.67 ft head ht 10C-v: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, se 23 0.340 0 9.62 218 7.41 168 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 9.5 ft overhang (8 ft window ht, 0.33 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n 21 0.390 0 11.0 228 12.0 248 Ceilings 16CR-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1483 0.032 30.0 0.91 1343 1.42 2099 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 2017-Oct-1308:15:37 WI1htSOft" 9 Right-Suile® Universal 2017 17.0.23 RSU24011 Page 2 IinglonAGLS\Lo1157ThornbrookeDarlingtonAGLS.rup Calc = MJ8 House faces: S Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature IF) 70 75 Elevation: 95 ft Design TD (IF) 28 18 Latitude: 280N Relative humidity 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (IF) - 17 ( M) Method Simplified Wet bulb (IF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft, Btuh/ft-F ft=-°F/Btuh Btu h/W Btu Btuh/W Btu Walls 13A-7.5ocs: Blk wall, stucco ext, r-9 ext bd ins, 8" thk, 1/2" gypsum n 150 0.095 7.5 2.69 402 1.67 249 board int fnsh e 470 0.095 7.5 2.69 1264 1.67 784 se 24 0.095 7.5 2.69 63 1.67 39 s 51 0.095 7.5 2.69 138 1.67 86 w 470 0.095 7.5 2.69 1263 1.67 783 all 1164 0.095 7.5 2.69 3130 1.67 1941 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2" n 30 0.032 30.0 0.91 27 2.38 71 gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" 223 0.091 13.0 2.58 575 1.44 322 wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 58 0.340 0 9.62 561 10.6 617 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, 1 ft w 39 0.340 0 9.62 374 30.4 1180 overhang (6.3 ft window ht, 11.67 ft sep.); 6.67 ft head ht all 97 0.340 0 9.62 935 18.5 1796 2A-2ovd: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" n 72 0.580 0 16.4 1182 16.8 1213 gap, 1/8" thk; NFRC rated (SHGC=0.32), 10.67 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, cir innr, 1/4" gap, e 5 0.340 0 9.62 48 30.4 152 1/8" thk; NFRC rated (SHGC=0.31), 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.67 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, e 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 1OC-v: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, se 23 0.340 0 9.62 218 7.41 168 1/8" thk, NFRC rated (SHGC=0.31); 50% drapes, medium, 9.5 ft overhang (8 ft window ht, 0.33 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n 21 0.390 0 11.0 228 12.0 248 C WChtsoft 2017- Oct-1308:15:37 I 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 3 i CA... IinglonAGLS\ Lot 157Thorn brook eDarlingtonAGLS.rup Calc = MJ8 House faces: S Ceilings 16CR-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceiI ins, 1/2" 13 0.032 gypsum board intfnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 WrightSOft' Right-Suite(D Universal 2017 17.0,23 RSU24011 K...IingtonAGLS\Loll57ThornbrookeDarlingtonAGLS.rup Calc = MJ8 House faces: S 30.0 0.91 12 1.42 19 0 28.0 4140 0 0 2017-Oct-13 08:15:37 Page 4 DEL -AIR Component Constructions HEATING ® AIR WNMMNIiG ah u 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Job: Lot 157ThornbrookeDarli... Date: 6/4/2014 By: FJF Location: Indoor: Heating Orlando Intl AP, FL, US Indoor temperature (IF) 70 Elevation: 95 ft Design TD (IF) 28 Latitude: 280N Relative humidity (%) 30 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 Dry bulb (°F) 42 93 Infiltration: Daily range (IF) - 17 ( M) Method Simplified Wet bulb (°F) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Partitions none) Or Area Ll-value ft Btu hW-°F n 200 0.091 e 470 0.091 s 240 0.091 w 461 0.091 all 1370 0.091 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 It 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, e 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 16CR-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" gypsum board int fnsh Floors 20P-19t: Flr floor, frm flr, 12" thkns, r-19 cav ins, gar ovr Cooling 75 18 50 46.4 Insul R Htg HTM Loss Cig HTM Gain ft-°FBtuh BtuhW Btu BtuhW Btu 13.0 2.58 515 2.34 469 13.0 2.58 1209 2.34 1100 13.0 2.58 618 2.34 562 13.0 2.58 1186 2.34 1079 13.0 2.58 3528 2.34 3210 30 0.340 0 9.62 289 10.6 317 40 0.340 0 9.62 385 10.6 423 15 0.340 0 9.62 144 30.4 455 30 0.340 0 9.62 289 10.8 323 30 0.340 0 9.62 289 30.4 911 145 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 1.42 2080 13 0.050 19.0 1.41 18 0.71 9 t WrhtSOft' 2017- Oct-13 08:ge 5 lgRight -Suited Universal 2017 17.0.23 RSU24011 Page IingtonAGLS\ Lot157ThornbrookeDarlingtonAGLS.rup Calc = MJ8 House faces: S Ri EL - Project Summary HEATING • a B COND TION NG Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 22720 Btuh Ducts 8589 Btuh Central vent (0 cfm) 0 Btuh Humidification Piping Equipment load Infiltration 0 Btuh 0 Btuh 31310 Btuh Job: Lot 157ThornbrookeDarli... Date: 6/4/2014 By: FJF Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 20031 Btuh Ducts 13523 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data Rate/swing multiplier 1.00 Equipment sensible load 33554 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 4165 Btuh Ducts 2773 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling Area (ft2) 2582 2582 Equipment latent load 6938 Btuh Volume (ft3) 26938 26938 Air changes/hour 0.41 0.21 Equipment Total Load (Sen+Lat) 40492 Btuh Equiv. AVF (cfm) 184 94 Req. total capacity at 0.70 SHR 4.0 ton Heating Equipment Summary Make n/a Trade n/a Model n/a AHRI ref n/a Efficiency n/a Heating input Heating output 0 Btuh Temperature rise 0 OF Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Space thermostat n/a Cooling Equipment Summary Make n/a Trade n/a Cond n/a Coil n/a AHRI ref n/a Efficiency n/a Sensible cooling 0 Btuh Latent cooling 0 Btuh Total cooling 0 Btuh Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Oct-13 08:15:37 wrightsoft' Righl-Suile® Universal 2017 17.0.23 RSU24011 Page 1 ACCK...IingtonAGLS\Lotl57ThornbrookeDarlingtonAGLS.rup Calc = MJ8 House laces S For: Taylor Morrison Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 13428 Btuh Ducts 4293 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 17721 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heating Cooling Area (ft2) 146g 1467 Volume (ft3) 13715 13715 Air changes/hour 0.39 0.20 Equiv. AVF (cfm) 89 45 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AH R I ref 10258598 Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 11180 Btuh Ducts 6762 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 17942 Btuh Latent Cooling Equipment Load Sizing Structure 2627 Btuh Ducts 1387 Btuh Central vent (0 cfm) 0 Btuh pone) Equipment latent load 4014 Btuh Equipment Total Load (Sen+Lat) 21956 Btuh Req. total capacity at 0.75 SHR 2.0 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBA27UHE-024-230'++TDR A H R I ref 10258598 Efficiency 8.5 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 47°F Latent cooling 6300 Btuh Temperature rise 24 IF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.047 cfm/Btuh Air flow factor 0.047 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.82 Capacity balance point = 36 IF Backup: Input = 5 kW, Output = 16909 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Oct-13 08:15:37WIIgiltSOft` Right-SuiteOO Universal 2017 17.0,23 RSU24011 ACCN Page 2 IingtonAGLS\Lot157ThornbrookeDarlingtonAGLS.rup Calc = MJ8 House faces: S Project Summary Job: Lot157ThornbrookeDarli q, cDEL-AIR Date: 6/4/2014 HEATING , AIR CONDITIONING ... 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 Winter Design Conditions Outside db 42 OF Inside db 70 IF Design TD 28 OF Heating Summary Structure 9293 Btuh Ducts 4296 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 13589 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heatingg Coolingg Area ( ft2) 1115 1115 Volume ( ft3) 13223 13223 Air changes/hour 0.43 0.22 Equiv. AVF (cfm) 96 49 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AHRI ref 10258598 Summer Design Conditions Outside db 93 IF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 8850 Btuh Ducts 6761 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/ swing multiplier 1.00 Equipment sensible load 15612 Btuh Latent Cooling Equipment Load Sizing Structure 1538 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 2925 Btuh Equipment Total Load (Sen+Lat) 18536 Btuh Req. total capacity at 0.75 SHR 1.7 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 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 @ 471F Latent cooling 6300 Btuh Temperature rise 24 IF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.062 cfm/Btuh Air flow factor 0.054 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 = 30 IF Backup: Input = 3 kW, Output = 11784 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017- Oct-13 08:15:37 Wrl jfIYSOft` Right -Suite® Universal 2017 17.0.23 RSU24011 Page 3 ACCk... IingionAGLS\Lot157ThornbrookeDarlingtonAGLS.rup Calc = MJ8 House faces: S R DEL -AIR Right-M Worksheet IMTM`MCUUMOnMil 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: Lot 157ThornbrookeDarlingt... 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 1t 4 Room dimensions 5 Room area 2939.3 ft2 1470.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (it) Btuh) Heat I Cool i Gross I N/P/S Heat I Cool I Gross I N/P/S Heat I Cool 6 UlJ 12C Osw 2A 2ov . _ ._ 28-2fy` - 0.091 0 340 I.340 n n ," n,. 2 58 9 62 9:62 s 234 J O 58 10.58 270 30 40 200 0 w,,, 0,... 515 289 385 469 3170 r423,..:,.ed0 0 0 0 0 13A-7.5ocs 0.095 n 2.69 1.67 280 150 402 249 280 150 402 249 11 E--C 2A-2ov 0.340 n 9.62 10.58 58 0 561 617 58 0 561 617 L-( 2A-2ovd 0.580 n 16.41 16.85 72 0 1182 1213 72 0 1182 1213 WV)/ 16A:30ad _ 0.9wd2 30 300277130-_.._30 0 27 71 12C-Osw 0.091 a 2.58 2.34 491 476 1209_ 110 0 0 0 2A-2ov 0.340 e 9.62 30.36 6 0 58 182 0 0 0 0 2A-2ov 0.340 e 9.62 30.36 15 0 144 455 0 0 0 0 a N 13A 7 5ocs 2A 2ov0 2A 2ov : 0 095 340 0.340 e - e £ e ; 2.69 9 62 a._ s9.62 1.67 30.36 of .,.30.36 5 s., t9 0 0 1264 48 185 784 152 585 4941264 q 5 1.9 0 0 ,, 48 185 784 152' 585 W 13A-7.5ocs 0.095 se 2.69 1.67 46 24 63 39 46 24 63 39 t--G 1OC-v 0.340 se 9.62 7.41 23 45 218 168 23 45 218 168 U 12C Osw ; o 2A.2ou:.., . _.... ,;'0 0 091 340 s$ s ;- 2.58 9-62 2.34 10:77 270 30 240 53 618 289.......__ r 562323 y 0 0 0 0-- 0 t) 0' Oi W 13A-7.5ocs 0.095 s 2.69 1.67 51 51 138 86 51 51 138 86 w 61 c) AED excursion 101 0 Envelope loss/gain 17010 14427 10680 6515 12 a) Infiltration 5711 1809 2748 870 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 6 1380 Appliances/other 2415 2415 Subtotal (lines 6 to 13) 22720 20031 134281 11180 Less external load 0 0 01 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 22720 20031 13428 11180 15 Duct loads 1 38 % 611% 8589 13523 320% 60 % 4293 6762 Total room load 31310 33554 17721 17942 Air required (cfm) 1680 1680 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed wrightSoTt` 2017-Oct-13 08:15:37 Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 1 ACCk IingtonAGLS\Lot157ThornbrookeDarlingtonAGLS.rup Calc = MJ8 House faces: S RDEL-AIR Right-J@ Worksheet HEATUM - AM WOrn(MINS Entire House DEL -AIR HEATING St AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR,COM Job: Lotl 57Thorn b rookeDarli ngt 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 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area Load number Btuh/ft2-OF) 13 t Uh/f t2) or perimeter ft) Btuh) or perimeter Heat Cool Gross N/P/S; Heat Cool Gross N/P/S Heat Cool 6 1 2C-'O§w ; & V", 28 0 0,1091 0 340 n ; n,,, 2 5 2fi62 0, 34 0 58 30 C"p' r4 40E 6 0 0 515 119 385 469 7, 423 13A-7.5ocs 0.095 n 2.69 1.67 0 0 0 0 11 T:: 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 2A-2ovd 0.580 n 16.41 16.85 0 0 0 0 16A-30ad V,!0 91 2 38 0 o <" o 0.091 e 2.58 2.34 491 470 1209 1100 t12C- Osw 2A-20v 0.340 e 9.62 30.36 6 0 58 182 i2A _2ov 0.340 e 9.62 15 0 144 455 43A- 7.5ocs v 2A- 2ov 0 095 0. 340 0: 340 en e e 2 69 9. 62 9: 62 30. 36 1. 67 3036 30: 36 0 0 0 0 0 0 0 0 o t- G 1 3A-7.5ocs 0.095 se 2.69 1.67 0 0 0 0 10C- v 0.340 se 9-62 7.41 0 0 0 0 W 12&0sw-' 0, 091 0340 s 2 4586234 10.,,'. 77 270 30 o,; 24,053 618 289 562 323 0 W 13A-7.5ocs 0.095 s 2.69 1.67 0 0 0 0 yJ L-(, 12CZosw - ov 0, 091 JQ.340 6w w 2;58 2. 34 491 30 461 1186 7079 911 t-.G 13A- 7.5ocs 0.095 w 2.69 1.67 0 0 0 0 2A-2ov 0. 340 w 9.62 30.36 0 0 0 0 Y091 j6_6 rL- 1-7n 2,58 1 44 11Y99u 0 L- 0 0f0.. 0 Q 0 a C 16CR- 30ad 0.032 0.91 1.42 1469 1331 2080 20P-99t7--:" rtz ',` 1.41 0.71 13 1.469 13 4 F -.. 22A-tpL__ 0 0 Y 77777 777 c) AED excursion 0 6 Envelope loss/gain 6329 7912 12 a) Infiltration 2963 939 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 9293 8850 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 9293 8850 15 Duct loads 46%1 76%1 4296 6761 1 Total room load 13589 15612 Air required (cfm) 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. vvriiightsc>ft- 2017- Oct-13 08:15:37 Right -Suite@ Universal 2017 1TO 23 RSU24011 Page 2 lingtonAGLS\Lotl57ThornbrookeDarlingtonAGLS.rup Calc = MJ8 House faces: S iQDEL-AIR Right-M Worksheet HUTIRO - MR CONW(RUNG 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 1 57Thorn brookeDarl in gt Date: 6/4/2014 By: FJIF 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 LI-value Or HTM Area (ft2) Load Area If(2) Load number Btuh/ft2-*F) BtutVit) or perimeter (it) Btuh) or perimeter it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C-'Osw n 00 0.00 0 0 0 0 0 0, 0 2&_ ov 0 340 n 00 00 0 0 0 0 0 0 0 2B'2fv n,^, 0 0 0 0' 0 0 13A-7.5ocs 0.095 n 2.69 1.67 280 150 402 249 145 86 232 144 1 T 2A-2ov 0.340 n 9.62 10.58 58 0 561 617 58 0 561 617 2A-2ovd 0.580 n 16.41 16.85 72 0 1182 1213 0 0 0 0 W" 16A-30ad, 0.032' w" e 0.91 M 30 n2 7 7111 30, 30 27 71' 12C-0sw 0.091 0.00 0.00 0 0 0 0 - 6 o 0 0 2A-20v 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 2A _2ov 0.340 e 0.00 0.00-- 0 0 0 0 0 0 0 0 3 -7.5ocs A.095 e 2.69 494 1264 159, 426 4;" 264 2A 2ov 03 40 e , 9:62 3 O:36 b 48 152 0 0 2A-2.V e 9.62 30.36 1 9 185 0 0 0 T i 3A-7.5ocs 0.095 se 2.69 1.67 46 24 63 39 0 0 0 0 6 10C-v 0.340 se 9.62 7.41 23 45 218 168 0 0 0 0 12C-Osw. , ' - 2A-2ov 0091 s"' 000;, P0 I 0 0 I : 0 0 A 0'.,3 40 s" 00 0.00 0 0 0 0 0 0 W s 095 s 2.6§ 67 138 0 0 6 12C-0sw 0.091; 5, 00 n OM 0 9,1' 0 0' 0 0 0 0 0 P A20y f: 0. 340 W P Ll,"Voo b 0 i- 1 0 0 0 0 t-G 13A-7.5ocs 0.095 w 2.69 1.67 508 470 263 783 89 89 238 148 2A-2ov 0.340 w 9.62 30.36 39 0 374 1180 0 0 0 0 P L 12C-Osw boj- 6-" 09t, 7 244 223 575 322 0 41 '7 0.3-90 z 228 248 0 C 16CR-30ad 0.032- 0.91 1.42 13 13 12 19 0 0 Et-O!", 20P-'19t-"'_ 0 50 0.00 0 X_,kf,'0 41?"'Iee'Zo 0 7, 7 7 P 09A A n1 r) QAQ1 97 QQ n nni IA7ni IM AlAn ni OrA A01 117r r) 6 c) AED excursion 0 188 Envelope loss/gain 10680 6515 2660 1056 12 a) Infiltration b) Room ventilation 2748 0 87010 1 822 0 260 0 13 Internal gains: Occupants @ 230 Appliances/other 6 1380 2415 1 230 600 Subtotal (lines 6 to 13) 13428 11180 3482 2146 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 1 32%. 60% 0 0 0 13428 4293 0 0 0 11180 6762 329/61 60% 0 0 0 3482 1113 0 0 0 2146 1298 Total room load Air required (cfm) 17721 840 17942 840 4595 218 3444 161 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed VVrightsc)-fit- 2017-Oct-13 08:15:37 Right -Suite@ Universal 2017 17.0,23 RSU24011 Page 3 lingtonAGLS\Lo(157ThornbrookeDarlingtonAGLS.rup Calc = MJ8 House faces: S 43 DEL-AIR Right-J® Worksheet HEATUM • AB `xi' MONINB 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: Lot 157ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name mstr bth mstr wic 2 Exposed wall 12.0 it 0 it 3 Room height 9.3 It heat/cool 9.3 it heat/cool 4 Room dimensions 12.0 x 8.0 it 6.5 x 7.5 it 5 Room area 96.0 ft2 48.8 ttz Ty Construction U-value Or HTM Area (ftz) Load Area (it2) Load number Btuh/ft2 °F) Btuh/ftz) or perimeter it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C'Osw 2A-2ov 28 2f v A 091 0.340 0.340 n r" n ., 0.00 0.00 0.00 0.00 0.00 0.00 0 r 0. 0 0 0 0 0 0 0 r_ . 0 0 u 0 0 0 K 0 0 0, 0 0' Q 0-= 13A-7.5ocs 0.095 n 2.69 1.67 0 0 0 0 0 0 0 0 11 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 1'6A 30ad _ 0 032 n', 91 2-38 0 0 0 0 :::: 0 0 0 0 W 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0If-^G 2A-2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 13A 7 5ods 2A 2ov 2A 2ou.=K .,. 0 095 0 340 ga • 0340 e7 e e.' 2 69 9 62 9.62 1.67 30 36 30:36 112 0 0 112 0 0 301 0 0 187 0 0 0 0 0 0 0 0 0 0 0 0. W 13A-7.5ocs 0.095 se 2.69 1.67 0 0 0 0 0 0 0 0 G 10C-v 0.340 se 9.62 7.41 0 0 0 0 0 0 0 0 UWJ ' 12C Osw".; 0.091 s•;0:00 0.00 0 0 0 0,". 0 3 p or,p. Cii 2A._2ov _ _........ 0 340 s... 0 00.. 0.00 0 0, d. , 0 0 .:... 0 A. 0 0' W 13A-7.5ocs 0.095 s 2.69 1.67 0 0 0 0 0 0 0 0 T12C-Osw 2A-2ov - 0 091 0.340 w w 0.00 0.00 UOO 0:06 0 0 i, 0 0 0 0 0 0 0 0 0 0 q p 0' p' VV 13A-7.5ocs 0.095 w 2.69 1.67 0 0 0 0 0 0 0 0 I-G 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 P-? 12C Osw j 11.D0_ 1Q&091 0 399 rL 2 58 1.04 a 1.44 119.9 0 0 0 0 2 0. 0.- 0 0 .. 0 0. 0 0 0 L-D. 0 C 16CR-30ad 0.032 0.91 1.42 0 0 0 0 0 0 0 0 F 20P.=19t a0.050'.r R 0 00 F-0 00 0 0 A ,^ 0 0 Q 0 A:0 p F 22A-tpl 0.989 27.99 0.00 96 12_336 0 49 0 7. 21 0c) AED excursion6 Envelope loss/gain 637 166 0 0 12 a) Infiltration 218 69 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 01 0 0 0 Appliances/other 0 5 Subtotal (lines 6 to 13) 855 235 0 5 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 855 235 0 5 15 Duct loads 320% 60 % 273 142 321/ 60%1 0 3 Total room load 1128 377 0 7 Air required (cfm) 53 18 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Oct-13 08:15:37 AGCA Right -Suite@) Universal 2017 17.0.23 RSU24011 Page 4 IingtonAGLS\Lotl57ThornbrookeDarlingtonAGLS.rup Calc = MJ8 House faces: S 1 ®EL -AIR Right-J® Worksheet HEATING... AM CONNITNONING 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: Lot157ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name mstr we den 2 Exposed wall 0 ft 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 Btuf1/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 12C Osw- 0.091 n 0.()0 0.00 0 0 0 0 0 0 0 0 2A 2ov '` 0.340 n 0.00 0.00 0 0 0 0 0 0. 0 0 0.340 n 0.00 0.00 ' 0 0 - N .,O may_ rH 0„ 0 V?"0 0 0' 13A-7.5ocs 0.095 n 2.69 1.67 0 0 0 0 0 0 0 0 11 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 , 416A=30ad=.... .,.. _ 0.032 n ` O91 ___ 2_38 0 0 .. 0 a,,a 0 0 0 --"- WI 12C-Osw 0.091 e 0.00 0.00 0 0 0 0 0 0 0 0 0 I--G 2A-2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 13A 7 5oc"s 2A 2ov 0 095"e 0 340 e.; 2.69.1.67 9, 62 30 36 0 0 0 0 0 0 0 0 145 0 t25 0 337 0 209 0 2A,2ou 0.340 e 9.62 30.36 0 0 0 0 19 0 y/ 13A-7.5ocs 0.095 se 2. 99 1.67 0 0 0 0 0 0 0 0 G 10C-v 0.340 se 9.62 7.41 0 0 0 0 0 0 0 0 12C Osw rra 2A 2ou .-- 0 091 0 340 s s '', 0.00 0.00 0.00 0.00 0 0 0 r0 0 a .. Er, p 0 I 0 ,,,, 0 q 0 0 0, 0' u,0 0 Q'. W 13A-7.50cs 0.095 s 2.69 1.67 0 0 0 0 51 51 138 86 y/ 12C-Osw 0.091 w 0.00 0:0,0 0 0 s0 0 0 0, y 0 0 0 f-G 2A=2ov I , 0.340 w,l 0:00 0:00 .., 0 0 p E' c; 0 0 0 A IW 13A-7.5ocs 0.095 w 2.69 1.67 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 PI 12C 0'- ' 0.091 T 2 58 1.44 0 0 0 0 0 0 0' 0 D 11D0 ... 0.390 n_ ti..04 11.99 0 0 0. 0. 0. 0.! Q__ C 16CR-30ad 0.032 0.91 1.42 0 0 0 0 0 0 0 0 20P..19t.. ua 0 050 0:00 . kY0;00 T D M.: 0p p 0 0 _ p p F 22A-tpl 0.989 27.99 0.00 19 0 0 0 147 21 588 0 0 128c) AED excursion6 Envelope loss/gain 0 0 1248 1007 12 a) Infiltration 0 0 382 121 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 10 Subtotal (lines 6 to 13) 0 5 1630 1128 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 1630 1128 15 Duct loads 321/ 60 % 0 3 321% 6011, 521 682 Total room load 0 7 2151 1811 Air required (cfm) 0 0 102 85 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4114- WrightsOft' Right -Suite® Universal 2017 17.0,23 RSU24011 2017-Oct-13 0 Page 5 ACCA ling IonAGLS\Lot157Thorn brook eDarlingtonAGLS.rup Calc = MJ8 House faces: S g RDEL-AIR Right-J@ Worksheet WrM - AM WNMORM8 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: Lotl 57Tho rn brookeDarli ngt Date: 6/4/2014 By: FJF 1 Room name util pwdr 2 Exposed wall 4.0 ft 4.0 ft 3 Room height 9.3 ft heat/cool 9.3 ft heat/cool 4 Room dimensions 4.0 x 11.5 ft 4.0 x 11.5 ft 5 Room area 46.0 ft2 46.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-OF) Btu ft2) or perimeter (ft) Bt h) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C-Osw 2A-26v 2B-2fv 0 091 0.340 0.340 m'n'- n: 0.00 0.00 66 W1RkW"0 0 2 0 0 0 b J" '0 Kpo7 0 5.Xo 0 0 0 O 0 0 0 0 0 13A-7.5ocs 0.6-9-5 n 2.69 1.67 0 0 0 0 0 0 0 0 11 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 1 6A-30ad r 0OM2 n' 0.91 A 0 o 0 0 0 12C-Osw 0.091 e 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 e 0.0000 0.00 0 0 0 0 0 0 0 0 1*T.5ocs" 2A-2ov: 2A 2ov 95 0 11.. _369t 0 340 e, e 4",W 2,69 9162 1 67 30.36 30 36 37 100 0 0 0 62 0 0 37 3 b 54' 152 0 t 1 3A-7.5ocs se 2.69 1.67 01 01 01 01 01 0 0 0 1, 1 OC-v 0.340I se 9.62 7.41 0 0 0 0 0 0 0 0 w 6 c) A ED excursion 55 36 Envelope loss/gain 212 71 247 242 12 a) Infiltration b) Room ventilation 73 0 23 0 73 0 23 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 600 0 0 0 Subtotal (lines 6 to 13) 285 630 320 265 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 321% 60% 0 0 0 285 91 0 0 0 630 381 320% 60% 0 0 0 320 1021 0 0 0 265 160 Total room load Air required (cim) 376 181 1011 47 422 20 425 20 Calculations alooroved by ACCA to meet all reauirements of Manual J 8th Ed V44- vvriightsc>ft- 2017-Oct-13 08:15:37 Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 6 ling(onAGLS\Lotl57ThornbrookeDarlingtonAGLS.rup Calc = MJ8 House faces: S 43 DELAIR Right-J® Worksheet HIATM- AM WHMIHHIHB 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: Lot157ThornbrookeDariingt... Date: 6/4/2014 By: FJF 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 (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw 2A 2ov 2B.2fv 0 091 0 340 0 340 n, n n-': 0 00 0:'00 a0.00 0 00 0.00 0 O 0 0 0 0 0 0 0 0 0. 0 0; 0 M1 o 0. 11 1 13A-7.5ocs 2A-2ov 0.095 0.340 n n 2.69 9.62 1.67 10.58 135 0 63 0 170 0 106 0 0 0 0 0 0 0 0 0 I 2A-2ovd 0.580 n 16.41 16.85 72 0 1182 1213 0 0 00 W 16A-30ad i _ 0.032 n 0.91 238 0 0 0 s, .... p p p p" j 12C-0sw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 1-G 2A-2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 I-G 2A-2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 G t--G 13A 7 5ocs 2A 2ov 2A-2ov , 0 095 0 340 r 0,340 e e 1 e `1 2 69 9 62 9.62 1.67 30.36 t , 30:3fi 0 0 0 0 0 0 0, 0 0 0 0 0 0 0 0 0 0 0 '" 0 0 0- 0 0'. 0 13A 7.5ocs 10C v 0.095 0.340 se se 2.69 9.62 1.67 7.41 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 at2C Osw 2A 2ou' - 0 091 340 s' N• s :_ a 0.00 0:00 0 00 t 0 0 0.._ 0 W a 0 0 r p W 13A-7 Sn •.s 0.095 s 2.69 0.0Q 1.67 0 0 0 Q-- 0 0 0 0 0 0 1 13A-7.50cs 0.095 w 2.69 1.67 191 191 514 319 93 54 146 91 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 39 0 374 1180 LLD .0' 0091258 1.44 0 0 0 0 0 0 00' 11 D0' -- _ _.___0 390 2 11.09_ 11..99. 0 -A =-- 0 0 p 0: c iacp_an.i In nn9 _ n of 1 ao n n n n n n 0 0 61 c) AED excursion 1 222 1 1 513 Envelope loss/gain 2846 1415 800 1783 12 a) Infiltration 636 201 182 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) 3482 2536 982 2071 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3482 2536 982 2071 15 Duct loads 321/ 60% 1113 1534 320% 60%j 314 1252 Total room load 4595 4070 1296 3323 Air required (cfm) 218 191 61 156 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft` 2017-Oct-13 08:15:37 Right -Suite@ Universal 2017 17.0,23 RSU24011 Page 7 IinglonAGLS\Lotl57ThornbrookeDarlingtonAGLS.rup Calc = MJ8 House faces. S qDEL:AIR Right-MWorksheet HUTM - ?M COMMUNIND 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 157ThornbrookeDarlingt... Date: 6/4/2014 By: FJF Calculations aooroved by ACCA to meet all reauirements of Manual J 8th Ed wrightsoft' 2017-Oct-13 08:15:37 i1GCA Right-SuiteO Universal 2017 17.0.23 RSU24011 Page 8 IingtonAGLS\Lot157ThornbrookeDarlingtonAGLS.rup Calc = MJ8 House faces: S R DEL -AIR Right-JO Worksheet xEurure = am eormmunras 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 Job: Lot 157ThornbrookeDariingt... Date: 6/4/2014 By: FJF 1 Room name ahu 2 rm 2 2 Exposed wall 169.0 it 39.5 it 3 Room height 9.0 it 9.0 it heat/cool 4 Room dimensions 14.5 x 15.5 it 5 Room area 1469.3 it' 224.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft?'F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (I I) Btuh) Heat I Cool i Gross I N/P/S Heat I Cool i Gross I N/P/S Heat I Cool 6 12C Osw 2A-2ov b 0 091 0 340 0 340 n n n? 2.58 9.62 s , 9.62 z2'34 10:58 10.58 270 30 40 200 0 0 515 289 385 469 317 423 140 30;.',' 0 110 0 0 282 289 0 2b/+ 317„ 0 11 13A-7.5ocs 2A-2ov 0.095 0.340 n n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2ovd 0.580 n 0.00 0.00 0 0 0 0 0 0 0 0 W -... 16A-30ad ` _r M2 r1';1 0.00 0 00 0 0 p p 12C-Osw 0.091 a 2.58 2.34 491 470 1209 1100 131 131 336 306 2A-20v 2A-2ov 13A 7.5ocs 2A 2ov 2A 2ov ' ;; 0.340 0.340 0 095 0 340 0 340 a e e e e 9.62 9.62 0.00 0 00 Os00 30.36 30.36 0 00 0.00 0.00 6 15 D 0 o , 0 0 0 0 0 58 144 0 0 0 182 455 0 0 0 0 0 0 0 0 ,. 0 0 0 0 r 0 0 0 0 0 0 0 0 0. A' 0 13A-7.5ocs 1OC-v 0.095 0.340 se se 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V! W 12C Osw Y 2A 2ou ...-W .-.... 13A-7.5ocs 0 091 q 340 0.095 s ; S .._9 s 2.58 62 0.00 2.34 10.77 0.00 27030 0 240 53 0 618 289 0 562 323 0 0 0 _.-.... 0 0 0 0 0, Oi 0 0 0 0 yl C 12C Osw 2A 2ov'"`-r,U= 0 091 0.340 w; wj9.62 2.58 2.34 3036 30 491 461 0 aA2 ,;1186 289 1079 911 86 - 0 86 0 220 0 200` 0 W 13A-7.5ocs 0.095 w 0.00 0.00 0 0 0 0 0 0 0 0 I-; 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 P L--D 12C Osw J_i.pp 0 091 0 390. 0.032 p 0:00 O.DO- 0.00 0 QO 0 p 0 p 0 p 0 0 0 0 ,; Q 0 0` 0' 0 0 91 1.42 1469 1469 1331 2080 225 225 204 318C16CR30ad F 20P 19t0.050 9:45:€0.7iiii 1313 18 9 0 ,, 0 0 0 r 99n_r i n qa4 I n nnl n no n n n n o 0 0 0 6 c) AED excursion 0 114 Envelope loss/gain 6329 7912 1330 1284 12 a) Infiltration b) Room ventilation 2963 0 939 0 693 0 219 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 9293 8850 2023 1504 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 46% 760% 0 0 0 9293 4296 0 0 0 8850 6761 460% 76% 0 0 0 2023 935 0 0 0 1504 1149 Total room load Air required (cfm) 1 13589 1 840 15612 840 2958 1183 2652 143 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightscAt'" 2017-Oct-13 08:15:37 Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 9 IingtonAGLS\Lotl57Thorn brook eDarlingtonAGLS.rup Calc = MJ8 House faces: S DEL -AIR Right-M Worksheet MATMRAMtOMMOMM6 ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax* 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot157ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name loth 2 bth 3 2 Exposed wall 9.0 ft 11.5 It 3 Room height 9.0 ft heat/cool 9.0 It heat/cool 4 Room dimensions 9.0 x 6.0 It 11.5 x 6.0 ft 5 Room area 54.0 ft2 69.0 ft2 7 n.msontruction ber U-value Btuh/ft? °F) Or HTM Btuh/ft2) Area (ft2) or perimeter Ill) Load Btuh) Area (ft2) or perimeter (ft) Load Btuh) Heat Cool Gross I N/P/S Heat Cool Gross I N/P/S Heat I Cool 6 12C-Osw 2A 2ov _ 0 091 0 340 n n- 2.58 9.62 2.34 10.58 0 D 0 0 0 U u U 2B 2fv" 0.340.9.62 10.58 0 0 0 0 E 0 1 t0' 0 11 13A-7.5ocs 2A-2ov 0,095 0.340 n n 0.00 0.00 0.00 0.00 0 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2ovd 0.580 n 0.00 0.00 0 0 0 0 0 0 0 0 W ..-.:';16A-30ad n::0:032 n's 3 0 00 10 0 8 0 0 0 0 W 12C-Osw 0.091 e 0.00 2.58 2.34 81 0: 75 193 176 104 104 267 243 II C 2A-2ov 2A-2ov 13A 7 5ocs 2A 2ov 2A2ov 0.340 0.340 0 095 0 340 r ,.i9340 e e e z, e` e 0:00 9.62 9.62 0 00 0 00 30.36 30.36 0 00 0 00 0.00 6 0 0 0 O 0 0 0 T 0 0 58 0 0 0 182 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 VII G 13A-7.5ocs 10C-v 0.095 0.340 se se 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A 7 5ocs 0 095 s UAU U,OU u u u u u u u u 12C Osw : 0 091 w 1-2. 2.84 O0 0 0 0 g D Q 0 9.62 30.36 :_0 .0 0 0 0 • 0 -, s.. 0 O W 13A 7.5ocs 1 0.0951 w 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 31 29 Envelope loss/gain 300 466 329 312 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) 458 516 531 376 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution I 0 0 0 0 14 Subtotal 458 516 531 376 15 Duct loads 46 % 76 % 212 394 46 % 76 % 245 287 Total room load 669 910 776 663 Air required (cfm) 41 49 48 36 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- 2017-Oct-13 08:15:37 4GGA Right -Suite® Universal 2017 17.0.23 RSU24011 Page 10 IingtonAGLS\Lot157ThornbrookeDarlingtonAGLS.rup Calc = MJ8 House faces. S DEL -AIR Right-J® Worksheet r"S ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lott 57ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 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 5 Room dimensions Room area 14.0 x 14.0 it 196.0 R2 9.5 x 5.0 it 47.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2- °F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 0.09b n 0.00 0.00 0.340 in 0.00 0.00 0.580 n 0.00 0.00 OM2 n d 0.001- 0.00 0. 091 e 2.58 2.34 0. 340 e 9.62 30.36 0. 340 e 9.62 30.36 0. 095 e 0,00 o 0. 340 e C 0.00 0 00 0. 340 e '' 0.00 V'00 0. 095 se 0.00 0.00 0. 340 se 0.00 0.00 0. 0951 w 1 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 126 ill 286 260 18 18 46 42 0 0 0 0 0 0 0 0 15 0 144 455 0 0 0 0 to a o 0 0o Q-,o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01 01 01 61 c) AED excursion 1-68 18 Envelope loss/gain 1038 1347 221 204 12 a) Infiltration 491 155 123 39 b) Room ventilation 10 0 0 0 13 Internal gains: Occupants @ 230 1 0 0 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 1529 1503 344 243 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1529 1503 344 243 15 Duct loads 1461/6 76%1 707 1148 461% 76% 1591 186 Total room load 2236 2651 503 429 Air required (cfm) 138 143 31 23 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed wrightsc3ft' 2017-Oct-13 08:15:37 ACCA Right- SuiteOO Universal 2017 17.0.23 RSU24017 Page 11 IingtonAGLS\ Lot 157Thorn brookeDarlingtonAGLS.rup Calc = MJ8 House faces: S DELAIR Right-JO Worksheet ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 COD ISCO WAY, SANFOR D, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-Al R.COM Job: Lot157ThornbrookeDarlingt... Date: 6/ 4/2014 By: FJF 1 Room name rm 3 loft 2 Exposed wall 24.0 It 11.5 it 3 Room height 9.0 it heat/cool 9.0 It heat/cool 4 5 Room dimensions Room area 13.0 x 11.0 it 143.0 ft2 11.5 x 11.0 It 126.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ ft2 °F) Btuh/itz) or perimeter (ft) Btuh) or perimeter (It) Btuh) Heat Cool Gross I N/P/S Heat I Cool Gross I N/P/S Heat I Cool 6 12C Osw ; 2A 2oVj, 2B 2fv 1 0 091 0 340 0.340 n; n n' 2 58 v 9 62 9.62 E; 2. 39 10.58 10:58 0 0 0 . 0 0 0 0 0 air 0 a 0 0 0- 0 0 0 g 0 0 0 13A- 7. 5ocs 0.095 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 IIf2 2A- 2ovd 0.580 n 0.00 0.00 0 0 0 0 0 0 0 0 W __ 16A= 30ad; ........ v._30 032 n= 0.00 w&00 p o 0 0_ p a W 12C- Osw 0.091 e 2.58 2.34 0 0 0 0 0 0 0 .. 0 0 2A-2ov 0.340 e 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 e 9.62 30.36 0 0 0 0 0 0 0 0 13A 7 5ocs 2A 2ou -= 2A2ov_ 0 095 0 340 0340 e , e e' 0. 00 0 00 000 0 00 0 00 0.00 0 0 0 0 r 0 v,.0 0 0 0M«.: p 0 s •_ 0 0 0 0 0 0 0'. 0 p t- G_ 13A-7. 5ocs 0.095 se 0.00 0.00 0 0 0 0 0 0 0 0 10C-v 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 UWp! ' . G_ 12C Osw 2A 2ov 0 091 D 340szS_ 258 962 2. 34 1-0_ 77 99 -'. 15 84 13 216 144 197 162 0 ': 0 ._..).. 0 0. 0 0 0 0. W 13A- 7.5acs 0.095 s 0.00 0.00 0 0 0 0 0 0 0 0 12C;Osw : 2A2ov .-' ,,...,., 0340 0 091 w'- w 2158 9. 6230: 38 2.34 117 0 117 s.. v_ 0. 301 0.,.,,, 274 0,.., 104 3p, i 74 0;` 289_ 911` 13A-7. 5ocs 0.095 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 PI - L1 12C 0sw 11 DO - ';-- 0.091 Q.39. 0 n- 0 00 0._O. Q. 000 0:00 0 0 0 0........_ 0 0. z 0 0 0 p•..,,. 0 p 0 0 0 0,: C 16CR- 30ad 0.032 0.91 1.42 143 143 130 202 127 127 115 179 F" 20P- 19t 0050_..._.W....• 1.41 v0 7„1 x„ '1 1 2..._--= 1-: 0 0._._..0 F SPA- tnl n qAq o nn n nn n n n n nl ni n 6 c) AED excursion 51 405 Envelope loss/ gain 793 784 593 1667 12 a) Infiltration 421 133 202 64 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 01 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1214 918 794 1731 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1214 918 794 1731 15 Duct loads 46 % 76 % 5611 701 46 % 76 % 367 1322 Total roam load 1775 1619 1161 3054 Air required ( cfm) 110 87 72 1 164 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsa t' 2017-Oct-13 08:15:37 4CCA Right- Suile® Universal 2017 1Z0.23 RSU24011 Page 12 IinglonAGLS\ Lot 157Thorn brook eDarlingtonAGLS.rup Calc - MJ8 House faces: S Right-JO WorksheetDEL -AIR gn o. rM MNOMOMNS ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW,DEL-AIR.COM Job: Lot157ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name open to below stairs 2 Exposed wall 35.0 ft 3.5 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 5 Room dimensions Room area 20.5 x 14.5 ft 297.3 ft2 1.0 x 311.3 ft 311.3 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat I Cool Gross N/P/S Heat Cool Gross I N/P/S Heat I Cool 6 112C Osw 0 091" n 2.58 2.34 131 91 233 uE, 212 0 0 O, 0 2A° 2ov ' s 0 340 n 9.62 10.58 s 0 0 0 0 0 ;'„ 0 0 0 213_2fv Q 340 n' ;;9.62 10.58 i40 0r' 385 '.`:423 0 0 0 0= 13A-7.5ocs 0.095 n 0.00 0.00 00 0_ 0 0 0 0 0 11 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ovd 0.580 in 0.00 0.00 0 0 0 0 0 0 0 0 16A 30ad'i' 0.032 n-- 0._00 O.DO -- 0 ,_'-0 _ 0 _:_: D 0 .: _...... 0 rz. ^>p. 12C- Osw 0.091 e 2.58 2.34 0 0 0 0 32 32 81 74 2A 2ov 0.340 e 9.62 30.36 0 0 0 0 0 0 0 0 2A- 2nv n 4dn o Q ri7 4n ZR n n n n n n n n 13A 7 5ocs 2A 2ov Q 095 0 340 e_ e er, 0 00 0 00, 0. 00__010 0 00 Q 0 0 0 0 0 0 0' 0 0 0! 0 0 0 13A- 7.5ocs 0.095 se 0.00 0.00 0 0 0 0 0 0 0 0 G tOC-v 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 0. 0951 w 1 0.00 01 01 61 c) AED excursion 119 38 Envelope loss/gain 1362 1370 363 477 12 a) Infiltration 614 194 61 19 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 01 0 Subtotal ( lines 6 to 13) 1976 1564 424 496 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1976 1564 424 496 15 1 Duct loads 46 % 76%1 914 1195 46 % 76%1 196 379 Total room load 2889 2759 621 875 Air required (cfm) 179 148 381 47 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Oct-13 08:15:37 iCCA Right- SuileO Universal 2017 17.0.23 RSU24011 Page 13 IingtonAGLS\ Lotl57ThornbrookeDarlingtonAGLS.rup Calc = MJ8 House faces: S uQiq0EL-AIR Duct System Summary BEATING § AIR CONDITIONING a h u 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Heating External static pressure 0.30 in H2O Pressure losses 0.06 in H2O Available static pressure 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O Lowest friction rate 0.148 in/100ft Actual air flow 840 cfm Total effective length (TEL) Job: Lot 157ThornbrookeDarli... Date: 6/4/2014 By: FJF Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.148 in/100ft 840 cfm 162 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 den h 2151 102 85 0.195 6.0 Ox 0 VIFx 27.8 95.0 st1 dining rm c 3323 61 156 0.196 6.0 Ox 0 VIFx 27.1 95.0 st1 family rm h 4595 218 191 0.183 8.0 Ox 0 VIFx 36.2 95.0 st1 kitchen c 3458 150 162 0.212 7.0 Ox 0 VIFx 18.1 95.0 St1 mstr loth h 1128 53 18 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 mstr rm h 4595 218 161 0.148 9.0 Ox 0 VIFx 52.0 110.0 st3 mstr we c 7 0 0 0.164 4.0 Ox 0 VIFx 36.7 110.0 st3 mstr wic c 7 0 0 0.159 4.0 Ox 0 VIFx 41.1 110.0 st3 pantry C 7 0 0 0.209 4.0 Ox 0 VIFx 19.6 95.0 sti pwdr h 422 20 20 0.194 4.0 Ox 0 VIFx 28.6 95.0 SO util c 1011 18 47 0.191 4.0 Ox 0 VIFx 30.9 95.0 SO Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st3 Peak AVF 271 180 0.148 497 10.0 0 x 0 VinlFlx sti st1 Peak AVF 840 840 0.148 602 16.0 0 x 0 VinlFlx WriihtSOft` 2o17- Oct-13 aa:age 1 1 9 Right-SuiteO Universal 2017 17.0.23 RSU24011 Page 1 ACCA. IingtonAGLS\Lotl57ThornbrookeDarlinglonAGLS.rup Calc = MJ8 House faces: S 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 Wrlhtsoft 2o,7-Oct-13 08: age 2gRight -Suite( Universal 2017 17.0.23 RSU24011 Page 2 t CCN...IingtonAGLS\Lot157ThornbrookeDarlingtonAGLS.rup Calc = MJ8 House laces: S DEL AIR Duct System Summary HEATING • AIR @ NUITtOPMG 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 Job: Lot 157ThornbrookeDarli... Date: 6/4/2014 By: FJF Heating Cooling External static pressure 0.30 in H2O 0.30 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.24 in H2O 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O 0.120 / 0.120 in H2O Lowest friction rate 0.202 in/100ft 0.202 in/ 100ft Actual air flow 840 cfm 840 cfm Total effective length (TEL) 119 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk blh 2 c 910 41 49 0.318 4.0 Ox 0 VIFx 5.5 70.0 blh 3 h 776 48 36 0.311 4.0 Ox 0 VI Fx 7.1 70.0 loft c 3054 72 164 0.203 6.0 Ox 0 VIFx 33.0 85.0 st2 open to below h 1445 89 74 0.274 6.0 Ox 0 VIFx 17.5 70.0 open to below -A h 1445 89 74 0.286 6.0 Ox 0 VIFx 14.0 70.0 rm 2 h 2958 183 143 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 2651 138 143 0.281 7.0 Ox 0 VIFx 15.5 70.0 stairs C 875 38 47 0.306 6.0 Ox 0 VIFx 8.6 70.0 Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st2 Peak AVF 213 274 0.202 621 9.0 0 x 0 VinlFlx Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb2 Ox 0 840 840 0 0 0 0 Ox 0 VIFx wri htsoft 2o,7-Oct-13 08: age 3gRight-SuiteO Universal 2017 17.0.23 RSU24011 Page 3 I CCN...IingtonAGLS\Lo1157ThornbrookeDarlingtonAGLS.rup Calc = MJ8 House faces: S FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 157ThornbrookeDarlingtonAGLS 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/doorjambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside 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 10/12/2017 5:20 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) EnergyGaugeOO - USRCSB v5.1 10/12/2017 5:19:47 PM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot157ThornbrookeDarlingtonAGLS 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 lest, shall be turned off, and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: 10/12/2017 5:20 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have 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 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 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. 0 R403.2.2 Sealing (Mandatory)V 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. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 10/12/2017 5:20 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Corn Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41°C) or below 55°F (1YC) 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 % inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). 0 R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 60oC). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. 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. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 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. 10/12/2017 5:20 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: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heal -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. 10/12/2017 5:20 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 2.0 TON W/5KW e240V 1PH to wall cap lexm plea42X42A/C SLAB plutfarm by w/fan BY BLDR MIN bCuleldrNutone 696RN s ' 1/8'=1'0' 2' FROM WALL I nil 20 i 1SIOxMASTER SURE 60 19 _ u, a-. mar as 12xl2 lwc 4' L _ _ e w/aG Ii]—.r dry67 3" bath duct to wall cap w/fan N tJ n B I Am111M 1"®:=_ tr" ate n..c.- . o oW \ w. ENNtY I 5 P at Stan 16.16 r¢ nua I wlw x t; rimer+. eawr,F iu.Uwu 6' 18' xl2' L b 1wc 10 x\ U+wI 155 i LANAI yeAM1LY ROOM 190 i DIN I IG I IQT EN yF J 14x8 sw I p -e r ac I Na? i R. rE I SrcLL YI ae . f+ W ur0 Tronsier ducts/ grates sized In 7-kiwchen vent to ell Cu c pllunce withFiorldeResidentlolpomtar ueopw Building Code - M1602. 4 Bnl.... d Return Air, a cept1.— 1-3. Builder must provide unrestricted 1 Inch doo to undercut on shobioomisr11IX0t ; rN 4u. TYPICAL MASONRYWINDOW SCHEDULE WINDOW WIDTHS # F WINDOW CALL- gJ15 16' ^ Rw 10315N 1)w 31w S' y USu IR i3 w' 1)w Jaw gsl' S uw m><w i w 3tw Z 63' S 6w 'thw i5w 3sw 3 m Ibw In x,w 16w ww N * GC.V mKAY- T OMWA FCR All Wwz. flDM1 S'L- 5 40 WT41AT0I U VARY PER O NNEiXT. MD S?CFI T1045. z 'E F 70 FloaRFlu S FCRSi1L 711,10M SWILE waw. CASMIT C`Jr.OR FAQDMust have a minimum clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 insulation value. J s O z zz N C-, jE O O RS S z O W LU V \ \ \ \ oi\ DoM Z 0 LJ Z Y C] ED C] o L3 f HATCHING LEGEND J art wL 0 C F— CD V' LL_ aQo= H ER M1. nl 56F. Z O j- m TOGA 413" . I 395F. Lu LLI ' ' j_ Z EN32Y AL 5a FT 7I5F. 37415F. o Z OJ Q I— OD J O 5 LLl F Q Q C2TO co o_ J ( n p 0 O N Q ., M S 16 3" bath duct Tronsfer ducts/gr11le5 sized In c onpuence with Flarida ResldentW t0 roof cap Bullding Code - M1602.4 Bnlonced Return Alr' exceptlons 1-3. Builder 2.0 TON V/SKV1TONpplea 2290V IPH W fan ust provide unr estrlc ted 1 Inch undercut on doors to hobltoble M91Aloe, bldr by x-x Nutone 696RNB raa^ scale 1/8'wl'0' a rux Q Q m rew.w xu"c i'ue iw.nrr wzwr. B pTTyy 204 """4s, 3 1 Z q' AaA4 j N 0 11m BEDROOM 4gz BEDROOM 2 H a` U F1 -.:1rcrur ac. 195 7 r—vY E 1 x16 rog 7' 1456 lwctl II Q U 12.6 Iwcd 12.12 Q 0 45- 6 ag 10x6 ]wcd I DpA BE CDD O 14. og r go 2' 6' 16 CD 9' 4x1 I utw xetw 4' 2 Builder will neetl to ii 8x4 Iwctl provde o/c duct chose 1Iuvt ' CLj P ] Ox6 Iwcd WO 6 Iwcd 6 g II 75 l 75 l65 1 LO lwcd ragBEDA d V ea I LLJ mw o 0 o r.• m o z L LD Ln fY CD V J -J CL El Q Q 0 S I—f::J DI zRating o IL > m z o m z w 3 J Q F m H Q E5 J O Q K Must have a minimum clearance of 4 Inches around the air hondler per the State Energy code. All duct has on r 6 Insulation value. m CL J Vn Q 0 TAYLOR MORRISON HOMES THORN BROOKE S.F. i" , .• LOT 157 v'r v r ofp y HOUSE TYPE: DARLINTON WITH OPTIONS A p WATER SOFTENER q I LAUNDRTY TUB; SHOWER IN BATH 2 e ADD LAV IN BATH 3 1ST FLOOR f l AA V I r 'il 3" WASTE STACK FROM 2ND FLOOR 1 TERMINATING TO THEIST FLOOR *" e L1'y «' 7v tci .'•. fix yL G D o W O cy') O C.0 TAYLOR MORRISON HOMES THORNBROOKE S.F. LOT 157 HOUSE TYPE: DARLINGTON WITH OPTIONS WATER SOFTENER LAUNDRTY TUB SHOWER IN BATH 2 ADD LAV IN BATH 3 2ND FLOOR 3" WASTE STACK FROM 2ND FLOOR TERMINATING TO THE IST FLOOR d l J 4 La- aj Lr e. 9z IN DESCRIPTION AS FURNISHED: Lot 157, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 156 1 12,64' PC) 5,00' 5, 00' 5.00' 30' UNNAMED ROAD RFCORD CopyP.B. 1, PAGE 114) S 00012 21 " E 40.00' 10'I LANDSCAPE, WALL FENCE ESMT. 19.27' 19.28' 19.29' LOT 157 j 3.0'x3.0 I A/C 1 COVEREDJ 15.7' PATIO 14.3 UtN w PROPOSED RESIDENCE ` MODEL: DARLINGTON—A 2 CAR GARAGE LEFT 21.3' 16' DRIVE 25.20' 1 10' UTIL. ESMT, 5.0" 3 ENTRY 0 8.7' ` 0 r- x s\, ZONII DATE Ok to construct single family home with setbacks and impervious area shown on plan. SLR. q °(a , M f ice. • V% y)- A , G:L g g LOT 158 CO ~ 5.ov' r 25.20' k rye. 5' CONC WALK 3' _ — 13.B.) S 00010'44" s'- 1 40.00' RET R o.S"ZF LANE 50' R/W) e PROPOSED = FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS AUIL(.)ING. SETBACKS: PROPOSED DRAINAGE FLOW FRONT = 25' LOT GRADING TYPE A + REAR = 15' PROPOSED F.F. PER PLANS = 24.7' 0 SIDE 5.0' SIDE_ CORNER = 10' PROPOSED GRADE PER CONSTRUCTION PLAN PLOT .PLAIN ONLY* ATOT A SURVEY) L,11)r .4, 77 LIVING i,46' GARAGE 45'S ENTRY 71 LANAI 136 BREEZEWAY DRIVEWAY 403 AjC PAD 18 VIAL.KWAY -i 70 IMPERVIOUS 54.9 2, 62.3 S01) o OFF 1—SOT nl T;--f/i:C 4.' f) APRON SIDEWALK 200 PROPOSED 5EDINFORMATIONSHOWNAHLA173 H'.ASED ON SUPP(.IED PLAN I DRIVEV,AY ..::: 4.9 S:1.Fi. AND%OR INSTRUCTIONS PER SIDEWALK 270 50.F`T. CI.iENI'(NOT FIELD VERIFIED) SOD 2,261 SO F 6R USEN VI.1YER-S'COTT ASSOC, . .1M -- LAND SURE TYORSy LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 PF PLATFIELD PAL. TYP. POINT ON LINE TYPICAL NOTES: LP. IRON PIPE P.R.C. POINT OF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MELTS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF' I.R. IRON ROD P.C.C. POINT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER SJ-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027. FLORIDA STATUES C.M• CONCRETE MONUMENT RAD. RADIAL 2. UNLESS EMBOSSED WITH SURVEYORS SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VAUD. SET I.R. REC. 1/2• IRS /YLB 4596 RECOVERED N.R. V.P. AON-RADIAL WITNESS POINT 3. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS P.U.B. POINT OF BEGINNING CALL. CALCULATED OR EASEMENTS TFLAT AFFECT THIS PROPERTY. P.D.C. POINT OF COMMENCEMENT P.R.M. PERMANENT REFERENCE MONUMENT 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN, CENTERLINE F.F. FINISHED FLOOR ELEVATION 5. THIS SURVEY 15 PREPARED FOR THE SOLE DENEF7T OF THOSE CERTIFIED TO AND SHOULD NOT' BE RELIED UPON BY ANY OTHER ENTITY. NLD MAIL 6 DISK B.S,L. BUILDING SETBACK LINE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY ONES. R/WE'HT. RIGHT-OF-WAY EASEMENT BR. D.B. BENCHMARK BASE BEARING 7, BEARINGS, ARE BASED ASSUMED DATUM AND ON THE UNE SHOWN AS BASE BEARING (B.G.) DRAIN. DRAINAG E S. ELEVATIONS, IF SHOWN.' ARE BASED ON NATIONAL GEODETIC DATUM OF 1929, UNLESS OTHERWISE NOTED. UTIL.. UTILITY R. CERTIFICATE OF AUTHORIZATION ",N.. 4596. f, L.FC. VOd-C. CHAIN LINK FENCE WOOD FENCE CID CONCRETE BLOCK SCALE 1" _, 20' -1 DRAWN BY: +++ P. I:. P.T. POINT OF CURVATURE POINT OF TANGENCY CERTIFIED B)5 DATE ORDER No. DESC. RDESCRIPTION RADIUS PLOT PLAN 10-09-17 4383-17 L ARC LENGTH D DELTA g C14ORD C. B. CHORD BEARING NORTH TF11S BUILDING/PROPERTY DOES.NOT LIE WITHIN---- ------ --•------ THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRM" X. GRUSE MEYER, R.L.S. If 4714 ZONE " X' MAP # 12117C 0055 F. JAMES W. SC0,7 R.LS 1 4801 STATE CERT .LIC EC13003715 ELECTRICAL SERVICES, INC. !_.- — HOLDER: JOSEPH STRADA 3400 St Johns Pkwy NEC 2011/FBC 107 SANFORD,FL 877-906-1113 STRADA ELECTRIC • SECURITY ELECTRICAL LOAD CALCULATIONS UPDATED 5-8-2012 MODEL: DARLINGTON BUILDER TAYLOR MORRISON SUBDIVISON VOLT/AMPS LARGEST LOAD: HEAT PUMPS W/SUPPLEMENTAL HEAT 1 15572 Includes Heat Pump and Heat Strips on together @ 100% . Square feet living area 1 25851 3 volt/am s 7755 Small Appliance Circuits 3 4500 Laundry Circuit 1 1500 Dishwasher 1 1500 Water Heater 1 4500 Range 1 8000 Oven 0 Cooktop 0 Microwave 1 1100 Dryer 1 5000 Disposal 1 500 Pool 0 TOTAL OTHER LOAD FIRST 10KVA@100 % 10,000 REMAINDER @ 40 % 9742 LARGESTLOAD 15572 TOTAL LOAD 35 314 V.A./ SIZE RECOMMENDED 200 SERVICE SIZE: 240VOLTS= 1 147 MINIMUM PER 150 NEC 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 10 KW SETUP 0 4.308333 AC EP1 35.5 12 2.958333 TON QTY KW 1.5 2990 5000 3250 0 2 1 4032 5000 3250 7282 2.5 1 5040 5000 3250 8290 3 5280 5000 3250 0 3.5 6168 5000 3250 0 4 6888 5000 3250 0 5 5 KW SETUP 8160 5000 3250 0 15572 POOL' PREWIRES i APQTI ..._ a 60 T 240. NIN I12120Off' .N 40 .11 .0, a 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. J C DV ILA lu Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTeka RECORD SOP RE: TBO157 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Taylor Morrison Project Name: TB0157 Model: Darlington Lot/Block: 157 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: 1.39 mph Roof Load: 45. 0 psf Floor Load: 55.0 psf This package includes 59 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. I Seal# Truss Name Date 1 T12401863 1 CO 11/1/17 118 IT12401880IF16 11/1/17 12 1T12401864 1CO2 11/1/17 119 1T12401881 IHR01 I ll/1/17 13 1T12401865 1 F01 1 11/1/17 120 1T124018821 HR02 I ll/l/17 1 14 IT12401866I F02 1 11/1/17 121 1T124018831 HR03 1 11/1/17 15 I T12401867 I F03 1 11/1/17 122 1 T12401884 1 HR06 11/1/17 16 I T12401868 I F04 1 11/1/17 123 I T12401885 1 J01 11/1/17 17 IT12401869IF05 111/1/17 124 IT12401886IJ02 11/1/17 18 IT12401870IF06 111/1/17 125 IT12401887IJ03 111/1/17 1 19 I T12401871 I F07 1 11/1/17 126 I T12401888 I J04 1 11/1/17 110 I T12401872 I F08 1 11/1/17 127 I T12401889 I J05 11/1/17 l l I T12401873 I F09 1 11/1/17 128 I T12401890 I J06 11/1/17 112 1 T12401874 1 F 10 1 11/1/17 129 I T12401891 I J07 11/1/17 113 1 T12401875 1 F 11 1 11/1/17 130 I T12401892 I J08 11 /1 /17 114 I T12401876 I F12 1 11/1/17 131 I T12401893 I J09 11/1/ 17 J 15 I T12401877 I F13 1 11/1/17 132 I T12401894 I J10 11/ 1/17 116 IT12401878IF14 111/1/17 133 IT12401895IJ11 11/1/17 117 1 T12401879 1 F15 1 11/1/17 134 I T12401896 I J12 11/1/ 17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: 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. LD1NC SANFORD 0FpAR 17 - 336' 3 wLlu S CFF i,. G E N 8 . . o 34869 r r r S OF i Jullus Lee PE No.34869 MITekUSA, Inc. FL Cert 66346904 Parke East Blvd. Tampa FL 33610 Date: Lee, Julius November 1,2017 1 of 2 RE: TB0157 - Site Information: Customer Info: Taylor Morrison Lot/Block: 157 Address: City: Sanford Project Name: TBO157 Model: Darlington Subdivision: Thornbrooke No. Seal# Truss Name Date 135 IT12401897IJ13 11/1/17 136 IT12401898IJ14 11/1/17 137 I T12401899 I J 15 11/1/17 1 138 I T12401900 I J22 11/1/17 1 139 I T12401901 I J23 11/1/17 140 1T12401902 1 R01 11/1/17 141 JT12401903 1 R02 11/1/17 1 142 1 T12401904 1 R03 11/1/17 143 1 T12401905 1 R04 11/1/17 144 1 T12401906 1 R05 11/1/17 1 145 1 T12401907 1 R07 11/ 1/17 146 1 T12401908 1 R08 1 11/1/17 147 1 T1 2401909 1 R09 1 11/1/17 148 1 T1 2401910 1 R10 11/1/17 149 IT12401911 I R11 11/1/ 17 150 1 T12401912 1 R12 11/ 1/17 151 1 T12401913 1 R13 11/ 1/17 152 1 T12401914 1 R14 11/ 1/17 153 1T12401915 1 R15 11/1/ 17 154 1 T12401916 1 R20 11/ 1/17 1 155 1 T1 2401917 1 R21 11/1/17 156 1 T1 2401918 1 RF01 11/1/17 157 1T124019191 RF02 11/1/17 158 1 T12401920 1 V01 11/ 1/17 159 1 T12401921 1 V02 11/1/17 State: Florida 2of2 Job Truss Truss Type T60157 colTruss GABLE 717y 1 ttJobReference (optional) Job 7,55Refer 6unaers virstSOUrce, I ampa, vianl uny, vionaa 33JOti DN6 1- 5 mug I o GU I r ml I tlR IIIUU5111tl5, 11 r aqu 1 D:ZI7yacff3rgf5yObD EG6Buz0Uf6-LzxsMwPlj N6?S4kBvTBtyLLpHSsOw4VGjwFPJayNrfr 0148 Scale = 1:25.5 1 2 3 4 5 63x4 = 7 8 9 10 11 12 13 26 25 24 23 22 21 20 19 18 17 16 15 3x4 = 30 9 1 1- 4-0 1- 4-0 -4- D I --0 8-40-8 9-4-0 10-8-0 1 12-0-0 113--44--00 I _ 114--48-00 015-16D -4 -4-04--01-3-1-4-014-D18Plate Offsets (XY)-- f6:0-1-8 Edgej f20:0-1-8 Edgej LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.03 Horz(TL) -0.00 17 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 79lb FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 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. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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 - 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 MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component. not a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly incorporate this design into the overall ot wilding 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 darnage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP1l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallabte from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T12401864 TBO157 CO2 Floor Truss 1 1 755324002 o floralJobReference(op, Build— Fu,iS wcy, Tampa, nmu city, riuuva 33566 . y o .., .. vyo I D: Zl7yacff3rgf5y0bD EG66uz0Uf6-p9V EaGON U g Es4EJOTBi6UYt_3sCbfXmQya?zrOyN rfq OH8 Scale = 1:17.0 1 2 3 4 5 6 7 8 I I I I I I 18 0 op 17 I I I - 16 15 14 13 12 11 10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.03 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 45 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 9-0-7. lb) - Max Grav All reactions 250 Ib or less at joint(s) 16, 9, 15, 14, 13, 12, 11, 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) "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 MI1-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with Mileld) 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 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 stability and to prevent collapse with possible personal injury and property darnage. 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 avattab le from Truss Plate Institute. 218 M Lee Street. Suite 312. Mexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply T12401865 TBO157 F01 Floor Truss 1 1 755324003 Job Reference (optional) rsumers rirsraource, Tampa, ram i y, nonoa ssaoo 0-1-8 H 2-6-0 1-3-0 Qyo I D:Zl7yacff3rgf5yObD EG6Buz0Uf6-p9V E aGQN Ug Es4EJOTBi6UYtrks 15fR 1 Qya?z r0yNrfq i 2-3-8 1.5x3 II 1.5x3 II 3 4 5 2-6-0 0-,,1 8 ca'IA = 1:26.9 fi 13 12 11 10-' Plate Offsets (XY)-- 11:0-1-8 Edge], f12:0-1-8 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.15 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(TL) -0.20 12-13 >925 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/fP12007 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 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) 14=834/0-7-4, 9=834/0-7-4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1530/013-4=-2021/0, 4-5=-2021/0, 5-6=-2021/0, 6-7=-1530/0 BOT CHORD 13-14=0/1191, 12-13=0/1839, 11-12=0/2021, 10-11 =0/1 839, 9-10=0/1191 WEBS 2-14=-1390/0, 7-9=-1390/0, 7-10=0/539, 6-10=-490/0, 6-11=0/502, 5-11=-293/0, 2-13=0/539, 3-13=-490/0, 3- 12=0/502, 4-12=-293/0 NOTES- ( 5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown. and is for an Individual building component, not mid a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall iii building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Addiilonal temporary and permanent b iacing MiTek• is always required for stability and to prevent collapse with possible personal injury and rxoperty darnage. For general guidance regarding the fabrication, storage, delivery, erection and tracing 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 Pry T72401866 T60157 F02 Floor Truss 1 1 755324004 Job Reference (optional) owmers rirsraource, i ampa, rianr uny, rronaa soot 0-1-8 H 1.5x3 11 1.5x3 = 1.5x3 = 1 2 16 15 nova sw9io zu,r mi i—mau--, mc.,us—s,,OA .-,/rage, ID:Zl7yacff3rgf5yObDEG6Buz0Uf6-HL3dnbR?F_Mjh0uaI uDLI mQ1 zGN50uMZBEkW NTyNrfp 1.5x3 II 1.50 11 4 5 2-6-0 018 , ca'I = 126.3 1.5x3 1.5x3 = 6 7 8 3x6 = 15-2-12 _ 15-2-12 Plate Offsets (X,Y)-- j11:0-1-8,Edgel, j12:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(ILL) -0.13 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.17 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014TTP12007 (Matrix) Weight: 82lb 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(ffat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=814/0-3-8, 14=820/0-7-4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1497/013-4=-1960/0, 4-5=-1960/0, 5-6=-1960/0, 6-7— 1513/0 BOT CHORD 13-14=0/1168, 12-13=0/1795, 11-12=0/1960, 10-11=0/1806, 9-10=0/1189 WEBS 2-14=-1363/0, 7-9=-1374/0, 7-10=0/515, 6-10_ 464/0, 6-11=-14/453, 5-11=-261/0, 2-13=0/523, 3-13=-474/0, 3- 12=-3/464, 4-12— 266/0 NOTES- ( 7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) 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- 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 MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component. not ot atrusssystern. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to buckling of individual truss web and/or chord rnei nbers only. Additional tempofary and permanent bracing MiTek preventis always required for stabillfy and to prevent collapse with possible personal injury and rxoperfy darnoge. 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, Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply rizaotss7 T60157 F03 Floor Truss 1 1 111324005 Job Reference (optional) burners rustaource, i ampa, ream ciry, rionaa asaoo 0-1-8 H 1F— 30 16 15 1.5x3 II 1.5x3 = 1.5x3 = 4x6 = 1 2 ID:Zl7yacff3rgf5yObDEG6BuzOUf6-HL3dnbR?F_MjhOua1uDL1m6;za b6rJZBEkWNTyNrfp i 2-6-0 1 i 1-11-12 i 2-6-0 3x6 = 1.5x3 1.5x3 11 3 4 5 0TScal 1:26.3 1.5x3 11 3x4 = 4x6 = 1.5x3 = 6 7 8 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = 3x6 = 2-9-0 12-5-12 15-2-12 2-9-0 9-8-12 2-9-0 Plate Offsets (X,Y)-- j11:0-1-8 Edgel f12 0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.25 10-11 >723 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.67 Vert(TL) -0.35 10-11 >507 240 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014lTPI2007 Matrix) Weight: 82 lb FT = 20%F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except BOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=1201/0-3-8, 14=956/0-7-4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 2-3=-1323/0, 3-4=-2626/0, 4-5=-2626/0, 5-6=-2626/0, 6-7=-1811/0 BOT CHORD 13-14=01772, 12-13=0/1870, 11-12=0/2626, 10-11=0/2535, 9-10=0/1033 WEBS 7-9=- 1549/0, 2-14=-1191/0, 7-10=0/1237, 2-13=0/875, 6-1 0=-1 149/0, 3-13=-868/0, 4-12=-336/0, 3-12=0/1020, 6-11=-205/ 525 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 3-1 Od (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) 523 lb down at 11-3-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) "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: 9-14=- 10, 1-8=-100 Concentrated Loads (lb) Vert: 6=-523( F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an IndlAdual building component, not a truss system. Before use, fhe 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 rnernbets only. Additional temporary and permanent bracing Mffek' IS always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses 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 city Ply T72401868 760157 F04 Floor Truss 1 i 7553240011 Job Reference (optional) t5umers rirsr ource, Tampa, ream wry, rionaa as000 0-1-8 H 1 2-6-0 2-6-0 r 1.5x3 1.5x3 = 1.5x3 = 3x4 = 1.5x3 11 1 2 3 4 3 I D:ZI7yacff3rgf5yObD EG6B uz0Uf6-IYc?xSd01 UaJYT m abkaZzzCvgkZ7N BjQuU3vvyNrfo 13 1.5x3 11 3x4 = 4 5 3x6 6 7 0-4-0IScale = 1:19.9 6° E2 6. 11 10 9 8 zvn = Avd = 1 Sv.4 3x4 = I 0u 1 1-0-12 0-4-0' Plate Offsets (),Y)-- j10'0-1-8 Edgej j11 0-1-8 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.12 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.62 Vert(TL) -0.26 11-12 >501 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code FBC20141 PI2007 Matrix) Weight:61 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. (Ib/size) 7=595/0-3-8, 12=595/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1031/0, 3-4=-1031/0, 4-5=-1031/0, 5-6=-408/0, 6-7=-416/0 BOT CHORD 11-12=0/784, 10-11=0/1031, 9-10=0/784 WEBS 2-12=-915/0, 2-11=0/369, 7-9=0/615, 5-9=-598/0, 5-10=0/487, 4-10=-273/0 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 - Verily 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 component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design into the overall Indicated Is to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing MiTekbuildingdesign. Bracing prevent of 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, se.eANSI/TPII 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 Job Truss Truss Type city Ply T72401869 TBO157 F05 Floor Truss 1 1 755324007 Job Reference (optional) ounuers--ource, Tampa, ream'ay, nu oa000 2 0 0-1-8 H i 2-6-0 1.5x3 1.5x3 = 1.5x3 = 3x4 = 1 2 ID:Zl7yacff3rgf5yObDEG6BuzOUf6-lYc? xSd01UaJYTmabkaZzzAbgkk7NUjQuU3vvyNrfo t-70-1t 3-0 Scale= v1:19.6 1.5x3 11 1.5x3 11 1.5x3 11 3x4 = 1.5x3 = 3 4 5 6 d° 8 3x4 = 3x4 = 11- 4- 12 Plate Offsets ( XY)-- j8:0-1-8 Edgei [9:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d TCLL 40. 0 Plate Grip DOL 1.00 TC 0-72 Vert(LL) 0.15 9-10 917 360 TCDL 10. 0 Lumber DOL 1.00 BC 0.61 Vert(TL) 0.28 9-10 468 240 BCLL 0. 0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.02 7 n/a n/a BCDL 5. 0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - 3x6 — PLATES GRIP MT20 244/ 190 13 Weight: 61 lb FT = 20 % F, 11 % E TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/ size) 7=603/0-3-8, 10=610/0-7-4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2-3=-1079/013-4=-1079/0, 4-5=-1079/0 BOT CHORD 9- 10=0/808, 8-9=0/1079, 7-8=0/827 WEBS 2-10=- 943/0, 2-9=0/404, 5-7=-954/0, 5-8=0/499, 4-8=-295/0 NOTES- (5) 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) CAUTION, Do not erect truss backwards. 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. IOIV312015 BEFORE USE. _ 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 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 10 prevent buckling of Individuat 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 darnage. 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 Blyd. 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 T12401870 TB0757 F06 Floor Truss 1 1 755324008 Job Reference (optional) Dunaers rirsraource, i ampa, rianr uny, rionaa a ob 0-1-8 H I 2-6-0 2-6-0 1-11-8 1-3-0 2-6-0 „ 260 1.5x3 1.5x3 = 1.5x3 = ii 1 28 27 26 L64u s Aug 76 Zu1 f MI I eK Inausines, Inc. we uct 3i ib:bz:z8 Zui i rage t I D:Zl7yacff3rgf5yObD EG6Buz0U f6-DkANCHSGnbc Rxh2z8J Fp6BV1342Rs moseYDdSLyN rfn 11-9-8 2-6-0 f 2-6-0 -H e Scale = 1:52.0 1.5x3 11 1.5x3 11 1.5x3 4x6 = 3x6 FP= 1.5x3 11 1.5x3 11 2 3 4 5 6 7 8 9 10 11 12 13 14 1.5x3 II 1.5x3 - 1.5x3 = 3115 25 24 23 22 21 20 19 18 17 16 3x6 = 3x6 FP= 4x6 = 9-10-E 18-7-4 30 0 29 m LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) 0.19 25-26 >699 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) 0.37 25-26 >361 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.06 16 n/a n/a BCDL 5.0 Code FBC20141TP12007 Matrix) Weight: 154 lb FT = 20% F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1-8: 2x4 SP No. I(flat) end verticals. BOT CHORD 2x4 SP No.2(flat) *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 16-22: 2x4 SP No. 1(flat) 6-0-0 oc bracing: 24-25,23-24. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 16=945/0-7-4, 23=1802/0-4-0, 26=498/0-7-4 Max Grav16=963(LC 7), 23=1802(LC 1), 26=588(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-992/165, 3-4=-992/165, 4-5=-992/165, 5-6=0/1022, 6-7=0/1022, 7-8=-1498/0, 8-9=-1498/0, 9-10= 2306/0, 10-11= 2715/0, 11-12=-2715/0, 12-13=-2715/0, 13-14=-1855/0 BOT CHORD 25-26=0/774, 24-25=-165/992, 23-24=-443/685, 22-23=0/956, 21-22=0/956, 20-21=0/2007, 19-20=0/2589, 18-19=0/2715, 17-18=0/2273, 16-17=0/1401 WEBS 6-23=-299/0, 2-26= 903/0, 2-25=-206/255, 5-23=-1099/0, 5-24=0/734, 4-24=-444/0, 14-16= 1635/0, 14-17=01721, 13-17= 664/0, 13-18=0/628, 7-23=-1830/0, 7-21=0/911, 9-21=-863/ 0, 9-20=0/522110-20=-508/0, 10-19=-66/485, 11-19=-251/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Mffek" is always required for stability and to prevent collapse with possible pefsonal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and mass systems, seeANSI/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 Job Truss Truss Type Qty Ply T12401871 TBO157 F07 Floor Truss 1 1 7553240.9 Job Reference (optional) ounueis nisrauwce, is .P., Warn i y, rwnua oovov Hi 260 260 1-5-8 1.5x3 1.5x3 = 1.5x3 = 1 28 27 26 I D:Zl7yacff3rgf5y0bD EG6Buz0 Uf6-hwklPdTuYvllYrd9i0m2fO2T DTMAbE2?tCzA_oyN rfm 2-6-0 2-6-0 2-3-8 2-6-0 2-6-0 -1-8 i r I tale = 1:52.0 1.5x3 II 1.5x3 II 1.5x3 II 3x6 FP= 1.5x3 II 1.5x3 I 2 3 4 5 6 7 89 10 11 12 1.5x3 1.5x3 = 1.5x3 = 13 14 3115 25 24 23 2221 20 19 18 17 16 3x6 FP= 3x6 = 29-10-8 16-7-4 30 0 29 Plate Offsets (X,Y)-- 18:0-1-8 Edge], [19:0-1-8 Edgej [24:0-1-8 Edge], [25:0-1-8 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) 0.25 17-18 >784 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) 0.38 17-18 >523 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.05 16 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 154 lb FT = 20°! F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(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(ffar) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 22-23,20-22. REACTIONS. (lb/size) 16=826/0-7-4, 22=1796/0-4-0, 26=623/0-7-4 Max Gravl6=856(LC 7), 22=1796(LC 1), 26=680(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1359/0, 3-4=-1359/0, 4-5=-1359/0, 5-6=-1006/28, 6-7=0/1040, 7-8=0/1040, 8-9=-1297/0, 9-1 0=-1 297/0, 10-11=-2105/0, 11-12=-2105/0, 12-13=-2105/0, 13-14=-1606/0 BOT CHORD 25-26=0/928, 24-25=0/1359, 23-24=0/1262, 22-23=-154/728, 21-22=-87/876, 20-21=-87/876, 19-20=0/1727, 18-19=0/2105, 17-18=0/1930, 16-17=0/1228 WEBS 7-22=-262/0, 2-26=-1083/0, 2-25=0/504, 6-22=-1343/0, 6-23=0/555, 5-23=-539/0, 5-24=0/424, 14-16=-1433/0, 14-17=0/601, 13-17= 515/0, 13-18=-39/276, 8-22= 1606/0, 8-20=0/717, 10-20=-743/0, 10-19=0/755, 11-19=-409/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ry Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual (wilding component not a truss system. Before use, the building designer must verify the applicobllfly of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` prevent is always required for sfahility and io prevent collapse with possible personal Injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Insfilufe. 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T12401872 TB0157 F08 Floor Truss 1 1 755324010 Job Reference (optional) rsumers rirstbource, i ampa, rram cny, rionaa s oo 0-1-8 H 1 2-6-0 2-3-11— t.o9v s Hug to zu i t mi i eK mausuies, inc. i us uct it O z: ev l i rage i I D:Zl7yacff3rgf5yObD EG6Buz0Uf6-hwklPdT uYvllYrd9iOm2fO2TNTMHbEj7tCzA_oyNrfm 1-3-0 1-3-0 1-5-5 1-3-0 1-3-0 0-1-8 rr ' ^ Scale = 1:52.0 1.5x3 1.5x3 1.5x3 = 4x6 = 1.5x3 = 1.5x3 = 1.5x3 11 1.5x3 11 1.5x3 3x6 FP= 1.50 11 1.5x3 II 1.50 = i 1 2 3 4 5 6 7 8 9 10 11 12 13 2914 26 9r 24 23 22 21 20 19 18 17 16 3x6 FP= 4x6 = 3x6 = 12-10-7 29-10-8 12-10-7 17-0-1 28 ,? 27 to 15 Plate Offsets (X,Y)-- j17:0-1-8 Edge], j18:0-1-8 Edgej (22:0-1-8,Edgej 123:0-1-8,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.20 23-24 >761 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.36 23-24 >418 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0,06 15 n/a n/a BCDL 5.0 Code FBC20141TP12007 Matrix) Weight: 151 lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 21-22. REACTIONS. (lb/size) 15=853/0-7-4, 21=1791/0-5-11, 24=602/0-7-4 Max Grav 15=893(LC 7), 21=1791(LC 1), 24=651(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1231/0, 3-4=-1231/0, 4-5=-1231/0, 5-6=0/1048, 6-7=0/1048, 7-8=-1491/0, 8-9=-1491/0, 9-10=-2351/0, 10-11=-2351/0, 11-12=-2351/0, 12-13=-1687/0 BOT CHORD 23-24=0/876, 22-23=0/1231, 21-22=-245/646, 20-21 =0/1 039, 19-20=0/1039, 18-19=0/1 912,17-18=0/2351, 16-17=0/2049, 15-16=0/1287 WEBS 6-21=-281/0, 2-24=-1022/0, 2-23=-38/414, 5-21=-1233/0, 5-22=0/836, 4-22=-351/0, 13-15=-1501/0, 7-21=-1681/0, 7-19=0/797, 9-19=-768/0, 13-16=0/637, 12-16=-575/0, 12-17= 30/428, 9-18=01718, 10-18=-276/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - 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 Mllel<6 conneciors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall di building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Addiitonat temporary and permonenl brcx ing 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, seeANSVTPI 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 city Ply T12401873 T80157 F09 Floor Truss 1 t 755324011 Job Reference o tional truuaers rirsiaource, Tampa, ream any, rwuua o0000 0-1-8 Hi 2-6-0 2-6-0 1-6-11 i 1-3-0 2-6-0 di 2-6-0 28 27 1.5x3 II 1.5x3 II 1.5x3 11 4x6 = 3x6 FP= 2 3 4 5 6 7 8 9 I D:Zl7yacff3rgf5yobD EG6Buz0Uf6-9717dzU W J Dt9A7 BLGkI HBcbeJtgX Kg796sij W EyN rfl 2-2-5 n 2-6-0 2-6-0 -1-8 tle = 1:52.0 1.5x3 1.5x3 10 11 12 26 25 24 23 22 21 20 19 18 3x6 = 3x6 FP= 4x6 = 10-10- Plate Offsets (X Y)-- 18:0-1-8 Edgej f 19 0-1-8 Edge], 24:0-1-8 Edge] 125:0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) 0.22 17-18 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) 0.33 25-26 384 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.07 16 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) 1.5x3 II 1.5x3 = 1.5x3 = 13 14 3116 30 0 29 m 17 16 PLATES GRIP MT20 244/190 Weight: 154lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No- 1(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 16=948/0-7-4, 23=1864/0-5-11, 26=434/0-7-4 Max Gray 16=961 (LC 7), 23=1864(LC 1), 26=548(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-859/305, 3-4=-859/305, 4-5= 859/305, 5-6=0/1198, 6-7=0/1198, 7-8=-1307/0, 8-9=-1307/0, 9-10=-2187/0, 10-11=-2698/0, 11-12=-2698/0, 12-13=-2698/0, 13-14=-1851/0 BOT CHORD 25-26=-57/710, 24-25=-305/859, 23-24=-612/563, 22-23=0/728, 21-22=0/728, 20-21=0/1854, 19-20=0/2509, 18-19=0/2698, 17-18=0/2267, 16-17=0/1398 WEBS 6-23=-299/0, 2-26=-828/66, 2-25=-290/174, 5-23=-1162/0, 5-24=0/765, 4-24=-456/0, 14-16=-1632/0, 7-23= 1897/0, 14-17=0/720, 13-17=-660/0, 13-18=0/621, 7-21=0/956, 9-21=-908/0, 9-20=0/562, 10-20=-552/0, 10-19=0/561, 11-19=-316/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with Miiek 9 connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is 10 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 darnage. 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 Btvd. Safety information available from Truss Plate Instil ute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T12401874 T60157 F10 Floor Truss 1 i 755324012 Job Reference (optional) ounoers rusraource, amp., rianr uny, rionoa ss000 0-1-8 2-6-0 1 1-3-0 „ 2-0-11 2-6-0 , 2-6-0H' 1.5x3 1.5x3 = 1.5x3 = 1.5x3 I 1 2 3 4 c 29 yql 28 1.5x3 I 4x6 = 5 6 1- s 0 10 —a / .11 eK Inausines, Inc. I us vcr n IOAZ:31 eui / rage 1 I D:Zl7yacff3rgf5yObDEG6Buz0Uf6-eJs W qJ V84 W??o9m YpRpW kp7oSH3j36H I K W SH2gyNrf k 2-6-0 1 85 3x6 FP= 1.5x3 II 1.5x3 II 7 8 9 10 11 12 2-6-0 Q-1,8n tale = 1:52.0 1.5x3 II 1.50 = 4x6 = 1.5x3 = 13 14 3215 27 26 25 24 23 22 21 20 19 18 17 16 1.5x3 II 3x8 = 3x6 FP = 4x6 = 3x6 = 4x6 = 31 0 30 % 8-10-7 29-10-8 8-10-7 21-0-1 Plate Offsets (X Y)-- j4:0-1-8,Edgej, j19:0-1-8,Edge), j20:0-1-8,Edgej, 126:0-1-8,Edgej LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) -0.27 20-21 >926 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(TL) -0.43 20-21 >588 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.09 16 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 155 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except 1-8: 2x4 SP No.1(flat) end verticals. BOT CHORD 2x4 SP No.2(flat) *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 16-22: 2x4 SP No. 1(flat) 6-0-0 oc bracing: 26-27,25-26,24-25. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 16=1079/0-7-4, 24=1847/0-5-11, 27=319/0-7-4 Max Uplift27=-38(LC 4) Max Grav 1 6=1 092(LC 7), 24=1847(LC 1), 27=447(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-543/369, 3-4=-543/369, 4-5=0/1059, 5-6=0/1059, 6-7=-1715/0, 7-8=-2751/0, 8-9=-2751/0, 9-10=-3500/0, 10-11=-3500/0, 11-12=-3500/0, 12-13=-3019/0, 13-14— 2171/0 BOT CHORD 26-27=-138/533, 25-26=-369/543, 24-25=-369/543, 23-24=0/1072, 22-23=0/2328, 21-22=0/2328, 20-21=0/3145, 19-20=0/3500, 18-19=0/3331, 17-18=0/2697, 16-17=0/1614 WEBS 2-27= 623/161, 4-24= 1160/0, 2-26=-356/15, 14-16=-1883/0, 6-24=-2114/0, 6-23=0/1060, 7-23=-1015/0, 7-21=0/702, 9-21=-660/0, 14-17=0/886, 13-17=-835/0, 13-18=0/511, 12-18_ 496/0, 12-19= 132/554, 11-19= 280/17, 9-20=0/688 NOTES- (7) 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 38 lb uplift at joint 27. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) "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 MiTek® connectors. This design Is based only upon parameters shown, and is for an individual Wilding component, not Sol V a truss system. Before use, The building designer must verify the applicability of design parameters and properly 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' 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 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 T12401875 T130157 F11 Floor Truss 1 1 755324013 Job Reference (optional) ounueis rnsouwce, iauiNa, ream -y, 0-1-8 H1 2-6-0 iH3 3x4 = 3x4 = 2 3 4 I D:Zl7yacff3rgf5yObDEG6Buz0Uf6-6VQu2f W m rg7sPJ LkN9KIG 1 g28hR5oe7SZABgb6yNrfj 2— 5 1-'40 1-11-0 0-f1{-8 Scald'= 1:50.7 3x4 = 3x4 = 3x6 FP= 3x4 = 3x4 = 5 6 7 8 9 10 11 12 13 14 3115 30 0 ro 29 26 25 24 23 22 21 20 19 18 17 16 3x4 = 3x6 = 3x4 = 3x6 FP= 3x6 = 3x4 = 3x4 = 3x4 = 3x4 = 6-10-7 10-6-4 1z-a-1z Plate Offsets (X Y) j2 0-1-8 Edgej j3 0-1-8 Edgej (17:0-1-8 Edgej [18 0-1-8 Edge], (21 0-1-8 Edge) (22 0-1-8 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.14 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(TL) -0.27 16-17 >556 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.03 16 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 152 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 6-0-0 oc bracing. REACTIONS. All bearings 0-7-4 except Qt=length) 23=0-5-11, 19=0-5-11. lb) - Max Grav All reactions 250 lb or less at joint(s) except 16=652(LC 13), 23=992(LC 15), 19=1324(LC 11), 26=345(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-364/12, 3-4=0/334, 4-5=0/334, 5-6=-871/0, 6-7=-871/0, 7-8=-871/0, 8-9=0/521, 9-10=0/521, 10-11=0/521, 11-12=-1249/0, 12-13=-1249/0, 13-14=-1249/0 BOT CHORD 25-26=-12/364, 24-25=-12/364, 23-24=-12/364, 22-23=0/637, 21-22=0/871, 20-21=-26/674, 19-20= 26/674, 18-19=0/764, 17-18=0/1249, 16-17=0/879 WEBS 4-23=-281/0, 10-19=-282/0, 2-26=-422/14, 3-23=-623/0, 5-23=-827/0, 8-19=-870/0, 8-21=0/405, 5-22=0/348, 7-21= 258/0, 11-19= 1116/0, 11-18=0/668, 12-18= 288/0, 14-16=-1026/0, 14-17=0/432 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 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) 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 01-7473 rev. 1010312015 BEFOREUSE. _ Design valid for use only with Miiek(D connectors. This design is based only upon parameters shown, and is for an individual building component not = a truss system. Before use, The building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent brining - 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, seeANSUTPI 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 T12401676 T60157 F12 Floor Truss 1 1 755324014 Job Reference (optional) MUMS Tampa, manrcity,rwrioaaa000 r.o..srug,.— rm..—r —u—, . , — — o o: r -yn, I D:Zl7yacff3rgf5yObDEG6Buz0 Uf6-6VQu2f W mrg7sPJ LkN9KIG 1 g?6h W iogJSZABgb6yN rfj 1 1.5x3 11 6 2 3x4 = 3 1.5x3 11 5 3x4 = 3x4 = Scale = 1:10.0 3-10-8 3-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) 0.00 5 "" 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(TL) -0.05 4-5 >929 240 BCLL 0.0 Rep Stresslncr NO WB 0.17 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 21 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-10-8 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) 5=523/Mechanical, 4=665/0-4-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-258/0 BOT CHORD 4-5=0/563 WEBS 2-5=-684/0, 2-4=-684/0 NOTES- (5) 1) Refer to girder(s) for truss to truss connections. 2) Girder carries tie-in span(s): 11-4-0 from 0-9-0 to 3-10-8 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: 4-5— 10, 1-6=-100, 3-6=-353 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 MITek8 connectors. This design Is based only upon parameters shown, and is for an Individual building component. not a truss system. Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing MiTek' building prevent Is always required for stabllfty 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 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 T72401877 TB0157 F13 Floor Truss 1 1 755324015 Job Reference (optional) Bullaers rirst5ource, i ampa, rlani ary, rlonaa 3sb66 1-10-8 b4U s Aug 10 ZV 1 / MI I eK MUSIFIe5, Inc. i ue — - It — — ZV I / rage I I D:Zl7yacff3rgf5yObDEG6B uzOUf6-6VQu2f W mrg7sPJLkN 9KIG 1 g? V hXQofQSZABgb6yNrfj 1 1.5x3 I 2 3x4 = 6 3 1.5x3 I I Scale = 1:10.0 5 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) 0.00 5 "" 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TL) -0.05 4-5 >962 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 22lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-0 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) 4=648/Mechanical, 5=863/0-7-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-5=-342/0 BOT CHORD 4-5=0/753 WEBS 2-4=-904/0, 2-5=-904/0 NOTES- (5) 1) Refer to girder(s) for truss to truss connections. 2) Girder carries tie-in span(s): 14-10-0 from 0-0-0 to 3-2-0 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: 4-5=-10, 1-6=-449, 3-6=-100 WARMING -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 MiTek8 connectors. this design Is based only upon parameters shown. and Is for an Individual Wilding component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is 10 tackling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' prevent 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 avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Oty Ply TrUSSTypeT80157F14russ 1 1 755324016 Job Reference (optional) 18 117 0-1-8 H I 2-6-0 1-3-0 T ID:ZI7yacff3rgf5y0bDEG6Buz0Uf6-ah_GF?WOc8Fj1Twwxsr_j E &5nWX3.bogx07ZyNrfi 1 15-4 i 44- Scal"e = 1:26.2 1.50 1.50 = 1.5x3 = 1.5x3 1.5x3 11 4x6 1 2 3 4 5 6 7 8 9 4x6 = 14-0-12 1 -10-12 14-6-12 -4- Plate Offsets (X,Y)-- j9:0-3-0,Edgej 113:0-1-8,Edgej, (14:0-1-8,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.09 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.58 Vert(TL) -0.12 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 81 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. (Ib/size) 9=787/0-3-8, 16=787/0-7-4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1416/0, 3-4=-1812/0, 4-5=-1812/0, 5-6=-1812/0, 6-7=-1409/0, 7-8=-589/0, 8-9=-596/0 BOT CHORD 15-16=0/1112, 14-15=0/1687, 13-14=0/1812, 12-13=0/1688, 11-12=0/1110 WEBS 2-16=-1298/0, 9-11=0/888, 7-11=-827/0, 7-12=0/476, 6-12— 442/0, 2-15=0/482, 3-15=-431/0, 3-14=-41/383, 6-13=-43/386 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." WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ao building design. Bracing Inclicalod Is to prevent buckling of individual Truss web and/or chord members only. Additional Temporary and permanent baring MiTek' is always required for stability and to prevent collapse with possible personal Injury and property darnoge. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and miss 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 T12401879 T60157 F15 Floor Truss 1 t 755324017 Job Reference (optional) B.4ders nrsraource, r ..pa, ram 04y, Frond. ooaoo 1. uy ,v v• , o—„ age ID:Zl7yacff3rgf5yObDEG6BuZOUf6Gf 7 W6ci Fj 1 Twwxsr_pECCn5jaX_lbogx07ZyNrfi 0-1-8 Fi 2-6-0 1-3-0 2-6-0 r 1 9-4 2-6-0 0'N1.(8 ScIe = 1:32.5 1.5x3 I 1.5x3 = 3x8 1.5x3 11 1.5x3 = 4x6 = 3x6 FP= 1.5x3 11 t.Sx3 11 3x4 4x6 = 5x6 = 1.5x3 = 1 2 3 4 5 6 7 8 9 10 20 i 21 0m 1 17 16 15 14 13 12 1 3x6 = 4x6 = 3x6 = 3x4 = 3x8 MT20HS FP = 5x6 = 4x6 = 3x4 = 18-9-4 18-9-4 Plate Offsets (XY)-- I1:Edge 0-1-81jt5:0-1-8 Edgej 16:0-1-8 Edgel LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) 0.34 14-15 656 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(TL) 0.51 14-15 432 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 100 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP M 31(flat) `Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pUrlins, except 1- 3: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP M 31(flat) 'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 or; bracing. 11- 13: 2x4 SP No.1(flat) WEBS 2x4 SP No.3(flat) REACTIONS. ( lb/size) 18=1151/0-7-4, 11 =1 521/0-4-0 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2301/0, 3-4— 2301/0, 4-5=-3769/0, 5-6=-3769/0, 6-7=-3769/0, 7-8=-3620/0, 8- 9=-2325/0 BOT CHORD 17-18=0/1709, 16-17=0/2884, 15-16=0/3769, 14-15=0/3851, 13-14=0/3329, 12-13=0/3329, 11- 12=0/1314 WEBS 2-18=-1994/0, 2-17=0/940, 4-17=-926/0, 4-16=0/1202, 5-16=-397/0, 9-11=-1971/0, 9- 12=0/1606, 8-12=-1594/0, 8-14=0/463, 7-14=-366/0, 7-15=-445/477 NOTES- ( 8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 648 lb down at 14-9-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) " 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: 11-18=-10, 1-10=-100 Concentrated Loads (lb) Vert: 8=-648(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must vedty 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. Addilional lemporary and permanent bracing M iTek' IS always required for stability and to prevent collapse with possiNe personal injury aryl property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS1/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Wale Institute, 218 N. Lee Street, Suite 312. Nexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T12401880 T60157 F16 Floor Truss t 1 613532401bReference (optional) u— rnswowce, mnpa, naw i y, nu o . 0-1-8 IH 1.50 1.5x3 = 1.5x3 = 3x4 = 1.5x3 1 2 3 uy ayo I D:Z17yacff3rgf5yObD EG6BuzOUf6-2uXeSKXON RNafdV6VaMDMSIPI UAH GZdl l Ugxf?yN rfh 2-5-6 1-3-0 Scale = 1:78.2 1.5x3 3x4 = 1.5x3 4 5 6 77 0 so o• 3x4 = 9 _ 6 3x4 = 3x4 = 10-6-14 Plate Offsets (X Y)-- 8:0-1-8 Edgel f9:0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) 0.08 9-10 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.42 Vert(TL) 0.11 9-10 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 55 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) 10=568/0-7-4, 7=568/0-3-15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-922/0, 3-4=-922/0, 4-5=-922/0 BOT CHORD 9-10=0/736, 8-9=0/922, 7-8=0/736 WEBS 2-10=-859/0, 5-7=-859/0, 5-8=0/410, 4-8=-252/0, 2-9=0/410, 3-9=-252/0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 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) "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-I Od (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) "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. 10103,2015 BEFORE USE. Design valid for use only with MiTek(D connectors. Ibis design is based only upon parameters shown, and is for an Indlvldual building component, not a truss system. Before use, Inc., 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 rnernbers 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. Tam)a, FL 33610 Job Truss Truss Type Qty Ply T72401881 . T60157 HR01 Diagonal Hip Girder 1 1 755Joob3Reference optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 31 16:52:34 2017 Page 1 ID:Zl7yacff3rgf5yObDEG6BuzOUf6-2UXeSKXONRNafdV6VaMDMSIOfU45Gaal1 Ugxf?yNrfh 1-5-0 7-1-5 9-9-5 1-5-0 7-1-5 2-8-0 Scale = 1:21.0 2x4 II 3x6 = 3x6 = 9-9-5 9-9-5 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) -0.15 5-8 >771 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.49 5-8 >238 180 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.01 5 n/a rl/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 39lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-1 oc puffins, 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) 2=491/0-10-15, 5=667/Mechanical Max Horz 2=137(LC 4) Max Uplift2=-139(LC 4), 5=-190(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 750/205 BOT CHORD 2-5=-286/702 WEBS 3-5=-766/357 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 2 and 190 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "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: 1-2=-70 Trapezoidal Loads (pit) Vert: 2=0(F=35, B=35)-to-4=-1 71 (F=-51, B=-51), 6=0(F=10, B=10)-to-5=-49(F= 14, B=-14) 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 vdih MiTek® connectors. This design Is based only upon parameters shown, and is for an individual [wilding component, not a truss system. Before use, The building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iii MiTek' prevent is always required for stability and to prevenf collapse with possible personal injury and property dornage. For general guidance regarding the fabricatior4 storage, delivery. erection and bracing of busses and kiss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ava llabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12401B82 T80157 HR02 Diagonal Hip Girder 1 1 755324020 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 31 16:52:35 2017 Page 1 I D:Zl7yacff3rgf5yObDEG6BuzOUf6-W 450ggYf81V RH m4J2HtSufIZHu V E?3j uF7QU BRyN rfg 1-5-0 6-11-6 1-5-0 6-11-6 Scale = 1:17.9 3x4 11 2x4 = 2x4 11 0-5-5 6-6-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.61 Vert(LL) -0.06 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.16 2-4 >488 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 CodeFBC2014lfP12007 Matrix) Weight: 27lb 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) 4=329/Mechanical, 2=301/0-11-5 Max Horz2=115(LC 4) Max Uplift4=-101(LC 8), 2=-107(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; VUlt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 4 and 107 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) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-70 Trapezoidal Loads (pit) Vert: 5=0(F=35, B=35)-to-3= 122(F=-26, B=-26), 2=-2(F=9, B=9)-to-4=-35(F=-7, 6= 7) WARNING - Verity 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 bolding componentt, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Racing 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 10 prevent collapse with possible peisonal injury and property darnage. 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. Tama, FL 33610 Job Truss Truss Type city Ply T72401683 TBO157 HRO3 Diagonal Hip Girder 1 1 755324021 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 31 16:52:36 2017 Page 1 ID:Zl7yacff3rgf5yObDEG6BuzOUf6-_GfPtOZHv3dluwfVc_OhRtgkHll2kTb1Un92kuyNrff 6-2-11 i 9-9-5 1-5-0 6-2-11 3-6-10 Scale = 1:23.1 2x4 ozo — 3x6 = 9-9-5 9-9-5 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.17 5-8 >697 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.51 5-8 >226 180 BCLL 0.0 Rep Stress Incr NO W B 0.22 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix-M) Weight: 43 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc puffins, 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) 2=482/0-5-5, 5=676/Mechanical Max Horz 2=207(LC 4) Max Uplift2=-107(1_C 4), 5=-228(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-625/131 BOT CHORD 2-5=-270/562 WEBS 3-5=-614/325 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 2 and 228 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "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: 1-2=-70 Trapezoidal Loads (pit) Vert: 2=0(F=35, B=35)-to-4= 171(F=-51, B=-51), 6=0(F=10, B=10)-to-5=-49(F=-14, B=-14) WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK 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 component. not Mal" 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 txlckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTek' prevent is always required for stability and 10 prevent collapse with possible personal injury and property darnage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Insfitute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T72401884 TBO157 HR06 Diagonal Hip Girder 1 1 155324022 Job Reference (optional) Builders FirsiSource, Tarnpa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 31 16:52:37 2017 Page 1 I D:Zl7yacff3rgf5yObDEG6BuzOUf6-ST D n5MZvf Mlg W 4 EhAiwwz4Nv 1 i5 HTvrBj RvbGKyNrfe r -1-5-0 6-2-11 i 9-9-5 1 5-0 — 6-2-11 3-6-10 Scale = 1:23.1 2x4 11 3XD - 3x6 = 9-9-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.17 5-8 697 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) 0.51 5-8 226 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=482/0-10-15, 5=676/Mechanical Max Horz2=207(LC 4) Max Up1ift2=-107(1_C 4), 5=-228(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-625/131 BOT CHORD 2-5=-270/562 WEBS 3-5=-614/325 Structural wood sheathing directly applied or 5-2-7 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 2 and 228 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2= 70 Trapezoidal Loads (plf) Vert: 2=0(F=35, B=35)-to-4=-171(F=-51, B=-51), 6=0(F=10, B=10)-to-5=-49(F=-14, B=-14) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10 0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Betatrusssystem. Before use, the building designer must verily the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord 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, seeANSI/TPI I 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. AlexandrIa. VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply T12401885 TBO157 JO1 JACK -OPEN TRUSS 1 1 755324023 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7,640 s Aug 16 2017 MiTek Industries, Inc. I us Oct 31 16:52:37 2011 rage 1 I D:Zl7yacff3rgf5yObD EG6BuzOUf6-ST Dn5MZvfMl9 W 4EhAiwwz4N 1 ril ETyDBj RvbGKyNrfe 1-0-0 1-5-15 Scale = 1:7.0 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 2 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(TL) 0.00 2 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 6 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=21/Mechanical, 2=167/0-8-0, 4=14/Mechanical Max Horz 2=40(LC 8) Max Uplift3=-17(LC 12), 2=-91(LC 8) Max Grav3=21(LC 1), 2=167(LC 1), 4=28(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-5-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint 3 and 91 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. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall is 10 buckling Individual Truss web and/or chord members only. Additional iernrxprary and permanent bracing MiTekbuildingdesign. Bracing Indicated preveni of is always required for stability and to pevenl collapse with possible personal injury and property darnage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery. erection and bracing of busses and truss systems, seeANSI/TPI I 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 T12401886 TB0157 J02 Jack -Open Truss 1 1 755324024 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 S Aug 16 2ul ( mi I eK Industries, Inc. I ue Oct 31 15:02:36 201 / rage 1 I D:Zl7yacff3rgf5y0bD EG6BuzOUf6-wfn9l iaXQgt08EpukPR9W IwBs6dhCPT Kx5e9omyN rfd 1-0-0 2-10-15 1-0-0 2-10-15 Scale = 1:9.4 2x4 = 2-10-15 2-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=63/Mechanical, 2=231/0-8-0, 4=25/Mechanical Max Horz 2=59(LC 8) Max Uplift3=-40(1_C 12), 2=-109(LC 8) Max Grav3=63(LC 1), 2=231(LC 1), 4=50(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.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 2-10-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 40 Ib uplift at joint 3 and 109 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. I0103M15 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 Y a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Info the overall indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent tracing Welk' building design. Bracing prevent IS always required for stability and to prevent collapse wlih possible personal injury and property carnage. 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 Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply T12401867 TB0157 J03 Jack -Open Truss 1 1 755324025 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 i - 1-0-0 1-0-0 2x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 31 16:52:38 2017 Page i I D: Zl7yacff3rgf5yObD EG6BuzOUf6-wfn91 iaXQgt08 EpukPR9 W I w7Y6buCPTKx5e9omyN rfd 4-10-15 4-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.02 2-4 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(TL) 0.06 2-4 869 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=144/Mechanical, 2=310/0-8-0, 4=45/Mechanical Max Harz 2=87(LC 8) Max Uplift3=-82(LC 12), 2=-117(LC 8) Max Grav3=144(LC 1), 2=31 O(LC 1), 4=90(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:12.7 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.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 4-10-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 82 lb uplift at joint 3 and 117 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only wOh MITek® connectors. This design Is based only uix>n parameters show), and is for an individual (wilding component. not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall design. Bracing Indicated Is to buckling of Individual truss web and/of chord members only. Additional temporary and permanent bracing IBMi MiTekbuildingprevent Is always required for stability and to prevent collapse with possible personal Injury and property darnoge. 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 T12401888 T60157 J04 Jack -Open Truss 1 1 755324026 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 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 FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=205/Mechanical, 2=400/0-8-0, 4=83/Mechanical Max Horz 2=116(LC 8) Max Uplift3=-104(LC 12), 2=-130(LC 8) Max Grav3=205(LC 1), 2=400(LC 1), 4=127(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 7.640 s Aug 16 2017 MI Iek Industries, Inc. I ue Uet 31 16:52:39 ?Ulf Page 1 I D:Zl7yacff3rgf5y0bD EG6B uzOUf6-PrLX W 2bgB_?tION4 H7yO3VSDxVrrxsj UAIO iK DyNrfc 7-0-0 Scale: 3/4'=1' DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) 0.09 2-4 >837 240 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=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.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; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3 and 130 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. 1010312015 BEFORE USE. q! Design valid for use only with MITek6 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 parareters 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 MiTe k' B 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/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. Tanga, FL 33610 Job Truss Truss Type Qty Ply T12401869 TBO157 J05 Jack -Open Truss 1 1 755324027 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 31 16:52:39 2017 Page 1 I D:Zl7yacff3rgf5yObDEG6Buz0U f6-PrLX W 2b9B_?tION4H7yO3VSNyVx 1 xsj UAIOiKDyNrfc 1-0-0 0-10-15 1-0-0 0-10-15 Scale = 1:6.9 2x4 = 0-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 7 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.00 7 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 5 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=4/Mechanical, 4=146/0-6-15 Max Horz 3=35(LC 12) Max Uplift4=-58(LC 12) Max Grav3=17(LC 16), 4=146(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 58 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 14I1-7473 rev. 10/03/2015 BEFORE USE. Design valid tot use only win MiTek© conneclors. This design Is based only upon parameters shown, and Is for an individual building component not a truss syslem. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 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, se.eANSI/TPI] Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610SafetyinformationavailablefromTrussPlateInstitute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T7240t 890 TB0157 J06 Jack -Open Truss 1 755324028 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 31 16:52:40 2017 Page 1 I D:Zl7yacff3rgf5yObDEG6BuzOUf6-t2vvj OcnyH 7kNYyG rgTdbj7 W Svl9gJzdP P7FtfyN rfb c+i 1-0-0 2-10-15 2x4 = Scale: V=l' 0-4-0 0-4-0 2-10-15 2-6-15 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (fb/size) 3=63/Mechanical, 2=231/0-6-0, 4=25/Mechanical Max Horz 2=76(LC 12) Max Uplift3=-49(LC 12), 2=-52(LC 12) Max Grav3=63(LC 1), 2=231(LC 1), 4=50(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.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 2-10-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 49 lb uplift at joint 3 and 52 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII-7473 rev. f 0/032015 BEFORE USE. ft ME* Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall AM building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord mernbers 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. se.eANSI/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 Job Truss Truss Type Oty Ply TI2401891 TBO157 J07 Jack -Open Truss 1 1 755324029 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. I ue Oct 31 16:52:41 2017 rage 1 I D:Zl7yacff3rgf5yObDEG6BuzOUf6-LETI wkdPjbFb? hXT PY_s8wYdIJbQPm Cne3tpP5yNrfa 1-0-0 5-0-0 1-0-0 5-0-0 Scale = 1:17.3 2x4 = 0-4-0 0-4-01 5-0-0 4-8-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.03 2-4 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(TL) 0.07 2-4 820 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 18 lb FT = 20% 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 Horz2=119(LC 12) Max Uplift3=-99(LC 12), 2=-58(LC 12) Max Grav3=148(LC 1), 2=314(LC 1), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.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; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 99 lb uplift at joint 3 and 58 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 Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building prevent IS always required for stability and io prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Kisses and truss systems, se.eANSI/TPI1 Quality Criterlo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate InsfitWe. 218 N. Lee Street- Suite 312. Alexandria- VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T12401892 TB0157 JOB Jack -Open Truss 1 1 755324030 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries. Inc. Tue Oct 31 16,52:42 2017 Page 1 I D:Zl7yacff3rgf5yObD EG6BuzOUf6-pQOg84d2UvNScr6fzFV5g84u Wj?c8DSwsjcMxXyNrfZ 1-0-0 0-10-15 1-0-0 0-10-15 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud 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 0.01 Vert(TL) 0.00 2 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (iblsize) 3=-13/Mechanical, 2=154/0-4-0, 4=9/Mechanical Max Horz 2=35(LC 12) Max Uplift3=-13(LC 1), 2=-48(LC 12) Max Grav3=15(LC 8), 2=154(LC 1), 4=17(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:6.9 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 3 and 48 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. l av- ZOIS 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 systern. Before use, the building designer must verify the applicability of design pararnefers 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 10 prevent collapse with possible personal injury and property dornage. For general guidance regarding trio falxtcalion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI] 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 T124018931 TBO157 J09 Jack -Open Truss 1 TJ,MRefe rnc, 0 ptional) Builders FirstSource, Tampa, Plant City, Florida 33566 r.e4u s Aug 1 b zu1 r Mi i eK mauslries, inc. i ue Oc1 s1 1 o:oz:nz ev i r rage i I D:Zl7yacff3rgf5yObDE G6BuzOUf6-pQOg84d2UvN Scr6fzFV5g84u6j_T8DSwsjcMxXyNrfZ 1-0-0 12-10-15 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 TCDL 15.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=76/Mechanicaf, 2=220/0-4-0, 4=27/Mechanicaf Max Horz2=76(LC 12) Max Uplift3=-53(LC 12), 2=-48(LC 12) Max Grav3=76(LC 1), 2=220(LC 1), 4=54(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale: 1'=1' DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.00 2-4 >999 240 MT20 244/190 Vert(TL) -0.01 2-4 >999 180 Horz(TL) -0.00 3 n/a n/a Weight: 11 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.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(;) 2-0-0 to 2-10-3 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 Ib uplift at joint 3 and 48 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MilekO connectors. ]his design Is based only upon parameters shown, and Is for an iixlividual building component, not NOatrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent brcring MiTek' IS always required for sloblIlty and to prevent collapse with possible personal injury and properly darnage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of 1111SSE S and truss systems, seeANSI/TPI t Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyinformalionavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T12401894'i 755324032TBO157J10Jack -Open Truss 1 t Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 4-10-15 2x4 - 4-10-15 4-10-15 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 31 16:52:42 2017 Page 1 I D:Zl7yacff3rgf5yObDEG6BuzOU f6-pQOg84d2 UvNScr6fzFV5g84npjxV8 DSwsjcMxXyNrfZ Scale = 1:17.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.07 2-4 >780 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=154/Mechanical, 2=303/0-4-0, 4=47/Mechanical Max Horz 2=117(LC 12) Max Uplift3=-100(LC 12), 2=-55(LC 12) Max Grav3=154(LC 1), 2=303(LC 1), 4=94(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.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 4-10-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 3 and 55 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 M11.7473 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 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into The overall saw 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 darnage. For general guidance regarding the fabrication, storage, delivery, erection and Ixacing 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 Oty Ply T12401895 TBO157 J11 Jack -Open Truss 1 1 755324033 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 31 16:52:43 2017 Page 1 ID:Zl7yacff3rgf5yObDEG6BuzOUf6-Hda2LPegFCVIE?hrWz1 KDLdu67D7tgi35NMvU_yNrfY 1-0-0 7-0-0 Scale = 1:22.2 3x6 = 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/detl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.12 2-4 660 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) 0.31 2-4 266 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix) Weight: 24 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (ib/size) 3=210IMechanicaf, 2=393/0-4-0, 4=87/Mechanical Max Horz2=161(LC 12) Max Uplift3=-124(LC 12), 2=-65(LC 12) Max Grav3=210(LC 1), 2=393(LC 1), 4=131(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 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=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.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; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint 3 and 65 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-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 Y 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 backing of Individual truss web and/or chord members only. Additional temporary and permanent btacing MiTek' Is always required for siablilly 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 In1Ss 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 Ply T12401896 TBO157 J12 Jack -Open Truss 1 1 755324034 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 31 16:52:43 2017 Page 1 I D:Zl7yacff3rgf5yObD EG6Buz0Uf6-Hda2LPeg FCVI E7 hrW z 1 KDLdre7AQtgr35NMvU_yN rfY Scale: 1/2'=l' 3x4 - 2x4 II 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.15 1-3 >519 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.41 1-3 >189 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 33 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 6-11-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1281/0-8-0, 3=1134/Mechanical Max Horz 1=140(LC 8) Max Upliftl=-158(LC 8), 3=-213(LC 8) Max Gravl=1345(LC 15), 3=1191(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; LumberDOL=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 158 lb uplift at joint 1 and 213 lb uplift at joint 3. 6) Girder carries tie-in span(s): 15-8-0 from 0-4-0 to 6-4-0 7) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 1-4=-325(F= 305), 3-4=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII4473 rev, 10103,2015 BEFORE USE. Design valid for use only with MiTek6 connectors. [his design Is based only upon parameters shown. and is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall tilt 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 readred for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regafdIng the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS1/TPI I 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, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12401897 TBO157 J13 Jack -Open Truss 1 1 755324035 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 /.640 s Aug iti 2u1 i MI I ek Industries, Inc. I ue Ocr 3i to;52 44 201 r rage i I D:Zl7yacff3rgf5yObD EG6BuzOU f6-Ip8QZIfI OW e9s9G 14gYZmZACzW U4cO3D K 15TOQyN rfX 4-1-7 7-0-0 4-1-7 2-10-9 Scale = 1:22.4 3X0 II 3x4 = 3x6 = Plate Offsets (X Y)-- 4-1-7 j5 0-4-8 0-1-81 2-10-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.05 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.51 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-6 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=878/0-4-0, 4=1360/Mechanical Max Horz 1=140(LC 8) Max Upliftl=-170(LC 8), 4=-354(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1488/273 BOT CHORD 1-6=-335/1269, 6-7=-335/1269, 5-7=-335/1269, 5-8=-335/1269, 4-8=-335/1269 WEBS 2-5=-255/1326, 2-4=-1575/416 NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 1 and 354 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) 111 lb down and 26 lb up at 1-0-0, and 191 lb down and 45 lb up at 3-0-0, and 1334 Ib down and 313 lb up at 5-0-0 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: 6=-111(F) 7=-191(F) 8=-1334(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 1Or03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Welk' is always required for stability and to prevent collapse with possible personal Injury and property carnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI] Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information avallatNe from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12401898 TB0157 J14 Jack -Open Truss i 1 755324036 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 2x4 = 2-10-15 2-10-15 2-10-15 T640 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 31 16:52:44 2017 Page 1 1 D:Zl7yacff3rgf5yObD EG6BuzOU f6-Ip8QZlf I OW e9s9G 14gYZmZADi W ggc7yDK 15TOQyNrfX Scale: 1'=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 1-3 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 9lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=125/Mechanical, 2=98/Mechanical, 3=28/Mechanical Max Horz 1=61(LC 12) Max Upliftl=-13(LC 12), 2=-62(LC 12) Max Grav1=125(LC 1), 2=98(LC 1), 3=56(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=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 13 lb uplift at joint 1 and 62 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI'TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0372015 BEFORE USE. MiffDesignvalidforuseonlywithMiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not V a truss system. Before use, the building designer must verify the applicatAlity of design parameters and properly incorporate this design into the overall wilding 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 husses 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 Ply T12401899 TB0157 J15 Jack -Open Truss 1 1 755324037 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 2x4 = 4-10-15 4-10-15 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 31 16:52:44 2017 Page 1 I D:Zl7yacff3rgf5yObD EG6BuzOUf6-Ip8QZlf IO W e9s9G 14gYZm ZA7bW dm c7yDK 15TOQyN rfX Scale = 1:17.1 4-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.03 1-3 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.08 1-3 >730 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=215/Mechanical, 2=168/Mechanical, 3=48/Mechanical Max Horz 1=102(LC 12) Max Upliftl=-24(LC 12), 2=-105(LC 12) Max Gravl=215(LC 1), 2=168(LC 1), 3=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; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.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 4-10-3 zone, cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 24 lb uplift at joint 1 and 105 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not EF a truss system. Before use, The building designer must verify the applicriNlify of design paramefers and properly Incorporate this design into the overall building design. Bracing indicated is 10 prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent txactrlg 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] Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Inslilute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T12401900 T60157 J22 Jack -Open Truss 1 1 755324038 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 4-10-15 2x4 = 4-10-15 4-10-15 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 31 16:52:45 2017 Page 1 I D:Zl7yacff3rgf5yObD EG6BuzOUf6-D?iom5gwngm OTJ rEeN3ol m ilbwzX LaCMZhrOYsyNrf W Scale = 1:17.1 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.02 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.06 2-4 >869 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 17lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=144/Mechanical, 2=310/0-8-0, 4=45/Mechanical Max Horz2=117(LC 12) Max Uplift3=-97(1_C 12), 2=-58(LC 12) Max Grav3=144(LC 1), 2=31 O(LC 1), 4=90(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=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.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 4-10-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 97 lb uplift at joint 3 and 58 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not Y low a Truss system. Before use, the building designer musl verify the applicability of design parameters and property incorporate this design into the overall is to buckling individual truss web and/or chord members only. Additlorlal temporary and permanent bracing MiTek' building design. Bracing Indicated prevent of IS always required for stability and to rxevent collapse with possible personal injury and property darnage. 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 T72407907 TBO157 J23 Jack -Open Truss 1 1 755324039 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 1-0-0 7-0-0 3x6 = 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 0.53 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=204/Mechanical, 2=400/0-8-0, 4=84/Mechanical Max Horz2=161(LC 12) Max Uplift3= 122(LC 12), 2=-68(LC 12) Max Grav3=204(LC 1), 2=400(LC 1), 4=128(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 7.640 s Aug 16 201 / MI I eK Intlustries, Inc. I ue uct 31 1 b:52:45 2U1 / rage 1 I D: Zl7yacff3rgf5yObD EG6BuzOUf6-D?iom 5gwngmOTJrEeN3ol m iEQwu7LaCMZhrOYsyNrt W Scale = 1:22.2 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.11 2-4 >708 240 MT20 244/190 Vert(TL) -0.27 2-4 >290 180 Horz(TL) -0.00 3 n/a n/a Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.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 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 122 lb uplift at joint 3 and 68 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "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. 10103,2015 BEFORE USE. MA _ Y Design valid for use only wlth MITek® connectors. lhis design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. &acing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing tiff 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, se.eANSI/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, Stifle 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly Ply T12401902 T80157 Rol Hall Hip Truss 1 1 755324040 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 1-0-0 7-0-0 1-0-0 7-0-0 5x6 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 31 16,52:46 2017 Page 1 ID:Zl7yacff3rgf5yObDEG6BuzOUf6-hCGB_RgYY7ut5TQQC5al r_FMQK8n4soWnLaa4JyNrfV 3-5-8 3x6 = 4 3-9-0 Scale = 1:26.3 2x4 = U2 n N 3x6 = 3x8 = 14-2-8 LOADING (psf) TOLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TO 0.93 BC 0.95 W B 0.75 Matrix) DEFL. in Vert(LL) 0.08 Vert(TL) -0.37 Horz(TL) 0.06 loc) I/dell Ud 2-7 >999 240 6-7 >440 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 63 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-10 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1220/0-8-0, 6=1465/Mechanical Max Horz 2=117(LC 4) Max Uplift2=-320(LC 4), 6=-362(LC 4) Max Grav2=1220(LC 1), 6=1490(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2777/509, 3-4=-2514/522, 5-6=-253/123 BOT CHORD 2-7=-518/2544, 6-7=-488/1735 WEBS 3-7=0/518, 4-7=-59/932, 4-6=-1992/597 NOTES- (11) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 320 lb uplift at joint 2 and 362 lb uplift at joint 6. 7) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 735 lb down and 103 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 70, 3-5=-155(F=-85), 2-7=-20, 6-7=-44(F=-24) Concentrated Loads (lb) Vert: 7=-578(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. IOIV312015 BEFORE USE. Design valid for use only with Miiek(D connectors. this design is based only upon parameters shown. and is for an individual building component, not Y 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent tracing 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 muss systems, sec-ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sate,ty Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12401903 T60157 R02 Hall Hip Truss 1 1 755324041 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 7-2-7 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 31 16:52:46 2017 Page 1 I D:Zl7yacff3rgf5yObDEG6BuzOUf6-hCGB_RgYY7ut5TQQC5a1 r_FQdKE14yRW nLaa4JyNrfV 1-9-9 3x4 = 5-2-8 Scale = 1:26.1 3x4 = 10 11 5 3x4 = 2x4 II 3X6 = 7-2-7 9-0-0 14-2-8 7-2-7 1-9-9 5-2-8 Plate Offsets (X Y)-- j4:0-2-0 0-2-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.06 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.19 2-7 >865 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 62 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-10-9 oc bracing. WEBS 1 Row at midpt 3-6 REACTIONS. (lb/size) 2=716/0-8-0, 6=613/Mechanical Max Horz2=145(LC 8) Max Uplift2=-205(LC 8), 6=-155(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-1169/431, 8-9=-1099/436, 3-9=-1025/446 BOT CHORD 2-7=-533/1036, 6-7=-533/1036 WEBS 3-7=0/319, 3-6=-1043/536 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.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 13-2-15 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 2 and 155 lb uplift at joint 6. 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 M114473 rev. 104132015 BEFORE USE. Design valid for use only with MITek6 connectors. This design is Lased only upon parameters shown, and is for an individual Wilding component, not 4 a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall indicated Is to buckling individual truss web and/or chord mernbeis only. Additional temporary and permanent bracing MiTe k' building design. Bracing prevent of is always rectuured for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI) Quality Criteria, DSB-89 and BCSt Building Component Tampa, FL 33610SafetyinformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312. Alexandrla, VA 22314. Job Truss Truss Type Qty Ply T12401904 TBO157 R03 Special Truss 1 1 75,5324042 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 t.64U s Aug 16 2u1 r Mi I ek industries, Inc. I ue Oct at 1 O:52.4 / 20I / rage I ID:Zl7yacff3rgf5yObDEG6BuzOUf6-AOgZBnhAJROkjc?clo5GNBoa6kW kPH7fO?K7dlyNrIU 1-0-0 6-9-14 10-8-0 16-4-0 20-8-0 21-Q-0 25-0-0 30-0-0 31-0-0, 1-0-0 6-9-14 3-10-2 5-8-0 4-4-0 0=4'0 4-0-0 5-0-0 '1-0-0' Scale = 1:54.4 4x6 = 3x6 = 13 11 lu 3z4 = 3x8 = 4x6 3x8 = 3x8 11 10- 8-0 21-0-0 4- 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 0.74 Vert(LL) 0.22 2-13 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(TL) 0.66 2-13 377 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.87 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 154 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 'Except' 8- 12: 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 2=905/0-8-0, 11=2992/0-8-0, 8=506/0-8-0 Max Horz 2=-97(LC 6) Max Uplift2=-181(LC 8), 11=-655(LC 9), 8=-149(LC 9) Max Grav2=905(LC 1), 11=3131(LC 15), 8=555(LC 16) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1197/232, 3-4=-863/166, 4-5=-874/158, 5-6=-136/793, 6-14=-136/793, 7- 14=-137/792, 7-8=-829/195 BOT CHORD 2-13=-195/995, 12-13=-61/605, 11-12=-61/606, 11-15=-107/635, 10-15=-107/635, 8- 10=-113/685 WEBS 4-13= 34/481, 7-10=-108/855, 6-11=-401/206, 7-11=-1510/378, 3-13=-405/230, 5- 11 =-1 580/350 NOTES- ( 11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 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 181 lb uplift at joint 2, 655 lb uplift at joint 11 and 149 lb uplift at joint 8. 7) Girder carries hip end with 5-0-0 right side setback, 22-0-0 left side setback, and 5-0-0 end setback. 8) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 347 lb down and 64 lb up at 25-0-0, and 1526 lb down and 281 lb up at 22-0-0 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 Continued on page 2 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 MilekO connectors. 'this design is based only upon parameters shown, and Is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall only. Additional temporary and permanent brming Welk' buildingdesign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members Is always required for stability and to revent 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 t Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type Oty Ply T12401904 T60157 R03 Special Truss 1 1 755324042 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 154U S Aug 1U LUl ( MI I eK Inauslrles, Inc. 1 Ue VCt UI 1 b:b2:4 / LVl / Vega 2 ID:Zl7yacff3rgf5yObDEG66uzOUf6-AOgZBnhAJROkjc?clo5GNBoa6kW kpH7fO?K7dlyNrfU LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4— 70, 4-5=-70, 5-14=-70, 7-14=-1 11 (F=-41), 7-9=-70, 2-15= 20, 10-15=-32(F=-12), 8-10= 20 Concentrated Loads (lb) Vert: 10= 263(F) 15=-1155(F) WARNING- Verfry 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. This design Is based only upon parameters shown, and is for an individual building component, not 11 a truss syslem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall RON 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 darnage. 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 T72401905 TBO157 R04 Common Truss 1 1 755324/143 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 3 1-0-0 6-9-13 7.640 s Aug 16 201 / Mi I eK industries, Inc. I ue Oct 31 16:62:4I 2u1 / rage 1 I D:Zl7yacff3rgf5yObD EG6BuzOUf6-AOgZBnhAJ ROkjc?clo5GNBocik W wpQ4fO?K7dlyN rfU 3-10-3 3-10-3 4x6 = 6-9-13 Scale = 1:38.3 3x4 i 3x4 J 6x8 = 10-8-0 , 21-4-0 I 0 Plate Offsets (X,Y)-- j2:0-2-10 0-1-81 (6:0-2-10 0-1-81 j7:0-4-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.19 2-7 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) 0.57 6-7 433 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 91 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=927/0-8-0, 2=1026/0-8-0 Max Horz2=99(LC 11) Max Uplift6=-167(LC 13), 2=-202(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=-1495/518, 3-8=-1403/541, 3-9=-1138/432, 4-9=-1108/445, 4-10— 1109/466, 5-10=-1139/452, 5-11= 1401/560, 6-11=-1479/546 BOT CHORD 2-7=-385/1238, 6-7=-380/1246 WEBS 4-7=-267/776, 5-7=-412/300, 3-7=-402/294 Structural wood sheathing directly applied or 3-5-10 oc purlins. Rigid ceiling directly applied or 9-8-14 oc bracing. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp 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; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 167 lb uplift at joint 6 and 202 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03@015 BEFORE USE. sotDesignvalidforuseonlywithMiTekaconnectors. This design Is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additlonai temporary and permanent bracing MiTe k• Is always required for stability and to rxeveni collapse with possible personal Injury arid 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 Informarlon available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12401906 TBO157 R05 Common Truss 1 1 7553241144 Job Reference (optional) Builders FirstScurce, Tampa, Plant City, Florida 33566 1-0-0 1.1 6-9-13 7.640 s Aug 16 2017 Mi I ek Industries, Inc. I us Uct 31 16:b2:46 ?Olt Vage 1 I D:Zl7yacff3rgf5yObDEG6BLIz0U f6-eaOxO7io4l8bKm apJ W cV wPKnK8sGYtOoFf3g9ByNrfT 10-8-0 14-6-3 21-4-0 22-4-( 3-10-3 3-10-3 6-9-13 1-0-0 4x6 = 6x8 = Scale = 1:38.3 21- 4-0 Plate Offsets (X Y)-- 2 0-2-10 0-1-8] f6:0-2-10 0-1-8] j8:0-4-0 0-3-4] LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.19 6-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.55 2-8 >447 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 93 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oC pUrlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1023/0-8-0, 6=1023/0-8-0 Max Horz 2=-97(LC 10) Max Uplift2=-201(LC 12), 6=-201(LC 13) FORCES. ( Ib) - Max. Comp./Max."Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-9=-1487/501, 3-9=-1395/524, 3-10=-1130/428, 4-10=-1100/441, 4-11=-1100/441, 5- 11=-1130/428, 5-12=-1395/524, 6-12=-1487/501 BOT CHORD 2-8=-332/1232, 6-8=-351/1232 WEBS 4-8=-239/766, 5-8=-402/295, 3-8=-402/295 NOTES- ( 7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp 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; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 201 lb uplift at joint 2 and 201 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. Design valid for use only with MiTek® connectors. [his design is based only upon parameters shown, and is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabl[ cation, storage, delivery, erecilon 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 lnsfilute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T12401907 TBO157 R07 Hip Truss 1 1 755324045 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 7-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 31 16:52:49 2017 Page 1 I D:Zl7yacff3rgf5yObDEG6BuzOUf6-6mxJcTj R r2GSyw87tD7kTct_GXBnH KfyTJpEhdyN rfS 6-8-0 15-8-0 16-8-0 1-8-0 7-0-0 1-0-0 Scale = 1:29.5 5x6 = 5x6 = 3x6 = 3x6 II 3x6 11 3x6 = 7-0-0 8-0-0 15-0-0 7-0-0 1-8-0 7-0-0 Plate Offsets (X,Y)-- j3:0-3-0 0-2-01 (4:0-3-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.12 2-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.28 2-8 >650 180 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.07 5 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 62lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 `Except` TOP CHORD Structural wood sheathing directly applied or 3-9-7 oc purlins. 3-4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-11 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1444/0-4-0, 5=1444/0-4-0 Max Horz 2=-66(LC 6) Max Uplift2=-319(LC 8), 5=-319(LC 9) Max Grav2=1 531 (LC 15), 5=1531(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2730/519, 3-4=-2286/489, 4-5=-2730/519 BOT CHORD 2-8=-390/2363, 7-8=-388/2327, 5-7=-392/2365 WEBS 3-8=-113/918, 4-7=-113/918 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; 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 319 lb uplift at joint 2 and 319 lb uplift at joint 5. 7) Girder carries hip end with 7-0-0 end setback. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 763 lb down and 140 lb up at 8-8-0, and 763 lb down and 140 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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, 3-4=-155(F=-85), 4-6=-70, 2-8=-20, 7-8=-44(F=-24), 5-7=-20 Continued on Daae 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. _ Design valld for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Abuildingdesign. 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 darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and In= syslems, see-ANSI/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. Tama, FL 33610 JobJob Truss Type Qty Ply TB0T724019077- ulss Hip Truss i 1 Job ReferenceJobReference (optional) builders Flrstbource, lanipa, mast uny, HOnoa 38566 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 8=-578(F) 7=-578(F) ID:Z17yacff3rgf5ygbDEG66uz0Uf6-6mxJcTjRr2GSyw8?tD7kTct GXBnHKfyTJpEhdyNrtS WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101031201 S BEFOREUSE. Design validfor use only with MITek(D 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 pararnelers and properly Incorporate this design Into the overall N iii wilding design. Bracing IndicatedIs 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 falxicafion, storage, delivery, erec lion 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 Instilute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T12401908 T80157 R08 Common Truss 1 1 755324046 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 31 16:52:49 2017 Page 1 I D:Zl7yacff3rgf5yObDEG6BuzOUf6-6mxJcTjR r2GSyw8?tD7kTctszXD4H MvyTJpEhdyNrfS 1-0-0 7-10-0 15-8-0 r 1-0-0 7-10-0 7-10-0 Scale = 1:28.7 4x6 - I 0 3x6 = 2X4 11 3x6 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.98 BC 0.72 WB 0.15 Matrix) DEFL. in Vert(LL) -0.11 Vert(TL) -0.31 Horz(TL) 0.03 loc) I/dell Ud 4-5 >999 240 4-5 >602 180 4 n/a n/a PLATES GRIP MT20 244/190 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=692/Mechanical, 2=779/0-4-0 Max Horz2=76(LC 12) Max Uplift4=-125(LC 13), 2=-155(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-6= 1009/333, 6-7=-887/345, 3-7=-860/360, 3-8=-854/377, 8-9=-885/362, 4-9=-1005/359 BOT CHORD 2-5=-202/789, 4-5= 2021789 WEBS 3-5=0/385 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=o.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-10-0, Exterior(2) 7-10-0 to 10-10-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 4 and 155 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 - 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 Milek® connectors. this design Is based only upon parameters shown, and is for an individual Wilding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is, always required for stability and to prevent collapse with possible personal injury and property dcnnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of misses and truss systems. seeANSI/TPI1 Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available Ifom Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12401909 TBO157 R09 Hip Truss 1 1 755324047 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1.640 s Aug I b zu1 I mi i eK mausiries, inc. i ue Oct at roaz:ou zui r rage i I D:Zl7yacff3rgf5yObDEG6BuzOUf6-azV hppj3cMOJa4jB Rxfz7gQ66xci0f 15izYn D4yNrf R 7-0-0 18-0-13 23-0-0 30-0-0 4 -07-0 1 6-1-10 -11-3 7-0r11-0000 47 r31-0-0, Scale = 1:53.5 5x6 = 3x6 = 3x6 = 5x6 = R no717 3 4 13 5 6 12 .. _ 9 Sx8 6x8 = 6x12 MT20HS = 6x8 = 5x8 = 7x10 = 7-0-0 23-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Ven(LL) -0.22 9-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.70 9-10 >502 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.15 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 173lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 Except` TOP CHORD Structural wood sheathing directly applied or 2-4-14 oc pLlrlins. 3-6: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-8-9 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 4-12, 5-9 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2298/0-4-0, 7=2870/0-8-0 Max Horz2=66(LC 7) Max Uplift2=-359(LC 5), 7=-423(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4406/710, 3-4=-3772/663, 4-13=-6795/1079, 5-13=-6795/1079, 5-6=-4839/747, 6-7=-5649/808 BOT CHORD 2-12=-607/3837, 11-12=-969/5892, 10-11=-969/5892, 10-14=-1020/6504, 9-14=-1020/6504, 7-9=-642/4923 WEBS 3-12= 200/1569, 6-9=-215/2041, 4-12=-2641/523, 4-1 0=-1 15/1390, 5-10=0/484, 5-9=-2090/516 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; 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 20.0psf 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 359 lb uplift at joint 2 and 423 lb uplift at joint 7. 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) 513 lb down and 120 lb up at 23-0-0, and 1102 lb down and 258 lb up at 15-8-0 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 Continued on page 2 WARMING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0372015 BEFORE USE. mom ~ Design valid for use only with Milek(D connectors. This design Is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall truss rnembers only. Addiffonai temporary and permanent bracing iii MiTek' building design. Bracing Indicated Is to prevent buckling of Individual web and/or chord Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the i 6904 Parke East Blvd. fabrication. storage, delivery, erection and bracing of trusses and inks systems, see.ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute. 218 N. Lee Street, Suite 312, Alexandria VA 22314. Job Truss Truss Type Qty ply T72401909 TBO157 R09 Hip Truss 1 1 755324047 Job Reference (optional) builders FirstSource, Iampa, Viant Grty, Fiona 33566 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-70, 3-13=-70, 6-13=-143(F— 73), 6-8=-70, 2-14=-20, 9-14= 45(F=-25), 7-9=-20 Concentrated Loads (Ib) Vert: 9= 513(F) 14= 1102(F) r A4V 5Aug I ZVI[- I eK InVu5me5, InG. I — — J I ID.--N II rages I D:Zl7yacff3rgf5yObDEG6Buz0Uf6-azV hppj3cMOJa4j B Rxfz?gQ66xc i0f 15izYnD4yN rf R WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors, this design is based only upon parameters shown, and Is for an Individual Lrtilding component, lot - " - - a buss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ii 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 tnisses and truss systems, se.eAN51/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. Tama, FL 33610 Job Truss Truss Type Qty Ply T80157 R10 Hip Truss 1 1 T12401 91O 755324048 Job Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 1.640 s Aug to zut / Mi T ex industries, inc. i ue Oct ss toacou 20i7 rage i I D:Zl7yacff3rgf5yObD EG6BuzOUf6-azV hppj3cMOJ a4jBRxfz?gQ5oxW SOkS5izYnD4yNrf R 1-0-0 6-6-6 9-0-0 15-0-0 21-0-0 23-5-10 30-0-0 31-0-0. 1-0-0 6-6-0 2-5-10 6-0-0 6-0-0 2- 6-6-66-6-6 1-0-0' 46 = 15 3x4 = 4x6 = 5 16 6 Scale = 1:53.5 3x6 = 12 to 4x6 = 3x6 = 3x8 = 3x8 = 9-0-0 21-0-0 9-0-0 12-0-0 su-u-u 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.32 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.88 10-12 >404 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 142 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 7-1-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-4-0, 8=1417/0-4-0 Max Horz 2=-83(LC 10) Max Uplift2=-225(LC 12), 8= 225(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-2416/911, 13-14=-2322/916, 3-14=-2268/928, 3-4=-2146/873, 4-15=-1884/809, 5-15=-1883/809, 5-16=-1883/809, 6-16=-1884/809, 6-7=-2146/873, 7-17=-2268/928, 17-18=-2322/916, 8-18=-2416/911 BOT CHORD 2-12= 710/2061, 11-12=-722/2194, 10-11=-722/2194, 8-10=-717/2061 WEBS 3-12=-315/294, 4-12=-245/719, 5-12=-479/282, 5-10=-479/282, 6-10=-245/719, 7-10=-315/294 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp 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 25-2-15, Interior(1) 25-2-15 to 31-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 225 lb uplift at joint 2 and 225 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 MIP7473 rev. 1010312015 BEFORE USE. Design valld for use only with MilekO connectors. this design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 Nacing of musses and miss 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 Truss Truss Type Qty Ply T12401911 ' T80157 R11 Hip Truss 1 1 Job3Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MITek Industries, Inc. Tue Oct 31 16:52:51 2017 Page 1 1 D:Zl7yacff3rgf5yObD EG6BuzOUf6-293419khMg W AB E I O_eACY1 yDCLuMI FS FxdlLm W yN rfQ 1-0-0 7-6-0 11-0-0 19-0-0 1 22-6-0 30-0-0 q1-0-0, i1-0-0 7-6-0 3-6-0 i 8-0-0 3-6-0 7-6-0 3x6 = 10-0-0 6x8 i 6x8 2x4 // 2x4 \\ 4 5 16 6 7 3x4 = 4x6 = 3x4 - 19-0-0 z0-0-q Scale = 1:53.5 3x6 = 0 a O LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(ILL) 0.46 11-13 775 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL) 0.9811-13 362 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(TL) 0.10 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 136 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 'Except' 4-7: 2x6 SP M 26 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-4-0, 9=1417/0-4-0 Max Horz 2=98(LC 11) Max Uplift2=-242(LC 12), 9=-242(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-5-4 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14— 2307/859, 14-15=-2187/867, 3-15=-2099/880, 3-4=-2046/857, 4-5=-1821/820, 5-16=-1550/748, 6-16=-1550/748, 6-7= 1821/823, 7-8=-2046/860, 8-17=-2099/883, 17-18=-2187/869, 9-18=-2307/862 BOT CHORD 2-13=-652/1943, 13-19=-433/1550, 12-19=-433/1550, 12-20=-433/1550, 11-20=-433/1550, 9-11=-663/1943 WEBS 8-11=-249/271, 3-13= 249/272, 5-13=-135/567, 6-11= 134/567 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp 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 10-10-7, Exterior(2) 10-10-7 to 23-4-8, Interior(1) 23-4-8 to 31-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit 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 242 lb uplift at joint 2 and 242 lb uplift at joint 9. 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 11,1I1-7473 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 Wilding component. not V 77atrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall wilding design. &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always required for Mobility and to prevent collapse with passible 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 SCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job Truss Truss Type Qty Ply T12401912 TBO157 R12 Hip Truss 1 1 755324050 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 t.a4u s Aug r a eui r Mi i ex mausvies, Inc. i ue Ocr sr i oazaz 20 17 Page i I D:ZI7yacff3rgf5yObDEG6BuzOUf6-W LdSEUIJ7ze 1 pOtaYMhR4FVQmIDiUhbOAH 1 ulyyNrfP 1-0-00-0 7-6-0 13-0-0 17-0-0 22-6-0 30-0-0 31-0-0 1-7-6-0 5-6-0 4-0-0 5-6-0 7-6-0 I' 0 4x6 = 3x6 // 3x6 \\ 4x6 = 5 6 7 Scale = 1:53.5 3x6 = 3x6 = 3x4 = 4x6 = 3x4 = 0T 0 10-0-0 13-0-0 17-0-0 20-0-0 30-0-0 10-0-0 3-0-0 4-0-0 3-0-0 10-0-0 Plate Offsets (X Y)-- 5:0-4-11 0-0-12j j6:0-2-5 0-1-41 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.40 11-13 >884 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) 0.7311-13 >490 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(TL) 0.10 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 136 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 "Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 4-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-6-2 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-4-0, 9=1417/0-4-0 Max Horz 2=-116(LC 10) Max Uplift2=-258(LC 12), 9=-258(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-14=-2353/856, 3-14=-2249/877, 3-15=-2065/832, 4-15=-1908/851, 4-5=-1730/817, 5-6=-1379/706, 6-7=-1730/817, 7-16=-1908/851, 8-16=-2065/832, 8-17=-2249/877, 9-17=-2353/856 BOT CHORD 2-13=-658/1998, 13-18=-347/1379, 12-18=-347/1379, 12-19=-347/1379, 11-19=-347/1379, 9-11=-666/1998 WEBS 8-11= 443/353, 3-13= 443/353, 5-13=-212/748, 6-11=-212/748 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp 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; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 258 lb uplift at joint 2 and 258 lb uplift at joint 9. 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 11,111.7473 rev. 10703/2015 BEFORE USE. Design valid for use only with Miiek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Y a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent brac(ng MiTe k' building design. prevent is always required for stablllty and to prevent collapse wtih possible personal injury arrd properly darnage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and taus 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 T72401913 TBO157 R13 Common Truss 1 1 755324051 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 31 16:52:53 2017 Page 1 I D:Zl7yacff3rgf5yObD E G6BuzOU f6-_YBgSgmxuH m uRXSm63CgdS2ZU9ZtD7SYOxnRq PyNrfO r1-0 0 7-6-0 15-0-0 22-6-0 30-0-0 1-0-0 7-6-0 7-6-0 7-6-0 7-6-0 4x6 = 6.00 Fl2 Scale = 1:52.6 3x6 = - 3x6 = 3x4 = 4x6 = 30 = 10-0-0 20-0-0 30-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets (Y Y)-- 13:0-4-0 0-3-41 j5:0-4-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.39 8-10 >901 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.67 8-10 >535 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Horz(TL) 0.10 6 n/a Na BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 137 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 8-0-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-4-0, 6=1417/0-4-0 Max Horz 2=- 1 33(LC 10) Max Uplift2=-271(LC 12), 6=-271(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-1 1=-2382/766,3-11=-2285/791, 3-12=-2083/762, 4-12=-1940/775, 4-13=-1940/775, 5-13=-2083/76215-14=-2285/791, 6-14=-2382/766 BOT CHORD 2-10=-565/2030, 10-15=-248/1322, 9-15=-248/1322, 9-16=-248/1322, 8-16=-248/1322, 6- 8=-586/2030 WEBS 4-8=-231/821, 5-8=-519/372, 4-10=-231/821, 3-10=-519/373 NOTES- ( 7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp 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; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 271 lb uplift at joint 2 and 271 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. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and Is for an Irldlvidllal building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and pioperty darnage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses 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 Truss Truss Type Qty Ply T T72401914 TBO157 R14 Special Truss 1 5324062 b Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 Mi I ek Industries, Inc. I ue Uct 31 16:bz:ba 2u1 r rage 1 I D: Zl7yacff3rgf5yObD EG6BuzOUf6-_Y BgSgmxuH m uRXSm63CgdS2clg W I D_SYOxnRq PyNrfO 1-0-0 7-0-0 13-10-0 20-8-0 21-10-9 25-3-5 30-0-0 31-0-0 1-0-0 7-0-0 6-10-0 6-10-0 '1-2-0 3-5-5 4-8-11 '1-0-0, Scale = 1:54.4 5x6 = 3x4 = 4xs 11 6x8 = 6 Sx8 = 13 12 10 3x8 5x8 = 7x10 = 6x8 = 6x8 = 0 13-10-0 20-8-0 21-10-q 30-0-0 0-0 6-10-0720 6-10-0 1-2-0 8-2-0 Plate Offsets (X,Y)-- f2:0-1-11 Edge], f3:0-3-0 0-2-7j 5:0-4-0 0-2-81 f8:0-2-10 0-1-8j f12:0-3-8 0-4-121 f13:0-3-0 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.24 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.71 10-12 >502 180 BCLL 0.0 * Rep Stress Incr NO WB 0.94 Horz(TL) 0.17 8 n/a n/a BCDL 10.0 Code FBC2014[TP12007 Matrix) Weight: 180 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-4-14 oc pUrlins. 1-3: 2x4 SP M 31, 3-5: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 8-1-1 oc bracing. BOT CHORD 2x6 SP M 26 *Except* WEBS 1 Row at midpt 4-13 8-11: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 6-10,4-13,5-12: 2x4 SP No.2 REACTIONS. (lb/size) 2=2906/0-4-0, 8=2325/0-4-0 Max Horz2=76(LC 7) Max Uplift2=-549(LC 8), 8=-377(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5824/1013, 3-14=-5028/952, 4-14=-5030/952, 4-5=-7268/1401, 5-6=-4163/786, 6-7=-4255/784, 7-8=-4512/814 BOT CHORD 2-13=-871/5108, 13-15=-1310/7264, 12-15=-1310/7264, 11-12=-832/4819, 10-11=-832/4819, 8-10=-675/3953 WEBS 3-13= 199/1896, 6-10= 633/3442, 5-10=-3304/713, 4-13= 2487/591, 4-12=0/433, 5-12=-537/2827 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; 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 tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 549 lb uplift at joint 2 and 377 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) 513 lb down and 120 lb up at 7-0-0, and 1326 lb down and 311 lb up at 13-8-0 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 Continued on page 2 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII-7473 rev. l0703/20I5 BEFORE USE. Design valid for use only vrlih MiTekO connectors. this design is based only upon parameters shown, and is for an Individual building component not a truss syslem. Before use. the building designer must verify the, applicability of design parameters and properly Incorporate this design Into The overall individual truss members only. Additional temporary and permanent bracing 1 MiTek' building design. Bracing Indicated Is to prevent buckling of web and/or chord Is always required for stability and to prevent collapse w4ih possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage. delivery. erection and bracing of tn15Se5 and tnrss 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 City Ply T12401914 T60157 R14 Special Truss 1 1 755324052 Job Reference (optional) Builders FirstSource, I ampa, Plant fitly, Florida 33566 1.640 s Aug 16 201 f Mi I eK Industries, Inc. I ue Uct 31 16:52:53 2011 rage 2 I D:Zl7yacff3rgf5yObD EG6Buz0U f6-_YBgSgmxuH m uRXSm63CgdS2cl9 W I D_SYOxnRq PyNrfO LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 70, 3-14=-143(F=-73), 5-14=-70, 5-6=-70, 6-9=-70, 2-13=-20, 13-15=-45(F=-25), 8-15=-20 Concentrated Loads (lb) Vert: 13=-513(F) 12=-1326(F) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Info the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i MiTekprevent is always required for stability and to prevent collapse with possible personal injury and properly darnage. for general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and miss systems, seeANSI/TPI I 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, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12407916 TB0157 R15 Hip Truss 1 1 755324053 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 31 16:52:54 2017 Page i I D: Zl7yacff3rgf5yObD EG6BuzOUf6-SklCfAnZfbul2h 1 ygmivAgapwYsJybm hdb W? MryNrf N 1-0-0 7-0-0 9-4-0 16-4-0 1-0-0 7-0-0 2-4-0 7-0-0 5x6 = 5x6 = Scale = 1:29.0 3x6 = 3x6 11 4x6 — 3x6 I I 3x0 — 7-0-0 9-4-0 16-4-0 7-0-0 2-4-0 7-0-0 Plate Offsets (X Y)-- 3:0-4-0 0-2-81 (4 0-4-0 0-2-81 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 0.58 Vert(LL) -0.15 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.35 5-6 >547 180 BCLL 0.0 Rep Stress Incr NO W B 0.30 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 63 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 `Except` TOP CHORD Structural wood sheathing directly applied or 3-8-3 oc puffins. 3-4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-7-8 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=1426/Mechanical, 2=1523/0-4-0 Max Horz 2=69(LC 12) Max Uplift5=-305(LC 9), 2=-337(LC 8) Max Grav5=1525(LC 16), 2=1606(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2897/559, 3-4=-2434/525, 4-5=-2885/553 BOT CHORD 2-8=-431/2502, 7-8=-429/2465, 6-7=-429/2465, 5-6=-433/2503 WEBS 3-8=-106/940, 4-6=-100/926 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 305 lb uplift at joint 5 and 337 lb uplift at joint 2. 8) Girder carries hip end with 7-0-0 end setback. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shalt be provided sufficient to support concentrated load(s) 763 lb down and 140 Ito up at 9-4-0, and 763 lb down and 140 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 3-4=-155(F=-85), 4-5=-70, 2-8= 20, 6-8=-44(F= 24), 5-6=-20 Continued on Eage 2 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERA14CE PAGE M11-7473 rev. 101032015 BEFORE USE. Design valid for use only with MITek® connectors. Ws 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 rxrrarneters and properly incorporate this design Into the overall 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 requlred for stability and to prevent collapse with possible personal iniury 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 avallable from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T12401915 TB0157 R15 Hip Truss 1 1 755324053 Job Reference (optional) timbers wrstsource, i ampa, want Gry, Honda :5356b LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 8=-578(F) 6=-578(F) 7.640 s Aug 16 2017 MITek Industries, Inc. Tue Oct 31 16:52:54 2017 Page 2 I D: Zl7yacff3rgf5yObD EG6Buz0Uf6-SklCfAnZfbL112h 1 ygmjvAgapwYsJybm hdb W 7MryNrfN WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MtTEK REFERANCE PAGE 111II-7473 rev. f 0/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual Wilding component, not a Truss system. Before use. The building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated Is to buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing M iTek' prevent 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 intss systems, se.eANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InformaBon available from Truss Plate Instilute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12401916 TB0157 R20 Hip Truss 1 1 755324054 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 201 I Mi I ek industries, Inc. I ue uct 31 1ti:bz:bb Lul r rage 1 I D: Zl7yacff3rgf5yObD EG6BuzOUf6-xwJas W nBQuObg rc9DU E8 it7wryFzh2Ogs FGYvHyNrfM 1-0-0 6-9-13 9-0-0 t0-8-D 12-4-0 14-6-3 21-4-0 22-4-0 1-0-0 6-9-13 2-2-3 1-8-0 1-8-0 2-2-3 6-9-13 1-0-0 1 3x6 = 2x4 11 3x6 = 3x4 i 3x4 5x8 = Scale = 1:39.0 9-0-0 104-0 12-4-0 21-4-0 1 9-0-0 1-8-0 1-8-0 9-0-0 Plate Offsets (X Y)-- j2:0-2-10 0-1-8] j4:0-3-8 0-2-4] (6:0-3-8 0-2-4] [8:0-2-10 0-1-8] j10:0-4-0 0-3-4] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.21 8-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.62 8-10 >398 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 91 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 9-5-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1023/0-8-0, 8=1023/0-8-0 Max Horz 2=-83(LC 10) Max Uplift2=-191(LC 12), 8=-191(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1468/578, 11-12=-1370/589, 3-12=-1323/601, 3-4=-1157/504, 4-5=-999/469, 5-6=-999/469, 6-7=-1156/504, 7-13=-1323/601, 13-14= 1370/589, 8-14=-1468/578 BOT CHORD 2-10=-411/1209, 8-10= 417/1209 WEBS 7-10=-296/290, 3-10=-296/290, 5-10=-199/617 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 12-4-0, Interior(1) 16-6-15 to 22-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 191 lb uplift at joint 2 and 191 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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into The overall building design. &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 stablltty and to prevent collapse with possltAe personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and tracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available frorn Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T12401917 TBO157 R21 Hip Truss 1 1 755324055 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 31 16:62:56 2017 Page 1 I D:Zl7yacff3rgf5yObD EG6BuzOUf6-xwJas W n BQuObgrc9D U E8it7_gyEih_egs FGYvHyNrfM 1-0-0 7-0-0 10-8-0 14-4-0 21-4-0 22-4-0 i-0-o 7-0-0 3-8-0 3-8-0 7-0-0 1-0-0 1, 5x6 = 3x4 = 5x6 = Scale = 1:39.0 3x6 = 6x8 = 3x8 MT20HS= 3x6 = 6x8 = i'30 7-0-0 14-4-0 21-4-0 7-0-0 7-4-0 7-0-0 Plate Offsets (X,Y)-- j2:0-2-12 0-1-81,(3:0-4-0,0-2-81,f5:0-4-0,0-2-81,f6:0-2-12 0-1-81,j8:0-3-8 0-3-01 f10:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.10 2-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.46 8-10 >536 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO W B 0.45 Horz(TL) 0.12 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 94 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP M 31 `Except' TOP CHORD Structural wood sheathing directly applied or 3-0-15 oc purlins. 3-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-1 oc bracing. BOT CHORD 2x4 SP No.t WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1994/0-8-0, 6=1994/0-8-0 Max Horz2=-66(LC 6) Max Uplift2=-449(LC 8), 6=-449(LC 9) Max Grav2=2050(LC 15), 6=2050(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3810/765, 3-4=-3216/710, 4-5=-3216/710, 5-6=-3810/765 BOT CHORD 2-10=-652/3344, 9-10=-798/3584, 8-9=-798/3584, 6-8=-599/3304 WEBS 3-1 0=-1 85/1338, 4-10=-508/296, 4-8=-508/296, 5-8=-185/1338 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 449 lb uplift at joint 2 and 449 lb uplift at joint 6. 8) Girder carries hip end with 7-0-0 end setback. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 763 lb down and 140 lb up at 14-4-0, and 763 lb down and 140 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) "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, 3-5= 153(F=-83), 5-7=-70, 2-10=-20, 8-10=-44(F= 24), 6-8=-20 Uontinuea on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 10M2015 BEFORE USE. Design valid for use only with MiTekQ connectors. This design is based only upon parameters shown, and is for an individual building component. not Dotatrusssysiern. 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 buckiing of individual truss web and/or chord members only. Additional lempoiary and perrnaneni brcrfng MiTek' is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS1/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T72401917 TBO157 R21 Hip Truss 1 1 755324055 Job Reference (optional) Builders FirstSource, I ampa, Nlant Cily, Honda 33666 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 10=-578(F) 8=-578(F) t.o9A a Hug it, zul / mi I eK Inausirles, Inc. I ve Vcr or 1 o.oz:— zv i / rage e I D: Zl7yacff3rgf5yObD EG6BuzOUf6-xwJas W n BQuObg rc9D U EBit7_gyEih_egsFGYvHyN rfM WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-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 paramelets and properly incorporate this design into the overall Indicated Is to buckling individual truss web and/or chord members only. Additional temporary and perrnaneni txcning MiTek' building design. Bracing prevent of IS always required for stability and to prevent collapse wtih 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 SCSI Building Component Tampa, FL 33610SafetyInformationavallablefromTrussPiateInstitute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply T12401918 T60157 RF01 Flat Truss 1 75532405Job2 Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 31 16:52:56 2017 Page 1 I D:Zl7yacff3rgf5yObDEG6BuzOU f6-P7ty4soq BC8SI?BLnBIN F5f BcMcOQQh_4v?6RjyNrfL 2-1-12 4-1-12 6-1-12 8-8-4 11-2-11 13-2-11 15-9-3 18-5-7 2-1-12 2-0-0 2-0-0 2-6-8 2-6-8 2-0-0 2-6-8 2-8-4 Scale = 1:31.5 3x4 = 3x6 = 3x6 = 5 6 7 19 8 20 9 10 3x4 = 3x4 = 11 3x4 = 3x6 = 18 17 16 15 14 3x4 = 24-1-12 6-1-12 11-2-11 13-2-11 2-1-12 2-0-0 2-0-0 5-0-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) 0.05 12 >999 240 TCDL 15.0 Lumber DOL 1.00 BC 0.77 Vert(TL) 0.16 12 >939 180 BCLL 0.0 Rep Stress Incr NO W B 0.53 Horz(TL) 0.04 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) PLATES GRIP MT20 244/190 Weight: 164 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-10 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 6-3-6 except Qt=length) 11=0-4-2. lb) - Max Uplift All uplift 100 lb or less at joint(s) except 11=-109(LC 4) Max Grav All reactions 250 lb or less at joint(s) 18 except 11=1535(LC 1), 17=1000(LC 1), 16=383(LC 1), 14=2850(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-4567/67, 7-19=-4567/67, 8-19=-4567/67, 8-20=-4567/67, 9-20=-4567/67 BOT CHORD 13-14=0/2919, 12-13=-67/4567, 11-12=-186/2619 WEBS 2-17=-856/0, 3-16=-472/0, 4-14=-1014/0, 8-12=-1028/47, 7-13= 838/33, 6-13=-131/1874, 6-14=-3443/0, 9-12=0/2215, 9-11=-2906/211 NOTES- (13) 1) 2-ply truss to be connected together with 10d (0.131 "xX) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ` 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 11. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 845 lb down and 198 lb up at 13-7-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) "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 cuontinuea on a e 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. faV3/2015 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, rlol sot atrusssystem. Before use, the building designer must verify the applicatAlty of design parameters and properly Incorporate this design into the overall Wildingdesign. & acing Indicated Is to buckling of individual Truss web and/or chord members only. Additional lemporary and perrnanenl bracing MiTek' prevent isalways required for slability 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, se.eANSI/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 City Ply T12401918 T60157 RFOt Flat Truss 1 2 Job32405Reference (optional) builders Flrstbource, lama, Flant City, Flonoa 335titi r.64V s Aug 76 LVl ( MI IeN Inausrnes, Inc. we Vcr 31 io:ozao zvi r rage z I D:Zl7yacff3rgf5yObDEG6BuzOUf6-P7ty4sogBC8Sl?BLnBIN F5fBcMcOQQh_4v?6RjyNrfL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-19= 340(F= 96), 19-20=-166(F=-96), 10-20= 70, 11-18=-20 Concentrated Loads (lb) Vert: 20=-845 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid fer use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a buss 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' preventIs always required for stability and to prevent collapse with possible personal injury and property (ferriage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and tarns systems, seeANSI/TPI t Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Tama, FL 33610 SafetyinformationavallablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Job Truss Truss Type Qty Ply T12401919 TBO157 RF02 Half Hip Truss 1 1 755324057 Job Reference (optional) ounaers rvsraource, i ampa, r nr airy, rwnoa ss000 1-0-0 7-0-0 6x12 MT20HS i I D:Zl7yacff3rgf5yObD EG6BuzOUf6-tJQLHCpSy W GJv9m XLvHcnlCHemvP9nD7JZIfzAyN rfK 10-4-0 13-8-0 15-10-7 18-2-10 20-8-9 3-4-0 3-4-0 2-2-7 2-4-3 2-5-15 Scale = 1:38.1 5x8 = 2x4 5 6 6x8 17 11 3x4 — 3x4 = 3x4 = 3x6 = 2x4 II 5x8 = 2x4 II 3x4 = 4 7-0-0 7 4-15 10-4-0 13-8-0 15-10-7 18-2-10 20-8-9 4-0 6-8-0 0-4-15 2-11-1 3-4-0 2-2-7 2-4-3 2-5-15 Plate Offsets (X,Y)-- j2:0-0-1 0-3-0) j4 0-9-6 0-3-01 j12:0-3-8 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.06 13-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.95 Vert(TL) -0.21 13-14 >757 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO W B 0.96 Horz(TL) -0.03 17 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 117 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc puffins, except 4-6: 2x6 SP No.2, 7-10: 2x4 SP No.2 end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-0-14 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.2 3-7-5 REACTIONS. (lb/size) 11=1511/0-4-15, 2=-526/0-8-0, 17=2745/0-11-5 Max Horz 2=272(LC 8) Max Uplift2=-744(LC 20) Max Grav 11 =1 562(LC 15), 17=2745(LC 1) FORCES. jib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=0/1975, 3-4=0/2018, 4-5=0/1793, 7-14=0/467, 7-18=-1274/12, 18-19=-1259/10. 8-19— 1254/16, 8-20=-1771/0, 9-20_ 1771/0, 9-21 =-1 771/0,10-21=-1771/0, 10-11 =-1 567/0 BOT CHORD 2-17=-1743/0, 16-17=-592/0, 15-16=-11/1112, 14-15= 11/1112, 13-14=0/1771, 12-13=0/1771 WEBS 4-17=-1302/86, 5-17=-1775/0, 5-16=0/686, 5-7=0/73417-16=-1805/0, 8-14=-644/0, 9- 12=-839/0, 10-12=0/2011 NOTES- ( 10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 744 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. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. 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=1.00, Plate Increase=1.00 Continued on oaae 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MI1-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall Bracing Indicated is to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing M1Tek' buildingdesign. prevent of is always required for stability and to preveni collapse with possible personal injury and properly carnage. 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 SCSI Building Component Tampa, FL 33610 SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street. Suite 312 Alexandria, VA 22314. Job Truss Truss Type city Ply T72401919 TB0757 RF02 Hall Hip Truss t 1 653240'7 b Reference (optional) Builders F'Irst5ource, l ampa, Flant Uny, Florida 33566 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-70, 4-6=-70, 7-10= 166, 2-11=-20 Concentrated Loads (Ib) Vert: 10=-347 18=-200 19=-134 20= 193 21=-266 C4U S Aug 10 LM / MI I eK MaUSUMS, Inc. I Ue uci 61 1 O:JL:6/ eul / rage e I D:Zl7yacff3rgf5yObD EG6Buz0Uf6-tJQLHCpSyW GJv9m XLvHcnlCHemvP9nD7JZIfzAyN rfK WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MilekU connectors. this design Is Lased only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent baclrlg MiTe k' prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricailon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/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 Job Truss Truss Type Qty Ply T12401920 TBO157 Vol Valley Truss 1 1 755324058 Job Reference (optional) Builders FirsBource, Tampa, Plant City, Florida 33566 2x4 i 2-0-0 2-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 31 16:52:57 2017 Vage 1 ID:Zl7yacff3rgf5yObD EG6B uzOUf6-tJQLHCpSyW GJv9mXLv HcnICS 1 m6F97A7JZIfzAyNrfK Tn0 Scale = 1:7.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.01 3 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) 0.01 3 999 180 BCLL 0.0 * Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 5 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 1=61/1-10-8, 2=6 1 /Mechanical Max Horz 1=28(LC 12) Max Uplift-I=-7(LC 12), 2=-21(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 7 lb uplift at joint 1 and 21 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 MI7EK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. ]]its design Is based only upon parameters shown. and is for an irldlAdual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTekprevent IS always required for stability and to prevent collapse with possible personal Injury and property darnage. 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. Tama, FL 33610 Job Truss ype Qty Ply T12401921 TBO157 V02 Full-sysuss 1 1 765324059 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 31 16:52:57 2017 Page 1 I D:ZI7yacff3rgf5yObDEG6BuzOUf6-tJQLHCpSyW GJv9m XLvHcn I CSXm 609_s7JZIfzAyNrf K 2-11-1 4-0-0 2-11-1 1-0-15 2x4 - 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 3 n/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.00 2 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=80/3-11-8, 5=223/3-11-8 Max Horz 1=66(LC 12) Max Uplift5=-75(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-173/283 Scale = 1:13.0 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(i) 3-7-9 to 4-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 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) "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 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. this design is based only upon parameters shown, and Is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Indicated Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent Ixacing MiTek' building design. Bracing prevent of Is always required for stability and to preveni 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] Quality Criteria, DSB-89 and BCSI Building Component Safety Information avallatAe from Trtrss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1/ ldr For 4 x 2 orientation, locate plates 0-'/16' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION MIN Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 1 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS C O U n O r— JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR- 1311, ESR- 1352, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 c O 2 U a- O Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I brocing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20, Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria, L ECORD COPY y-DUVG SANFORD A 17-3 363 1 O.! o O...•.000! Hanger List H1 HTU26 H2 THA422 NOTE5: 1.) REFER TO HIG 91 (RECOMMENDATION5 FOR HANDLING I1,15TALLATION AND TEMPORARY GRAGING.) REFER TO ENGINEERED DPAWIN65 FOR PERMANENT BRACING REQUIRED, 2.) ALL TRU55E5 (INGLUDIN6 TRU55E5 UNDER VALLEY FRAMING) MUST DE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE BRACING REQUIREMENT5, 5,) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY GUILDER, 4.) ALL TRU55E5 ARE PE516NED FOR 2' o.c. MAXIMUM 5PACIN6, UNLE55 OTHERWI5E NOTED. 5.) ALL WALL5 5HOWN ON PLACEMENT PLAN ARE CON5IDERED TO GE LOAD GEARING, UNLE55 OTHERWISE NOTED. 6) 5Y42 TRU55E5 MUST GE IN5TALLED WITH THE TOP DEING UP. 7.) ALL ROOF TRU55 HAN6ER5 TO GE 51MP5ON HTU26 UNLE55 OTHERWISE NOTED. ALL FLOOR TRU55 HANGER5 TO GE 51MP5ON THA422 UNLE55 OTHERWISE NOTED. 8.) BEAM/HEADERILINTEL (HDR) TO GE FURN15HEP GY GUILDER. SHOP DRAWING APPROVAL THI5 LAYOUT 15 THE 50.E 50196E FOR FADRICATION OF TRU55E5 AND VOIDS ALL PREVIOU5 ARCHITECTURAL OR OTHER TRU55 LAYOUTS REVIEW AND APPROVAL OF THI5 LAYOUT MUST GE RECEIVED DEFORE ANY TRU55E5 WILL DE DUILT. VERIFY ALL CONDITION5 TO INSURE A6AMT CHAN6E5 THAT WILL RE51AT IN EXTRA CHARGE5 TO YOU. Mroce 4: o.«: builders MA.FirstSource Orlando PHONE: 407-851-2100 FAX: 407-851-7111 Plant City PHONE: 813-759-5451 FAX: 813-752-1532 BUILDER: Taylor Morrison Homes L: Darlington A lI APPRE55: REIISION: Lot XX 56ALE: 01A110T: 4001. 2-4-16 Rick RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification Form 6\LD//Ve Permit # ## 1 7 3 3 6 3 SANFORD Project Location Address: 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 0 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 meets InterWrap, Inc. Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Millennium MMI-2 Off Ridge Vent 16568.1 Other June2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5.Shutters Accordion Bahama Colonial Roll up Equipment Other 6.Skylights Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products HVAC Tie Down BMP International HVAC Tie Down FL14239-R3 Applicant's Signature Applicant's Name Please Print) June 2014 t # # t # # + ALL 7m 591,1MAK(D"I' A'O 67 ORRPOCKSLCLRIPSUVIR:G PERF8[R - 51u EJIIOi !'R'.4 TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS JIC l 20' 1 21` 1 31" 53" WINDOW CALL OUTS 0 54 LO 37 54 1 77 SA 32 $P 26, U 5'HV2 33 5a 23 S9 33 5H ui = 39` 0' a{ N" V k SH Lr 34 50 74 5H 34 S4 0 15 5H 03551.4 75 5d 5564 z63' S 3 17` z 16 . I" -I L? 36 54 16 SI 36 SH GL. YRFY I' `d'QY OfFP456 FOR ALL UND016, cn EUWNDW 5'H$ 410 rGTALLA7k%I'LAY vART PER F IiAMFACNcR A II 5FECFICATION5, Z REFER TO FLOOR PUN5 FOR 5 it"LF LP U' 'aU USED! SINGLE ILf"K,'A CASEMV-C8`T, TR FXED GL455- FL) 3' b g b' AC ra r 1£LH anTR.+ rTCR rae Lai 363 CET. T,lE' l dTT. T{?: iR.55 H44F: I 1RAT Ctfi NrdSTER 51RE 4 W:h'-N:RfD cLG MASTER SUM LS4FLATgG. 8' e'RAr OIv _viwmtK/ dll G_ vf:FT 49 Y.Y'F N,'Q WePE: D S:C'ER G t45 UNN WXef'CURAN Ga7.FR NEWT LN14 -" A' R "VOR li7 GLc Gl LNa W11 pi G'NL01'L4l {yR 54 w T J - bum TIE 7. 8 Y7{' G: 5C r ° M. BATH 9- 4" RAT CLG. 1- b2-m RAT VCR, r AT S-{' GL iz SEE 5:C5 r 6LCPFG I aG aG I R5 z I TlfL YEDRYER 14Fd1E(i.1'LL 76 VELAR W. AT. Et e'-0' AT i L-_WSE4 LR1- Ro'P.fL E`Q cxmHLw PWDR 0. 41 UTIL. aG DR WarER LresTra7r IFPfyR\RO.R QA a TOe' b' p 514R DAT4 bRS364T I TD,1 rDnI_ iovvR n' k Tx Ebl C£G•TrL APS RATF I dFFI I ALRR 5G 1_ 1 y }LAW } 4jb i PLT. N j FAMILY 0- STORY VOLUUL AxurFRx I LAB DINING 9'- 4" FLAT CLG. I Y4. LN: EF I Rae 0..vS, TDlt 20R. LF lNiE1 1' TGfi 1075 7D7( k 1, 7-2651 OFF. 47F. i DEN 9'-A- FLAT CLG. I FJISIFRl'E PAfRi TO u w ENTRY C 3-1' PLT, MT I I FOYER' y _i 6511AIf 7. 61WL I FLAT ILI uEl6 5J r7 Y 5'-! SFF G4 . FLi fLi55RNIM BLRRER FCR lTSNT DXR G'. YERFT NRLTKN rAEaFr 1 roA1NwiATDn' 3 a dfF. A9A Ate:-\ LFf 65ELW' FR?'e'L' \i FLWRLHY to e'-e• / - E e'm' T09., 8• J \ . \ LK CFSSCA.D b4` J L/ RGCS key. 1 NSLATE r - 450, E 1l 11 GARAGE I if 1 9'- 4" PLT. IT KITCHEN 9'-a' FLAT C- C. I NSILAIE I O9s 47'I1° fiFC I 0 LLLLS tATER YFTETER LO: R A'0 PRAM I O 3 RA'[ E I 1 O1L. Y9. r VY,( A) TO EKrRCR 50 GL' I oRc J f F 4' F li DAVIS BEWS DESIGN GADW rrxxFt-r c,.rr vu:ie1O°m r N'H'1YJ]AV ® L1 500tt PA{fR CPo'k If0171LS'-K 1 is 3N Ja. ui D O OAF. RJR r05- E- 1 ] bi 0 F'R rUN R00R { ZL J R4V DY'M4.\5 H t 3 t GL. YERFT t'-P' H NIERR9:0.1'PS 4i N.i: RD. aR Lno d 1 / HATCHING LEGEND O NkldTE Ci'.L 1 rC_1\ MAIN FLOCK I4mr, C' F ^ ^ UFPcR FLOCK II155E LJlyi( TOTAL LIVING 25025r'. GARAGE 4555F. nnr LANAI 139 SF_ rN npax PLe.v xarEs ENTRY 115F. - T074L 5a FT. 324' 15F. - MAIN FLOOR PLAN NOTES 2A1 SCALE- W. 10 GARAGELEFT TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS a 2a 3V 4a' WINDOW CALL MS 103 FG. Gib Ffs. 5M- FG. 40'8FG. H 70' w 1620 FA 2070 FG. 3020 FG. a020 F.G. Z p36' a 74' 48• 3 1830 SN 2031,544 3030 5N L030 5N IP,AO 5'4 20a0 54 304G 94 4040 5a 60' z_ 3 IBSPi 51 2050 5a A' -A 5H 4050 r 1560 SN 200,54 3L 0 54 L060 5112' GC. VERFY ROXsa OPN,65 FOR ALL 00015, Lnw ILINDX WES AND NSTALLATiON {'iAT VARY PER 11A11fACTI;ReR AND 5FJ. GPIGAT10%6OE z FOER TO FLOOR PLANS FOR 5n LE OF U'.DOL U5FD W5VGLE V4e-SI.OLS'rENT- G51T,OR FEED GLASS-FGl N MLLWG U:15. WEE f5E CF,00G OF A4 O-EFR"AE N= *LOCATED MORE TR N L W >E5 4304E T!E FN S-W GRAX OR WA'E EEIM 75E LOE5T PWT w TE CLEAR Af EKG OF W VKDX 54kL BE A YNVt Cf 74KA1 $ 4905E"E FN':AED FLOOR OF TIE lml NWION 78 MOO, I5 LOCATED. 07£R79E SE0W OF UWX 5V11. N2 FFW9r CFFh^Yh t lA1 ALLQ0 PA'5W-i OF A / WYA OA'ETER'P WERE 501 LKSPTfi 4i LT- V`N 7< ALOES 6 i1F Fk3ED FLOM PM FBLR - 5TN EVIM qQA R392 LRmf4LL PfE'IS:ILN P"YCE5 410 L .=UA". UERE fROAX0. 54Al CART Ur.171E LF 45TKF7tY. fEQ HLA - sTN FDrtiOi RIO wog 0 °$F; nA o o€LLB M z iv s uua[R 'JOOz s1l ' iSA.t-0 10-OS-17 t a DAMS BEWS LDE5ICNGROVI iso srnTt=srntrr PAST a,v ncrn5 a . aas . saao Tn. A eu.vas. uoo c y xww,>,v fmaaT 0 d- w O z m O z cn c O O 0 Q UPPER FLOOR PLAN NOTES GARAGE LEFT 2585 ITT' uPpCR FLOOR PLAY MOTES S4ff I 2B1 Florida Building Code Online F79-ow, 1ccpv Page I of 3 i 0 e aCIS H Lo In ( User Re istration Hot Topics Submit Surcharge i Stats & Facts Publications F8C Staff Bq5 Site Map Links Search r1Utnt ome 9 9 BAnes . p S51 a Product Approval 1 I. ( USER: Public Usert egulaticn t I FI, # FL15225-R3 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute Validated By Ryan J. King, P.E. Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year 101/I.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=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 (68 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 15225-68M (6'8 Door Products Direct to Masonry) for installation instructions. _Note - Glazing Shaft Comply with ASTM E130 04. (This product approval requires the use of '7" part number doors and sidelites, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate fj,IS?5 R3'L'iraC t.S22S `NAMI ecru fldf Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions Created by Independent Third Party: Yes Evaluation Reports FL15225 R3 AE EVAL 15225.5-68.Ddf FLI522 ' AE' -L i5225 5.80.odf SM R3° AE gM 15225-68Modf Created by Independent Third Party: Yes r-225.6 f. "Premium Series", "Construction 6/8 and 8/0 Opaque and Glazed Steel Door with TransomSeries" and "Benchmark by With and without Sidelites. Inswing and Outswing Therma-Tru" with Transoms Limits of Use Certification Agency Certificate i`IApprovedforuseinHVHZ: No is !t3 C CAC IS2,29 6 NAMI carts 66 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 FL15L%5 ( it IN51 =5;fi 58.ndf 15225.6-80 (8'0 Door Products) for installation instructions. 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 F19225 i3: 1522$.6-68.Ddf Gt t r.. 5 3' AE El AL 15225.6-80.odf. Created by Independent Third Party: Yes contact us : iirtbhofrMSVWr tit 1142MI:F'+m MOKAk4illill2i The State of Florida is an ANEEO employer. ;0ovrfnht ;mil Mate of.f1wida_ :: Prwacv Statement :: A ccb8ity 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 electronicmailtothisentity. Instead, contact the office by phone or by traditional mail. If you have any questian4, please contact 850.487.1395. -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 supplyapersonaladdress, please provide the Department with an email address which can be made available to the public. To determine If you area licensee under Chapter455, FS., please click here . Product Approval Accepts: Credit - rri SA4FEhops:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 NOTICE OF. PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005329-I14 108 Mutzfeld.Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certificationlabelrepresentsproductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing within1YafinnalStandardsInstitutefANS11: NAMI's Certified Product:l Configuration X iSt n .at:ty Inswing or Outswin US i v Nam'r f titTCos.tt Glazed or Opaque Opaque NAMI"S,t.erI71IFaUU14 Maximum Size 3'0" x 6'8" Design Pressure Pos/Ne 67/-67 CIE .+.su m a.r.v,...• Missile Impact Rated No r ... __-_-. -- Test Report Number Comments ETC-01-741-10703.0/L-2097rTTF-253F Single 7 O/S Opaque 3'0" x 6'8" 67/-67 No ETC-OI-741-t0703.0(L-2097/TTF-254F Single Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10703.0/L-2097/TTF-253F Standard Aluminum AstragalXXI/S Double01-741-10703 Opaque 6'0" x 6'8" 40/-40 No ETC - Standard A um urn Asttra 254F XX O/S Double Opaque 6'0" x 6'8" 47%-47 No ETC-6l-741-10703.0/L-2097/TTF-25 F Coastal Aluminum Astragal .. . XX I/S Double Opaque 6'0"x 6'8" 47/-47 No ETC-01-741-1070Minur2097rTTF-254F Coastal Aluminum Astragal .... . XX O/S Double OXO/OX/XO I/S Opaque Door 5'4" x 658" 40/-40 No ETC-01-741-10593.0/L-2097/TTF-253F Sin le w/Sidelites ._. OXO/OXXXO O/S Glazed Sidelites Opaque Door 514" x 6'8" 40/40 No ETC-01-741-10593.6/L-2097/TTF-254F Single w/Sidelites ... 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 698" 814" x 6'8" 8W9 x 6'8" Institute, 40/-40 40/-40 47/47 47/-47 Inc./4794 George No No No No Washington ETC-01-741-10593.0/L-2097rTTF=253F Standard Aluminum ASIM al ETC - Standard A um0num -Astragal- 741-10503./1,-2097=17254F ETC-01-741-10593.0/L-2097/TTF-253F Coastal. Aluminum .Astragal ETC 01-741-10593.0/L-2097rrTF-254F Coastal Aluminum Astragal es VA 23072N[etuo... I Y/BgYiiF OXXO Double w/Sidelites.. I/S OXXO Double w/Sidelites OXXO Double.w(Sidelites. OXXO Double.w/Sidelites N.atinnal O/S I/S O/S Accreditation Tel: (804) 684-5124/Fax: (804) 684-5122 /%CNAMIAUTHORIZEDSIGNATURE. NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005331-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 0212412015 Product: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certificationlabelrepresentsproductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing within1t; 11rl..a a m!.Aran Natinnal Standards Institute i(ANSM: NAN11's Certified. Product Listin at` N tni 2 iticatian:coma nwm.i S:.e{iLiICBUUiI Designg f CV i u w uaucuaw Missile v Test Report NumberP Configuration Inswingg or Glazed or Maximum Pressure Impact Comments Outswiu O a ue Opaque Size 370"x 6'8" Ps/ 67/-67 Rated No ETC-01-74.1-10702.0/L-2096/TTF252F X I/S Single X O/S Opaque 3'0" x 6'8" 67/-67 No ETC-OI-74]-10702.0/L-2096/TTF251F Single Opaque 6'0" x 6'8" 40/-40 No ETC - Standard tria1/SXX a1252FAluminumA- 741-10702.0 Double ...... O/S Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10702.0/L-2096/TTF251F XX Standard Aluminum As ,a at Double I/S Opaque 6'0" x 6'8" 55/-55 No ETGOI-741-11008.0/L-2151/TTF252F XX Coastal Aluminum Astragal . Double Opaque 6' Ex6' 899 55/- 55 No ETC -251 XX O/S Coastal Alum num Astra a Double I/S Opaque Door 5' 401-40 No ETC=01-741-11008.0/L-2151/TTF252F OXO/OX/XO 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/iTF251 F OXO/OX/XO Single w/Sidelites I/S Glazed Sidelites Opaque Door 8' 4" x 6'8" 46/40 No ETC 08.0/Lm 1 OXXO Standard A tr a252F Double w/Sidelites . O/S Glazed Sidelites Opaque Door 814" x 6'8" 40/-40 No ETC-O]-741-11008.0lL-2151/TTF25lF OXXO Double wtSidelites Glazed Sidelites Standard Aluminum Astr al ETC-01-741- 11008.0/L-215InTF25217 OXXO US Opaque Door 8'4" x 6'8" 55/-55 No Coastal Aluminum Astragal Double w/Sxdel: ites : O/S Glazed. Sidelites Opaque Door 8' 4" x 6'8" 551-55 No ETC-01-741-11008.0/L-2151/TTF251 F OXXO Double w/. Sidelites.. Glazed Sidelites 14794 G r e Washin Coastal Aluminum Astra ai _ . ton Wrnori y/ Havesa VA 23072 National Accreditation & Management Institute, Inc. eo g g Tel: (804) 684- 5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NM 4' tttdddiiiiii 1I,- y t. - tl n t f i l MULLION I `MULLION I f ' ,'Jr * A #;. w o i t SHOWN FOR y I SHOWN FOR I I It11 I MASONRY MASONRY 4 . I REFERENCE OPENING :I:I REFERENCE i l K' °z a z OPENING & JAMBS OPENING HEAD 11 EAD P I I p 9 p co a JAMBS & JAMBS I I m a a 2X SUCK R x^ 2X BUCK 2X BUCK ct I I MULLION w r' o (( I I SHOWN FOR 11 m ci 1 w o I,I REFERENCE.. I 41 II II 1! x y t Ll SINGLE DpOR. SINGLE W/SII)FLITE SINGLE ANCH IfTESWU AN RORI „FIG. J.3 . K ANCHORING BUCK NC140RING v Gm 0 0 g 4'' y r 4- 4": ' m MASONRY OPENING NOTES: 1.2Xbvckmin.S.G.t0.5S, 2X BUCK NOppt' jo' the comers may be adusted to maintain the min. edgedktanro to mortarjornts. 2. Corldr **6chorleco#ons noted os MAX, ON CENTER'tnust be adNsted to matntalq: ho min. etfps'dktanc64D;Atotttu (oh#s.rddltianeafca ste'Onch moy ba teq(*ed to aMun'the 7AAX QN CN sW ceded. 3. Concrete anchor table: ma AHCHC)N ANCftt7A 8(fIt A1;GitiA1[Ai+K36 A1iN .:.. flrl8> Ii1NtfiR, 1/4' 1-1/4 r rtYAPCON1/r 1-1/r4' N' tl• F to : MULLIONNFOR A MULLION II TYP..II REFERENCE M SHOWN FOR n HEAD REFERENCE II JAMBS f , BUCK tt' I I x i V5TfL1fxAL itrooII REFERENCE I II I.I. 2 a we,2 x1 T2 7-7 LI I Sosic: 5 mea.er: JK m t:)ik. ar: Li"S S,II,,IJjZI./Ij b0t1EBI _W, AID II RAWIN NDt BUCK ANCHORING MASONRY BUCK AN_IxI.j,QW.N.Q FL-15225.5-68OPENING C. C i q3 SEE NOTE 31I. SHEET 3 SEE DETAIL ASTRAGALS 1II MULLION, SHOWN FOR C SHOWN FOR REFERENCE REFERENCE ONLY M 1$. 14 5 E" . DOUBLE DOOR W/SID 17 5 INnEN PAIRS 30 ` ti of TYP. 3" 41. t W/2X BUCK i SEE DE>at:. w/2X .SucK : A a 'r1rii` IINSTALLATIONi W/1X BUCK ' to INSThLLAT10N }5 9 .INSTALLATION w a - z w/1X BUCK TYP. HEAD iy x ASTRAGAL tNSTALLATlON w ti n,2 w JAMBS ivr51 1WIN FOR hYP._ HEAD, d e ' REFERENCE M .JA05 ONLY SEE DETAIL 4" ¢ N o SEE w¢ - ci I t(i 16. DETAIL . o` w n} 5 6+, VIEW_ " E'-"E' DOUBLE DOOR VIEW " -• A" SMM W/ OMMM CORRWR ATEB FASTENERS, MV 130 (TW. All STOEUTE TO DOOR JAMB COhmommS) W/ 2x BUCK 2' INSTALLATION W/ 1X BUCK INSTALLATION ' 12 J w C. W/ 2X BUCK Item DESCRIPTION Material A 1 2 PFH WOOD SCREW STEEL. B: 4 FH W00 C - STEEL 1 P H WOOD SCREW STEEL 14 LG. F REW Hin e fo rome K"x STEEL 2 LG.:PFH WODD SCREW E.L.3 i 2 LG.I.PFH WOOD CREW STEEL 4 T 4" x 2-3 4 PFH ELCO OR'ITW CONCRETE SCREW STEEL 1 4. x f-3.4 iTW P H ON RETE SCREW STEEL g 1 4... k..3c3 4 .IILV PFH ONCRETE SCREW STEEL 11 3 16 z 3-1 4 ITW PFH 'CONCRETE SCR ST 12 1 4 x 3-1 4 ITW PFH CONCRETE.SCREW E L 13 MASONRY - 3000 PS! 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 • HFAQER JAMP ?SUGAR PINE SG >= . 0.34 WOOD 27 3 4 THK. PRESSURE TREATF_D SIDELI7E PAD N 0 30 7 2 X 1 . X 1.5 GA.. CORRUGATED FASTENER STEEL NS' I'ALLA'11UN. S 1 0 W/ 1X BUCK.'11: P- ETAL,IC INSTALLATION DETAIL " 3" ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. 1 DETAIL " 4" r` N.T.S. ;g M, BY: JK .m cwc. BT. DMWNG ND.;. :IC ro FL- 15225.5-6B io iA SHEET' 4 Oi: INTERIOR zi L CR 0 S Cttt Jsf. " r{nlw Urotb INTERIOR INTERIOR EXTERIOR 2 VOMCAL GROSS SECTT,QN 0 _ EXTERIOR . cd 5 VERTICAL 'C*OSSSECTION UWWV CiNv o, f hyyy. may' , y}. p. Zdg EXTERIORINTERIOR o T 20 21 12. a wA' 3 E GAL CROSS SECTTQN Mtn v u EXTERIOR INTERIOR. b N VEIMCALCkOSSSECDOM ou. r000Wmwn FL- T MASONRY OPENING 2X BUCK I t- -- 0 SINGLE DOOR BUCK. AN_CH431NSz 4.. r 1 i MULLION MASONRY.' OPENING 4 I1 TYp ;1t SHOWN FOR, REFERENCE MEAD. t f. lA+aas: 0 1i m (3 nCi l o r1 k.1 2X BUCK 11 11 li t, I I MASONRY OPENING NoiEs: 2X BUCK 1. 2X buck min. S.G. a 0.55. t$ CONCRFTEANCNORNOTES: t. Conrsefe onehor locotforss of the comers may he adjusted to maintain the min. edge distance to mortar joints. 2. Concrete anchor locations noted as "MAX. ON CEN ER" must be adjusted toA mocrintatn the min. edge distance to mortorjoints, additional concrete anchors may be required to ensure the "MAX. ON CENIER" dimension are not exceeded. 3. C efe onchor table., a 6 2 on ANCH09 _ ANeNOA MtN. T fdANL"i[tikIYPE EhE FtitB E.gIt Nf ffw 11/4 2". 4" TAANA- 0 I/4" 1/4" 1•I/4" 1" 4" U RAC N. II II 11 II j MASONRY OPENING YYp HFAD 1 I, It JAMBS II I I CK il. AlI fiI r I MULLION 11.. SHOWN FOR .) I 1) REFERENCE II I! 11 1.1: ti I1. iI 1.1 It SIN I E W/5lDELITES BUCK ANCHORING 4 II 11 II TYP, HEAD I JAMBS 11 ASTRAGAL SHOWN FOR REFERENCE D n II I e 1. R r DOUBLE DOOR BUr.K.. ANiiof33NG oa r!! — o E • 4 V9 0 mda. o=:, 4 4" _». 1-i a i l q MULLION i I II SHOWN FOR MULLION I T'rP, II REFERENCE (I SHOWN FOR HEAD REFERENCE (1 JAMBS II LI I1 ti D j1. If tLASTRAGAL I1 2_X r) SHOWN FOR 11. a BUCK i1 REFERENCE 1I ri rr CS t 1 >I f E 11' IV MASONRY) DOUBLE WJSIQQJTFS OPENING BUCK ANCHORING; z zoa xm Z 2i 12..°z_ wnttt: N.T.S. S Dwo. BY.. JK m 7 eY: LFS .3 Dr4wING N FL-15225.5—t30 a N V C 3" q= 4. ttC DETAIL "3" "+ NSSTALLAT01 SEE NOTE 3 ,k l) W/1X BUCK SHF_ET 3 . $ TYP. INSTHEAD TYP. HFAO MULLION d: JAMBS SHOWN FOR REFERENCE ASTRACtAI" SHOWN FOR REFERENCE a.. ONLY W p SEE a j IB a j 1 OETAIL: n " 4" it 1ii It In C` VI " C»_»C» QOUBI I ID IT S A" wr azw JO w > wcxil3. yN3: 1 1 4 ^-1 G" yy / ti r W/ 2X BUCK, SEE DETAIL { INSTALLATION DETAIL 3,, i YTf tX BU iNISYAC1AF10N. iTYP. HEAD do tl' p JAMBS A57RAGALA# SHOWN FOR ; REFERENCE ONLY M: : E z 1 to un t 8 w d ' 16 A" i, VIEW " "—" F" DOUBLE DOOR MEN....;:i ?" SHOWN W/ OPTIONAL CORRUGATED FASTENERS. ITEM / JO MP. All SIDEEITE TO DOOR JAMB CONNECTIONS) Tte—m OESCR1PTlON Material A 10 x . 2-1 2 PFH WOO- SCREW STEEL S7EEf.: 0 1 X 1- ' WOOD S L 1.0 X 1 PFH W D CREW TO x 3 4 LG. PFH WO D. SCREW Hln e tq Frome FEEL 1 4 1 4' 2-3 4 PFHPFH.ELCO ITWCONCRETE SCREW STEEL 5 COOR 1 4".z 1-3 4" I7W .NCREIE SCREW S7EEL 1..4" x 3-3 4._1TW.PFH CONCRETE SCREW T EEL t it X 3 FH.SCREW._ 3 16. x 3-1. 4. ITW PFH CONCRETE SCREW STEEL t 1. 4"x 3-7 1Tw PFH CONCRETE S REW ST EE MASONRY — 3000 PSI MIN. CONCRETE CONFORMING TO ACI CONCRE ET 13301 HOLLOW BLOCK CONFORMING TO..ASTM C90 OR 1.4 X.2-1 4 PFH ITW CONCRETE SCREW STEEL WOA3 H DER. JAMB PINE. SG . = . L 0 D R3O 4' THK. PRESSURE TREATED SIDELITE.FAD STEEL. 1 .2" X 1" X 25 GA. CORRUGAiEO FASTENER 0 ._ o z oDETAIL " 3" i ATTACH ASTRAGAL.. THROW BOLT u STRIKE PLATE TO FRAME z_ AS SHOWN. W6 2 2I I2 J scALE: N.7.5. . a1:Y:. Dr:' - JK Im cwc: SY: LFS ORAMND No. Q n FL- 15125. 5-80 o EXTERIOR EXTERIOR INTERIOR 5 _VEMCAL COSS JEC710H Qu. Sw". Gonflgimn 5 Z7& 0- fir, ao 1. 0 k n INTERIOR EXTERIOR. Z x 'G t4 c V i c 9oio m iIL IL 21 Eo 3 En J Y W ERII A.4 C oss SLaCg W ICY EXTERIOR INTERIOR j 6VElKlwlU71- AlClo onN Coon INE INTERIOR EXTERIOR Hi RIiON'At_cagSs.Ts C_.r r t nTpg%11t uvotion I-9/ib ttb s INTERIOR G EXTERIOR N 2 0190 At ROSSS Sl CU—ON 2 ouinvin9 cgnfiguroti , d-9Fi6r jbmb S C INTERIOR ry EXTERIOR N 4 NbR NiAL C SS'SEeTIQN uOng configuration d 9(16 Jomb 5 NOR'OMA1C[tOSSSEC7tON.. 2 :c?v lts vpnn tion n • u0 Y Y7Z E 9meNei5a. az MO. a* JK m ImNONO,:- 15225- cl r 2_'orn 1-- 4E 0rtUO VIEW "C ="C" SINGLE DOOR W/SIDELiTES DETAIL of ri SEE DETAIL"M1" VIEW "E"-"E" VIEW IV-"D" 4= Gc9ftEafl rE.AuCN t . p)7pe of the comers maybe adjusted to maintain the min. ed, dilddnDir'fo morldrloints. 2. Concrete enchorlacolkns noted as"MAX. ON CENTER" must be adjusted tomaintainthemin, edge distance to mortorloints, additional concrete anchorsmayberequiredtoensuretheMAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: LB; EMM ATtGflClt Al+iGt14A ' ifD;lu ol r 1C1'Ao1AGEt 6 7YW SITp TAPCON' 1/4• 11M 2" q" ULIRACON 3116" 1-1/4" AS SHOWN AS SHOWN 1 f ON: SIDELITE NOTES: 7' pfh. wood saews. There are (4) of each1, The sfdellte Is direct set into the Jamb with (12) tf8 xverticaljamb• from the top down at 13.5', 31 ", 48.5' & 66". There are (2) of the header at 4" from the outside comers of the frame. There are (2) at the slit 4" from the outside comers, i 0 d-9)18"HEAD N I TYP.l HEAD F 4.9 6 HEAD S MULLION SHOWN FOR REFERENCE 16-9116" JAMB TTP. 0 JAMBS 4.9116" JAMB SEE 17 &'3' SINGLE DOOR WlSIDELRE VIEW "B ="8". TYP. ®JAMBS Ih9/16" JAMB SEE jj DETAIL "1" n f r' - .11 V V— SINGLE DOOR VIEW "A' ="A" S. F1—t 5225-68M Scope., R W R W Building Consultants, Inc. Consulting and Engineering Services for the Building IndustryB C P.O. Box 230 Yaldoo, FL 33595 Phonc 813.659.9197 Florida Board of Professional Engineers Certificate of Aullrorization No. 9813 Product Evaluation report issued by R W Building Consultants, Inc- & Lyndon F. Schmidt, P.E. (System ID # 19998) Tor t a( Therm Tru Corporation, based on Rule Chapter No. 61 G20-3, Method 1A of the Slate of Florida Product Approval,P Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturingordistributingtheproductorinanyotherentityinvolvedintheapprovalprocessoftheproductnamedherein. LImltatrons: oring has been developed in comp1. This product anchliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excludingthe "High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installations instructions of ANSI AF&PA NDS 2012. All other fastener types to be installed following fastener manufacturer's installation instructions. r-center distances shall be specked by the fastener manufacture, but in no instance shall they4. Fastener embedment depths, edge distance and cente be less than shown In drawing FL-15225.5-68. 5. Where shims are used, they must be a "rigid / stiff" material that complies with the requirements. of the FBC. r use with drawing FL-15225:5-68 shag be determined by others for specific jobs in accordance6. Positive and negative design pressure requirements fo with the governing code. 7. Site conditions that deviate from the details of drawing FLA 5225.5-68 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents. t; hest ReoOil 0 ETC-01;741-10702.0 ETC-01-741-11008.0 TEL 01460147 2. Drawinst No. No. FLA 5225.5-68 3. Calculations 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 b RW Building Consultants, I= (CA #9813) Sheet 1 of 1 Te lins 6a calory ETC Laboratories ETC Laboratories Testing Evaluation Lab. a..rt4 tt7d't Signed by Wendell W. Haney, P.E. Joseph L. Dolden, P.E. Lyndon F. Schmidt, P.E. Stgnad`& Sealed Mt Lyndon F. Schmidt, P.E. Sinnrri $ SSd1@t1 t91f. Lyndon F Schmidt, P.E. Lyndon F. Schmidt, P.E. FL PE No. 43409 2/612015 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 'X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN, WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6D63—T5. 6. U:NTS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. S. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT, 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETA!LS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063—T5 1/8" THICK MINIMUM TABLE OF CONTENTS SHEET NO. OESORIPTION 1 NOTES 2 ELEVATION 3 — 9 INSTALLATION DETAILS REVISIONS DESCRIPTION DATE APPROVED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/05/13 R.L. REVISED INSTALLATION DETAILS 08/05/15 R.L. SIGNED: 1012712015 MI WINDOWS AND DOORS LLC 0\11111111/// 1900 LAKESIDE PARKWAY R'•:04j i 9di. FLOWER MOUND, TX 75028 v •VCEN6,"I o b1SERIES430/440 XIX SOD 143" x 96" REINFORCED NOTESO• OF ,` SAT i C0R1 P' z ssjONA DRAWN: DWG NO. REV 08 006030E D 10? G\\\\ SCALE DATE 5NTS02/23/09 9 6" MAX - I1 5" MAX i J.- 17" MAX O.C. 96" T- MAX FRAME HEIGHT i 6 MAX 143"^MAX ^FRAME WIDTH SERIES 4301440 X1X SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t40.OPSF NONE SEE CHARTS #1 AND 42 FOR OTHER UNITS RATINGS RECISIONS REV I DESCRIPTION I DATE APPROVED A ADDED CHARTS 03/06/12 R.I.? B REVISED PER NEW TESTING 10/15/13 R.L C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 6" MAX CHARTp1 0 REVISED INDETAILS 08/05/15 R.L. WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE .VOTE 9 SHEET 1 Design pressure chart (ps0 Frarre Height Single Panel and Total Frame Vddlh (in) 30.0 36.0 42.0 47.7 in) 90.00 108.00 126.00 143.00 Pos Neg Pos Neg Pos Neg Pos Neg 84.0 40.0 40.0 52.0 40.0 48.0 88.0 40.0 40.0 48.9 40.0 45.0 92.0 40.0 w 40.0 46.1 40.0 42.3 96.0 40.0 40.0 43.7 40.0 40,0 CHAAT q2 WHERE WATER INFILTRATION RESISTANCE 1S NOT REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (pst) Frame Height in) Sirgle Panel and Total Frame Width in) 30.0 36.0 42.0 1 47.7 90.00 108.00 126.00 143.00 Pos Neg Pas Neg 94.0 52.0 52.0 48.0 4B.0 88.0 M55 M0491 48.9 48.9 45,D 45.0 9ZD 46.1 46.1 42.3 42.3 96.0 43.7 43.7 40.D 40.D CHART A3 Number of anchor locations required Frame Height Single Panel and Total Frame VMidth (in) 30.0 36.0 42.0 47.7 in) 90,0 108.0 126.0 143.0 H&S Jamb H&S Jamb H&S Jamb HSlia 84.0 6 6 7 6 8 6 988.0 6 6 7 6 B 6 992.0 6 6 7 6 8 6 996.0 6 6 7 6 8 6 9 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED ELEVATIONS DRAWN: Dwc No. F.A. 08-00503 SCALE NTS °ATE 02/23/09 SH-7 OF 9 SIGNED: 1012712015 ENs 9d1 i p,51ik CICZ TATOFR:". A 0 / // 0NAllll1Ea 1 /2" MIN. EDGE DISTANCE t 1 3/8" MIN. 1JOOC FRAMING OR 2X BUCK EMBED,UENT BY OTHERS 1/4" 1 3/8" MiN. EMB_DMENT f I MAX. t SHIM T10 WOOD SPACE 1/2" MIN. SCREW I " r EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR 11 It 11 I' 11 11 INTERIOR LU'.L UI]IAINUL VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 10 Wool) SCREW F SET ;N APPROVED MIN, vIENT WOOD 'FRAMING OR 2X BUCK BY OTHERS 1 /4" MAX. SHIM SPACE REVSIONS REV DESCRIP71014 DATE APPROVED A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING i 10/15/13 R.L. C ADDED F'.ANGE. INSTALLATIONS 12/06/13 R.L. 0 REVISED INSTALLATION DETAILS 08/05/15 I R.L. INTERIOR 7- CmEXTERIORIL — JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWc No. F.A. 08-00503 SCALE NTS IOATE 02/23/09 ISHEET3 OF 9 SIGNED: 1012712015 R111.LJ0 i// i cFMSF9s' o,.Sy51 TAtCTkkE OF ; 7jSSIONIALIE G METAL STRUCTURE BY OTHERS 3/4" MIN. IEDGEDISTANCE 1/4" MAX. SHIM SPACE T L 1/4" MAX. SHIM SPACE 3/4" MIN. IS OR EDGE DISTANCE y I INTERIOR RILLING 1 4 LL TO BE SET IN BED OF APPROVED ALANT 10 SMS OR SELF DRILLNG SCREW I METAL STRUCTURE 8Y OTHERS I 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES., 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 7,110 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS REV DESCRIPTIONI i DATE APPROVED A ADDED CHARTS 03/06/12 R.L, 8 REVISED PER NEW TESTING 1 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 72/06/73 R.L. 0 REVISED INSTALLATION DETAILS 08/05/15 I R.L. N r=- a J I EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SOD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: Or;O NO. F.A. 08-00503 scnt.E NT5 DATE 02/23/D9 SHEET 4 DF 9 SIGNED: 1012712015 R' ENS yLp 0 51 *= OTAT i REv D 2 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. EMBEDMENT 1 1/4" MIN. 1/4"MAX. EMBEDMENT i V SHIM SPACE CONCRETE/ MASONR. 1 BY CTHERS _ t 2 1/2" MIN. OPTIONAL EDGE DISTANCE I I x BUCK 1 INTERIOR TC BE 1/4' MAX. PROPERLY y SECURED 7=5 SHIM SPACE 3/16" TAPCON SEE NOT£ 3 -- SHEET 1 3/16" TAPCON a` CONCRETE/MASONRY j BY OTHERS I' EXTERIOR INTERIOR " I EXTERIORSILLTOBESETIN > A BED OF APPROVED 3/16" TAPCON SEALANT I - OPTIONAL IX BUCK i TO BE PROPERLY SECMASONRY/ SEELRENOpE3 SHEET 1 BYOTHERSn !. , 1 1/ 4" MIN. EMBEDMENT d. VERTICAL CROSS SECTION CONCRETE/MASONRYINSTALLATION 2 1/2" MEN. EDGE DISTANCE REV16!ONS REV DSCRIPTOI. I DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEVI TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R.L. J JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BYOTHERS TO BE DESIGNED IN ACCORDANCE WITH ACSTM E2112 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/ 440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWG N0, F.A. 08-00503 sc LE NTS IDAIE 02/23/09 1911EET5 OF 9 SIGNED. 1012712015 o y O, ENSF•9cP o0. 51 *= i/ Ss N ONAi}S G 1 /2" MIN. EDGE DISTANCE I i 3/8" MIN. OOD FRAMING OR 2X BUCK EMBEDMENT BY OTHERS 3/8" MIN. 1/4„ 1 EMBEDMENT J1 MAX. J s SHIM SPACE 1/2„ MIN. 10 WOOD EDGE DISTANCE SCREW L EXTERIOR I INTERIOR 10 WOOD SCREW 10 WOOD SCREW SILL TO BE SET IN A BED OF APPROVED SEALANT WOOD FRAMING OR 2X HERS l IRl' i yiCK 6Y OTHERS WOOD FRAMING OR 2X BUCK BY OTHERS 3/8" MIN. EMBEDMENT 1/2" MIN, EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERJOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARfTY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITRASTM E2112 RMSIONS I REV DESCRIPTION A ADDED CHARTS 0 REVISED PER NEW TESTING C , ADDED FLANGE INSTALLATIONS D REVISED INSTALLATION DETAILS 1 /4" MAX. SHIM SPACE INTERIOR i EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX. SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DWG NO. F.A. 08-00503 SCALE NTS °ATE 02/23/09 1 SHEET OF 9 DATE APPROVED 03/06/12 R.L. 10/15/13 R.L. 12/06/13 R.L. 08/D5/15 R.L. SIGNED: 1012712015 v,•4\GEIVSt9J i OF D. ORO . M ETAL STRUCTURE BY OTHERS 10 SMS OR S=LF DRILLING SCREW I METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE EXTERIOR 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 uv 1 cnivn 1/4" MAX. SHIM SPACE OR 3/4"` FAN. LLINC EDGE DISTANCE I 10 SMS OR SELF GRILLING SCREWS TO BE SET IN 3ED OF DROVED SEALANT REVISIONS REV DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C I' ADDED FLANGE INSTAUATIONS 112/06/13 R.L. D REVISED INSTALLATION DETAILS 108/05/15 R.L 1/4" MAX. rSHIM SPACE FINTERIOR METAL L STRUCTURE BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: TOW. ND. F.A. 108-00503 3'" NTS IDATE 02/23/09 ISHEET7 OF 9 SIGNED: 1012712015 REVISIONS L 2 1/2" MIN, REV DESCRIPTION DATE APPROVEDCONCRETE/ EDGE DISTANCEMASONRYII A ADDED CHARTS 03/06/12 R.L. BY OTHERS + 3 REVISED PER NEW TESING 10/75/13 R.L. 1 1/4" MIN. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 0• •°. a• EMBEDMENT 1/4" MIN. 1/4" MAX. D REVISED INSTALLATION DETAILS 08/OS/t5 R.L. EMBEDMENT i SHIM SPACE ii i OPTIONAL r 2 1/2" MIN. I '` 1XTBB000K u EDGE DISTANCc BE ° I INTERIOR PROPERLY ERLY rr I 1/4" MAX. b E NOTE 3 I SHIM SPACE d" i SHEET 1 3/16" TAPCON 3/16" TAPCON i CONCRETE/MASONRY EXTERIOR INTERIOR BY OTHERS I uuu 111 1I I 3/16" TAPCON SILL TO BE SET IN I d EXTERIOR A 9ED OF APPROVED I SEALANT OPTIONAL 1X BUCK JAMB INSTALLATION DETAIL TO BE PROPERLY SECURED_CONCRETE/MASONRYINSTALLATION SEE NOTE 3 SHEET 1 MASONRY/ CO NCRETE e °n ° 1 1/4" MIN. A y EMBEDMENT VERTICAL CROSS SECTION 2 1/2" MIN. CONCRETE/MASONRYINSTALLiTION EDGE DISTANCE NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 L- t S C. MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: EWC. NO. F.A. 08-00503 SALE NTS I DATE 02/23/09 1 SHEET OF 9 SIGNED: 1012712015 y,G E, N S TAT 60p 0° F' OR lOP •?: f//j'TIONAt1EaG\ 1 5/8" MIN. EDGE DIST. TRIM INTERIOR MASONRY/CONCRETE — BY OTHERS HOOK STRIP --_! a 1 1/4" MIN. EMBEDMENT 1X BUCK BY OTHERS, 1X BUCK TO BE PROPERLY SECURED EXTERIOR -— PANEL iNTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE INTERIOR TRIM HOOK STRIP EXTERIOR METAL STRUCTURE BY OTHERS TRIM INTERIOR HOOK STRIP — REVISIONS REV DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. 6 REV!SED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTAL'A.'.10N DETAILS 08/05/15 1 R- 3/4" MIN. EDGE DISTANCE 10 SELF DRILLING li SCREWL I 1/2" MIN. ?ANEL EDGE DISTANCE EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE HOOK STRIP INSTALLA7 2X BUCK/WOOD FRAMING 1 3/8" MIN. EMBEDMENT I 10 WOOD SCREW PANEL INTERLOCK NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2712 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED HOOK INSTALLATION DETAILS DRAWN' DWG ND. F.A. 08-00503 GALE NTS JDATE 02/23/09 SHEET9 OF 9 SIGNED: 1012712015 BCIS Home Log in User Registration Hot Topics Submit Surcharge Stzts & Facts Publications iFSC Stall BCIS Site Map Links Search dbpr UJP—911 ProdUSER: uct Approval Public User prt,Ux,r,t Avuxn;Mi.Mx=-,, >xr,, ar kunhcrt pan S.xrrcti afur cauvn k.a_ > application Detail FL # FL15080-R1 Application Type Revision Code Version 2014 Application Status Approved i Comments i Archived Product Manufacturer WINDSOR DOOR MFG, LLC / DBA WINDSOR DOOR Address/Phone/Email 5800 SC07T HAMILTON DR. LITTLE ROCK, AR 72209 501) 570-9253 RBELKNAP@WINDSORDOOR.COM Authorized Signature RODNEY BELKNAP RBELKNAP@WINDSORDOOR.COM Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies 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 1OHN SCATES Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 08/28/2018 Validated By Kurt Dietrich PE Validation Checklist - Hardcopy Received Certificate of Independence F1150,80 R. C01 Cect- E Ind. Sole', 2015 s odf Referenced Standard and Year (of Standard) i Standard Year ANSI/DASMA115 2005 DASMA108 2005 Equivalence of Product Standards Certified By Sections from the Code FL # j Model, Number or Name 1508.0.1 RESIDENTIAL PAN DOORS Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +22.9/-26.4 Other: +22.9/-26.4 LISTED IS FOR THE 9' 0" X 7' 0" OTHER SIZES AND PRESSURES ARE LISTED ON THE DRAWINGS Description i MODELS 724, 426, 735, 750, 1755 Installation Instructions 15080 9Atil revF JambAttach s odf SRO Ri II &U5 LocgInstali s odf Verified 0y: JOHN E. SCATES; PE FL 51737 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16" X 1-1/2" LAG SCREWS 2" GALV. STEEL VERTICAL TRACK 16GA , BOLTED TO ` 94 TRACK BRACKETS WITH 1/4"-20 X TRACK BOLTS, OPENINGEIGHT 04 NOT OVER D R HEIGHT) 3 3/4' X 1-1/2" X 13 GAGE MIN. 1/4" X 1/2" LONG GALV. STEEL HORIZONTAL ANGLE. USE EXTRA CARRIAGE BOLT & NUT 3/ 1/4" X 3/4' HEX HEAD SELF ORIIIINC gSCREWSHEET2LE11ALySCREWS. ACV- STEEL HORIZONTAL K 16 GAGE OR 13 GAGE D ON THE WEIGHT THE DOOR. DETAIL D 63" (16 X 7) 74" (16 X 8) 42" (IS X 7) 50" (16 X 8) BRACKETS EACH SX)E II II24" (16 X 8) 1 FOR 16 GAGE GALV. STEEL 5 STRUTS — TOP BRACKET WITH 143X " 20G4 wlpE16 . GAGE ROLLERHOLDER3" IBG.4 WIDE 16 X SEE DETAILD. (SEE DETAIL A) STRUT JUST BELOW TOP BRACKET. 2" ROLLER WITH 7/16" DIA. STEN. TIRE: STEEL B 16 X 7) 7BALL SHORT STEM 15 X 8) 10 BALL LONG STEM OFT104AL LOCK STRUT ON OQ UPPERPART OF LEAF. SEEDETAILB). GALV. STEEL ( 14 GAGE), COMMERCIAL 4' X 16' A END HINGE ATTACHED 41 REO'D. WITH 5 FASTENERS. AREA).MI I GALVANIZED STEEL STRUT ATTACHED USE ONE EXTRA SELF WITH 1/ 4" DRkUNG SCREW THROUGH TOP LEAF OF HINGE, H LONGHEXHEADENDSTILEkRAIL. SELF DRILLING SCREW TYPICAL FOR EACH 2 PER VERTICAL STILE) END HING STRUT ON UPPER PART OF 1.17 SECTION LIVERHINGELEAF. (SEE DETAIL 8). 3 5 I- 3/ 8' POLYSTYRENE 21" OR 24" HIGH INSLAATION OPTIONAL TO GAGE END O PA - FASTENED WITH FOR MOD. 724.. 730, TOG-L-LDCS TO PANEL. USE END CAP PANEL GALV, AND 750, 755. 426. OVER END STILES. (SEE DETAIL C) 25 GAGE A STEEL 25 GAGEEXCEPTSTRUTON BOTTOM BRACKET STOP MOULDINGNAILEDEVER- 9" MODELS EXCEPT B—D TYPE NAIL MN: —_ - 24 GAGE MODEL 750, 755 I 13 GAGE GALV. STEEL 11 BOTTOM BRACKET ATTACHED WITH 2 2 LAGSCREW 5/I6' X 1-1/2' FASTENERS. BOTTOM SCREW CAN BE ABOVE SECTION B—B 20 GAGE GALV. STEEL CENTER STILE SECTION A —A OR BELOW ROLLER. TOG-L- LOC OR POP RIVETED TO PANEL. NOTE; 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL IOGA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE FASTENED WITH (4) 1/4" X 3/4' FOR SPACING. FASTEN TO WOOD JAMDS WITH 5/16" X-1-1/2" HEX HEAD SHEET METAL SCREWS. LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. P.S. F. TA9LE DOOR SIZE........ DESXRI..PRESSURE .TEST. PRESSURE TADTH— HEIGHT POSITNE NEDATNE POSITIVE NEGATIVE i6'-0" 7'-0"+18.7 20.8 28.1 31.2 16'-0" 18'-0"+18.7 20.8 28.1 3i.2 NOTE' ALL WN TO BE 4 N ON- DESCRIPTIVE3/4" LONGHEXHOTEADSHEETOMETALSCREWS. No. 51T3T John E Sca16t PE 3121 FMRGA7E smTE OF DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES TX -PE C,t{308-F-2203 LISTED IN THE TABLE ABOVE WA TESTMG -TO ANSI/DASMA I08-05. FL-P -51737 972 492-9500 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. P'of¢ ionol E+gin ,'e sad Pr4Ha4o *My for wrificotion of 16' (DOUBLE OPTIONAL SSB GLASS LIGHTS 7' OR e' e OPTIONAL LONG PANEL CENTER STILES ( COLUMNS] EMBOSSES CENTER HINGES j3 CGLUMH') L25" —I I— 20 GAGE END STILES fl 3' t 2. 75" — L). t DETAIL A ETgIL C 3" 20GA WIDE STRUT ( 16 X 7) 3" 18GA WIDE STRUT ( 16 X 6 NOTE: DOOR MUST BE INSTALLEp DETAIL B WITH ERHER M T ENGAG OPERATOR 16' 6 1 X 71 OR. A LOCK ( MUST ENGAGE BOTH / TRACKS ON DOORS WITH EXTENSION SPRINGS). DOES NOT SATISFY IMPACT 1 1 REQUIREMENTS IN FBC mom72219-89t5 501) 562-1872 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR B 12/15/11 RLB TOLERANCE Wl B A 2866 3/t0/ 08 RL8 FRAC.31/64' DEC. t .015 NEXT LEVEL DATE; wG. NO. 2848 11/1/07RLBANG, t t' 11 1 07 99—B-079 REV. E.C.N, DATE: APPROV. SCALE NONE PLOT SCALE DRN. BY RH SHT 2 OF 3 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16" X 1-1/2" LAG SCREWS — 2" GALV. STEEL VERTICAL TRACK 16GABOLTED TO TRACK BRACKET, WITH 1 /4' -20 5/8" TRACK DOI OPENINGHEIGHT NOT OVER D OR HEIGHT) kN" t 3/4" X 1-1/2" ( 3) 1/4" CARRIAGE BOLTS X 13 GAGE MIN. GALV. STEEL HORIZONTAL ANGLE. 1 /4" X 3/4" SHEET METAL EXTRA SCREWS 1/4" X 3/4" iD HEX HEAD SELF 2" GALV. STEEL HORIZONTAL DRILUNG SCREW TRACK 16 GAGE OR 13 GAGE DETAIL D BASED ON THE WEIGHT OF THE DOOR. 1.25" 63" 18 X 7) 74" (18 X 8) SEE DETAIL 'E" Di DETAIAIAL A 42" (18 X 7) 3' 160A WIDE STRUT 50" (18 X B) 21(18X7) 24" k18 X 8) DETAIL E-- 4 BRACKETS EACH SIDE 20 GAGE END STILES - FASTENED WITH TOG-L-LOCS TO PANEL. USE END CAP OVER END STILES. (SEE DETAIL C) STOP MOULDING NAILED EVERY II- 6-0 TYPE NAIL MIN. I SECTION B-B \ STEEL WINDLOAD TRACK BRACKETS. SEE Al FASTEN TO WOOD JAMBS WITH 5/I6" X 1- WASHERS. PREPARATION OF JAMBS BY OTI DETAIL P.S.F. TABLE DOOR SIZE DESIGN PRESSURE TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 18'-0" 18.7 20.8 28.1 31 .2 18'-0" 18.7 20.8 28.1 31 .2 1/2" POLYSTYRENE INSULATIONSTANDARD FOR MODEL 735. — 13 GAGE GALV. STEEL TOP BRACKET WITH 10 GAGE ROLLER HOLDER. NOTE THAT HOLLER HOLDER CURL IS TURNED DOWN. SEE DETAIL D. STRUTS ALTERNATE CONSTRUCTION 18GA WID USING (2) STRUTS DETAIL AT} OPTIONAL SSE GLASS LIGHTS STRUT JUST BELOW TOP BRACKET. 2" HURRICANE ROLLER WITH B 7/16" DIA. LONG STEM. TIRE: STEEL 10 BALL OPTIONAL LOCK 11auin1iin1un1ii—i 1ii1M1; u I rl l 1 7 11I,I\I I IL•1 1 111 1 111 1:...... 1 Ilr 1 I r l_ 1 iri llli'r 11r IrIIr I1rr 71G.111'r 11; Now IL JIL JIL JII=ILJ'L 1' DOia'(UBLE CAR) STRUT ON UPPER PART OF SECTION OVER HINGE LEAF. (SEE DETAIL B). GALV. STEEL (14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 6 FASTENERS. SEE DETAIL B 4') X 16" AIR( VENTS ON HIINGPART OF INCHR MIN. TOTAL OP20ENSECTIONOVER LEAF. (SEE DETAIL 6). AREA). OPTIONAL. GALVANIZED STEEL STRUT ATTACHED 2" WITH 1 /4' % 3/4" LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) 1-3/8" POLYSTYRENE 21" OR 24" INSULATION OPTIONAL HIGH PANEL FOR MOD. 724, 730, GALV. AND 750, 755, 426. PREPAI NTED STEEL E ALL _ I NSECTTION. MIDDLE OFMOELS25EXCEPT80170MSTRUTT 24 GAGE MODEL 750. 755. 13 GAGE CALV. STEEL BOTTOM BRACKET ATTACHED WITH 3 FASTENERS. BOTTOM 2 SCREW CAN BE ABOVE OR BELOW ROLLER. T SECTION 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 & NUTS OR 1/4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS, 21 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 105-05. FL-PE-51737 972 492-9500 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Professianal Englns-'s seal provided only verification of W ndload c traction details. SCREWSVTHROUGH HINGE LEAF, END STILE & RAIL AS SHOWN. TYPICAL EACH END HINGE. OPTIONALLONGPANEL EMBOSSES CENTER STILES (7 COLUMNS) CENTER HINGES (3 COLUMNS) 20 GAGE END STr- 16 fl EP p DETAIL C JO NOTE: DOOR MUST BE INSTALLED C1 RAILS WITHOR AEL CKRAN (MUSTENTRIC TOR GAGE BOTH TRACKS ON DOORS WITH EXTENSION 0 SPRINGS). L. H.D ETAI L B 1 8' X 7 NOTE: GLAZING DOES N07 SATISFY IMPACT 1 8' X 8' DEBRISREQUIREMENTSINFBCFL 15080 P. O. BOX 8915 n D"n 72219 R8915 AR 501) 562-1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR N1 g 12/ 15/11 RLB TOLERANCE 2856 3/10/05 RLB FRAC.f 1/64" 015DEC. i . AND. t r NEXT LEVEL DATE: 11 1 07 DWG. NO. 99— B-079 284811/1/07 RLB E. C.N. DATE: APPROV. SCALE NONE PLOT SCALE DRN. BY BH SHT 3 OF 3 2" GALV. 57EEL HORIZONTAL TRACK. 16 GAGE OR 13 GAGE BASED ON THE WEIGHT Of THE DOOR. USE EXTRA7;c 1/4' X J/4" HEX HEAD SELF 1/4" X 1/2" LONG CARRIAGE BOLT & NUTPZVDRILLINGSCREW 3/4" X 1-1/2" X 13 GAGE MIN. GALV. STEEL HORIZONTAL ANGLE. 13 GAGE GALV. STEEL TRACK SPLICE OR FLAG BRACKET. FASTEN TO WOOD 2MEiA(( j) "/ SHEEtLSCREWS' 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), OPENING HEIGHT III 63" ( 19 X 8) NOT OVER DOOR HEIGHT) 1 (2 BRACKETS EACH SIDE) COMMERCIAL (9 X 7) 42" (9 X 7) 1/2" POLYSTYRENE 37" (9 X 8) (3 BRACKETS EACH SIDE) INSULATION STANDARD COMMERCIAL (9 X 8) FOR MODEL 735 -,, 20 GAGE END STILES - FASTENED WITH TOC-L-LOGS TO PANEL. USE END CAP OVER END STILES ON 9 X B. 21" OR 24" SEE DETAIL C. HIGH PANEL STOP MOULDING NAILED EVERY 12" GALV. AND PREPRINTED STEEL 6-D TYPE NAIL MIN. - 25 GAGE ALL MODELS EXCEPT 24 GAGE MODEL 750. 755 2 T__ 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 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL SECTION A — FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2" FASTENED WITH (4) 1/4" X 3/4" LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. HEX HEAD SHEET METAL SCREWS. P.5.F. TABLE DOOR SIZE DESIGN PRESSURE TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 9'-0" 7'-0" 22.9 26.4 34.4 39.6 9'-0" 8'-0" 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 THIS DRAWING HAVE .BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES FL-PE-51737 LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. 0111zicn 72 49512 0 sional Engineer's seal DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. aonly for verification d construction details. OPTIONAL SSB ALTERNAT CONSTRUCTION16GAGEGALV. STEEL TOP BRACKET GLASS LIGHTS A USING (2 STRUTSWITH14GAGEROLLERHOLDER SEE DETAIL D) a7' OPTIONAL LONG PANEL EMBOSSES 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 8). R 8' OPTIONAL LOCK NOTE: DOOR MUST BE INSTALLED WITH EITHER AN ELECTRIC OPERATOR TRACKSALOCK (MUST ENGAGE BOTH 3 STRUTS ( SINGLE CAR) CENTERI STILESTRACKSONDOORSWITHEXTENSION (SINGLE 3" 20GA AND HINGE SEE DETAIL A) 4"( XREQ'D AIR VENTS 1 COLUMN IN H MIN. TOTAL OPEN GALV. STEEL END HINGE COMMERCIAL AREA). OPTIONAL. ATTACHED WITH 5 FASTENERS. 1 25" 14 GAGE. (SEE DETAIL C), GALVANIZED STEEL STRUT. GALVANIZED WITH 1SE x 3/4" LONG HEX HEAD SELF DRILLING SCREWS. 3" 2 PER VERTICAL STILE) THIS STRUT ON HINGE USE ONE EXTRA SELF LEAF. (SEE DETAIL C) DRILLING SCREW THROUGH OTHER STRUTS IN MIDDLE TOP LEAF OF HINGE, OF TOP & BOTTOM SECTIONS. END STILE & RAIL 2.75" -- DETAIL A 20 GAGE END STILES 3" 20GA WIDE STRUT 1-3/8" POLYSTYRENE INSULATION O OPTIONAL FOR MOD. 724, 730 750, 755, 426. O, O O• • / 13 GAGE GALV. STEEL BOTTOM BRACKET O ATTACHED WITH 2 FASTENERS BOTTOM SCREW CAN BE ABOVE OR RAILS BELOW ROLLER. 20 GAGEENDCAP USED ON L.H. 9 X 8 DOOR ONLY NOTE: GLAZING DOES NOT SATISFY IMPACT DETAIL C 9 X 7 A DEBRIS REQUIREMENTS IN FBC FL 15080 9 X 8 P.o. Box " A n ®R 72219 8915 All1(501) 562-1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B 12/15/11A','TOLERANCE 2856 3/10/08 RLB FRAC.f 1/64' t .1115 COE . ANG. t 1' NEXT LEVEL DarE: 11 1 07 DWG. N0. 99—B—D79284811/1/07 RLB E.C.N. DATE: APPROV. SCALE NONE PLOT SCALE DM BY BH SHT 1 OF 3 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16' X 1-1/2- LAG SCREWS 2" GALV. STEEL VERTICAL TRACK 16GA , BOLTED TO #4 TRACK BRACKETS WITH 1/4"-20 X 5/8" TRACK BOLTS, OPENINGHEIGHT H4NOTOVER D OR HEIGHT) 3 3/4- X 1-1/2" X 13 GAGE MIN. 1/44-X1BOLT NUTGALV. STEEL HORIZONTAL ANGLE. USE EXTRA 1/4' X 3/4' HEX HEAD SELF DRILLING SCREW USESHEEi2 E1TAL"SCREWS' GALV. STEEL HORIZONTAL CK 16 GAGE OR 13 GAGE iED ON THE WEIGHT THE DOOR. 63" (15 X 7) 74"(16X 8) 42" (16 X 7) 50"(16 X8) 21" (16 X 7) 4 BRACKETS EACH SIDE 24" (10 X 8) a3 5. 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—D TYPE NAIL MIN. T_ SECTION B-B t 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 DESIGN PRESSURE TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 16'-0" 7'-0" 18.7 20.8 28.1 31 .2 16'-0" 8'-0" 18.7 20.8 28.1 31.2 DETAIL D 1/2" POLYSTYRENE INSULATION STANDARD FOR MODEL 735.E 16 GAGE GALV. STEEL 5 STRUTS TOP BRACKET WITH 14 3" 20GA WIDE 16 XGAGEROLLERHOLDER3" 18G4 WIDE 16 X SEE DETAIL D. SEE DETAIL A) STRUT JUST BELOW L TOP BRACKET. Ilj—/ 2' ROLLER WITH I 7/16" DIA. STEM. IRE: ST EL B 16 X 7 7 BALL SHORT STEM /// 16 X 8) 10 BALL LONG STEMOPTIONALLOCK STRUT 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) STRUT ON UPPER PART OF SECTION OVER HINGE LEAF. (SEE DETAIL 8). LS EXCEPT J 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 p STRUT ON BOTTOM BRACKET MO E1.. t"' 24 GAGE MODEL 750, 755 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 2 LAG SCREW 5/16" X 1-1/2" FASTENERS. BOTTOM SCREW CAN BE ABOVE SECTION A —A OR BELOW ROLLER. 20 GAGE GALV. STEEL CENTER STILE TOG—L—LOC OR POP RIVETED TO PANEL. 18 GAGE GALV, STEEL CENTER HINGE RESIDENTIAL 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 dt 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 I IX—PL 58.508—F-22U3 LISTED IN THE TABLE ABOVE WA TESTING TO ANSI/DASMA 108—D5. FL—PE-51-997251737 00 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Professlanal Englneer's seal provided only verification ndlaad co tru tl.n details. OPTIONAL SSB GLASS LIGHTS CONSTRVCTION STRUTS 7' OR 8' B 16'(DOUBLE CAR) 4 R "jj X 16" AIR(( VENTS OPTIONAL WHMIN. TOTALOOPEEN LONG PANEL AREA). OPTIONAL. CENTER STILES (5 COLUMNS) EMBOSSES CENTER HINGES (3 COLUMNS) USE ONE EXTRA SELF DRILUNG SCREW THROUGH TOP LEAF OF HINGE, END STILE do RAIL. TYPICAL FOR EACH 1 25" -- I-- I 2.75" DETAIL A 3" 20GA WIDE STRUT (16 X 7) 3" 18GA WIDE STRUT (16 X 8) 20 GAGE END STILES 20 GAGE ENDS CAP o c" 0e 0 DETAIL C I L.H. NOTE: DOOR MUST BE INSTALLED 7] WITHEITHERPNELECTRICOPERATORDETAILBORACKSOCKODORSWITHCEXaTH1SPRINGS). NOTE: GLAZING DOES NOT SATISFY IMPACT 1 6 ' X 8 ' DEBRISREQUIREMENTSINFBCF L 150870 P. O. BOX B915 LTTLI RICK, WN®50R DOOR 72219 8915 AR 501) 562-1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B 12/ 15/11 RLB TOLERANCE 2866 3/10/08 RLB FRAC.f 1/64' DEC. t .015 ANG. t 1• NEXT LEVEL AT DE: 11 1 07 DWG. NO. 99- B-079 284811/1/07 RLB E. C.N. DATE: APPROV. SCALE NONE PLOT SCALE I DRN. BY BH SHT 2 OF 3 Florida Building Code Online FL17676.9 I Page 1 of 4 Cj :Deep c BCIS Home j Log In User Registration Hot Topics Submit Surcharge ; Stats & Facts Publications i FBC Staff BCIS Site Map i Links Search j Busines i iProess a1 Product 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 MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 a https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Building Code Online Page 2 of 4 FL # Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH 36 x74 Fin.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.1)df 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 i)df 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.pdf 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.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.E 3540 SH 44x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x84.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: LC-PG30. Units must be glazed In accordance with FL176767676 R2 II Install - 3540 SH Fin 44x84 udf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: s://floridabuildin or / r/ r_a dtl.as x? aram=wGEVX wtD vFGYZs rZFR6fG1... 5/26/2016g• g P P PP_ P P Q 9 J 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.odfASTME1300-04. 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.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.Ddf 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 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 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:Hfloridabuilding.org/pr/pr_app_dtl.aspx?pafam=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 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.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3540 FLS 52x84.Ddf Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Other: R-PG25 Installation Instructions FL17676 R2 II 08-01514 512141.udf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.Ddf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC(12775)A2726.01-109-47- R2 C7326.01 3540.AWS.IG.FIN.48X72.R35,(072016) Rev.odf Quality Assurance Contract Expiration Date Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 4802 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Ddf Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with Installation Instructions FL17676 R2 II Install - 3540 SH CHS Fin 108x74 Ddf Verified By: American Architectural ManufacturersASTME3300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Badc Next Contact Us :: 1940 North Monroe Street. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: se •atrrares` htts://floridabuildin or / r/ i_a dtl.as x? aram=wGEVX wtD vFGYZs rZFR6fGl... 5/26/2016 Pg• g p P PP_ P P Q q J Vaiidator t Operatims AdMin tor) MI Windows & Doors, L.t.0 P.U. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdery AAMA CERTIFICATION PROGRAM. AUTHORIZATION FOR PRODUCT CER11FICATION Thepnaduct.dess etl below is hereby approved for fisting>in:the 6e d issue of the AAMA CertiSed Prodttcis t)ireocttuy. The approval is based on>successfui completion, or bests, and the repo Ling io the Administrator of the results tests, atxxif paniecl,lry related drawings, by an.AAMA Accredited Laboratory. 1. The lisft below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMAJWDMAt£SA 10111LS.?JA440-ti8 LC-PG40*414x2134 PSX84j-H Negative Design Pressure = 50 psf COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT ESt:Rfl Tlt?N MAXIMUM -$lZE TESTED MI Windows & Doors, LILC 3540 Sib (FINLESS) FRAME SASH 7157 PV£}(OtXi"1vT%S 914 mim x 2134 mtn 81i7 mrn x 892 mrst Code: MITI- RElt"TILT)(ASTM) 3,01, x 1"0") 24V x 2'11") 2. Tbis .Certifcation will expire.July 27, 2020 (extended from,,luly 27,2015 per AAMA 10344a) andrequires; validation until. then by continued listing in the •current AAMA Certified Products Directory. 3. Product Tested and Reported by, Architectural Testing, inc.. Report No.:. B1910.01-109-47 Date of Report: August 15, 2011 Date: April 16, 2015 Cc AAMA JGS ACP- 04 (Rev. 1111) Validated for Certification 1. h, Aa ocr ted Laboratories, Inc. Authorized for Certification Anted Architectural Manufacturers Association 36" MAX. FRAME WIDTH. I 4" MAX. ANCOFiS TO BE EQUALLY SPACED, SEE ANCHOR CHARF SHEE1 I FOR UNIT S& AND ANCHOR QUANTITY 84 MAX. FRAME Ij it i it t SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING 11 IMPACT RATING I ............ . 40. 01-50.OPSF NONE Number of anchors requfred at each lamb Height in) 1 I Panel-idth(in) 24. 0 1 30.0 1 36.0- 24. 0 2 1 2 1 2 3010 2 2 2 20. 0 3 3 3 42. 0 3 3 3 48. 0 3 3 3 54. 0 3 3 4 60. 0 4 4 4 66. 0 4 4 4 4 T2 — 0 4 5 78, 0 4 4 5 84_ 0 4 5 5 TABLE OF CONTENTS I ..................... I .................................................................... ..... . _ . . . ....... DESCRIPTIr) iq ElF. IONS, ANCHORING LAY OUrs ANT) NOTES 2 3 INSTALI.ATION D"ETAILS Okril I -0PR+,WED NO I ES: 1) 111E PROEWCT SHOWN 14-lEfEalI4 i`; DfS AND MA' UFA(': JF;l::D 0 C REQUIREMENTS OF IIIE FLORIDA BUILDING CODE. 21 WOCO FRAMING AND MASONRY OPENING 10 BE DESIGNED AND ANCHORED TO PIR', OPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING, AND MASONRY OPENING IF, THE RESPONSIBILITY OF 1HE ARCHITECT OR ENGINEER OF RECORD. 1X BUCK OVER MASONRY/CONCPET.E IS OP11ONAL. WHERE 17( BiUCK IS NOT: USED DISSIMILAR MATERIALS MUST BE SEPARATED 'WITH APPROVED C047iNc OR SELECTION OF COATING OR ',0EMBRANE is THE RESPONSIBiLITY OF THE . ARCHilE(',T OR RLCOf'-"D. 4) AL-LOWABLE STRES.S INCREASE Ci 1/3 WA-S NlrYT USED IN T. HE OF THE PRODUCT SHOWN HEREIN. WIND LOA,.) DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS, FRAME MATERIAL: EXTRUDED RIGID PVC, SASH UNITS MUST BE REINFORCED WITi-i GM-451-020 STEEL. REINFORCEMENT. NAEFT11, 10 RAILS Mt,AT BE REINFORCED WITH RF 104S 020 :STEEL. RF:NFORCEMENT. I- INITS BE GLA21D PER ASI.!,i E-1300-014. 8) APPROVED IMPACT PROTECTIVE SYSTE.M. ILEE; -IRLQ FOR THIS P?ODUCT IN "NIND BORNE DEBRIS RFGiONS, 91 SHIM. AS REOURED, a.r EACH INSTAIIA,rION ANCHOR. w!TH LOAD BEARING SHIMI. SHIM 1441ILRE SPACE OF 1/16" OR G: EATER OCCURS. MAXIMUM ALLOWABLE SHIM 51. ACK 10 BE 1/4". 1( i) FOR ANCHORING INFO MASO-.NRYA3OI`-ICRF-!E USIE '306" TAFICONS 44,11TH SuFRCIEN' LENGTH 10 ACHIEVE A 1 1/4" MINIMUM EWBEDMENI INTO SUBSTRATE WIT+H 2 5/ 8" MINIM; LJM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATION'S AND INSTALLATION DEETAILO, Il", FOR ANCHORING INTO WOOD FRAMING OR 2X SUCK USE #8 WOOD SCREW WITH V.: SUFFICIENTLETOAGI -TNW'H E1: A 1 3/16" MINIMLIV, IEMBEDMENT IN"" SUH-TRATFE. LUC Alg: ANCHORS AS SHOWN IN EUEVAliONS, AND INSTAl-LA710I`j 0;E. TAJLS. 12) ALL FASTENER *10 BE CORROSIO,%I RESISTANT, 13) NSIALLA. TION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION fN,3TRIJCTIONS. AND ANCHORS SHALL NOT BE USED 1114 S 3IJBSTRAIT7, WITH ~LENGTH' LF5S THAN THE MfNIIVRA STRFNGTH SPECIRED RELI) w: A. WOOD - MiNIMUM SPFCIPC ^,i,1.A%ijTy OF G=0.42 R- CON(' RETU kjjIjN!lt)MCOMPRESS[VE STRENGTH OF 3,1192 PSI, C: MASONRY SrRENGTH CONFORMAL,"'. 'TO ASrM C 90, GRADE N, T'lPF I (OR GREATER), SIGNED: 1012112011 MI WINDOWS AND DOORS 01111flifflIll I svl 'to , z X., 4f650WESTMARKETSTREETGRANTZ, PA 17030-0370 N SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW 0 6 0 STEELREINFORCED — NON—IMPACT.36" X, 84 P)OFWAQ::' QELEVATION, ANCHORINGLAYOUTANDNOTESA, i "u4z. Imm: DfiG NO V.L. 08-01372 I IS" NTSIDAT' 10/17/11 SHEET OF 3 flil A- p r- By rHFRS, 2X FtJ-K T0, BE. pPf-12,.pt.., F. AX. 4" FAA's{. 3/16", ."PIN . .... 1/4 RCNE SF1,60-ANT VIE N` AF'r, Ei, i3f.. S;: 1 W II scf", BE, or NIFROVFD INTERIOR 2x B:KX,`li.,u0-,D PRIAN,W:l r . ........... BY 'C)": 21R R%)(,K TO I'L . ............. EXTERIOR INTERIOR ..E PRCOPERLY SECUP'L-E ev ............ J 7-1 EXTERIOR LANCE BE SE7 iN FED OF HORIZONTAL CROSS SECTIONTR5..* SE r N SEALANI 3[ 0 OF A,711 D 2X BUCKIWOOD FRAMING INSTALLATION Y. 1 / 4" NelAX. 71 1 IM ffjjSIETiNB, APPIKOV;, J) Si,., oi BY O.HErS, S. [JTERK -R, AND FXTFF,R NOV SHOIAN CLAR:lly. MI WINDOWS AND DOORS 2X \\ 9 L 0 VERTICAL CROSS SECTION 650 WEST' MARKET s,wn ED GRANTZ, PA 17030-0370 BE Flizo)PERLY SECUR 2X SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW 0 6v STEEL REINFORCED - NON -IMPACT 36" X 84 = y t INSTALLATION DETAILS TAT 0F z 44 011'- N", JV. L. - 1 I I/ NTS 10/17/11 08j01s' E: f 12372 OF 3 Py cm'ims PTiO.NAL. 1 X 13UK By OFFIERS, ! X - LICX TO BE 44') PER-Y 'SEC RED, "-EE sfir U', NGE Tv EjL 5F.:: N BED OF APPRCYVED SE.4AMT EXTERIOR f" ANGE TO BE SE. TIN BE.() ()F APPRgVED ' 5EAL,1T47. F` 710NA IX BIJCK BY k ' YTIiERS, 1X HUCK 10, BE PROPERLY SEC't - E. PRO)% SE NOTE 3 ISHEIT 1 aa..- . ......... ...... ... ... e", twi EAD To B2. .El Ni= PED , APPROVED INTERIOR IIA 70 ff7".. SE..1v BED Off APPI.R.OV[D U011 ADHESIVE*. 1/4" MAX, SHIM pvvlsloms DESCRIPWN 1 ' 4" MIM EM14EDIOE141 5 1 kli 3116 1APf' ON IF By INTERIOR Ij EDG E D 5 1 PTI;;NA= IX BUCK DY EXTERIOR 14 IX ............ ........ BUCK TO BE LA.N GE 'I BE v',;'TE 3 SHEET APPROvED SEALANT HORIZONTAL CROSS SECTION MASONRYICONCRETE INSTALLATION Apmwo) I c R E As )HRY/CoN R AND EXiERIOP FINISHE:, B'r OfHER-,,,, NOIF: INTERkN()T F.",R C; Rh(. 8 101HI... RS MI WINDOWS AND DOORS ell 650 WEST MARKET STREET GRANTZ, PA 17030-0370 VERTICAL CROSS SECTION SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED — NON —IMPACT 36" X 84 0' 0 " "'A0 1 44ATO: / Or.' INSTALLATION DETAILS1 . LDIA, Owl, NO, L 08 — 013 7:2: IONAL NTS__J! 110/17/11 3 OF 3 L. Roberto Lomas P.E. 1432 Woodford Rd. Lewisville, NC 27023 336-945-9695 rilonm@lrlomagpe.com Manufacturer: MI Windows and Doors 650 West Market Street Grantz, PA 1I(l30-0370 Engineering Evaluation Report Product line: Series 3540 Finless PVC Single Hung Window— Non -Impact Report No.: 511989 Comp#iar;m The above mentioned product has been evaluated for compliance vnth the requirements of the Florida Department of Community Affairs for Statewide Acceptance per, Rule 9N-3_ The product listed herein complies with requirements of the Florida Building Cone. suppra ong Technics! Documemation,' 1, Approval document~ drawing number 0"1372, titled Series 35410 Finless PVC Single Hung Window - Non- lmpad, signed and_sealed_by Luis Roberto Lomas P.F_ 2. Test report No.; 81910.01.149-47, signed and sealed by Michael D. Stremmel, P.E. Architectural Testing, .Inc. York, PA A MAIWDMAtCSA 1011132IA440-05 Design pressure: +10.4.01-50.13psf Wateu penetration resistance 6.06psf 3. Anchor calculationsi report number 511989-1, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: kiwdraum design pressure: 400-50.0 psf Maximum unit size: 36" x W Units must be glazed per ASTNI E 1300-04. Frame and sash material: Extruded Rigid PVC: Sash:stile and rails and fixed meeting rail reinforcement Roll forme€! steel. This product is not rated to be used in the HVHZ, o This product is not impact resistant and requires impact protection In wind borne debris regions. lrratatia on Units must be installed in accordance with approval document, .08-01372. Cw frcatlah of Independence. Please note that I doWt have nor will acquires a financial interest in any company manufacturing. or distributing the product(s) for which this report is being issued. Also. 4 don't have nor,*411 acquire a financial interest in any other entity involved" in llle approval process of the listed prioducitsj, 1 of 1 ii rrfrjJ r v,`\GElV .. 0 5 " ROG TAT of46w= I1 Luis. R. Lomas, R.E. FL No: 62514 11107/2011 Florida Building Code Online Page 1 of 4 FL17676.16 1 # 4 1, BQS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff y BCIS Site Map Links Search Busines IIof1ess1"IIa ` S: J Product Approval USER: Public User Regulation Product Aooroval Menu > Product or ADDlication 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 MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=WGEVXQWtDgvFGYZsj rZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 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.odf ASTM E1300-01. 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.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 Sl I_rin 44x04.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 I; 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 Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 52x84.odf Quality Assurance Contract Expiration Date Impact Resistant: No Design Pressure: +25/-25 Other: R-PG25. Units must be glazed in accordance with 05/26/2020 Installation Instructions FL17676 R2 II FL17676 R1 II Install - 3540 SH Fin 52x84.odf Verified By: American Architectural Manufacturers ASTM E1300-04. 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 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.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.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 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72 odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.0f Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.1)df Created by Independent Third Party: Yes 17676.11 13540 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 i1.Ddf 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 117676.12 13540 SH 152x62 Finless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.odf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions 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/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 6 Created by Independent ThirdParty: Yes 17676. 13 13540 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.udf 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 OS/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.0f Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.Ddf Created by Independent Third Party: Yes 17676. 15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- R2 C7326.01 3540.AWS.IG.fIN.48X72:R35.(072016) ApprovedforuseoutsideHVHZ: Yes Rev. ndf ImpactResistant: 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 Date ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.Ddf Verified By: American Architectural Manufacturers ASTME1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Bade Next Contact Us :: 1940 North Monroe Street. Tallahassee Fl. 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Coovrioht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here. Product Approval Accepts: 19 Credit Caryl SAFE' https: Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 S r AAMA idaorloneta vns sinistretvr) CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERMFiCATION MI Windows & Doors, Inc. P:O. Bm 310 Gratz, PA 17030-0370 Attn: Rick Sawdey The prQduct.desaftd bebw is hereby approved W fisting Iin the next issue of the AAMA Certified Products D(Pectory. The approval Is based prt successfult oampleliop of tests, and the reporting to the RdraWstratior ofthe results off tests. arooppanled'by related drawings. by an AAMik Accredited Laboratory. 1 _ The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION AAMA1WDNWCSA 101XS..2JA44048 LC-PG35"-2731x,1667 (10W4) Negative .Design Pressure = -50 psf COMPAI+IYAND CODE RECORD OF PRODUCT TESTED SERIES MODELA PRODUCTCPtiNo. DESCRIPTION NIAXiMUM SIZE iE57 E MI Windows 8 [ioors Inc._ RW TRIPLE SH (FIN) FRAME SASH 10817 (PVCX0/)LOlXQM(Wa) 2731lVIM x 1W MM 0 MM x 919 slat Codet MTL IwS GLXREINF)( 1LT)(AS'M) x IVI 2, This Certttication:will 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.: C7327.01-109.47 Date of Report: May 7, 2013 Validated for Certification r I!= ted Laboratories; Inc. Date: May $, 2013 Authorized for Certification Cc: AAMA JGS ACP- 04 (Rev.1111 American. Architectural Manufacturers Association ELEVATION 108, 2" o.0 4-*W CLiARANCE ALL FOUR SIDES) NAIL ,fi< _ IS, A CENERJC TgRM WHICH HEADR DETAIL FLASH BY OTH' Anchor See Sectlor Details) Min Edge 4" SIZE HEADER AS NEEDED Caulk under ENTIRE Perimeter, of Nalling fin before fastening. SHiM AS REQUIRED 06 X 1-5/5 SCREW (SHOWN wrTH 1/2" SHEATHING) MUST ACHIEVE 1'-1/4' PENETRATION INTO STUD. . SILL DETAIL Notes! 1. Installation depicted basedoff of structural test report I C7327.01-109-47. 2, . Wood screws shall ratify the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x 5— P-F .(0m0.42) or denser. Buck width shall be greater than the window frame width. Tapered or, partial width bucks are not allowed. Wood buck shalt be secured to the structure to resist all design loads. 4; Wood screw lengths shaft bit sufficient to guarantee i-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 food requirements. ihey 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 siae shown and the design pressure claimed. For window sizes smaller than shown,. locate fasteners approx. 2" from corners 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 INOIMDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) S THING Min ' Ede Distance W' 4 M.xn 0 i INSTALLATION . INSTRUCTIONS do FASTENER SCHEDULE —I— JAMB DETAIL Mn 3540 Single Hung NONE 1' 1 Windows &. Doors r Gratz, FAA Continuous Head and Sill 3540 SH CSH Ilia FLANGE) N_ 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. 1 X 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.11 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: 3500PW, 3500T, 3500SDLITES, 3500SP, 3540PX, 3540T, 354OSDLITES, 3540SP, 3250PZ, 3250T, 3250SDLITES, 3250SP, 3240PW, 3240T, 3240SDILITES, 3240SP, 3500HPPW, 3500HPT, 3500HPSDLITES, 3500HPSP, 358OWP, 3580T, 358OSDLITES, 358OSP, 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, 910SP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. t" L' U 61 SIGNED: 0211712016 MI WINDOWS AND DOORS o\jl IIC ui/// 6GRATZ,SPA ENS'9dii, 1MARKET7030 50370T v F' fir• 0y j 61/ SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT Cc scl+= NOTES STATEE OF O• ' cZO M -• \ DRAWN: DWG NO. REV OBSQEEBss i 77SjONA11 SCALE 047ENTS 02/04/16 1 OF 3 __ 2" I, FE HE 96" MAX. FRAME WIDTH MAX — 10 MAX --{ O.C. I 2" MAX 2" MAX J 10" MAX 0" O.C. AX. AME IGHT SEI OFOF SERIES 3500 FIXED WINDOW EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING I 50.0%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 2" MAX -J CHART #1 2 NUMBER ANCHORS Frame .,a.,,o ,,,..... .,. Height 36.00 r 4-2.00 i 48.00 1 54.00 1 60.00 1 66.00 '72.00 78.00; 1 84.00 90.00 96.00 REVISIONS DESCRIPTION DATE APPROVED MI WINDOWS AND DOORS I 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 FIXED WINDOW i 96" X 60" NON -IMPACT ELEVATION DRAWN: DWG NO. N.G. I 08-02859 ALE NTSI DATE 02/04/16 ISHEET2 OF 3 SIGNED: 02/17/206 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 1/4" MAX SHIM SPACE WOOD FRAMING - BY OTHERS 6 WOOD SCREW 1 1/4" MIN. EMBEDMENT APPROVED J SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE yl 1/4" MAX SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REVISIONS DESCRIPTION DATE APPROVED NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE ' WOOD DESIGNED IN ACCORDANCE WITH ASTM E21121FRAMING I• BY OTHERS l.ti l b LA SIGNED: 0211712016 M650 IWDOVVESTMARKETS D DOORS R i1Lo9% STREET GRATZ, PA 17030-0370 J\S GENdF.cP SERIES 3500 FIXED WINDOW ir•/ Oy8 61 k 96" X 60" NON -IMPACT C s{(!ti) a` v% FIN INSTALLATION DETAILS STATE OF DRAWN: Dwc ND. aEv wee` i'FssCpRIOG\ N.G.D8 SoEes9 — ii////ONAj1 0\ E DATENTS 02/04/16 3 OF 3 f Florida Building Code Online Pagel of 3 BCIS Home Log In User Registration Hot Topics Submit Surcharge S[a[s & Facts i Publications [ FBC Staff BCIS Site Map Links ? Search Businesg Professib a, Product Approval USER: Public UserRegulation 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 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE ri Validation Checklist - Hardcopy Received Certificate of Independence FL18504 RO COI FL COI.pdf 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/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs9%21%2ftCOhpJQ... 5/10/2016 Florida Building Code Online 7` Page 2 of 3 Date Submitted 09/01/2015 Date Validated 09/01/2015 Date Pending FBC Approval 09/07/2015 Date Approved 10/16/201S Summary of Products FL # Model, Number or Name Description - 18504.1 M-1926 Horizontal Mullion M-1926 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO .II M-1926 Horizontal 08-01455A.Ddf Verified By: Luis R Lomas PE-62514ApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 156-3/8", Impact Resistant up to FL18504 RO AE 512079A.Ddf Wind Zone 3 Created by Independent Third Party: Yes 18504.2 M-1926 Vertical Mullion M-1926 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO II M:1926 Vertical 08-01445A. df Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84", Impact resistant up to Wind FL18504 RO AE 512069A.Ddf Zone 3. Created by Independent Third Party: Yes 18504.3 Horizontal Mullion M-2285 Horizontal Mullion Single, Twin or Triple with Transom M-2285 Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO II M-2285 Horizontal 08-01834A.odf Verified By: Luis R. Lomas PE-62514ApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum span - 120", Impact resistant up to Wind FL18504 RO AE 512521A.odf Zone 3. Created by Independent Third Party: Yes 18504.4 M-2285 Vertical Mullion M-2285 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No f .1350.4..R0,_II__M_2285_Vertica1._08.-01833A...pdf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84", Impact resistant up to Wind FL18504 RO AE 512520A.Ddf Zone 3. Created by Independent Third Party: Yes 18504.5 M-2302 Horizontal Mullion M-2302 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO II M-2302 Horizontal 08-01456A.Ddf Verified By: Luis R Lomas PE-62514ApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 156-3/8", Impact Resistant up to FL18504 RO AE 512080A.Ddf Wind Zone 3. Created by Independent Third Party: Yes 18504.6 M-2302 Vertical Mullion M-2302 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO II M-2302 Vertical 08 01447A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84", Impact resistant up to Wind FL18504 RO AE 512071A.Ddf Zone 3. Created by Independent Third Party: Yes Back Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement•:: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850,487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs9%2f'/o2ftCOhpJQ... 5/10/2016 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. 7o determine if you area licensee under Chapter 455, F.S., please click here . Product A pprjoval Accepts: j IE , tract .,. CPCdI$ P1 https://floridabuiIding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQ... 5/10/2016 t,'D T I THE _,R,)D1J-T 'SHOWN HEREIN 1", DE SIGNED AND VIANI. FA- C ID Ct.)MPL. 'IN11H RE(XPRLMENTS GI: THL FLQ . ?IDA 2', WOOD FRAU.1l`iG TO BE DES:,.'.N__.D AND ANCHORED TO PROPERly T TO STRUCTURE. FRAW G IS THER,`.NScER Ai'.. _OADS I RF,'PONSHL[[Y OF THII AR(.HIIE.`.;1 OR ENGINIFFF OF RECORD. 3) ALLOWABLE STRESS INCREASE OF 1 /.3 1,1vAS NOT: USED IN THE DESIC N Or- ,HE PRODIUCI HEREIN. WIND (LOAD DURATION FACTOR 'AIAS USED FOR ',A101_D ANCHOR CAI_r_l,1I..,,fT;ONS. A 'OV;:. I) OIjiAPMPACTP; o rEC T iVL SYS; M 5 rof Ii.is PRODUCT N ININD BOPNE DEBRIS R7GIONS LP TO *'X) 7.01NE 3. 5i DESIGN PRFSSuRF AND INSTAI..'k.ATION DETAILS SHODWN 7N THIS DOCUMENT APPLY ONLY TO tkk ON. WiNDOWS 19jF,T BE APPROVED UNDER SEPAHIA;E APPROVAL. 6 '-,'INCLE WiNDOWS To LED ARE NOT LIMITED TO THOSE Si{ iNPJ IN THIS DRA'AqNG. 'NiNDO'NE, MUST BE INIANUFAC: BY MI DCwaS AND DOORS. :Pqc. 7) rjCS[GN FfCSSIIJF','E CIF ED UNIT SHA: L BE r_;CNTROLLED BY THE LESSER DES:GN PRESSURE OF THE 11 0',' THE NUIVIDUA WINDOW OR DOOR 'OR UNIT. 8) UNJS MAf BE MULLED TOGETHER INDEFININaY oN(: AS SINGLE AJT _EDE0 AND MULLION IS NJW:DkH AND HEIGH ARE NOT EXCE ANCHORED AS SL.1r.)WN HE REIN. 9' MULIJ(;N VERIICAL INS11 . al_LA7.t,!'. IS SHOWN, MAY BE t"SED HORZ ! Al'APPLICA TIONS AS LONG AS C)IM r - IN EN`_ -' IONS INDICAr- HR; - N: 0EXCEEDED AND MJI_AN ION iS ANCHOREDAC " JRD 1, G TO THIS CCCUVIEN. DFSIGN PRESSURE TABLE 11 DEFINE REC' UIREC DESIGN LOAD PER BUILDING, CODE CHARTE,R' 2) DE LR!, 41NE TPIRUTARY 1,1,[)Tll AND MJLLION -.;BAN BASE[) ON PRCDu;C1 10 BE INSIALLED. SEE R)Rm.ULA -IBUIARY ""Dill, 3) LOCATE k1iJ; ON SPAN (UNF; HE HT)::.NDT.ROIAARY W'rDTr.{. AT f-E. NIERScCIION OT. ROW ANDCOLUMN CONZ'AININGI THE MULUON MULLION PATNG SPAN AND TRIBUTARY WIDTH TRESPECTIVELYIIFORPRODUCTINSTEP2. mUI.IJON RATING MIJST BE EQUA:.. OR '5R-ATF_R THAN RE.(„U2RED LSIGN PRESSURE OEIIAINII IN SIEP 1. TRIBUTARY 'NIE ri'I + IN2 RF'03: DNS RrViSED INSTALLATION DETAit-5 AN," HuRING NOT; 3} FOR ANC,; !()RING INTO WOCK" FIRA.WNG OR 2X BUCK IJSE 410 WOOD H N T CREW IT ' 1, UFR I NTLENGTH0A,-HIF.,/r.. A 1 3 "8" MIN:MUM EMU_DVN'. LOCA'. E ANCHORS A.'--, SHOWN IN INSfAti-AlION DET. AdLs SHELF -1. 2" FOR AN,>ORING INIO CCNCRFI-. LK-L 1 /4" T. APCON ',Vi'H SUH: CiENf LEA C31 11 TO ,,.' I L' A 1 1114 " MIN,111AUM EMBECIME: Nf WITH 2 1/2" WNIMILI'M EDGE DiSTANCLE. LOCATE ANCH RS AS SHOWN, IN INSTALLATION FTAILS SHEET 4. 3) ALL FASTENERS TO BE CORROSION RESISTANT. 4 BE INSTALLED IN ACCORDANCE'NITH INSIALLArION ANCHORS -SHALL ANCHOR VANUFACIURf:F'S NS ALLATION INSIRUC11CONS, AND ANCHORS SHALL NOT BF. IN SIJF:, STRATES WITH STRFNGTH': PECIFIED B": `0 LESS, THAN THE f,,j1NII,1I.JM A. WCOD - MINW.UM SpEr,:FrC AV TY OF C=0.42 3. C.CNCli I E VINIIJUNA COPIP LSSI'VE SIPIENGIH 01 3,20CJ Psi, C. IIAS'_1.t\;f1Y - '40 STREASTNI C-90, GRADE-. N, 71:J T01 1YPL I "OR GREATER). 5) TO ATTACH Mu *:,: ION TO CLIP USE ( 4) #10 x 1 1/4" SELF DRIP' INC SC..REWS PFR CUP. SCH"N' S MI.IST FF FIE. D )INSTALLIFf.). HOLES FOR 'SCREWS ARE NCiI FRE DRILLED 61 V.,AN11)FACIiJRI:p.. 1ABLE OF CONTENTS` S H N 0. S C I P F ON NOTES 2 CONi iGiJRATIONS AND DP CHAR 3 INSTALLATION DLIAILS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-2302 - VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES MANN: Dr c Lae. V. L. 1 08- 01447 7 E NTs " 01/11/12 1'_T1 OF 3 77 DATE I A 08,/,7/15 1P.— SIGNED: 08A07,12015 1% COME! 83" FRAMM E. HDO'IT WINDOW WINDOW MIJU20'N PA? COMONEX MU111- W1 W2 JJ 17 FRAkIEWlNOOW IfiC,14T WINDOW M U 1, L C) N S PAN" 10'f 3/'S" COM5!NF.3 W'WH WINDOW F RAI,4 WIAIDOKHE A. I t41 -11- I-Q - COMBINE,[,'; IffDTH Design pressure rating (pso Units anchored Into wood framing Mullion span (in) Tributary 18,13 25,50' width jin) 36,00 1 42X0 40.00 52.13 25,00 130,0 130,0 130,01 130,0 130,0 130,0 37,38 130,0 130.0 127,2 r127,0 127.0 70T2- 49,63 120,7 44,3 77,9 73,8 72,1 72,0 52,00 9Z4 70,6 56.O 51,5 48,6 47 1 65.83 86.5 65,8 511 473 44.4 43.0 7,Z 0q 77,8 58,7 45,6 4,14 385 3740 Wi. 00 62.1 1 450 33,1 29.1 26,3 24,9 4i 1rj7 -)/,B" I C."OlAB(NED, wir']H 41 YV2 3" FI1AME'WINDOW 1 WINDOW HEIGHT SPAN) 107 . IFI" COMSINFID WIDTH Wl 17 . . .. . ................... . ..... . .......... ... ... . ........ WINDOW 11 F atn i f WINDOW SPAN) W 2 - '*I --I - j 107MBINED qvium REV6. 0.s I r-AppRovm LATION DETAILS 08/07/15 7+1-E-V--1SED INSTAL"C" P-""' I "' T' 11 r. " 107 3/8" COMBINED WIDTH Wi. ..... .................... W2 WINDOW FF, AME HE CH W1 QW WINDOW MiLLION SPAN) I L . . ............ d ................ ..... . ............ . . ...... . .. ......... J COMBINED WIDTH. APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED 70GETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED:107""AS SHOWN HEREIN. M# gn pressure rating (psO Units anchored into masonry1concrefe Mullion span ( in) Tributary 18. 13 25.50 I width fin) 36: 00 4200 4&00 SZ13. 25. 00 130,0, 130,01130,0 130,0 130,-0 130,0 37. 38 130,0 130:0 1 130.O 130 0 130,0 130,0 49. 63 130.0 130.0 130,0 130,0 130,0 130,0 62. 00 130,0 115.4 87,8, 79,3 73,9 71 65. 63 130.0 96.6 1 72,9 6.5.5 605 581 7. 2.00 99.3 2,4 1 54 O T8- 1 44,0 42,0 8400 62,1 45,0 1 33.1 291 263 24,9 LARGEANDSMALL MISSILEIMPACT, LEVEL 0, WIN02ONE3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE DRAWN: V. L. MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M- 2302 VERTICAL MULLION 83 MULLION SPAN CONFIGURATIONS AND DIP CHARTS I , vac No SCALe NTS (DATE 01/11/12 08- 01447 2 OF 3 SIGNED: 08107,12015 0 E N 0 95V IuTrOF 7E7 A F+' N E ARATIGN 12' FAIN 750 uuGL D I S, TAN;;'_ oo" f 1..-.......... __.....3 0.4 2 a t / 1 F EN. m E TMEII f..... MASONR NF f ?T 4" TA.'CON 2 SECT5796 CLIP EG ` 5i'96 FOR CONCRETE INSTALLATION CI_ p ALUMINUM 6063-T5.I25"THICK J5o 2.' 89" I t 1_... LL-..__}1_.____ SECTST36 WOOD PR 2X 3Eii..I< 1 Et• BEODAENI. 112" hII( EDGE DI'STANCE VERTICAL CROSS SECTION MA30NRYcONCRETE AND WOOD FRAMING INSTALLATION X ` L13.2 62' v.. a SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063-T5.125' THICK i i L 3r3 t MT000022 CLIP 16GA (. 063) GALVAN/ZEO STEEL 21i. A:SED N, AI_€ATIJN DET- CLIP INSTALLATION SIGNED: 08, 07/2015 MI INDQWMARKETS ND S P, iftl0WEST 650STREETGRATZ, PA 1 7030-0370 M- 2302 - VERTICAL MULLION 0 Br61 3" MULLION AN INSTALLATION DETAILSTAT OF li Z:- UF,' A.lvti., Jl"C !, V. L. 0$-01447 J Zcn-- NTS DATE 01 / 1 1 / 1 Z sheET 3 OF 3 L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rllomas@lrlomaspe.com Manufacturer: MI Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: M-2302 - Vertical Mullion Engineering Evaluation Report Report No.: 512071 A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01447 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512071-1 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 10 x 84" Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind -Borne Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; mullion or individual units. All windows attached to mullion must be manufactured by MI Windows and Doors, Inc. Installation: Mullion must be installed in strict accordance with installation instructions document 08-01447 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 0\111111 ////// R' C f fin' ' 0 TA' 4F ; w . O' rFS: c 0RMt- ZONAL 1 Luis R. Lomas, P.E. FL No.: 62514 08/ 07/2015 Florida Building Code Online Page 1 of 2 RegulationBusiness r Dptrt BCIS Home j Log In User Registration j Hot Topi6 Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links search d U. sin `` ProfSsi ) Product Approval USER: Public User Regulatlori Aoa% tew Menu > dg. ',£aWgil LM APplicinlon bew. FL # FL12019-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/ Phone/Email 5140 W CLifton Street Tampa, FL 33634 813) 884-0444 lyle, pestow@acm-metals.com Authorized Signature Vivian Wright rickw@rwbidgconsu Rants. 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 41 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. v Validation Checklist - Hardcopy Received Certificate of Independence $amau AS QM rtRj;;= Of 10dependence.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.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDquJEQf8P6a6Fj... 7/20/2015 Mirim ALM AMERICAN CONSTRUCTION METALS 5140 West C17tton Street Tampa, FL 33634 TRIPLE 4" & "QUAD 41 1 ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and 6 in compliance with the 5th Edition (2014) Florida Building Code excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as fisted 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 property to receive loads from the soffit and/or 7' x 7' batten strips. 5. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9 iABiE OF CONIENIS. ... SHEET# 09CR PHON 1 T (cal elevdt'lons &_general notes etallPoneldetailsSond &des' n pressures 4'znfrit detans & desl n pressures _ Saffrt details, design pressures & bill of materials TRIPLE 4 04j T-012 (.011 S. TH!crl T-"14 (AiVN09 QUAD 4 [04) Q-"12 (A11S' THCK( 04-0141Di8STHM n Qt m offn till t O n m i aN •• O CW o a. p ta.a 6z 48 tsmr- N.T.S. 1 MI. LF5 MNO'?44 R.-12019A n t ov 5 m ROOF OVERHANG SPAN ''A ' _._ ROOF OVERHANG ROOF OVERHANG SPiN " 1{ « I F;B k - r. S3n m Rm h wROOFROOFROOFi •.-" ' - fRAMINe T-RAM1N6" FRAMING `i ~'• " i m m ALUMINUM z f 1i1 N1 L tlt „ u ALUMINUM FASCIA. 3 $ Cl P0. 5CiA TRIM y•.g o v TRIM_ T s4 CMU OR _ --- soFF1T iT1l;dR z l - -SOFFIT- T EMU OR SUFFII' WOOD WAOD SEE. DETAILA" FRAMEDWOOD DETAIL"C" FRAMED --SEEUETAII'( f11AMED a SEEDETAIL" B SEEDETAIL'Da SEEDCTAIL"C' ttJJ SIDE VIEW - SINGLE SPAN .w/F-CHANNEL SIDE VIEW - SINGLE SPAN w 7-CHANNELS SIDE VIEW - SINGLE SPAN w/]-CHANNEL Shown w/ truss/Traming cantilrrver) (Shown w/ Lruss/framing cantilever) (Shm" w/ truzIrrarnimi canUlever) SINGLE SPAN LENGTH A' DESIGN PRESSURE (PSG POSITIVE NEGATIVE Ir 70.0 141.0 10" 60.0 60.0 IT 50.0 50.0 14" 38.5 39.5 30. 0 30.0 TRIM NAIL ATTACHED THROUGH FASCIA NOTE: 0 IV O.C. MAX. FOR SQUARE CUT OVERHANG, BOTTOMTRIM N L FASCIA FLAT AGAINST NOTE: WOOD FRAMING AND CONNECTIONS TO BE STAPLES INSTALLED 0 DESIGNED BY THE ARCHITECT OR ENGINEER END OF PANEL AND OF RECORD W MAX. O.C. SEE DETAIL "J '. SHEET 5) 1/ 8"MAX.-+ DETAIL -"-, A ". Fascia STAPLES INSTALLED 0 24" O.C. (INTO WOOD) ON F-CHANNEL LEG OR T-NAIL 0 17 O.C. INTO WOOD OR MASONRY) STAPLES INSTALLED 017 O.C. (INTO WOOD) IN F-CHANNEL SLOT OR T-NAIL 012" O.C. INTO WOOD OR MASONRY) DETAIL " B " F- Channel STAPLES LOCATED 24" O.C. BJTO FRAMING MAx. 5 V. MAX.. STAPLES INSTALLED 017 O.C. (INTO WOOD) IN J-CHANNEL SLOT OR T-NAIL 017 O.C. DETAIL" D " J- Channel Fascia o _• yi Z j UrQ Z) m STAPLES INSTALLED 012"O.C. (INTO WOOD) IN J-CHANNEL SLOT OR T-NAIL 0 12" O.C. o INTO WOOD OR MASONRY) STAPLES LOCATED 24" O.C. INTO FRAMING --` 7 1 4` f'+ I* MAX. DETAIL " C" J- Channel S—. - N.T.S. uwc. nr JK SUBSTRATE NOTES: INK.: e "• LF5 1. WOOD SUBSTRATE: G = DA2 OR BETTER eaxkrvd +o.: 2 MASONRY SUBSTRATE:3,ODO PSI CONCRETE (ACI 301) FL- 12019.1 OR HOLLOW BLOCK (ASTM C90). sneer 3 or fl ITEM DESCRIPTION MATERIAL 1 FASCIA 2215" THK AL. 3105 - H14 ALUMINUM 2 J"CHANNEL 0155' THK. AL. 3105 - H24. . ALUMINUM 3 r CHANNEL .0155"THK. AL. 3104 - H19 ALUMINUM 5 QUAD 4 PANEL A115 OR .0135". THICK AL. 3105 ALUMINUM 6 TRIPLE d PANEL (,0115 OR .0135' THICK) Al. 3105 ALUMINUM 7 15x1-3/4"TRIM NAIL S'S• B I6' GA. X 1/4" SS STAPLE w/ 7/8' MIN. EMBEDMENT STEEL 9 2' X 2' BATTEN STRIP ,(G=.42OR BETTER) WOOD 10 APA B-C- GROUP 1 EXT.1513T PLYWOOD OR BETTER WOOD 11 09T' DIA. T--NAIL w/5/8"MIN. EMBEDME STEEL i m 90 ROOFCVERHANG SPAN " A " h fi `* `,'` > n3 .:/ tfllll 1 i t) N m Z 6' Z 0 ROOF SEE DETAIL" B i o m °c w FRAMING. (SHEET3) ,(i N o 0a maa 12d X 3.1 1X2 VERTICAL XFRAMING G.42 H.D. GALV. STEEL ( J 12d X 31 /4 ( _ _ _OR COMMON NAIL @ 24' O.C. ATTACH w/ 2 Bd H.D. GALV. STEEL % — , OWO D wl13(4!'MIN. FMB. COMMON NAILS COMMON NAILO24"O.C. SEE DETAIL"A"J ^^ FRAMED TOP TO ROOF FRAMING w/11/4"MIN.EMB. (SHE33) I CONTINUOUS SEE DETAIL " H BATTEN @ CL m Q SPAN z a SIDE VIEW DOUBLE SPAN wjf BATTEN . q E STAPLES INSTALLED @ STAPLES INSTALLED s S tll o END OF PANEL AND END OF PANEL AND Shown w/ truss/framing can ever) F W MAX. O.C. — W MAX. O.C. SEE DEFAIL"J'I "' _" (SEEDETAIL"J') o q SPAR ROOF OVERHANG x SEE DETAIL"G" DETAIL "I" ( SHEET4) m b SEE N07E2 DETAIL " H " C. MAX. uciAIL" .1— TWIN SPAN LENGTH w/CONTINUOUS BATTEN A' DESIGN PRESSURE (PSF) POSRNE NEGATIVE 161. 70.0 70.0 1e" 66.5 66.5 20" 60.0 60.0 22" 54.5 54.5 29' 50.0 50.0 1 cmu OR SffDFTAB 1' $ FRAMED SEE DETAIL A SHEET 3) SIDE VIEW - DOUBLE SPAN w/B.A,.TTEN Shown w/ truss/framing overhang) - CONNECTOR NOTES: 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGINEER OF RECORD 1. WOOD SUBSTRATE: G = 0.42 OR BETTER 2.12d COMMON NAIL OR 3/16" ITW TAPCON CONCRETE SCREW 2 MASONRY SUBSTRATE 3,000 PSI CONCRETE (ACI 301 ) MIN. 1-1 /4' EMBEDMENT} ® 24" ON CENTER OR HOLLOW BLOCK JASTM C90). tm 1 I All u o: s a: JK m or. LFS No.: a P FL--12019:I 00N r -S__ Florida Building Code Online r+ rx t Page 1 of 2C RegulationBusiness & Professional f d DCIS Home tog In I User Registration Hot Topics Submit Surcharge Stats &Facts Publications FBC Staff ( BCLS Site Map Links ! Search BU r `% Product ApprovalTr1Q7JJ. USER: Public User Regulation PtoOutt..lavalpMnu.rProdtttiaAoottta(jyn5l2.>.EOD.1»MDiitatianDe#t. FL # FL16305-R4 P 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@atlasroofing.com Authorized Signature Meldrin Collins mcollins@atlasroofing.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 1 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Locke Bowden M Validation Checklist - Hardcopy Received Certificate of Independence 16Y I R4 COI ATL136014 2014 FBC Product EYa undo Shjnoles.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=wGEVXQwtDgUJBMjgUlj 3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 8.tiititnaaof Products FL # Model, Number or Name Description 163U.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Approved for use in HVHZ: Yes Installation Instructions FL1b30S k4 II AfU36614 2614 FBC Prodi]U 1 atlon S} hi-rinles.odf 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 1620S R4 AE ATL1ka2,4 2014 M Pmduet £valuation Shinafes. ocf Created by Independent Third Party: Yes r---; R. Contact Us:: ¢ :Menroe,5ereet. 10641 ¢a FL 32394;.t4rone:.850=4.. -1 ,. '.; The State of Find& Iq an AA/EFD employf.,."y^>..^'..Privacy statemen?Tigfty!-.. Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. -Pursuantto Section 455. 275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Pmdutl Approval AcceptS: Credit,AFE https://www. floridabuilding.org/prJpr_app_dtl.aspx?param=wGEVXQwtDquJBMjgU 1j3N... 7/20/2015 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE V EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION 2000 Riveredge Parkway, Suite 800 Issued June 29, 2015 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. Properties: Physical properties, REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) 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 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATLA 16-02-01 ATL-118-02-01 ATL-119-02-01 ATLA 23-02-01 ATL-125-02-01 ATL-127-02-01 Rev 1 ATLA32-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATLA 35-02-01 PRI Construction Materials Technologies (TST5878) ATLA36-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 PRI Construction Materials Technologies (TST5878) ATL-170-02-0.1' ATL13002 4 FL 16305-R4. Standa ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM, D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 2009 2009 This evaluafon f6port is provided for State of Florida produdt'approval under Rule 61 G20-3. The manufacturer shall notity cK1=1=KTechnicalServices, 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 CORPORATIONREFEKAsphaltShingles1.C TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878)- ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster@30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough-Master@20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with .a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462> ProLAMTm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. DangerFetd, Hampton & Meridian) StormMasterO Shake ASTM D-3161, Class F & ASTM D 7158, Class H fiberglassreinforced, 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.. ATL13002. 4 FL 163057R..4. Pie 2 of J. This evaluation report is provided for State pi product approval under Rule 61G20-3.. Thb n anufattalrer shall notifyCREEK 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 REEK TECHNICAL SERVICES, LLC INSTALLATION . ..... GlassMaster® 30 & Basic Wind Speed (Vuit): 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. 19132 in,. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min.. 7/16 in. OSB existing construction.. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 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 manufacturers published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern' detailed below. 36' Naft h-1 12" . ` ' SS 4 r 12•--+---12" ple_- t 2" Figure 1. GlassMasterO 30 & Tough -Master{) 20 4 Nail Pattern (Non-HVHZ only) 36 Nat'1s htar low +ft. a r w 1It 127 - - 12" -- —12' Figure 2. GlassMaster@ 30 & Tough-MasterO 20 6 Nail Pattern This evaluation reporfts proG. IW for State of Florida product approval ian. r Rule 61320 3. The manufacturer.snallTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC Prol_AMT" Architectural Basic Wind Speed (Vut): Basic Wind Speed (V.Q: Deck (HVHZ): Deck (Non-HVHZ): Undeilayment Min.. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 393V An. 129a g0weeoroohn9nall _.- nilh rain 3V head 11P lr f p O CD O.alC :O .C7 ram. 0 Cl 0 O O I c iw• Figure 3. ProLAMTm Architectural Shingle 4 Nail Pattern (non-HVHZ only) axn 14 pa. peNantrad dog d ft roa"ny.0 wYh ra6:.3R'heed r IQ' .. rw l cur. Figure 4. Pro-LAMT" Architectural Shingle 6 Nail Pattern ATL13002:4 FL 16305-R4 .. Page 49f 9. This evaluation tepori 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. N.CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & StormMaster0 Shake on Basic Wind Speed (Vwr): Basic Wind Speed (Vasa): 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 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. a9 3A, Figure 5. Pinnacle® Pristine and StormMaster0 Shake 4 Nail Pattern (Non-HVHZ only) Mm.12 pa WNa 7M-g -A—N n.1 wp, min 39' noE OOOCZ) O O O : C'jfC"rO O O 393W 6 7/ 3• T 1R• ' O LT 7 0 C. 0 C a OO O C a , a Figure 6. Pinnacle® Pristine and StormMasterO Shake 6 Nail Pattern ATL13.002: 4 ..._ FL 16305-R4 _ M, ":5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. N.'CREEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed.(Vuu): Basic Wind Speed (Vaw): 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 im.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 1w 9" Figure 8. StormMasterS Slate 6 Nail Pattern ATL13002.4. FL 16305.R4. Page 6 of _9 This evaluation iieportis 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, recornmended use, or other product attributes that are not specifically addressed herein; CREEK TECHNICAL SERVICES, LLC Pro -Cut@ Starter Strip Basic Wind Speed (V„ it): Basic Wind Speed (Vesd): 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.. 12 ee 1-2jr ring z!,a,t _U r - o• I 2"— J 1• o d Figure 9. Pro -Cut@ Starter Strip ATL13002A. _.......... ...FL 16305-114 Page 7 of.9 This evaluation report is provided for State of Florida product approval under Rule 61G20 3r, 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: SCREEKTECHNICALSERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (V„ ir): Basic Wind Speed NOW): 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. 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. 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,, t 12 ga. 1-1/2" ring shank nailf i. I I 1 Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 _._ Page 8 of 9 Thisi evaluation report is provided for State of Florida product approval under Rule 614320-3;; The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ATLAS ROOFING CORPORATION HCReEK 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 61G20-3.. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida BuildingCode51iEdition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 2015.06.2 C Elif 'S r` Nxs 74t121 : • M 04' 00' Q ; STATE O F ti Zachary R. Priest, P.E. on No. 21 t' organization No. Florida ANE9641 CERTIFICATION OF INDEPENDENCE _ -- - CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation:. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. ATL13002.4 END OF REPORT FL of TRis evaluation -report is provided for State of Florida procluctTechnicalServices, 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. CREEK17520 Certif!cate of Authorization No. 29824 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 6T" EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770)613-6267 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 Re_ oortNo. Standard Year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM,D 3161 2009 TAS.107 1995 PRI Construction Materials Technologies (TST5878) ATL-083-02701 TAS 100 1995 PRI Construction' Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 ASTM D 3161 2009 TAS107 1995 PRI Construction Materials Technologies (TST5878) ATLA06-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATLA 07-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATLA 16-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA 18-02-01 ASTM:D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA 19-02-01 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) ATLA27-02-01 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 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASTM D 3161 2009 TAS107 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 1630&R4 . _ Ragg.1 of 9 This evaluation report is proAded4orState of Florida product apprdval under Rule61G2ifz3: 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 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 (TST5678) ATL-17"2-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster(D30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master@ 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProL.AMTm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that.complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster@ Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster@ Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL1.3002A FL 16305-R4_ Page 2 of 9 This evaluation repdd is provided for State of Florida product approval under Rule61G20-3. 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. 1- 111. e ..i K TECHNICAL SERVICES, LLC INSTALLATION ATLAS ROOFING CORPORATION Asphalt Shingles GlassMaster® 30 & Basic Wind Speed (Vuit): Max. 194 mph Tough -Master@ 20 Basic Wind Speed (Vasd) Max. 1.50 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min..15/32 in. plywood or wood plank for new construction; Min. 7/16 in: OSB existing construction. Undedayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greaterthan 21:12. Installation (HVHZ), Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using. "6 Nail Pattern" detailed below. Installation (Non-HVHZ);: Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall beattachedusing either "4 Nail Pattern" or "6 Nail Pattern" detailed below. Na1l8 N- 1" 518 12" --- Figure 1. GlassMastertD 30 & Tough-Master6 20 4 Nail Pattern (Non-HVHZ only) 12" . .. Figure 2. GlassMaster® 30 & Tough -Master@ 20 6 Nail Pattern ATL13002. 4 Of This evaluation report is prglrlded for State of Florida product approval under Rule 61 G20-3 The manufacturer snail notny t;tttttc Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use,. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ProLAMTM' Architectural Basic Wind Speed (Vut): Basic Wind Speed (Vesd): Deck (HVHZ): T z L Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. roSn. 129a gawarixed,00figq nap wNmin 3B'haad 121rr r 1- 7W 14' CI o 0 0 0 "o 0 o co n o 0 0 0 0 61W" Figure 3. ProLAMT1* Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro -LAM' Architectural Shingle 6 Nail Pattern ATLI3002 4Thisevaluafon report is provided for State of Florida product approval under Rule 67G20-3. The manufacturer shall rit>fify'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. c K TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (Vua): StormMaster@ Shake Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements.. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. Mla l2 y.gtlw=Nd rooMp n60 tmkOffi'hud 12p " ... V1• I ,. O O rJ C O 0 .0 -- L1 i- t_ _ _ ii• C5 {_3 O C O C3 C_l t l t'7 t .' nC — _ — f t 67Ar i 4 Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) 39 3ff w owrrriaw 7 7 Irr CD M CD O O Co O CD CD O O O C7 CD CD CD C D y. OOOCY O O CS ]1.t33C7 C3 6 Mr Figure 6. Pinnacle® Pristine and StormMaster0 Shake 6 Nail Pattern ATt-13002.4 FL 1.6305-R4 Pa3Qe;5 of 9 This evaluation report it pWjded`for State of "Florida •product approval under Rule 61.=04.: 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. R a' TECHNICAL SERVICES, LLC StormMasterS Slate Basic Wind Speed (V it): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max, 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min:, 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 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" 4. . pM Figure 7. StormMaster@ Slate 4 Nail Pattern Figure 8. StormMaster@ Slate 6 Nail Pattern ATL13002 4 FL 16305-R4 Page 6 of 9 This evaluation report isnd providedforStateofFloridaproductapprovalunderRule 61 G201 The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluationreportdoesnotexpressnorimplywarranty, installation, recommended use, or other product attributes that are not specifically addressed herein. REEK TECHNICAL SERVICES, LLC Pro-CuND Starter Strip Basic Wind Speed (Vuwt): 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, 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 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. 3C Sir o . _ a6 Figure 9. Pro -Cut® Starter Strip ATU 3002.4 ... FL.16309-R4 .... _ . _ Rage 7 of 9. This evaluation reporttis.prgOed fttr, State bf Florida product appr+ovai under RUIe 61G.WT 8 : The manufacturer shall notify ORMK 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. cP.[1uu. TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (Vuic): Max. 194 mph Basic Wind Speed (V,Q,. Max. 150 mph Deck (HVHZ): In.accordance with FBC requirements; Solidly sheathed min: 19/32 in.. plywood or wood plank for new construction; Min. .15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed. min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min: slope: 2:12 and in accordance with FBC requirements.. Installation (HVHZ and installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. I 12 ga. 1-1/2" ring l Y shank nailit 12" 1 Figure 10. Pro -Cut® Hip & Ridge ATl 13002.4 FL 16305-R4 _..... .. _ Page:B of,9 This evaluation report is .provided for State of Florida product approval under Rule' G20-3 The r. airaufaettuer 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 M, C-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 G20-1 COMPLIANCE $TATEMENT The products evaluated herein by Zachary R. Priest, P.E. *have demonstrated compliance with the Florida Building Code a Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. irs,##eterfr r t Na STATE OF CERTIFICATION OF INDEPENDENCE 2015.06.2 912:55:48 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT Florida Building Code Online U06er a(-[ eYY+ Page 1 of 1 Business & • I) Fy1,0,6 t.,, d BCIS Home Log 1n User Registration i Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search rNDNC t Buisines Product Approval P.n LSER: Public User Rep ,3tlOn lilt tMMC W frpa,r Menu a ritaurt awn 5mareh a? spficatdan iL t. i7t Search Criteria . Refllne 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 wlGO+.L:t ili'sM1#al.— M. s s.w+r•.v...n Tvoe Manufacturer Validated By, tus FL15216-R21 Revision InterWrap, Inc. John W. Knezevlch, PE Approved History Category: Roofing 954) 772-6224 subcategory: Underlayments AppOvad;by iDWR-.AppKsv:,S 0y DSVK 548[1. a revrgr.W Pru..w., n Contact Usc:-+Q tffL:Tati a"ii_ ash rL Pbp• e5n._182tMeriA1leriree'c+ . The State of Florida is an AVEEO employer: M'2DG7 orFiorida::: Privacy Statement:: possibility 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 sendeiectronicmailtothisentity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 950,487.1395. *Pursuant toSection455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4S5, F.S. must provide the Department with an email address Iftheyhaveone. The emails provided may be used for official communication with the licensee. However email addresses are public record. if you do not wish tosupplyapersonaladdress, please provide the Department with an email address which can be made available to the public To determine if you are a licensee underChapter455, F.S., please click here . FrvductrAp P.roval Accepts: r 1' SAFE https://www.floridahuilding-org/pr/pr_app_lst.aspx 7/20/2015 Florida Building Code Online Page 1 of 2 i- • r Regulationi p Lt BCts Home 1 Log 1n User Registration i Hot Topics Submit Surcharge Rats & Facts Publiratlore FBC Staff SCIS Site Map Links ; Search Business Product Approval P__ _ USER: Public User Regulation FL15216-112 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozano@interwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778)945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 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 F1IS216 R2 Cpl. 2015 01 :Col Nleminemudif 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 T1S07.8 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yWKJZ 1.Q... 7/20/2015 Florida Building Code Online Page 2 of 2 L 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 raut»illd' of Products FL # Model, Number or Name Description 15216.1 RhinoRoof Underiayments Synthetic roof underlayments Limits of Use Approved for use in HVHZ: No Installation Instructions FL15216 R2 II 2©15 04 FINAL ER INTERWRAP RH1100ROOF FL15216- R2_odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nieminen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation.. Reports AL NYERINAAP FL1=6- rr i c i k it2 AE 201E 04 H Eli A"I1 okbof R2.odf _. Created by Independent Third Party: Yes Contact Us :: 140'hpytll raoerd+_ Srest,TiOahassee 14.37 Phone: a50-407-1824 The State of Florida is an AA/EEO employerMfati2007'2Bt35ta d,flotlds :: ., 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.sendelectronicmailtothisentity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395..e0ivwiuittoSection455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email 0ddttss Iftheyhaveone. The emails provided may to ussd hu afridal Conanu lorilo t with the licensee. H.:Aonwever email ildpmssm are public record. If you db not wish toWhichcanbeYiW4e'A",Ilable W.tht pt>t1Wic. To determine if you are a licensee undersupplyapersonaladdress, please Drovide.tlie'DetiBRnlert with srt eiiA .fld , F.; ., Chapter#55; g.5:, Please dick:. Product jApproval Accepts. Credit .;ireiSAFE h4s://www.floridabuilding.org/prlpr_app dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 V I RINITY I ERD EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT - interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way F1.15216-112 Mission, BC V2V-6E4 Date of issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by'Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections -noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this .Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. 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 "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DG4 ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.E. on 04/27/2025. This does not serve as an electronically signed documents Signed, sealed hardcaples have been transmitted to the Product Approval Administrator and to the named dient CERnRCATION 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 I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. QrTfIRINITYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.3., 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ 006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395CDQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type It felt or D4869 Type 11 felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in.various other sizes. S. LiMITA ms: 5.1 This is a building code evaluation. Neither Trinity{ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 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 OPriONs Asphalt Underlayment Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles & Shin gles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation, 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or It or D4869, Type 11 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 Certificate of Authorization #9503 F Revision 2: 04/27/24/27/201515 Page 2 of 3 TRINITY 1ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6_4 Rliittof%of li20.- 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 & 1-5/9" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 gnsle taver*, Rb_df"SIM > 4,12 End (vertical) laps shall be minimum 6-inches and side, (horizontal) laps shall be minimum 4-inches. Referto 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 underiayment 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 2441e Lacier 2'12 r ttoaf5ione c D 12: End (vertical) laps shall be minimum 324nches 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 3-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. H. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 CIA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc: ETL/Warnock Hersey — QUA3673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 140510.02.12-112 Ceraificote ofAuthorizotion #9503 FL15216-R2 Revision 2: 04/27/2015 Page 3 of 3 i l TRINITY I ERD EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way F1.15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 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 I ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4 ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.0 an 04/27/2015. This does not serve as an electronically signed document. Signed, sealed hardoopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trmity)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. 5. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. ROOFING COMPONENT (`VALUATION: 1. SCOPE: Product Category: Roofing ' Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS' Section. Properties Standard Year 1507.23,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1501.83,1507.9.3,1507.9.5 on Heating 1507.23,1507.5.3,1507.83, Unrolling, Tear Strength, Piiability, Loss on ASTM D4869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date. ITS (TST1509) Physical Properties 100539395COQ7006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395CO"06 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. NoDUCTD.ESCRiPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42=inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity I ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 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: t TABLE 1 RooF COVER OpnoN5 Underlayment Asphalt Foam -On rile Metal Wood Shakes . woodTileSlateor Shingles Shingles Simulated Slate RhinoRoof U20 Yes No NO Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRDof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type 11 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certificate of Authorization #9503 FLiS21fi•R2 Revision 2: 04/27/2015 Page 2 of 3 PT__R'1N1TYjERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. b.4 RhinoRoof.U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single laver- Roof S16 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 Qbublo,LM r 112 < Roof Slope <.4:12 End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: . As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. S. 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 - Evaluation Report 140510.02.12-R2 Exterior Research and Design, I.I.C. FL15216-112 Certificate of Authorization #9503 Revision 2: 04/27/2015 Page 3 of 3. P Speclalty Structural Englneprinq CBUCK, Inc. Certificate of Authorization #8064 Evaluation Report MMI-2" Off Ridge Vent Ridge Vent Assembly Manufacturer: Millennium Metals, Inc. 10200 Eastport Road Jacksonville, FL 32218 877) 358-7663 for Florida Product Approval FL 16568.1 R1 Florida Building Code 5th Edition (2014) Per Rule 61G20-3 Method: 2 - B Category: Roofing Sub - Category: Product: Material: Support: Roofing Accessories that are an Integral Part of the Roof System MMI-2" Off Ridge Vent Steel 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 Ekwork Seal fm Mclrank SubmRW suc ti No 31242 U * - LJJ_ T' STATE OF 70N A1- lyillllhlltl\\ Digitally Signed by; ames l Buchner, 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 1\ Specialty 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: 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. i• FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: IS-104-MM2-StORV-ER_14 Li Page 3 of 7 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Performance Standards: The following test protocols were performed to demonstrate compliance with the intent of the code as this product is not addressed specifically in the code. ASTM E330-02 — Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference Code Compliance: The product described herein has demonstrated compliance with Florida Building Code 5th Edition (2014), Section 1709.2. Evaluation Report This product evaluation is limited to compliance with the structural requirements of Scope: the Florida Building Code, as related to the scope section to Florida Product Approval Rule 61G20-3.001. Limitations and • Scope of "Limitations and Conditions of Use" for this evaluation: Conditions of Use: This evaluation report for "Optional Statewide Approval' contains technical documentation, specifications and installation method(s) which include Limitations and Conditions of Use" throughout the report in accordance with Rule 61G20-3.005. Per Rule 61G20-3.004, the Florida Building Commission is the authority to approve products under "Optional Statewide Approval'. Option for application outside "Limitations and Conditions of Use" Rule 61G20-3.005(1)(e) allows engineering analysis for "project specific approval by the local authorities having jurisdiction in accordance with the alternate methods and materials authorized in the Code". Any modification of the product as evaluated in this report and approved by the Florida Building Commission is outside the scope of this evaluation and will be the responsibility of others. Refer to applicable building code section for ventilation requirements. Design of support system is outside the scope of this report. Fire Classification is outside the scope of Rule 61G20-3, and is therefore not included in this evaluation. This evaluation report does not evaluate the use of this product for use in the High Velocity Hurricane Zone code section. (Dade & Broward Counties) Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in accordance with the Florida Building Code and Rule 61G20-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through Keystone Certifications, Inc. (FBC Organization #: QUA 1824). s xLink< 1111IIIIR° FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 Page 4 of 7 Specialtly Structural EngineEnrinq CBUCK, Inc. Certificate of Authorization #8064 Components/Materials by Manufacturer): Ridge Vent: Material Type 1: Thickness: Yield Strength: Corrosion Resistance Nominal Dimensions: Width: Height: Lengths: Fastener(s): n— C"+o MMI-2" Off Ridge Vent Steel 26 gauge (min.) 40 ksi min. In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel 24" 4-1/2" 2' , 4', 6', 8' and 10' 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 s FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14Umm"IUCK Engineering Page 5 of 7 ISpecialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Installation: Installation Method: Refer to drawings on Pages 6-7 of this report.) Prepare deck opening by trimming any shingles & nails that may interfere with ridge vent installation. Apply roof cement to the underside, back and side flanges of the ridge vent. Cement should be a 1/4" thick and extend 2" onto roof underlayment. (Install cement in compliance with manufacturer's installation guidelines.) Position vent flange beneath loosened shingles and align with deck opening. Attach vent top, bottom and side flanges to deck with nails or screws spaced 4" o.c. and 1-1/2" from each end. Minimum fastener penetration thru bottom of support, 3/16". Install the "MMI-2 Off Ridge Vent" assembly in compliance with the installation method listed in this report and applicable code sections of FBC 5th Edition (2014). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. ASTM E330-02 Uniform Static Air Pressure Difference Test Architectural Testing, Inc.(FBC Organization #TST ID: 1527) Report #: D0249.02-450-18, Report Date: 8 / 29 / 13 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID: 1824) Millennium Metals Licensee # 423 3. Certification of Independence By James L. Buckner, P.E. @ CBUCK Engineering FBC Organization # ANE 1916) t FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 Page 6 of 7 Specialt j Structural Engineprinq CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 4 1/2 in. Profile Drawings 5-1/2" 12" 1 /8"I 18-1 /4" I _ Y 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) It FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14NMUCL"' Engineering 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 10 min. Wbod Screws Top Plan View (Not To Scale) Typical Fastening Pattern) Nominal Lengths 4 Ft. 6 Ft. ti S se 8 Ft. t\a\ e e g • a 10 Ft. e e e Base Flange e e 0 e 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 s Page 1 of 3 11"M AOOrpvsI kenu^`, > Application List > Application Detall FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence r. ons FBC Scarf ( BCIS Sire Map Links Search j FI2197-R5 Revision 2014 Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. MiTek Industries, Inc. 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext7480 dwert@mii.com David Wert david.c.wert@mii.com David Wert 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mii.com David Wert 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mii.com Structural Components Truss Plates Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC Quality Auditing -Institute Ltd. 12/31/2015 ICC Evaluation Service, LLC. F?197 R5 COI Ceriific f Independence 60r +al_ r h odf Referenced Standard and Year (of Standard) StandipYear ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pripr app dtl.aspx?param=WGEVXQwtDgvrTEx%2bbkf .. 7/20/2015 Florida Building Code Online Page 3 of 3 https:llwww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbk£.. 7/20/2015 Excerpt from ICC-ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial. embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the. Manufacture of Metal - Plate -Connected Wood Trusses. IMES Evaluation Report "' Reissued June 2015 This report is subject to renewal June 2017. Wwvu.ioc-eS-ors 1 (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 63-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com.. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mill 16, M-20, Mill 20, M-20 HS, Mill 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006 International Building Code (IBC) in 2012, 2009, 2006 International Residential Code (IRC) it 2013 Abu Dhabi International Building Code (ADIBC)t The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek® M-16 and Mll 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1..46 mmA 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 1'/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mill 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, Mill 20 HS, and MT20HSTM: Models M-20 HS, Mil 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0,0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 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 254rich-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 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, CC -ES Evaluatiun Reports are not to be construed as representing aesthetics or any other attributes not specificolly addressed, nor are They to be construedasanendorsementofthesubjectofthereportorarecommendationJaritsuse. There is no warranty by /CC Evaluation Ser ire, LLC. express or implied, us to any finding or other matter in this report, or as to any product covered by the report Page 1 of 5 Copyright 0 2015 ESR-1311.. ( Most 1 dwy Accented and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin2lPLATE) LUMBER SPECIES SG AA EA At E M-16 AND MII 16 Douglas fir -larch 0.5 176 121 137 126 Hem-flr 0.43 119 04 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 pruce-pine-fir 0.42 197 144 143 137 Southern pine 0 55 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir -larch ... 0.5 165 146 135 143 Hem -fir 0.43 139 .. 111 97 109 Spruce -pine -fir 0A2 148 ... 108 107 103 Southern pine 0.55 187 143 138 150 For SI: llbiiff = 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 E4 = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perperidlcular to.. load, wood grain perpendicular to loadAlltrussplatesatepressed_into Iheumod for the full depth of tWrteeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mill 16 M=20 AND M1120 M-20 HS, MII 20HS.AND MT20HS Efficiency PoundstinchlPair Efficiency of Connector Plates Pounds/inch/Pair Efficiency Poundslinch/Pai of Connector Plates Tension Values in Accordance with Section 5A.4.2 of TPIA (Minimum Net Section over the Joint)' Tension @ 00 0.70 2012 0.50 880 0.59 1119219 Tension @ 900 0.36 1013 0.47 820 0.48 Tension Values in Aocordancewith TPI-1 with a Deviation (See Section 5.4.9 (e)j Maximum M-4 Section Occurs over the. Jbdlf2 Tension @ 00 0.68 1945 0.62 1091 0.67 1716 Tension @ 9000.30 849 0.48 841. .:.... 0.52 1321 Shear Values Shear @ 0° Shear @ 300 Shear @ 60° 0- 54 6. 61 0. 73 0. 55 1041 1173 1402 1055 0. 49 . 574 0. 63 .. 738. 0. 79 936 0. 55 645 0. 43 0, 61 0. 67 0. 45 761 1085 11 B4 792 Shear @ 90° ` 0. 48 . 0. 35 914 672 0. 42 490 0. 415 544 0. 34 0. 3 608 537 Shear@1200Shear @ 1500 For St: 1 Winch = 0.175 N/mm, 1 inch = 25.4 MM. NOTES: MinimumNet Section -A fine through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line )gasses through a line of.holes, ZMaximurrt. Net Section - Aline 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, 0,125" 0.2W 0.5W 0 3W 32non 64mm 127mm 93mm Boo Ono 000 goo goo DOD 1000 Ono 000 k 000 Goo Ono 40 000 000 000 Ono Ono M-20 HS, Mll 20 HSI MT20HS FIGURE I —APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report t:bK-1,3 1-1 rD%, QUPPIUMV11L Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.on (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, Mil 16, M-20, Mll 20, M-20 HS, MII 20 HS, AND MT20HST* 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HST". recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 11 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HS'm, described in Sections2.0 through 7.0 of the master evaluation report ESR-1311. comply with the 2014 and 2010 Florida Building Code —Buildingandthe201:4.arui:010.Flgrida Build Code —Residential,. provided the design and installation are in accordance with the lntemational'Buioing po. a ;.0BC): previsions noted in. the master report. Use of the MiTeeTruss Connector Plates M-15, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HS rm 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 not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construedasanendorsementofthesubjectofthereportorarecommendationforitsuse. There is no ivarranry by 1CC E•valumian Sw4ce, LLC, express or intplled, as to any finding or other matter in this report, or as to airy product covered by the report. Page 1 of 1 Copyright 0 2015 ICC-ES Evaluation Report - Reissued June 2015 This report is subject to renewal June 2017. www.ices.orq (800) 423-658T (562) 699-0543 A Subsidiary of the International Code Council a DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii-com.. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mll 20, M-20 HS, MI120 HS, AND MT20HS'rm 1.0 EVALUATION SCOPE Compliance with the following codes: 0 2012, 2009, 2006 International Building Code® (IBC) 4. 2012, 2009, 2006 international Residential Code® (IRC) i:2013 Abu Dhabi international Building Code (ADIBC)t rThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC: Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek® M46 and Mil 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 additionallyshapedintoatwistedconcaveform, facing the scot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1'/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 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 14nch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (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 0.33-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, MI120 HS, and MT20HSTm: Models M-20 HS, Mil 20 HS, and MT20HS' "' 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) modulesofteetharestampedoutandformedatrightanglesto the face of the parent metal. Each module has three slots, 0.A5 inch (11.4 mm) long and 0.125 inch (32 mm) wide, fabricated by punching two teeth out of each slot area, 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 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, y + ICC-FS Evaluation Reports an not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are the +o be construe as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, /,l,C, espress or implied, as to any f nding or other Moller 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 Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin21PLATE) LUMBER SPECIES SG AA M-16 AND MII 16 0.5 176. 121 137 126 Douglas fir -larch 0.43 0.42 119 127 64 82 102 98 Hem -fir Spruce -pine -fir . Southern pine .... 0.55 .... 174 M-20 and Mill 20 126 147 122 0.5 1.95 180 190gfirDouglas -larch Hem fir Spruce -pine -fir Southern pine. 0.43 6.42 0.55 185 148 197 1 249 190 M-2o HS, Mil 20 HS and MT20HS., 129. 143 184 145 137 2 00 Douglas fir -larch Hem -fir Spruce -pine fir hnm nine 0..5 0.43 0.42 0.55 _ 165 139 148 187 1q6 111 108 143 135 97 107 138 143 109 103 150 For SI: i wiin2 = 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 a es 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 perpendicular10 load wood grain perpendicular toioadAlltrussplatesarepressediotathevrogdforthefulldepthoftheirteethby hydraulic -platen embedment presses, multiple roller presses that usepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embod.ment roller presses and .hydrautic platen presses that feed trusses into a stationary finish roller press. PROPERTY FORCE DIRECTION TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES M- 16 AND Mil 16 M-20 AND Mll 20 M-M HS, M1120HS AND MT20H Efficiency PoundslinchlPair Efficiency rFOUndsIinchIPair Efficiency Prof Conndslnector it of Connector of Connector Plates Plates Tension Values in @ ° 00° EEE @Tension' @.... o° 068 n an° 0,30 Plates ccordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' 2012 0.50 880 0.59 1013 0.47 820 0.48 flues in.Accoritance with TPI-1 with a Deviation [see Section 5.4.9 (e)] Maxi mobi.Net Section Occurs over the Joine 0. 62 1091 0.67 1945 849 0 48841 0.52 ar @ 0° 0.54 1041 ar @ 30° 0.61 1173 ar @ 60° 0.73 1402 ar @ 90° 0.55 1055 914 far@120° 0.48.. ar 150' .... 0.35 672 Si: 1 Ibrinch = 0.175 Nlmm, 1 inch = 25.4 mm. Shear Values 0. 49.... 574 0.43 0. 63 738 0.61 0. 79 936 - 0 67 0. 55 645 0.45 0. 42 490 0.34 OAr> 544 0.3 1219 1716 1321 - 761 1085 1184 792 608 537 . NOTES: MinimumNet Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation, For these plates, this line passes thrq igh a line of holes. 2Maidmum 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 o.i2v .02W o.'w" 8.3w 3:2.mm E4mm 12.7mm 93m.m ODD Duo COD o Ono Ono J ODD Goo Duo 000 Ono 000 war W20 HS, Mll 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report COM-1*31 1 i-o%.p Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 WWW. ll..com EVALUATION SUBJECT: MiTeVTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mll 20, M-20 HS, Mll 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, Mll 20, M-20 HS, Mll 20 HS, and MT20HS-, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: a 2014 and 2010 Florida Building Code —Building 111-2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The M7eOTruss Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, Mll 20 HS, and MT20H.6 , described in Sion ects2. 0 ttircu h 7:0 G# the rrsast8r evaluatiarl report ESRc13,11, comply with the 2014 and 2010 Florida Building Code —Building and :tine 2(314 and Z01.Ulidefd®ttfri' provided the design and installation are in accordance with the internationalBuildingCode (IBC) provisions.noted:in the toaster report. Use of the MiTek® Truss Connector Plates M-16, Mill 16, M-20, Mll 20, M-20 HS, Mil 20 HS, and MT20HS'm has also been foundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For. prs duo#s fallsn9'under Florida RWe:9N-3, verificOPA that the report holder's quality assurance program is audited 3iy a ual'. assurance eTiUty approved by the. Florida Building COMMIssrgn for::te type of inspections being conducted is the qfiY.. respgllsrbitty of all, approved validation entixy (or the code. official vwhert the report. holder does. not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC LSEvaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed asanendorsementofthesubjectofthereportorarecommendationforitsuse. There ix no ivarranry by ICC (5 aluation Bernice, f LC, express or implied, as to any finding or other matter in this report, or os to a/ry product covered by the report Page 1 of 1 copyright ® 2015 IMES Evaluation Report r-%-)rt- f J' 11 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org I (800) 423-6587 I (562) 699-0643 A Subsidiary of the international Code Council° DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mll 20, M-20 HS, Mll 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006 Intemational Building Code (IBC) iN 2012, 2009, 2006 International Residential Code (I RC) i 2013 Abu Dhabi International Building Code (ADIBC)t The ADIBC is based on the 2009 IBC..2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel., with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0,0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mll 20: Model M-20 and Model Mll 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 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 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point See Figure 1 of this report for details.. 3.3 MiTek® M-20 HS, Mll 20 HS, and MT20HSTm: Models M-20 HS, Mll 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-l-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal, Each module has three slots, 0,45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Eachmodule 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, CC- r:Splalualion Reports are nor to be construed as representing aesthetics isor any other attributes not specifically on Sessed.rvicenor are they to be f" as an endorsement of thesubject of the report or a recommendation for its use, There is no u'arram b ICC Evaluation Service, LLC, express or implied, to airy finding or other mailer in this repor(, or as to any product covered by the report Page 1 of 5 Copyright m 2015 Page 3 of 5. ESR-1311. I . Most Widely Accepted and Trusted TABHEDR UL C-PLATEN EMBEDMENT' (b1inLATERALCES, PLATE) Y AA EA EE . AELUMBER SPECIES SG M- 16 AND Mil 16 0: 5 176 121 137 126 Douglas fir -larch. 64 102 98 0. 43 11.9 .. Hem - fir 75 127 82 107 Spruce - pine -fir 0,42 . 122 Southern pine 0.55 174... 126 147 M- 20 and Mil 20 0. 5 220 195 180 190 Douglas fir -larch 148 129 145 0. 43 185 Hem - fir ...._. 143 137 0. 42 197 144 Spruce - pine -fir 200 0. 55 249. 190 184 Southern pine M-20 HS, MII 20 HS and MT20HS 0. 5 165 146 135 143 ... Douglas fir -larch 0. 43 139 11 t 97 109 Hem fir 103 0. 42 148 108107 _. _.. Spruce -Pine - fir - 138 150 Southern pine 0.55 1.87 143 .. For SI: 1lbfin2 = 6.9 kPa. NOTES: P pp y g Tooth holdingunits =psi for a single plate (double for plates on both faces when a I in 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 = Plateperpendiculartoload, wood grain parallel to load AE = Plateparalleltoload, wood grain perpendicular to load EE = PlateperlWdWii0toad, wood grain perpendicular to load 3All tru85Pet" are Pressed into the wood for the full depth of tt 6r 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 M-20 AND Mil 20 M-20 HS, M1120HS AND MT20HS Y PROPERTY M- 16 AND Mi116 _. Y Y FORCE Efficient PoundstinchlPair. Efficient PoundstinchlPair Efficient P of Connector it DIRECTION of Connector of Connector Plates Plates Plates Tension. Values in Accordance with. Section 5.4.42 of TPIA (Minimum Net Section over the Joint)' . 0.50 880. 0.59 1505 0.70 2012 Tension @ 00 820 p, 0.47101348121 Tension @._ 90° 0.36 Tension Values in anoe with TPI-1 with a DeYlation see Section 5.4.9 (e)] Maximum .Net Section Occurs oust the Joinf. 0:62 10, 0.67 1716 Tension @ 00 0.68 1945 S41 0. 52 1321 Tension @ 900 0.30 849 0-48 Shear Values 1041 0. 49 574 0.43 Shear @ 00 761 1085 0. 547380.61 Shear @ 300 0.61 1173 0.63 1402 0.79 _... 936 0.67..... 1184 Shear @ 600 0.73 (i45 0.45 792. 0.55 1055 0.55 Shear @ 90' t).42 490 0.34. 608 Shear @ 1200 0.48 914 0.35 0. 46 544 0.3 537 Shear @ 150° 672 For SI: 1 Iblinch = 0.175 Nlmm, linch = 25.4 mm. NOTES: Minimum Net Section - Aline through the plate's tooth pattern with the minimum amount of steel for a spec'fiiese plates, ed orientation. For ththislinepassesthrough a line of holes. Zplates,r s line passesNet Section line a section on f the platewith no pattern es. with the maximum amount of steel for a specified orientation. Fort these A Most Widely..AcCPPleq 0.125" 0.25T 0.5W 0:3E5 3.2}m}m bA}•,m m 93`mm 1-277+woM p 01 Q0g Ono 00 Ong 000 i 000 Ogg M-20 HS, M1.1 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (In inches) (Continued) ESR-1311 FBC SUpplementIMESEvaluationReportReissuedJune2015 This report is subject to renewal June 2017. 800 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council www.icc() -es.or9 j 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 mn•com EVALUATION SUBJECT: MiTeleTRUSS CONNECTOR PLATES: M-16, MI1 16, M-20, MI120, M-20 HS, MII 20 HS, AND MT20HSTm 1.0 REPORT PURPOSE AND SCOPE Purpose: is to indicate t®Truss Connector Plates lvuThepurposeofhi0alaiorortsupplementESR-1311, have aso been evaluated or 20, M-20 HS, Mll 2d M zedn1CGESmasterreport compliance with the codes noted below,. Applicable code editions: 10 2014 and 2010 Florida Building Code —Building IN 2014 and 2010 Florida Building Code —Residential 2. 0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, MII 16, M'20, MI120, M-2W h he 2014 and 2010 Flo ldlaBu Iding'Code—Building comply 2.O:through .7:U of the Rtart:$u2luatiai repaT4:lr$R`13 { 7 9 and h 2(i'14:end 2t3'SO Ftvnda $utkfmg GadE--'e' provided the design and installat'i49 ate in accordance with the lnfemoiiattal Suitdrag.Code® (!6C) ptisibns noted .in.the. master report: Use of 0O the'M ® 6anceCwih the H gh-Velocity Hnurncane ZonS. Mll 20 HS, and MT20HSTm has also been e provisions he 2014 and 2010 Florida Building Code — found to be comp Building and the 2014 and 2010 Florida Building Code —Residential. program Forproducts to 109 under Floy a rida Rule 9iV- ,verification Commission hat the rtfo ldees #1e typeao' f iri p ctions being.. ndud6d d1e quality assurance enMy.aAlved by.the F nrida Building, qu ortsibiof nit approued valitiabon entity (or the .code` official when the repoit.holder does not posses. an spprogal. by p theCommissionj... This supplement expires concurrently with the master report, reissued in June 2015. ex Tess or im ted as Lz+liiiF. CC -ES &valuation Reports are not to he construed as representing aesthetics or any other attributes not spec f tallyaddressed, nor are They ru he construed as anendorsementofJhesubjectofthereportorarecommendationjoritsuseThereisnowarranrybyJCCJ1,oluafion Semce. LLC, P M— to arp' finding or other matter in this report, or as to arty product covered by the report- Page i of 1 Copyright 0 2015 ICC-ES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. rY699-0543 A Subsidiary of the international Code Council V11" icc-emm 1 (800) 423-6587 I (562) - 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 wywr.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mll 20, M-20 HS, MII 20 HS, AND MT20HSTm 1.0 EVALUATION SCOPE Compliance with the following codes: In 2012, 2009, 2006 International Building Code (IBC) lk 2012, 2009, 2006 international Residential Code (IRC) 2013 Abu Dhabi International Building Code (ADMC)t IThe 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 MI116: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [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.EachcThe teeth are additionallytherebyformingasharppoint. shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4:8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1'/4-inch (31.7 mm) multiples, See Figure 1 of this report for details. 3.2 MiTek® M-20 and M1120: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped 2 crosssection its at its base, and twiapproximately app Ydegreesto point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, MII 20 HS, and MT20HSTm: Models M- 20 HS, MII 20 HS, and MT20HSTM' metal truss connector plates are manufactured from minimum No. 20 gage [0. 0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS- F), with a G60 galvanization coating 10.0005 inch thickness on each side (0,013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/ 4-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.:125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth, Each module is separated bya0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0. 15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, nor e they be ruld y addressed' as an endorsement tioofthe subjectof 10 be COthe report for arruedecommendationfortsticsOrG"y use Therein no er attributes by ICC E a!u! ! on Service. LLCrexpressoor Inrplierd as to any finding or other matter in this report, or as to airy product covered by the report Page I of 5 Copyright 0 2015 ES1I I Most 1I LUMBER SPECIES land Trusted . TABLEHYDRAULIC-PLATEN MBEDMENT3 (brinCES, PLATE) SG AA EA ... M- 16 AND Mll 16 0. 5 176 121 0. 43 119 0. 42 127 82 0. 55 174.. _.._ 126 M- 20 and MII 20 0. 5 220 195 0. 43 185 ,_ 148 0. 42 .... 197 144 0. 55 249 190 II HS, Mal 20 HS and MT20HS 0. 6 165 146 111 0. 43 139 0. 42 148 108 143 AE 137 102 75 147 180 129 143 135 107 138 Page 3 of 5. EE l 126 98 107 122 190 145 137 200 143 109 103 150 Southern pine 0. 55 187 For Si: 1 iblin2 = 6:9 kPa. 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 0 tcad EE = Pte1 perpendicuia:i0 load. vros3d grain perpend . Alf truss 1llates.are:.pre5sed into the.wo . for :the full deOr of their teeth by hydraulic paten efnbeiiinent presses, mtatapte roper presses that use partiei.errtt erlment followed by futi.embe.. rollers, - r. btaations of partial emt edrimeM III presses: and liydrautte-ptaten presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES M- 20 AND 20 M-20 HS, Mil 20HS AND MT20HS PROPERTY FORCE M- 16 AND M11.16 Pounds8nchtPair Efficient y .... P it Efficient Y P of Connector it DIRECTION Efficiency of Connector of Connector Plates Plates Accordance Plates with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the taint)' TensionValuesin8800.59 1505. Tension ( t 0° 0. 50 0. 70 2012 0. 4 0. 47 820 ....... 1219 Tension @ 90° 0.36.. 1013 Values in Accordance with TPf-1 with a Deviation (see Section 5.4.9 (e) TensionSectionOccursovertheJoineMawmum.Net 0: 62 1091 0.67 1716 Tension @ 0° 0.68 1945 0A. 8 841 0.52 1321 Tension @ 90° 0.30 849 Shear Values Shear Q. 0° 0.54 1041 0.49 574 ........ 0.43 738 0.61 761..... .. 1085 Shear _ @ 3Q° 0. 63 0. 61 3 ..., 1179360. 67 0.4 1184 Shear @ 60° 0 .73 1402 . 645 0: 45 792 . . Shear @ 900 a.55 1055 490 0. 34 O 608 Shear@ 120° 0.48 914 .A2 0.4 6 544 0.3 537. Shear @ 150° 0.35 672 For SI: 1 Ibfinch = 0.175 Nimm, 1 inch = 25.4 mm. NOTES: through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates. Minimum Net Section - Aline this line passes through a line of 115 with the maximum amount of steel for a specified orientation. For these 2Maxinturil Net Section A line through the plate's tooth pattern this line passes through a section of the plate with no holes. plates, Page 5 of 6 ESR-1311 I ...Most Widely Accepted and Trusted 0 12V 0,25T 0-5W 32mm 64mm 127.mm 00 04 000 100 Ono Ono ItAl, 00 a go Ono 0a 000 Ono no A 009 0 000 00a VAOTH 0 585* sawn MHSI 1Mil20 HS? 0. 20MT20H.S FIGURE 1— APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report cOR-IJ+ F-LJ%.o rr••• Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora 1 (800) 423-6687 1 (562) 699-0543 A Subsidiary of the lntemational Code Council DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com . EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, M1116, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTm 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, Mil 16, M-20, Mll 20, M-20 HS, Mll 20 HS, and MT20HST°", recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: A 2014 and 2010 Florida Building Code —Building 111 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, MII 16, M-20, Mll 20, iy w HS, Mll 20 HS, and MT20HSTm, ', described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the sign and 2010 Florida Building Code —Building and the 201 aid 2010 Florida BtiiJding: Code —Residential;. provided the design and installation are in accordance with the international Bull Code. Code .(16£) prr3visions noted in;the.master report. Use of the MiTek®Truss Connector Plates M-16, MII 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. Icc-Ls l•+'oluotion Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are theypm to r construed l as an endorsement of the subject ofthe report or a recommendationfor its usf- Therecofordbythereports no +arranty by lCC G+'alualion Service, LLG express ar implied, as to any finding or other matter in thte report. or as to arty p page 1 of 1 Copyright 0 2015 Florida Building Code Online Page 1 of 2ooc-'* , (f bo-or FPS F a Op CLOAaTNEN(UR v`' '3 9 v` v} ` rr._F .. ' 4 `/'". COCii Nth'«:' 3@Y dt•6fR1 09tii Ot iSEiStY, ,GSN,1[AA:YCuJPq d Bas Horne Log In User Registration i Hot Topics i SUbrrdt Surcharge Stats Facts Publications FBC Staff BCJS Sfte Map Links Search Ban'r professit- Product Approval USER: Public User Regulation t •rm.e'cieSa}:&ye'a!rti.•iy t ° ru :.ne i Application Type Revision Version Status ApprovedApplication Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code BMP International Inc. 4710 28th Street N St. Petersburg, FL 33714 727) 458-0544 benmeng8@yahoo.com Xianbin Meng benmeng8@yahoo.com Structural Components Anchors Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer ICI Evaluation Report - Hardcopy Received Frank L. Bennardo, P.E. PE-0046549 National Accreditation & Management Institute 12/31/2018 Ted Berman, PE W Validation Checklist - Hardcopy Received O ••N• Standard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Florida Licensed Professional Engineer or Architect Fl sa g R3: Cwuiv :Eauiv.ndf; https:llwww.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Surn.tnir* 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 0 3i P!!!"'Rof Approved for use outside HVHZ: Yes Verified By: Frank L. Sennardo, P.E. 0046549 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: This design provides allowable capacities For the F! 14239 R3 AE 'Eval adf system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. O .— Contact Ur T'aatassee FL 32399 Ph '• 800 497-1624 The state of Florida is an AAJEEO employer. CaawfloM 2007,201TStatk of Florida.:; PAym SSSterAent.:: AcdeSSINtly Statetnen[ :: Refund Statement Under Florida law, email addresses are public records. If you do not want your a -mall address released in :response to a public -records request, do not send 0ectront3natitothisentl3y...In5tead. gnniact tfle omee'by Phone or by traditional mat. ityou;bave any questions, please contact,6 0AW*1395. 'PuMU M to Ipn 455.275t11. FW6id*'S0W*$, efretttde OCIII 1: 2W ken.sR25.Ikensd under chapter 495, F.S.. lust provide the Departi lent wnh an emall address if thal' have.oM_Tr a emeHs provlduf m" be used fai of iji cmriinuokation with the IICenSeC.. Noweverremall:addresses are public rMnd. if you do not wish to supply ipttfSonai'adtlresi, please provide tho Departme,*with an email address which can be made available to the public. To determine If you are a licensee under CINVter 4SS,. F.S., please click bere_. Product Approval Accepts: N® Cre it1: AVEI https://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOS Cei... 7/20/2015 BMP INTERNATIONAL, I MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP 75LB MIN. WEIGHT, MECHANICAL UNIT PER SEPARATE J CERTIFICAi ION, TYP. CENTER OF GRAVITY ASSUMED TO ACT AT THE GEOMETRIC CENT"EER OF THE F. i MECHANICAL UNIT. C' tCENT'ER OFt ' MECHANICAL UNIT MUST B,. u RAUT I"Y. ... SEE. DESIGN t SCHEDULE FOR w SQUARE OR RECTANGULAR, = MAXIMUM SURFACE AREA AND DESIGN NO IRREGULAR SHAVES. PRESSURE, TYP. 40Ew STEEL TIE -DOWN CLIPS. y, SEE DETAIL. 113 & 213 OR CUP INFORMATION; r C 3' 3' MAX. TYF, MOST STRUCTURE DESIGN' BY OTHERS SEE 13E57 ALLOWABLESCHEDULES J'MAXTy MECHANICAL UNIT rfp, 4 ISOMETRICTI.E-DOWN TT7TiOPCLiPAMDNUTA Raac S 1' -I •C' )SOMF'IRIC +- PER CORNER1CPONNECTION WILL VARY PER TYPES CI-C4 ON 5HEET 2 TIE -DOWN CLIP DIRECTIVE EXAMPLE THE FOLLOIVING'EXAMPLE IlLUSTRATES'THE PROCF.OIIRF. USED TU DET'E'RMt E THE MAXIMUM ALLOWABLE ROOF -TOE INSTALLATION HEICrIT, 11, F00. ANY GIVEN REST RIC?TONS AND DESIGN CRTT5UA LISTED HEREIN. SHEETS 4-S FOR DESIGN SCHEDULES.) MECHANICAL. UNIT T: A, CONFURHS TO THE Di.MEN570N MECHANICAL UNIT CRITERIA: CONSIDER THE INSTALLATION OF (1) MECHANICAL UNIT WITH THE FOLLOWING C:TITT'EWA'- VWt=170 MPH, EYPOSURE W 49" TAIL, x 4W DEEP x 484 WIDE, 100 US (WEIGHT AS VERIFIED BY OTHERS) NSTAI LED TO 3000 PSI MIN CONCRETE WITH (1.)-7.' CLIP AT EACH CORNER OF UNIT (TOTAL OF (4) CLIPS) PROCEDURE STEP - RESULT 1 DETERMINE T?!)"-CONNENION "TYPE BASED ON THE DIAGRAMS ON SHEET Z CON ECTION TYPE' 3- THIS INSTALLATION [5 INTENDED FOR A V.KI 170 MPH, EXPCSURc'B'. TH15 DESIGN 2 DRERMINE WHICH DESIGN SCHEDULE TABLE TO USE. CRITERIA. CORRESPONDS TO TABLE 5 ITEEI - 4MISDETERMINELARGESTFACEAREAOFMMECHANICALUNITTO0EINSTALLED iH15 UNIT HEIGHT OF 48• ISEQUAL TO THE MAXIMUM ALLOWABLE- ItEiG11T OF 48•. U NOTE TMIS PRODUCT APPROVAL ALLOWS THE UNIT TO DE INSTALLED ON TOP 4 CHECK MAXIMUM UNITHE'IGY.I" RESTRICTION Of AN A/C STAND THAT IS A MAXIMUM 30" TALL IF AN A/C STAND IS UTILIZED, CHECK TO SEE THAT THE STAND DOES NOT EXCEED 30' IN HEIGHT 5 IN CHECK MUM D 1' _wfal _ CT WITI 7ER'T/WF MI M11M)WOWACIZ PIA` THIS UNIT MAY BE TSTALI.F.D AT ROOF HEIGHTS LESS THAN OR EQUAL'1'0 15 FT. ADDITIONALLY, THIS UNIT MAY BE INSTALLED ON ROOFTOP HEIGHTS GREATER ti DETERMINE THE ALLOWABLE ROOF'i OPHEIGHT OF THE INSTALLIION THAN 6OFT AND LESS THAN 100 FT. SEE (') ON TABLE 5 FOR THE NUMERICAL VAI- UE SOF THIS DESIGN EXAMPLE tp. M. 0" qcmMOUNTED APPLICATIONS DESIGN NOTES;,* I I THIS PRODUCT HAS BEEN DESIGNED IN ACCORDANCE. WITH ASCE 7.10 AND THE FLO t BUILDING CODE FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE Ex._ INDICATED. IN THE ACCOMPANYING DESIGN SCMEOULTS:,THE.DESIGN CRITERIA USED ALL mmii OEiIGN VAnt Vfac, /Nic r THE HEIGHTS LISTED IN THE DESIGN SCHEDULES REPRESENT THE ALLOWABLE HEIWWT & THE BUILDING. THIS PRODUCT APPROVAL ALLOWS FOR EACH UNIT TO B INSTALLED ON A MAXIMUM 30"'TALL ArC. STAND (CERTIPICATION BY OTHERS) ON I'OP OF THE HEIGHTS LISTED IN THE: DESIGN SCH EDUI FS,. GENERAL NOTES: 1. THIS PRODUCT HAS BEEN DESIGNED AND .SHALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE & ASCE 7-1.0. THIS PRODUCT MAY G f0:2 _yl w 9 3 w G E3- n€ BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE, 2. NO 33-V3% INCREASE IN ALA OWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. u 3. DESIGN 15 BASED, ON CALF',T'ROVIDED PRODl1C7'AND PIE SIJEETS FROM TEST z REPORTS,! I" = 70 lTY iF.SttNG EVALUATION LAF)fJRAIURIES, INC.. NO SURSTINTIONS T WRITTERAPPROVAL BY THIS ENGINEER SHALL BE FH U PERMITTED:' q. MAXIMUM & MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHAD. ALL MECHANICAL SPECIFICATIONS J z O CONFORMTOSPECIFICATIONSSTATEDHEREIN. CLEAR SPACE, TCNNAGF, ETC.) SHALL BE AS PER MANUFACTURER RECOMMENDATIONS Z o m 2 ANDARETHEEXPRESSRESPONSIBILITYOFTHECONTRACTOR. O ti 5. FASTENERS TO BE *12 X " OR GREATER SAE GRADE .5 UNLESS NOTED OTHERWISE. TAPCON S REFERRED TO HEREIN SHALL BE ITW BUILDER BRAND, CARBON STEEL. ONLY, FOR ANCHOR W m INSTALLEDTO3000PSIMINCONCRETESEEANCHORSCHEDULEQREQUIRE61EN TS, AllFASTENERS SHALL. HAVE APPROPRIATE CORROSION PROTECTION z 15TO PREVENT ELECTROLYSIS, 6. ALL STEEL CLIPS SHALL BE AS rM A283 STEEL (GRADE.. D) WITH 33 KSI OR BETTER N ALL STEEL MEMBERS SHALL BE PROSPECTED AGAINST CORROSION WITH AN APPROVED J,J „ T C COAT OF PAINT, ENAMEL OR OTHER APPROVED PROTECTION; G9D-RATED COATING f— U REQUIRED FOR ALL COASTAL INSTALLATIONS. 7: ALL CONCRETE SPECIFIED HEREIN 15 NOT PART OF THIS CERTIFICATION. AS A MINIMUM, ALL CONCRETE. SHALL BE STRUCTURAL C.JNCKM 4" MIN, THICK AND SHALL HAVE E1 MINIMUM COMPRESSIVESTRENGTHOF3000PSI, UNLESS NOTED OTHERWISE. B. THE CONTRACTOR IS RE SPON518LE TO INSULATE ALL MEMBERS FROM DISSIMILAR MATERIALS TO PREVENT ELECTROLYSIS. 9. ELECTRICAL GROUND, WMHt NEQTJIRED, TD-b! DESIGNED A INSTALLED HOMERS: 10, THE ADEQUACY OF AHIY EXISTING STRU4'itRtE TD WIIHTSTAND SURERIMFOSfC LQADS SHALL. BE VERIFIED: BY:T:'HE OHHSITB DESIGN. PRMSSIONA -AND ISNOT INCLUDED IN THIS CERTIFICATIOWEXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL OR AFFIRMATIONS ARE INTENDED. CERTIFICATIONS IT. 'IMF SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECTFIC SITE. FOR SITE CONDITIONS DIFF'EAEN'T FROM THE CONDITIONS DETAILED SHALL PREPARE SITE HEREIN, ALICENSEDENGINEERORREGISTEREDARCHITECTSPECIFICDOCUMENTS FOR USE IN COFUUNCIION WITH THTS DOCAIMENT. 12, WATER- TTGHTNESS OF EXISTING HOST SUBSTRATE SMALL BE THE FULL RESPONSIBILITY OF THE. INSTALLING CONTRACTOR. CONTRACTOR SHALL ENSURE.. THAT ANY REMOVEC H OR ALTERED WATERPROOFING MEMBRANE 15 RESTORED AFTER FABRICATION AND f" N OFSTRUM -RE PROPOSED HEREIN. THIS ENGINEER SH LNSTAI IATIOALLNOTBERESPONSIBLE FOP,ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS WAI ER -TIGHTNESS SHALL BE THE FULL RESPONSIBILITY OF THE INSTALLING R,IF g CONTRACTOR. 13. FORAN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPANY THE VUIt WIND SPEEDS USED IN THIS APPROVAL, SEE SECTION 26 7.3 OF ASCE 740.y f 15-2378 31 N !y, r. ANCHOR SCHEDULE: 1" CLIPS 2" CLIPS Z Z. OO WWy a ' e 3' MAX t ` 333 .1' CUPS TYP, 't' CLIPS _ MA 7YP. X . 11XS1, N, 3MAX ,1i Jlfi SUBSTRATE DESCRIPTION 1)-5116.0 CARBON STEEL ITA BUILDER TAPCON, CONCRETE: 2Ye FULL EMBED TO 4" THICK MIN, CONCRETE, 3i5' MIN. 3000 PSI MIN.) EDGE DISTANCE—'"'',- MIN.. SPACING 110 ANY ADJACENT ANCHOR LI)-'' 14 SAE GRADE 5 ALUMINUM SHEET METAL GCHEtV TO 0.125 MIN. A UMIIYUM, PROVIDE (5) THICK, 6061-T6 PITCHES MtN- PAST MIN, ALUMINUM) THREAD PLANE STEEL.: 1)-t 14 SAE GRADE 5 0.125" MIN„ SHEET METAL. SCREW TO THICK, 33 KSI STEEL, PROVIDE (5) MIN, STEEL) PITCHES MIN, PAST THREAD PLANE StlesTRATE oeSCRlrtswt+S `A' Uy-: * .w 16'tl CARBON TW BINDEX TAP.COtiy CONCRETE 2y" FULL EMBED'I 4' THICK MIN 3000 PSI MIN) COQT(RETE. }j•;T1(N EDGI DISTANCE, 7ri' MIN; SPACING TO ANY AD-ACENT ANCHOR, 7 4U is = SQaU i Z q'. '¢ ALUMINUM: 0.125" MIN. 14 SAE GRADE 52)-*MESHEETMETAL SCREWS TO ALUMINUM, PROVIDE. (5) O y W W u 3.("y n o THKK, 6U61=T6 PITCHES MIN. PAST tEC MIN, AIAJNIY.UM) THREAD PLANE Wee off I1iEEL: 2)-914 SAE GRADE 5 0. 125' MIN, SHEET METAL SCREWS TO THICK, 33 KSI STEEL, PROVIDE (5) n MIN,. STEEL) PITCHES MIN, PAST THREAD PLANE a. 1. EMBEDMENT AND EDGE DISTANCE EXCLUDES FINISHES, IF APPLICABLEJ Z 2, ENSURE MINIMUM EDGE DISTANCE AS NOTED IN ANCHOR SCHEDULE, 3, SEE DETAILS ON SHEET 3 FOR ANCHORS ATTACHING TO MECHANICAL UNIT. z O 1 CONNECTION TYPE C1 CONNECTION TYPE C2 p Z e t 1" CLIP - UTILIZE (1) AT EACH CORNER FOR A TOTAL OF (4) PER UNIT 1' CLIP -UTILIZE (2) AT EACH CORNER FOR A TOTAL OF (8) PER (1NIT h N y 2 uJ L' N1T 4YICTH F- n = yry 6„ MAX 6' MAX Z v i i1c CLO 3 IP Omer z PAIR SPACING.. CUP OFFSET _ d o w us G 31, TYP MECHANICAL v, S3'--{- Culp-CLIP UNtT PER SPACING SEPARATE 0 CERTIFICATION SIT ,,';• , j r r4A1(. CUPS g'. ( ' TT'.P. : -11 CLIPS j• N,AX' UTILIZE (4) CLIPS EA SIDE i TYD _ v T•P, - OF UNIT FOR A TOTAL OF ) 8) PER UNIT 7 rwui:,\ - 3" MAX IYP.\lT' / MAX TYP. tl01NR¢ a P14 15-2378 c3 CONNECTION TYPE C3 s ALTERNATE 8 CLIP DETAIL CONNECTION TYPEC4(8) CLIP PwEaaRn: N.T. S- PLAN VIEW x C ! L Y •.((TIU2E (i) AT EAd1 OORHE3,1'POA A,7DTAL OF .(;i]„Pi t OIT ' UTI6t2E (2) Al' EAuCf4 ODWJER POR;A TOTAL.OF j6].PER'UNIT 3 .. THIS DETAIL MAY BE USED AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNECTION TYPES THAT LITILIZE (2) CLIPS AT EACH CORNER FOR A TOTAL OF (8) CLIPS PER S UNIT. S 0.068" TMJCK ASTM A283 STEEL, TYP. 3)-912 SAE GRADE 5 L SHEET METAL SCREWS FOR CLIPS UP TO 5" LONG. UTILIZE (5)-#12 n SHEET METAL SCREWS FOR CUPS LONGEA^ — THAN 5", TYP, i FOR ANY CLIP LONGER THAN 10" UTILIZE (5)-912 SAE. GRADES SHEET METAL SCREWS, TYP. f` u no O old wo Z 7 Q YQ I Y"0 HOLE, WITH. O ANCHOR FROM 1' CLIP ANCHOR SCHEDULE, TYP.- OTHER DIMENSIONS SIMILAR) i 1" CLIP ISOMETRIC DETAIL 3 N;T,S: - ISOMETRIC 0.125' 0,072' OR 0.113"THIC.K 4i rt AS FM A283 IP{JSTEEL, TYP... .. 011mil s ro 3)-412 SAE GRADE 5 SHEET METAL SCREWS FOR CUPS 4" LUNG. UTILIZE (4)-#12 SHEE7 METAL SCREWS FOR CLIPS LONGER TNAN 4", TYP: i4"0 HOLES, NOT 10 BE USED FOR ANCHORS, TYP. TOY OSO' FACTORY -MILLED V'O HDLES; - UTIUZE (1) OR (2) ANCHORS'"'* FROM 2" CLIP ANCHOR - SCHEDULE, TYP. 0.50' z 2" CLIP ISOMETRIC DETAIL 3 N.T.S. -- ISOMETRIC MECHANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SHALL BE 6063-T6 MIN. ALUMINUM SHEET WITH Fty=30 KSI, 0.125' MIN. THICKNESS, STEEL HOUSING UNITS SMALL BE ASTM A653 Fy=331<SI MIN. STEEL, GRADE 33, 22GA MIN, (t=0.0299"). 0.068" THTCK:ASTM 4283 STEEL CUP, IYP. BASE OF UNIT SMALL- BE PLUSH WITH BASE OF CLIP, NO SPACE PERMITTED, TYP 3)-Si2 SAE GRADE 5 SHEET METAL SCREWS FOR CLIPS UP TO S" LONG, UTILIZE (5)-#12 SHEET METAL SCREWS FOR CLIPS LONGER THAN S", PROVIDES) PITCHES MIN. PAST THREAD PANE FOR EACH SMS, TYP. ANCHOR PER ANCHOR. SCHEDULE y / SUBSTRATE PER ANCHOR SCHEDULE VARIES) 1" TIE -DOWN CLIP 3 ANCHOR DETAIL 3 - 3• = 1•.0• - DETAIL CLIP IS DESIGNED FOR FULL CONTACT WI'I'H'THE BASE OF EACH MECHANICAt. UNIT, TYP. MFCHANT CAL. UNIT BY OTHERS, ALUMINUM HOUSING UNITS SHALL BE 6063-T6 MIN, ALUMINUM SHEET WI-,H Fty>a30 KS1. 0.12S"i''''''T (3)-#12 SAE GRADE 5 SHEET MIN.'THICX.NE55, STEEL HOUSING UNITS \ METAL SCREWS FOR CUPS 4" SHALL BE ASTM A653 Fy=33KSI MIN 1 LONG. UTTU2f (4)-#12 SHEET STEEL, GRADE 33, 22GA MIN, (t 0.0299) MF'I'AL SCREWS FOR CLIPS LONGFR THAN 4". PROVIDE (5) lff PITCHES MIN. PAST THREAD PANE 0,072" OR 0 JA3 . / / , % FOR EACH SMS, TYP, THICK ASTM A263 STEEL CLIP TYP ( L) OR (2)ANCHORS BASE OF UNIT SHALL PER ANCHOR BE FLUSH WITH BASE (.; -/S/ SCHEDULE OF CUP, NO SPACE < PERMITTED, TYP f t F SUBSTRATE PER ANCHOR j , SUIEpULEVARIES) 2" TIE -DOWN CLIP 4 ANCHOR DETAIL DETAIL CLIP IS DESIGNED FOR FULL CONTACT WITHIACHMEACALUNIT, TYP; e D\ N z a J a Q v O z DomJn, O Z LL ^ u' Do Lu H z ~ O d W 6 co TABLE 1: Vult=175 MPH, EXPOSURE C TABLE 2 : Vult=175 MPH, EXPOSURE D ar: fH A RISK CATEGORY It STRUCTURE. IN THE HIGH VELOCITY HURRICANE ZONE-) FOR USE WITH A RISK CATEGORYit STRUCTURE IN'THEM131 VELOCITY IJUf.RICANE ZONE') (FOR USE WY2' ALLOWABLEROOF_ TOPHEIGHT(H) I TF.-DOWN CONFIGURATION TYPE M. AJ[IMUM SURFACE AREA OF UNIT I UNIT' C C2 01 CA UNIT' S LARGEST HEIGHT WIDTH FACE 6 FT' ' 24 MAX 12 MIN -t ftfA r AtGRAOE ATGRAOE H s 700 FT 32 MAX 15 MIN t_ "/A Al<GRW1F. 5 ATGRADEH60FTW. AT GRAOCNS200TT xATH<30FT Nt200FT GRADE NS<0 FT ATGRAD HS200 FT y FT+ 48"MAX 24 MIN r N/A AT GRADE AT GRADE-14SIGOFT , 12 FT+ It N/A AT GRADE ATGRADE .I I 1 10 FT q/A A7GRAOE i- N%AATGRADE70 FT N/A AT GMtIE 3 NfA AT GRADE 48 MIN I 60" MAXN/A NIA NIA AI GRADE I...........,... THI5 TABLE IS PERMISSIBLE TO BE USED WITHIN I HE HVHZ W H.CH CONTAINS BRO WARD AND MiAMI-DADE COUNTIES, CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE WITH A flISK CATEGORY 11 STRUCTURE-1 E MA% IMUM SURFACEAREAOF. UNIT UNIT J C' 2 C3 C4 i U"JiT' stmdur L'1 HEIGHT WID; i FACE 6F" 247- MAX t2-MIN _N/A A7GWK ATGR:IDE i HfINIFT l S1FT 32' M- QS MItJ N/A I AT GRAOf NIA H530 fT 4FT' AT GRADE H5200 T ATGRADE H5200 iT IIs35fi ATGMDe NS20OFT 9 FT, 481,MAY, 24"MIN NIA I AT GRADE ATGRADE I HSJTD FT i 17 t1+ N/A- AT GRAD N A At GRADE, N/A ATGRADE H/AY AT GRADE . 20 FT' N/ A. AT GRADE N%A AT CRADf N/A.. AT CM[,`E 3o FT+ CCD" MAX ag MIN N/A N/A- - WA A7GRADE '( N%A; N/ A__ A ATGRAD£ I THIS TABLE 15 PERMIS5IBLE TO BE USED WITHIN THE HVHZ WHICH CONTAINS BKOWARD AND MIAMI-DADE COUNTIES, CHECK WITH LOCAL AM HORl'1'Y HAVING RAUSUIC] ION FOR THE APPLICABILITY OF THIS TABLE W ITFIIN CERTAIN FLORIDA COUNTIES. TABLE 4 : Vult= 170 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE.') I E ALLL` WABLE ROOFTOP HEIGHT (H) AIE-DOWLE CONFIGURATION TIE -DOWN CONFIGURATION' IYPEMAXIMUM TIE -DOWN CONFIGURATION TYPE 1 MAXMUM 1 1 ( SURFACE AREA Of UNIT UNIT C3 C4 SURFACE AREA OF UNIT UNIT Cl I C2 C3 C4 € UNITS LARGEST HEIGHT WIDTH Cl. C2 UNI SLARGEST HEIGHT WIDTH I FACE FACE ATGRAD `s .-...}-- AT GRADE N/ A H 5 7 6 FT- 24" MAX '12" MIN i W FT 6 FT' )4 MAX 12 MIN N/A H52W FT MS/IIU FT i Y60 FT <H 580 FT •H52C4 FT G0. 1 H 5160 f ATG DC oFTz . 32 A• 1P%% ij MIN N/4 4i<1 FT AT CRADE Hs2W FT SIFT'' 32"MAX; IS" MIN NIA FT. 5200 . ^NIA __ ^^ HS2UO FT 6oFT<H<200Fr _ _..- ---.___ 4.RTz v AT GRADE - - T 60 FI ATGRADF H52W FT H5200 FT H520J f1 I 4FT' ^T Iis2W FT _ H52W FT H5200 FT j60FT<H6200FT EO FT N510 6 FT= I AT GRADE I H 2Cq FT NiAD fT 6t1+ t PJ/A H 2W FT j" HSLCU F' i' G i H S 200 PT j T c 1 5 L00 FT 4 I J60FT H 2O0FT H; IS Ff 9 FT' 8 MAX 24 MIN N/A AT GRADE H 5 200 FT 9 FT+ . 4B' MAX ; 24"MIN N/R I H<2LL0 FT : WF eNSsO FT. Hi20RFT I .. 69 FteN3200 Ff. 4" ., N , IATGRAOE . AT GRAVEH T12FT' N/ A M 1206 ,Fi i 12 PT° .. s N f l N/A a60FT<H;2W FT N P. 16 FT" ' NIA AT GRADE N/A H 5 200 FT 16 FT+ N/A T NJA NIA - H 54U F1' I - BOF'T'< H< 200FT 20 FT' NIA_.. AT GRADE T N/A' PI 5 200 Ft I 20 FT° ' N!A A; GRACE n_... N/A W FT 60 A<GD N p N/ A N/A H 5 30 2 25 / T 25 FT° ;60 FT aM 5100 FT _ .. .. 0' MAX 48 MIN " b0" MAX 48" MIN I,. . _. .._ ..,.. ._ _.. 30 fT N, H SW FT N:'A J4/ A N A T GRADE 6 " 60 FT< AT GRADE. GRADE 60 FT s Hs 160 FT + +A N/A' , tJ 1R , I :NfA N/ A .. .. Nin.. 60 FT < 36 F7 N/ A ._ NIA N/A AIGRADE i I NIA N/ A N/A ATIM"IE THIS TABLE IS PERMISSIBLE TO BE USEDWITHIN PALM BEACH COUNTY, CHECK AS AN EXAMPLE., WITH LOCALASANEXAMPLE, THIS TABLE 15 PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FUR THE APPLICABILITY OF THIS'1'ABLE W I MIN CERTAIN FLORIDA COUNTIES. AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WI THIN CERTAIN FLORIDA COUNTIES, 1 TABLE S : Veit=140 MPH, EXPOSURE B FOR USE WITH A RISK CATEGORY It STRUCTURE') ALlOWA8LE RODF4 M 19IGMMI. . ni•pOwn ca9r(cuRaTlaffrro-E MA%IMUM SURFACE AREA OF - UNIT UNIT Cl CZ C3 C4 UNIT'S LARGEST HEIGHT WIDTH i FACE 6FT' 24'MAX 12"MIN -' H515 FT 60 FT H 5120 FT H5200FT I H5200FT H5200 FT 9F' 32'MAK 1.51,MIN # ATGRADE i HS200 FF H5200 F'T H5200 FI' FT H5200 FT FT H!; 200 FT4FT' H5200 H5200 H5200H540FT H5200 FT H5200 FT» FT6FT' 60 FT <H 5200 FTa ATGRADE 24' MIN ` i 60 FT<H 580 FT, H 5 200 FT H 5 200 FT 5 200 FT9FT ?48" MAX. s 12 FT' t I AT GRADE H5200 FT H 540 FT 60 FT 5200 FT H5200 FT 16 FT' N/A i H 5 200 FT H 515 FT FT<H 5100 FT H <_ 200 FT 6o 20 FT' N/A H S 200 FT 60 FT < H 5180 FT H 5 200 FT N/A ( 60 H540fT ATGRADE H5200 FT25FTFT<H 5200 FT 60 FT H. S80 FT 60"MAX 48' MIN . _ ._ 30 FT' N/A ' HS15 FT 0.T GRADE H5200 FT 60 FT< H S 160 FT 36 FT' N/A AT GRACE ATGRADE H520D FT 60 FT<H S80 FT; TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE-) BL,- ERCgf-TOP H.....__EIGHG.H"T_.... ALLOWA..BL(H), ric.nn,uN n .,,DGTnN TIDG SURFACE AREA OF UNIT UNIT Cl C2 C3 f4sUNIT'S LARGEST HEIGHT WIDTH. FACE 6FT' 24" MAX 12" MIN I AT GRADE H 5 200 FT H < 200 FT H 5 200 IN (' 9 FT' 32"MAX 15'MIN N/A H5200 FT H 515 FT H5200 FT I 60 FT<H S200 FT 4 FT' t H 5 200 FT H 5 200 FT H 5 200 FT H s 200 FT 6FT ATGRADE. H5200 FT H5200 FT H5200 FTt60FTcH518I, FTI H5200FT H5 60 FT <H 552002.iT H:; 200 FT i9FP48"MAX 24"MIN ? ATGRADE t 12 FT' N/A H 5 200 FT ATGRADE fi0 FT < H i 14DFT H 5 200 FT i H 515 FT -~_ Al GRADE H 5 200 FT FT' - N/A 166OFT<H5200. F7 I N/A H 530 FT AT GRADE H 5 2DO FT 20FT' 60FT<H52DOFT i 2S FT' N/A ATGRADE 60 FT <.H S140 FT IAl GRADE H c 200 FT 60" MAX 48"MIN . 30 FT' N/A AT GRADE NAA: H 5 20D FT 36 FT' N/A ..... AT l.. N/ A_. ji l li 5 30 FT 60FT < H 5 200 FT' TABLE 7 : Vult=140 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE-) ALLOWABL$ROOF- TOP HEIGHT' (H) TIE -DOWN CONFIGURATION TYPE MAXIMUM SURFACEAREAOF UNFF UNITS Cl C2 C3 C4 UNIT'S LARGEST IHEK+7 WIDTH FACE 6FT' Y24" MAX 12" MIN .....,. N/A H5200 FT HS30 FT I 60FT < H _ 200 FT l Hi2DOFT. - 9 FT' 32" MAX 15' MIN N/A H 5 200 FT F! f H 5 20D FT 60 FT < H 5140 T 4 FT' H 540 FT H 5 200 FT H 5 200 FT H 5 200 FT I bO FT< H 5200 F7 6FT' 1E 60 FT < HH s5 300FT H<_200 FT H5200 FT Hs 200 FT 9 FT' 48" MAX 24" MIN N/A H $ 200 FT H 515 FT FT< H S 20012 H 5 20D FT FT' N/A H 140 FT 60 FT<H5200 FT AT GRADE FT<H 5B0 FT t.._,,........... 1. H 5200 f7 26fi* N/A AT GRADE 60FT <H5200Ft N/A HS 200 FT 20f7': i M/A AT GRADE60 FT < H 5 200 FTATGRADEItH5200FTATGRADE25FT' N/A 60 FT < H 5 80 FT NIA t H 5 ZGO FT 60" MAX 48"MIN.._.__. .... NS40 FT 30 FT' N/A N/ A N/A; 60 FT < H 5 200 FT . AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE USED WITHIN I N/A ry/A t AT GRADE FT H <_ 200 FT; BREVARD COUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION 36 Fr N/A fOR'THE APPLICABILITY OF I HIS] ABLE WITHIN CERTAIN FLORIDA COUNTIES. 60 I. 15-2378 11 oa WOD'dX3DN3'MMM bb0-bS£-bS6 :Xv3 0990-bS£-6S6 ;3NOHd Ztbt,££ -lj 'HJN39 0-13I3U33(1 90T# 3nN3Ay N1ZT MS 09T lonpwd s!41 to u6!sap a41 ul pasn uaaq se4 ssails slgeMolle ul aseaioul %8£ ON speeds pu!m uo!lellelsu! snopeA Jo} s146!a4 do}-looj elgeMolle wnw!xeiN 'L salejlsgnS snouen 101 f4!oedeo jo4ouy '9 bu!oedS jogouy pue uo!lein6!luoo dllo 5 611t11i/ ! p003d # R eaiy aoa:pnS 1!un algemollb' wnw!xelN luead 1g5i9AA !un wnwlul" £ l46!9H 1!u f1 algeMolly wnw!xe!N Z i 41p!M 1!ufi algennopy wnw!u!ryl ' 4 elaaluo u6!sop 6ulMollol a41) l!lenb of s!sAleue leuolleJ Jojpue anlleJedwoo uo poseq lonpoad a41 alenIena 4o!4M pajedaid uaaq ane4 suo!lelnoleo 6u!aaau!6ua leinlonjlS SeQed saga . ua pasilH SNouv inn ivo O . IN33NIJN3 wa)i3 1211S oul Aq 948£OZ40 ljl#pie yl8£i)L640"ldl# (s):podai }sal jad spiepuels epa000e u! palsol uaaq seq aouewjopad leinlonils 6u!peol }sal alewgln SIHOd3M 1S31 • podeZj uollenleA3 si4l jo }red lei6alui us si g.d 'opiLuuag .l uejd Aq paleas g pau6is 'ssajdx3 6uuaeu!6u3 Aq paaedaid 'g-4 slaags '„suo!leo!Iddy palunoNl dol-looH pue apeaE)-ly :d!IO uMo(-a! j loeiS }!un leoluewan, pall!} sm-94# 6ulMeip eld S1N3wn000 Wo-OFTIM iLonuoHd • ejeQ fiuijegue;sgnS suo±s!AaJ Jo suogeog!pow apoO 6u!pl!ng epllold lueu!lied 6u!nnollol pa.nnbei aq llegs lonpold s!4110 uo!lenlena-ab -apoO a4; Aq pai!nbei 1e4101 lualeA!nba;seal le 'papualui asodmd a41 aol 'sl pue (7IOZ) uoll!p3 411!d apoO bu!pl!ng ep!jol_q aql. 4l!M soue!ldwod Moos of ulaja4 pezuewwns se palenlena JoIpue palsol uaaq se4 anoge palou lonpoad a41 (p) 4 po4laW jed eoueldewe ap!malels aol ',O'b''d 1900'£-OZJ 49 aalde4O alnd (uo!ss!wwoo 6u!pl!ng eppo13) snel;y Al!unwwoo to luaw:pedaa epuol9 a4} to sluawannbai a4141!m aouepj000e u! panss! 6u!aq si liodaU uo!lenleA3 lonpoad VU uo;enlen3 jo adooS apejo ao loolj le sl!un leo!uegoen 41!M ash aod) walsAS d!lo uMoa-a!1 leals uo!ld!aosap lonpoad slapon ,,Z pUe „4 'sd!lO uMoa-a!1 lealS paA016 :aweN lonpoad t,4Leo ld '6angsaalad 'IS 4PON 199JIS 419Z 04L17 :ssaappy aaanloelnueVI leuo!}eulalul dne :aajnloelnuejN lonpoad SZCZ-94 :aagwnN loafoad 81d 2t-4'6£ZV4#ld :aagwnN uolleo!lddy 940Z 'j74 lady UlOd3jJ NOI.LVn—YVA3 1onaoidcl 1zi3dX3 ®SS3bJcJX3 JNM33NIEJ' N3 1ZIOd3a Noi-Lvn-IVA3 .LonaOZId JNIN33NIEM3 r® SS3HdX3 ENGINEERING E'hF=,'ESte' 4/ 14/2015 BMP International — Steel Tie Down Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (i,e.,, engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ). 160 SW 12TH AVENUE # 106 DEEPFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 W W W.ENGEXP.COM CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S b200 Job Address: fi)D ITr(4-) { j) Historic District: Yes No D Parcel ID—)C—,.1( ICDV Residential Q Commercial Type of Work: New IJ jaddition A((lteration Repair Demo Change of Use El Move Description of Rork: I - f I Y f 1rv, CAM Plan Revie-w Contact Person: Title: Phone: Fax: Email: Property Owner Information Name. i? Phone: Street: - Resident of property? City, State Zip: M)44Gind , - )-is] Contractor Information Name l ` _ , Phone: 2 __?q C6 ( I Street; t iu Fax: City, State Zip: i 1 State License l To.: f (, W 74 Architect/ Engineer Information Name: Phone: Street: Fax: City, St, Zip: Bonding Company: Address: E- mail: 1\ 1ortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCE1'IENT 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 certifv 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 inscribedwith the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 3,0, 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 Lieu 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 pernrit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all Nvork Nvill be done in compliance with all applicable laws regulating construction agd goi ng. Signature of ONvner/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 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: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERINTG: COD4AIENTS: UTILITIES: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application SIUBDIVISION-- 1 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: % 3 3 t 3 Documented Construction Value: (O'o)- y _7 i'ltx Job Address: `l PC) {'. c) C-A- C-lam` ,._ I Gl ir\ Historic District: Yes No Parcel IDResidentialz Commercial Type of Work: New Addition Alteration Repair Demo Change of tlse Move Description of NA"orlc: RESIDENTIAL PLUMBING Plan Review Contact Person: Phone: Far: Name Street: City, State Zip: Title: Email; Property Owner Information Phone: Resident of property? : Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2082 Street 6810 MABLETON PARKWAY SUITE 1000 City, State Zip: MABLETON, GA 30126 Name Street: Citv, St, Zip: Bouding Company: Address: Fax: ( 770) 941-9522 State License No,: CFC1426562 Architect/ Engineer Information Phone: Fax: E- mail: Mortgage Leader: Address: NVARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMNIENCEMENT MAY RESUTA' 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 YOtJ INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtaina 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 he performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105. 3 Shall be inscribed with the date of application and the code in effect as of that date,: 5111 Edition (2014) Florida Building Code Reprised: June 30, 2015 Permit Application IL7:1 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 will notify the owvner of the property of the requirements of Florida [.tell 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 aplan revie\-v charge and will be considered the estimated construction value ofthe 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 execltted contract exceed the -actual -construction value, credit will be applied to your permit fees when the permit'is issued. O\A'NER'S AFFIDAVIT: I certify thatallof the foregoing information is accurate and that all work will be done in compliance with all applicable" laws regulating construrfiAk and zo signature ofQwnerlAgent Date Signature ofContractortAgent D• e Print Owner/Agent's Name Print Signature of Notary -State orPlorida Date Owner/ Agent is Personally known to Me or Produced lit Type of ID EXP— : ( IRES Dates GEORGIA JUNE 8, 2020 Contractor/ Agent is Personally Known to Produced I'D Type of lD BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanicat Plurnbit g Gas Roof Construction Type: Total Sq Ft of Bldg: New Construction: Electric - # of Amp Occupancy Use: Min, Occupancy Load: Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Flood Zone: of Stories: Plunbiug - # of Fixtures. Fire Alai -in Permit: Yes' No WASTE WATER BUILDING: Revised: Attie 30, 2015 Permit Application UNIVERSAL UES Project No: 0110.1401008.0000 Workorder No: 9358547-3 t ENGINEERING SCIENCES Report Date: 2/22/2018 Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Construction Materials Testing • Threshold Inspection Building Inspection • Plan Review • Building Code Administration 3532 Maggie Blvd, Orlando, 32811 • P: 407.423.0504 • F: 407.423.3106 11-2— 3 1 In -Place Density Test Report Client: — ; UES ,Technician: Carmelo Cuadrado Pa 2600 Lake Lucien Drive Suite 350 Maitland, FL 32751 , j `. `, Date Tested: 02/22/2018 Project: Thornbrooke 40s & 50s, SF House -Lots Area Tested: Lot 157 ( 480 Rose Red Lane) Type of Test: Material: Native Field: ASTM D-2937 Drive Cylinder Method Reference Datum: 0 = Bottom of Footing Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range Maximum Density pcf) ptimum Moisture Field Dry Density pcf) Field Moisture Soil Compaction Native Depth inch) Pass or Fail 11 South Footer 0-1 ft 105.4 11.8 102.6 9.3 97 N/A Pas: 12 West Footer 1-2 ft 105.4 11.8 103.2 8.9 98 N/A Pas: 13 North Footer 1-2 ft 105.4 11.8 101.4 9.5 96 N/A Pas: 14 Northeast corner of Pad(TOF) 1-2 ft 105.4 11.8 102.5 10.3 97 N/A Pas: 15 Southwest corner of Pad(TOF) 2-3 ft 105.4 11.8 102.8 10.1 98 N/A Pas: Remarks: (TOF)=Top of Fill TA —41—*;nn to #h. o..tirn —4 .. h— n .e..,..i.. — —ti.. W-4 .....,s;.r—Gl n...nn.n, DESCRIPTION AS FURNISHED: Lot 157, THORNBROOKE PHASE 4, as recorded in Plat Book 81,Pages 7_0 trlru 71, PUblic Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. 12- 30' UNNAMED ROAD P.B. 1, PAGE 114) S 00°12'21„ E 40.00' 10' LANDSPLEO, T WALL FENEESMT. ti 19.28' 7' 19.29'/ e 0- olio of 5.00• 8" RECESS FOR POCKET SLIDER IV FORMBOARD FOUNDATION TOP OF FORMS =24.70' LOT 156 o LOT.158C3j 0, Co to 00 5.0' 5.00' o cri l 5.00' 21.3' 25.20' 25.20' 10, UTIL 112.64' ESMT. D0 o---— ----- PC) (B.B.) S 00010'44 " E ' 40:00' 0 p0 ON LOT AREA CALCULATIONS: Gti lG.O 1C LOT 4.779 SQ.FL Qn C T / Q LIVING = 1,467 SO. FT. RE 0/J 1 -Al--E, GARAGE 136 SQ.rT. ENTRY = 71 SQ.FT. LANAI = 13G SQ.FT. 50 R/W) BREEZEWAY= N/A SQ.FT. DRIVEWAY = 403 SQ.FT. A/C PAD = 18 SQ.FT. WALKWAY = 70 SQ. Fr. IMPERVIOUS= 54.9 p = 2,623 SQ.FT. OFF LOT AREA CALCULATIONS: Q R/W = 400 SOFT. PROPOSED = FINISHED SPOT GRADE- ELEVATION APRON = 95 SQ.FT. PER DRAINAGE PLANS BUILDING SETBACKS: SIDEWALK = 200 SQ.FT. I'- - = PROPOSED DRAINAGE FLOW FRONT = 25' SOD = 105 SO. FT. LOT GRADING TYPE A REAR 15' TOTAL AREAS: PROPOSED INFORMATION; SHOWN AREA = 5,179 SQ.FT. PROPOSED F.F. PER PLANS = 24.7' . SIDE 5.0' BASED ON SUPPLIED PLAN DRIVEWAY = 498 SQ.FT SIDE CORNER 10' AND/OR INSTRUCTIONS PER SIDEWALK = 270 SQ.F7. PROPOSED GRADE PER CONSTRUCTION PLAN + CLIENT NOT FIELD VERIFIED SOD = 2,261 SQ.FT. CRUSEXHEYETR-SCOTT & ASSOC, INC. - LAND SURVEYORS LEGEND - - LEGEND - - PLAT P.O - • POINT ON LINE 5400 E. COLONIAL DR. ORLANOO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 F = FIELD TYP, = TYPICAL NOTES: I.P. = IRON P1PC - PR.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.R. • IRON ROD P,C.G. •POINT OF COMPOUND -CURVATURE. . PROFESSIONAL SURVEYORS AND MAPPERS'W CHAPTER :W-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECT70N 472,027, FLORIDA STATUES C.H. -= CONCRETE MONUMENT RADA _. RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEA4 THIS SURVEY MAP OR COPIES ARE NOT VALID. - ET I.R. 1/2' IR. r/MLB 4596 NR. • NON -RADIAL - J...THIS SURVEY WAS PREPARED FROM 1TILE WFT)RMA770N'. NRNISHED TO THE SURVEYOR -THERE MAY. BE OTHER RE'7RICTIONS REC. RECOVERED WPC • CALCULWITNESATEDPOINT OR EASEMENTS THAT AFFECT TFIIS PROPERTY. P.O.B = POINT OF BEGINNING LALC. •CALCULATED 4. NO UNDERGROUND IMPROVEMENTS HAVE, BEEN LOCATED UNL£SS.OTHERM SFIOWN. P.O.C. POINT OF COMMENCEMENT PRM •PERMANENT REFERENCE MONUMENT - t CENTERLME FF. • FINISHED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR -.THE SOLE BENEFIT, OF THOSE CERTIFIED TO.AND SHOULD NOT BE. RELIED UPON BY AHY OTHER ENTRY. N&D =.NAIL 4 D[SK BS.L. BUILDING SETBACK. LINE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE- USED 'TO RECONSTRUCT BOUNDARY LINES. R/V RIGHT-OF-VAY B.M. BCNCHMARK 7. BEARINGS, ARE, BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE. BEARING (B.B.) ESMT. _ EASEMENT B.B. BASE BEARING. 8. ELEVATIONS, IF SHOWN, ARE BASED ON NATIONAL.. GEODETIC DATUM OF 1929, UNLESS OTHERWISE NOTED, DRAIN. DRAINAGE' ' UTIL =UTILITY 9:- CERTIFICATE OF AUHORIZATION Nn:. 4596. - CL.FC. CHAIN LINK FENCE - - WDFC. WOOD FENCE C/D = CONCRETE BLOCK :SCALE 1" - 20' DRAWN BY: P.C. = POINT OF. CURVATURE - — P T. POINT OF TANGENCY DATE - - ORDER No. PTIONDESC. • DESCRICERTIFIED BY. — --- -- -- R = RADIUS PLOT PLAN 10-09-17 4383-17 L • DARC ELTALENGTHFORMBOARD FOUNDATION/ELEVS. 02-15-18 911-18 CHORD D DEL - C. A. CHORD'. BEARING NORTH, THIS BUILDING/PROPERTY DOES. NOT LIE WITHIN J_. _ 1 THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM" TO GRUSENM ER, R.L.S. 4714 ZONE X" MAP / 121:17C 0055 F. - JAM W, SCOTT,..R.L.S 1 4801- CITY OF SANFORD BUILDING & FIRE PREVENTION PERMM APPLICATION e Application No: 3 Documented Construction Value: $"J.. 0 Job Address: `SO_ ' `u` Historic District: Yes No c ' Parcel ID: _ . _ Residentiato Commercial L Type of Work: Newt Addition Alteration Repair Demo Change of Use E Move Description of Worlcr Plan Review Contact Person: Phone: 110-1-5 5 300 Name (PUlisP Street: City, State Zip: Name_ =fit Street: City, State Zip: Title: Email: ka n, , &yp.\ Property Owner Information Phone: Resident of property? : v Contractor Information L'% Fax 7 _ State License No.:"l 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 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 Revised: June 30, 2015 Permit Application I N64ICE: 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 an4-ffi—atl work will be done in comHance withp ' all applicable laws g; regulatinconstruction and zo g. Signature ofOwner/Agent Date Sig re of Contractor/Agent Te' Print Owner/Agent's Name IN ' Signature ofNotary-State of Florida Date Signature ofNo, ry-3tutc of rlorida Date Owner/ Agent is Personally Known to Me or Produced ID Type of ID, 44"'" tom CMERYL D AKERS MY COMMISSION # FF998962 EXPIRES June 05, 2020 Qf 53' t ww dalVasaryScrv ce:com Contractor/ Agent is 1,-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: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE:. BUILDING`: - COMMENTS: Revised: June 30, 2015 Permit Application PYr(hiiin6 ManaE¢r ..Dale q Id¢ Slrf/iorf ::::a air i