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472 Red Rose Ln 17-3362; NEW HOMECOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT'NUMBER: 17100009 BUILDING APPLICATION #: 17-10000904 BUILDING PERMIT NUMBER: 17-10000904 UNIT ADDRESS: RED ROSE LN 472 TRAFFIC ZONE:022 JURISDICTION: S'EC'c TWP: RNG: SUF SUBDIVISION: PLAT BOOK: PLAT BOOK PAGE: OWNER NAME: ADDRESS: DATE: December 08, 2017 21-19-30-510-0000-1550 PARCEL: TRACT: BLOCK: LOT: 3 4__ 19 (e, APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS': 2600 LAKE LUCIEN DR #350 MAITLAND FL 32751 LAND USE: THORNBROOKE PH 4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 472 RED ROSE LANE /;THORNBROOKE PH 4 LOT 155 SFR DETACHED FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Singqle Family Housing 00 1.000 dwl unit 00. FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS CO -WIDE ORD Single Family Housing 5,000.00 1.000 dwl unit 5,000.00 PARKS N/A OA- LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT C7 S V V C RECEIVED BY: ` iV V SIGNATURE: _ PLEASE PRINT NAME) DATE: 91by NOTE TO RECEIVING SIGNATORY/APPLICANT.: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, ,FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTSOF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356.. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID TF A BUILDING PERMIT IS,NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST.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. 111111111111111111 i11111111111111fill fill N Parcel ID Number: o f-0? — 30 —6-10 —06 00 • t 5VZ> 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 11ALOY r SEIIINOLE COUNTY CLERK OF C:IRC:UIT COURT & COMPTROLLER BK 9024 Ps 1797 (IFss) CLERK' S T 2017115859 RECORDED 11/16/2017 02:13:21 Phl RECORDING FEES $10.00 RECORDED BY :eckenro 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 %5-5— Legal Description: Thornbrooke Phase q, according to the plat thereof, as recorded in Plat Book :R/ Page74-7/ of the public records of Seminole County, Florida. Addresses : Li7o1. fed 9os General description of improvements : Single Family Home Sanford FL ? 17 1 Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 4. Fee Simple Title Holder: N.A. 5. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. 9. In addition to himself , Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMEN F,'-'_- r; ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN o` RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE a RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONIiUk, a YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Q 11. Date Signed : ` ' Signature of Owner's Agent u C C) 1- ra ohn Asa Wright w 0 0 0 Y v Z Taylor Morrison of Florid c. u w z 8 <% A m Sworn to and subscribed before me this by John Asa Wright who is per1aIlly known to me. Notary Public DA Clark vU0co' S 1 19My commission expires: 6/27/19 ``:•" *0 SS'.0;N cy "`o Serial No. FF 209108 otary Signature:` e PE Of E G! CD D CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No • 7C Documented Construction Value: $ tis/$(c .° c Job Address•Z L 1-f— 2"Wt 3)77/ Historic District: Yes No Q Parcel ID:;A-eL9-30-5{0 -0000- /SS 0 Residential 5 Commercial Type of Work: New El Addition Alteration Repair Demo Change of Use Move Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: da hne ermitsPermitsPermits.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.: Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: N/A Address: C BC 1257462 Phone: \ Fax: f E-mail: , 1 o 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. Mortgage Lender: N/A Address: 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: 514 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. n. 1 si atureofOwner/Agent Date TAYLOR MORRISON FL IDA INC Print Owner/Agent's Name i Signature of Notary -State of Flo Date My t; O MMISSION 9 K 209108 EXPIRES: June 27, 2019 a oe Bonded Shm Budgot Notary Sonicetj rFOF F`Q Owner/Agent is YFS Personally Known to Me or Produced ID N/A Type of ID k ip ) t nature of Contractor/Agent Date JOHN ASA WRIGHT Print Contractor/Agent's 1)Aniv of Signature of{ tate of FI(b1cm Date MY COMMISSION 0 FF 209108 EXPIRES: June 27, 2019 or n4''ol Bated ft Budget Notary Services Contractor/Agent is YES Personally Known to Me or Produced ID NIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building©' Electrical [R Mechanical a PlumbingR] Gas[] Roof Construction Type: \ s. Occupancy Use: 23 Flood Zone Total Sq Ft of Bldg: 3—Dq 7 Min. Occupancy Load: of Stories: 2 L1tL New Construction: Electric - # of Amps O<X:> Plumbing - # of .Fixtures *ZS Fire Sprinkler Permit: Yes No ®' # of Heads Fire Alarm Permit: Yes No R APPROVALS: ZONING: 1 1 '1 UTILITIES: ENGINEERING: IM-TC- It-2k-kl FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. 5L{.l °(, ,mf Aylas+as a r 6p, WASTE WATER: BUILDING: 9F V Z-tg r Revised: June 30.2015 Permit Application 0 O m CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1/Yf1 Documented Construction Value: $ Job Address: 2Q,4t'[1' 3>77 / Historic District: Yes No 0 Parcel ID: -(9-30 . O-0000-1,f 0 Residential R Commercial Type of Work: New El Addition Alteration Repair Demo Change of Use Move Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: da hone@ Permits Permits Permits. Go 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.: Architect/Engineer Information Name: Phone: Street: Fax: _ City, St, Zip: E-mail: Bonding Company: N/A Address: Mortgage Lender: NIA Address: CBC1257462 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR 1MPROV-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,_syells,-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: 51t' Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Si ature of Owner/Agent Date TAYLOR MORRISON ZFLQRIQA INC Print Owner/Agent's Name Signature of Notary -State of Flo Date r°• R; ;41ec4, my CDWISSIOA. ONN 9F FF209108 EXPIRES: June 27, 2019 v ° e Bonded Vim Budgot Notary SAr*'t f7OFf`pQ Owner/ Agent is YFS Personally Known to Me or Produced ID N/A Type of ID nature of Contractor/Agent Date JOHN ASA WRIGHT Print Contractor/Agent's Tj -V'e, Signature oC,@113 s: tate of FIvicI,aK Date i ( V N + t W COMMISSION 9 FF 209108 EXPIRES: June 27, 24019 4. 04 O! Bottled Tluu Budget Notary Servka Contractor/ Agent is YES Personally Known to Me or Produced ID NIIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical 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: daphneOpermitspermitspermits.com Property Address: 472 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-1550 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) a OFFICIAL USE ONLY:Q Flood Zone: X Base Flood Elevation: NSA Datum: NSA 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#17-3362 Reviewed by: Michael Cash, CFM Date: November 21, 2017 Application for Right -of -Way Use for Driveway, Walkway & Landscape F LO R 10,1 Department of Planning & Development Services1877 -- 300 North Park Avenue, Sanford, Florida 32771vnvw.sanfordn.gov 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 attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's 5- Knowright-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. W. V p .,,+_ OWZ07/all before youIyIlyV1._A•/(JRJ/Vj I Call before you dig. 1. Project Location/Address: 41'70k 'e [/d 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start Date C fr' ` Completion Date Emergency Repairs 4. Brief Description of Work: v^fy6 AX AIS &=A 0 t Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said 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 II city fees related to this application as required by the city's adopted Fee Resolution. Signature: Date: 11-&e % 7 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 SCBAPuzco View: 2l'l9-3O' 10'0000'1550 0305lOO— CIA I M& Parcel Information Legal Description LOT1sa TnOnwaROnKEp*A8s4 Paa1poG70-r1 Property Record Card Pa,md: 21-19-30-510-00001550 Owner: TAYLOR MORR|SONOFFLINC Property Address: 472RED ROSE u«SANFOnD.FL 32771 Value Summary 018 WC Valuation Method I Cost/Ma Number of Buildings 0 Depreciated Bldg Value Depreciated EXFT Value Land Value (Market) 26,050 Land Value Ag Just/ Market Value 26,050 Portability Adj Save Our Homes Adj 0 Assessed Value 1,809 Tax Amount without SOH: 2017 Tax Bill Amount Tax Estimator Save Our Homes Savings: Does NOT INCLUDE Non Ad Valorem Taxes ' Taxing Authority Assessment Value Exempt Values County General Fund $1,809 $0 City Sanford $1,809 $0 U O8 SAWSaini'Jo Bondo 1.VOy $o County l of 11/16/2017,9:30AM REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # ^i 2.7 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 Aaaress: -7 tv L 5 ELECTRICAL PERMIT Min Max inspection Description 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final M'fN Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICXL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: L ot15o5Thorn rAookeAn stasiaAGRS Street: 'j / -eY P ri-e Builder Name: aylor orriso Permit Office `3 J pING 2 City, State, Zip: FL Sty, Jw'_d V-171 1 Permit Numb 3 6 O20o Owner: Jurisdiction: 691500 FjP` wZ Design Location: FL, Orlando County:: Seminole (Florida Climate Zone OFPA 1. New construction or existing New (From Plans) 9. Wall Types(3137.2 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ftz b. Concrete Block - Int Insul, Exterior R=4.1 1375.90 ftz 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 240.33 ftz 4. Number of Bedrooms 4 d. N/A R= ftz 10. Ceiling Types (1508.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1481.00 ftz 6. Conditioned floor area above grade (ftz) 2582 b. Knee Wall (Vented) R=30.0 27.00 ftz Conditioned floor area below grade (ftz) 0 c. N/A R= ft2 11. Ducts R ftz 7. Windows(377.4 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 305.41 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: 2.908 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 ftz b. Conservation features b. Floor Over Other Space R=0.0 1102.00 ftz None c. other (see details) R= 13.00 ftz 15. Credits Pstat Glass/Floor Area: 0.146 Total Proposed Modified Loads: 71.83 yJJPASS Total Baseline Loads: 77.00 1 hereby certify that the plans and specifications covered by Review of the plans and F-VIAE Sp f this calculation are in compliance with the Florida Energy specifications covered by this ti0 Code. calculation indicates compliance k' ., ' - • with the Florida Energy Code. f PREPARED BY: 'yl """` Before construction is completed DATE: .__ __-_-9L21/_1.7 this building will be inspected for a compliance with Section 553.908 u I hereby certify that this building, as designed, is in compliance Florida Statutes. C0DwiththeFloridaEnergyCode. y rE ig OWNER/AGENT:____ ______ _ _ __ 1 L BUILDING OFFICIAL: DATE: ____ _ _ __ DATE: t-Z -)_$ Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 9/21/2017 1:12 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lott 55ThornbrookeAnastasia 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 1 st 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 147.4 ft 0 1467 ft2 0.37 0 0.63 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 ftz 370 ft2 Medium 0.85 N 0.85 No 0 26.6 ATTIC b # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1480 ft2 N N 9/21/2017 1:12 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Knee Wall (Vented) 1st Floor 30 Batt 27 ft2 0.11 Wood 2 Under Attic (Vented) 1st Floor 30 Blown 12 ft2 0.11 Wood 3 Under Attic (Vented) 2nd Floor 30 Blown 1469 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Ornt T_o Wall_T_ype Space R_V_alue F_t-In F_t-In Area R-Value-Fraction-Absor..-Grade%- 1 N Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 ft2 0 0 0.6 0 3 E Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 4 E Exterior Concrete Block - Int Insul 1st Floor 4.1 54 6 9 4 508.7 ft2 0 0 0.6 0 5 S Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 6 S Exterior Concrete Block - Int Insul 1st Floor 4.1 5 6 9 4 51.3 ft2 0 0 0.6 0 7 SW Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 45.9 ft' 0 0 0.6 0 8 W Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 9 W Exterior Concrete Block - Int Insul 1st Floor 4.1 52 6 9 4 490.0 ft2 0 0 0.6 0 10 Garage Frame - Wood 1st Floor 13 25 9 9 4 240.3 ft2 0 0.23 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 SW Wood 1st Floor None 39 2 10 8 22.7 ft2 2 Wood 1st Floor None 39 2 9 6 8 18.3 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 n 1 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 3 n 2 Vinyl Low-E Double Yes 0.34 0.31 58.3 ft2 1 ft 0 in 11 ft 6 in Drapes/blinds None 4 n 2 Vinyl Low-E Double Yes 0.58 0.32 72.0 ft2 11 ft 0 in 0 ft 0 in None None 5 e 3 Vinyl low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 6 e 4 Vinyl Low-E Double Yes 0.34 0.31 38.9 ft2 1 ft 0 in 11 ft 6 in Drapes/blinds None 7 s 5 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 8 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 9 w 8 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 10 W 9 Vinyl Low-E Double Yes 0.34 0.31 5.3 ft2 1 ft 0 in 11 ft 6 in Drapes/blinds None 11 w 9 Vinyl Low-E Double Yes 0.34 0.31 12.9 ft2 1 ft 0 in 11 ft 6 in Drapes/blinds None 12 W 9 Vinyl Low-E Double Yes 0.34 0.31 39.1 ft2 1 ft 0 in 11 ft 6 in Drapes/blinds None 9/21/2017 1:12 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 ft2 384 ft2 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 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:8.4999 21.8 kBtu/hr 1 HSPF:8.4999 21.8 kBtu/hr 2 sys#1 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit Split Split SEER: 16 25.2 kBtu/hr cfm 0.75 1 SEER: 16 25.2 kBtu/hr cfm 0.75 2 sys#1 sys#2 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft2 DUCTS V # 1 2 Supply ---- Location R-Value Area Attic 6 293.4 ft Attic 6 223 ft2 Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF Attic 73.35 ft Default Leakage 2nd Floor (Default) (Default) 2nd Floor 55.75 ft Default Leakage 2nd Floor (Default) (Default) HVAC # Heat Cool 1 1 2 2 9/21/2017 1:12 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 A r f May X Jun X Jul Au Se [ Oct Nov Dec HeatinJan Feb IXMar I Apr I May l j Jun l Jul Au Xj XjSep l Oct lX] Nov IX Dec Ventin Jan Feb X Mar A r [ Ma Jun Jul Aug Se [ Oct X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 9/21/ 2017 1:12 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* = 93 The lower the EnergyPerformance Index, the more efficient the home. FL, 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1375.90 ft 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 240.33 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1481.00 ft' 6. Conditioned floor area (ft') 2582 b. Knee Wall (Vented) R=30.0 27.00 ft2 c. R= ft2 7. Windows" Description Area 11. Ductcts R ft 2 a. U-Factor: Dbl, U=0.34 305.41 ft2 a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 SHGC: SHGC=0.31 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 b. U-Factor: Dbl, U=0.58 72.00 ft2 SHGC: SHGC=0.32 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a. Central Unit 25.2 SEER:16.00 SHGC: b. Central Unit 25.2 SEER:16.00 d. U-Factor: N/A ft2 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 2.908 ft. b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average SHGC: 0.312 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft 2 a. Electric EF: 0.95 b. Floor Over Other Space R=0.0 1102.00 ft2 b. Conservation features c. other (see details) R= 13.00 ft2 None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: ? p CQ - City/FL Zip: sa KJV 3 a-7 r) l a V t DWS Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 9/21/2017 1:12 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 36, DEcc / ®® Manual S Compliance Report Job: LOt155ThornbrookeAna... L Al , Date: 6/4/2014Q/11 HEATING -AIR CONDITIONING ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Design Conditions Outdoor design DB: 92.5°F Sensible gain: 17493 Btuh Entering coil DB: 75.8°F Outdoor design WB: 76.3°F Latent gain: 2623 Btuh Entering coil WB: 62.8'F Indoor design DB: 75.0°F Total gain: 20116 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: 19144 Btuh 109% of load Latent capacity: 3404 Btuh 130% of load Total capacity: 22548 Btuh 112% of load SHR: 85% Design Conditions Outdoor design DB: 41.7°F Heat loss: 19555 Btuh Entering coil DB: 69.1°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: 22412 Btuh 115% of load Capacity balance: 38 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.0 kW 86% of load Temp. rise: 50 °F Meets are all requirements of ACCA Manual S. WCI htsoftx 2017-Sep-21 12:1ge 1gRight-Suile® Universal 2017 17.0.23 RSU24011 Page nastasiaAGRS\Lot155ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House (aces: S E1_ AIR Manual S Compliance Report HEATHiG - = CONDrT I)MG ah u 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY. SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Design Conditions Outdoor design DB: 92.5°F Sensible gain: 16083 Btuh Outdoor design WB: 76.3'F Latent gain: 2927 Btuh Indoor design DB: 75.0°F Total gain: 19011 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Job: Lot155ThornbrookeAna... Date: 6/4/2014 By: FJF Entering coil DB: 78.0°F Entering coil WB: 63.9°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 Sensible capacity: 18245 Btuh 113% of load Latent capacity: 2532 Btuh 86% of load Total capacity: 20777 Btuh 109% of load SHR: 88% Design Conditions Outdoor design DB: 41.7°F Heat loss: 13594 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230*++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 165% of load Capacity balance: 30 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 3.5 kW 87% of load Temp. rise: 13 OF Meets are all requirements of ACCA Manual S. wri htsoft` 2017-Sep-2112:19:45 g Right -Suite© Universal 2017 17.0.23 RSU24011 Page 2 Ck ...nastasiaAGRS\LOU55ThornbrookeAnastaslaAGRS.rup Calc = MJ8 House faces: S EL - AIR Component Constructions Job: Lot155ThornbrookeAna! RD... Date: 6/4/2014 xEA1tNG•IURt NORItJNRiG Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (IF) 70 75 Elevation: 95 ft Design TD (IF) 28 18 Latitude: 281N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (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-FBtuh BtuhW Btu BtuhW Btuh Walls 12C-Osw: Firm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int fnsh 16A-30ad: Knee wall, asphalt shingles root mat, r-30 kw ins, 1/2" gypsum board int fnsh Partitions 12C-Osw: Firm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud n 200 0.091 13.0 2.58 515 2.34 469 e 461 0.091 13.0 2.58 1186 2.34 1079 s 240 0.091 13.0 2.58 618 2.34 562 w 470 0.091 13.0 2.58 1209 2.34 1100 all 1370 0.091 13.0 2.58 3528 2.34 3210 n 150 0.201 0 5.69 851 4.35 651 e 470 0.201 0 5.69 2671 4.35 2044 s 51 0.201 0 5.69 292 4.35 223 sw 24 0.201 0 5.69 134 4.35 102 w 433 0.201 0 5.69 2462 4.35 1883 all 1127 0.201 0 5.69 6410 4.35 4904 n 29 0.032 30.0 0.91 26 2.38 69 222 0.091 13.0 2.58 572 1.44 320 Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31), 50% drapes, medium, 1 ft n overhang (5 ft window ht, 1 ft sep.), 6.67 ft head ht e s w all 2A-2ov: 2 glazing, cir low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft e overhang (6.3 ft window ht, 11.5 ft sep.); 6.67 ft head ht w 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), 11 ft overhang (8 ft window ht, 0 ft sep.), 6.67 ft head ht 30 0.340 0 9.62 289 10.6 317 40 0.340 0 9.62 385 10.6 423 30 0.340 0 9.62 289 30.4 911 30 0.340 0 9.62 289 10.8 323 15 0.340 0 9.62 144 30.4 455 145 0.340 0 9.62 1395 16.8 2430 58 0.340 0 9.62 561 10.6 617 39 0.340 0 9.62 374 30.4 1180 39 0.340 0 9.62 374 30.4 1180 136 0.340 0 9.62 1308 21.9 2976 72 0.580 0 16.4 1182 16.8 1213 C wri htsoft` 2017-Sep-21 12: ge 1CA9Righl-Suited Universal 2017 17.0.23 RSU24011 Page nastasiaAGRS\Lot155ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, cir innr, 1/4" gap, w 6 0.340 0 9.62 58 30.4 182 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 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 5 0.340 0 9.62 51 30.4 160 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.5 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 13 0.340 0 9.62 125 30.4 393 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (4.2 It window ht, 11.5 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type sw 23 0.390 0 11.0 250 12.0 272 n 18 0.390 0 11.0 202 12.0 220 all 41 0.390 0 11.0 453 12.0 492 Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 cell ins, 1/2" 1482 0.032 30.0 0.91 1342 1.74 2572 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 147 0.989 0 28.0 4126 0 0 WI"1 htSOft' 2017-Sep-2112:19:45 Ch 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 2 nastasiaAGRS\LOt155ThornbrOokeAnastasiaAGRS.rup Calc = MJ8 House faces: S EL Component Constructions Job: Lot155ThornbrookeAna... Date: 6/4/2014 HEATING+ AIRCMIDn'ttINRIG ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Orlando Intl AR FL, US Elevation: 95 ft Latitude: 28°N Outdoor: Heating Dry bulb (OF) 42 Daily range (OF) - Wet bulb (OF) - Wind speed (mph) 15.0 Indoor: Indoor temperature (OF) Design TD (OF) Relative humidity (%) Cooling Moisture difference (gr/lb) 93 Infiltration: 17 ( M) Method 76 Construction quality 7.5 Fireplaces Construction descriptions or Area U-value ft Btu h/ft2-°F Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 150 0.201 board int fnsh e 470 0.201 s 51 0.201 sw 24 0.201 w 433 0.201 all 1127 0.201 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2" n 29 0.032 gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" 222 wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, cir innr, 1/4" gap, n 58 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It e 39 overhang (6.3 ft window ht, 11.5 ft sep.); 6.67 ft head ht w 39 all 136 2A-2ovd: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" n 72 gap, 1/8" thk; NFRC rated (SHGC=0.32); 11 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 5 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, 1 ft overhang (3.17 ft window ht, 11.5 It sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 13 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It overhang (4.2 ft window ht, 11.5 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type sw 23 n 18 all 41 0.091 Heating Cooling 70 75 28 18 30 50 1.5 46.4 Simplified Average 0 Insul R Htg HTM Loss Clg HTM Gain ft=-°F/Btuh BtuhV Btu BtuhM Btu 0 5.69 851 4.35 651 0 5.69 2671 4.35 2044 0 5.69 292 4.35 223 0 5.69 134 4.35 102 0 5.69 2462 4.35 1883 0 5.69 6410 4.35 4904 30.0 0.91 26 2.38 69 13.0 2.58 572 1.44 320 0.340 0 9.62 561 10.6 617 0.340 0 9.62 374 30.4 1180 0.340 0 9.62 374 30.4 1180 0.340 0 9.62 1308 21.9 2976 0.580 0 16.4 1182 16.8 1213 0.340 0 9.62 51 30.4 160 0.340 0 9.62 125 30.4 393 0.390 0 11.0 250 12.0 272 0.390 0 11.0 202 12.0 220 0.390 0 11.0 453 12.0 492 Wrlht:SOft' 2017-Sep-21 12:age 39Right -Suite® Universal 2017 17.0.23 RSU24011 Page 3 nastasiaAGRS\Lot155ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House (aces S Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceiI ins, 1/2" 12 gypsum board int fnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 147 wrightsoft' Right -Suite@ Universal 2017 17.0.23 RSU24011 AM', ...nastasiaAGRS\Lo1155ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S 0.032 30.0 0.91 11 1.74 21 0.989 28.0 4126 2017-Sep-21 12:19:45 Page 4 EL_' Component Constructions Job: Lot155ThornbrookeAna... HEATING<AIR WNI>MNRIB ahu 2 Date: 6/4/2014 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison D • s e s Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 281N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: Daily range (OF) 17 (M) Method Simplified Wet bulb (OF) 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss CIg HTM Gain ft BtuhV-°F ft-F/Btuh Btuh/ft2 Btu Btuh/f2 Btu Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 200 0.091 13.0 2.58 515 2.34 469 fnsh, 2"x4" wood frm, 16" o.c. stud e 461 0.091 13.0 2.58 1186 2.34 1079 s 240 0.091 13.0 2.58 618 2.34 562 w 470 0.091 13.0 2.58 1209 2.34 1100 all 1370 0.091 13.0 2.58 3528 2.34 3210 Partitions none) 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, w 1/8" thk, NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3 ft window ht, 1 ft sep.); 6.67 ft head ht Doors none) Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 112" gypsum board int fnsh Floors 20P-19t: Flr floor, frm flr, 12" thkns, r-19 cav ins, gar ovr 30 0.340 0 9.62 289 10.6 317 40 0.340 0 9.62 385 10.6 423 30 0.340 0 9.62 289 30.4 911 30 0.340 0 9.62 289 10.8 323 15 0.340 0 9.62 144 30.4 455 145 0.340 0 9.62 1395 16.8 2430 6 0.340 0 9.62 58 30.4 182 1469 0.032 30.0 0.91 1331 1.74 2551 13 0.050 19.0 1.41 18 0.71 9 Wrl rltSOft' 2017-Sep-2112:19:45 9 Right-SuiteCD Universal 2017 17.0.23 RSU24011 Page 5 naslasiaAGRS\Lo1155ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S i E_ Project Summary Job: Lot155ThornbrookeAna... 1 7 Date: 6/4/2014 HEATING $ AIR CONo R Entire House By: FJ F DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 2/1/16 JA LS 3/22/16 JA LS 4/4/16 JA LS 6/10/16 JA o 0 LS 6/14/17 ,lA LS 9/2W(p-tJAr: Orlando Intl AR FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 26301 Btuh Structure 24533 Btuh Ducts 6847 Btuh Ducts 9043 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification Piping Equipment load Infiltration Method Construction quality Fireplaces 0 Btuh 0 Btuh 33148 Btuh Simplified Average 0 Heating Cooling Area (ft2) 2582 2582 Volume (ft3) 26929 26929 Air changes/hour 0.41 0.21 Equiv. AVF (cfm) 184 94 Heating Equipment Summary Make n/a Trade n/a Model n/a AHRI ref. n/a Efficiency n/a Heating input Heating output 0 Btuh Temperature rise 0 OF Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Space thermostat n/a Blower 0 Btuh Use manufacturer's data Rate/swing multiplier Equipment load 1.00 33576 Btuhsensible Latent Cooling Equipment Load Sizing Structure 4164 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 5550 Btuh Equipment Total Load (Sen+Lat) 39126 Btuh Req. total capacity at 0.70 SHR 4.0 ton Cooling Equipment Summary Make n/a Trade n/a Cond n/a Coil n/a AHRI ref. n/a Efficiency n/a Sensible cooling 0 Btuh Latent cooling 0 Btuh Total cooling 0 Btuh Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w rig h tsoft, 2017-Sep-21 12:19:45 Right -Suite® Universai 2017 17T.23 RSU24011 Page 1 14CCPl...naslasiaAGRS\Lotl55ThornbrookeAnastasiaAGRS.rup Calc - MJ8 House faces: S For: Taylor Morrison Winter Design Conditions Outside db Inside db Design TD Summer Design Conditions 42 OF Outside db 70 OF Inside db 28 OF Design TD Daily range Relative humidity Moisture difference Heating Summary Structure 17004 Btuh Ducts 2551 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 19555 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heatingg Coolingg Area (ft2) 1467 1467 Volume (ft3) 13706 13706 Air changes/hour 0.39 0.20 Equiv. AVF (cfm) 88 45 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AHRI ref 10258598 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 38 OF Backup: 8.5 HSPF 21800 Btuh @ 47°F 24 OF 840 cfm 0.043 cfm/Btuh 0.30 in H2O Input = 5 kW, Output = 16909 Btuh, 100 AFUE 93 OF 75 OF 18 OF M 50 % 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 15211 Btuh Ducts 2282 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier Equipment sensible load 1.00 17493 Btuh Latent Cooling Equipment Load Sizing Structure 2623 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 2623 Btuh Equipment Total Load (Sen+Lat) 20116 Btuh Req. total capacity at 0.75 SHR 1.9 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBA27UHE-024-230'++TDR AHRI ref 10258598 Efficiency 13.5 EER, 16 SEER Sensible cooling 18900 Btuh Latent cooling 6300 Btuh Total cooling 25200 Btuh Actual air flow 840 cfm Air flow factor 0.048 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.87 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightSoft" eon-Sep-21 1219 Right-SuiteO Universal 2017 17.0.23 RSU24011 Page 22 ACCA... nastasiaAGRS\Lot 155ThornbrookeAnastasiaAGRS rup Caic = MJ8 House faces: S Project Summary Job: Lot155ThornbrookeAnaL_ ... 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 Notes: RVSD 2/1/16 JA LS 3/22/16 JA LS 4/4/16 JA LS 6/10/16 JA NEEMMEEMESSIM®- LS 6/14/17,1A LS 9/2Wip tJjkr: Orlando Intl AR FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 IF Design TD 18 IF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Structure 9297 Btuh Ducts 4296 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 13594 Btuh Infiltration Method Construction quality Fireplaces Area (ft2) Volume (ft3) Air changes/hour Equiv. AVF (cfm) Simplified Average 0 Heatingg coolingg 1115 1115 13223 13223 0.43 0.22 96 49 Sensible Cooling Equipment Load Sizing Structure 9322 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 16083 Btuh Latent Cooling Equipment Load Sizing Structure 1541 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh gone) Equipment latent load 2927 Btuh Equipment Total Load (Sen+Lat) 19011 Btuh Req. total capacity at 0.75 SHR 1.8 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-19 Cond 14HPX-024-230-19 AHRI ref 10258598 Coil CBA27UHE-024-230'++TDR AH R I ref 10258598 Efficiency 8.5 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 47°F Latent cooling 6300 Btuh Temperature rise 24 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 0.052 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.85 Capacity balance point = 30 OF Backup: Input = 3 kW, Output = 11784 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrl il SOft` 2017-Sep-21 12:19:45gRight-SuiteO Universal 2017 1Z0.23 RSU24011 ACCK Page 3 nastasiaAGRS\Lot155ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces S 9 DEL -AIR Right-M Worksheet NEAT@ - Ml WNMUNINB 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: Lot155ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name Entire House ahu 1 2 Exposed wall 316.4 it 147.4 it 3 Room height 9.2 It 9.3 it 4 Room dimensions 5 Room area 2938.3 ftz 1469.0 ftz Ty Construction U-value Or HTM Area (ft2) Load Area ftz) Load number Btuh/flz °F) Btuh/ftz) or perimeter ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6. 2.34 00 62 40 p 02B2fv ., . , 0.340 n 9 10.58 . 385 423 0 0 V J 13A-2ocs 0.201 n 5.69 4.35 280 150 851 651 280 150 851 651 11 I--G 2A-2ov 0.340 n 9.62 10.58 58 0 561 617 58 0 561 617 G 2A-2ovd 0.580 n 16.41 16.85 72 0 1182 1213 72 0 1182 1213 W :... ; 46A=30ad : 0.032 n ,i : 0.91:. 2 38 29 29 26 69 2g 29 26 69 j 12C-Osw 0.091 e 2.58 2.34 491 461 1186 1079 0 0 0 0 C 2A-2ov 0.340 e 9.62 30.36 30 0 289 911 0 0 0 0 13A, 2ocs 0 201 a u, 5.69 4.35 508 470 2671 2044 1, 2671' 2044, 2A 2ov . _• _ b 34O e :':. 9.62 30.36 39 0 374 180 w 39 v 12C-Osw 0.091 s 2.58 2.34 270 240 618 562 0 0 0 0 G 2A-2ov 0.340 s 9.62 10.77 30 26 289 323 0 0 0 0. W 13A=2ocs) 0:201 s,.- . 569 435 e_.<51 51 292 223 af" -51 51 292 +' s223 VN 13A-2ocs 0.201 sw 5.69 4.35 46 24 134 102 46 24 134 102 p 11 DO 0.390 sw 11.04 11.99 23 23 250 272 231 23 250 272 12C Osw 2A 2ov 0 091 0 340 w w; 2 58 9 62 2 34 30 36 491 6 470 0 1209 58 a 1100 182 a 0 c 0 0 0 0 0 Or D' 13A- 2 49309 490 4 2465I 14122A-20 1-62] 30 6 0 180 3 l w I_ OI--2464I 18 I 3 A 2o s 9. 62 30.36 4 27. 99 14691 1 6 c) AED excursion 0 0 Envelope loss/gain 20593 18930 14263 10548 12 a) Infiltration 5709 1808 2741 868 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) 26301 24533 17004 115211 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 26301 24533 17004 15211 15 Duct loads 26% 37%1 6847 9043 151/6 15% 2551 2282 Total room load 33148 33576 19555 17493 Air required (cfm) 1680 1680 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w rig h tsoft" 2017-Sep-21 12:19:45 Righl- Suite@ Universal 2017 17.0.23 RSU24011 Page 1 nastasiaAGRS\ Lo1155ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S Job: Lot155ThornbrookeAnastas... Date: 6/4/2014 By: FJF g DEt- AIR Right-JO Worksheet KAATMQ * AM CONORIONINO 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 13A-2ocs I 0.201 w ]_569 4.35 0 0 0 0 v-- 2A-20v 0.340 w 9.62 30.36 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 2A-2ov 0.340 w 9.62 300. 36 0 0 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w riq h tsoft' 2017-Sep-21 12:19:45 IGGP. Right - Suite@ Universal 2017 17.0.23 RSU24011 Page 2 nastasiaAGRS\ Lot155ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House (aces: S 43 DEL-AIR Right-J® Worksheet HEATING * AIR CON OHING 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: Lot155ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name ahu 1 mstr mn 2 Exposed wall 147.4 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 1469.0 ft2 263.5 W Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-1F) Btuh/ft2) 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 V 12C Osw 0 091 n z 0 00 0.00 0 0 0 0 0 0 0 0 2A-2ov a 0 340 n .0 00 0.00 0 0 0 0 0 0 2B-2fv 0.340 n; x 0.00 0.00 a P:.O 0 0 0 A r, 0 13A-2ocs 0.201 n 5.69 4.35 280 150 851 651 145 86 491 376 11 2A-2ov 0.340 n 9.62 10.58 58 0 561 617 58 0 561 617 GGG 2A-2ovd 0.580 n 16.41 16.85 72 0 1182 1213 0 0 0 0 W .,.. 16A=30ad!! 0 032ri' 0.91 2;38 29 26 r: 69-.+ 29 29 26 Y,_69 t-012C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 G 2A-2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 13A 2ocs, 0 201 e 5 69•;4.35 508 470 2671 2044 89 89 s 504 38,6 2A 9.62 30.36 s39 0 374... 1180 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 W 13A 2ocs fnY, TUU sr 5"69_',>,P-.4:35. 51 51 TTP:' 292 1 .2, z.s..3 M n0r 0 0 0' Vet 13A-2ocs 0.201 sw 5.69 4.35 46 24 134 102 0 0 0 0 W 13A-2ocs 0.201 w 5.69 4.35 490 433 2462 1883 159 159 902 690' 2A-20v 0.340 w 9.62 30.36 5 0 51 160 0 0 0 0', 2A-2ov 0.340 w 9.62 30.36 13 0 125 393 0 0 0 Oi2A-2ov 0.340 w 9.62 30.36 39 0 374 1180 0 0 0 0, sw :K 24$ 222DOOd390n1.1:04 11 99 Nm 202 E- i220 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 12 12 11 21 0 0 0 0 F 20P=.19t 0 050 000 000 0 0 147F22A-tp1 - 0.989 27.99 0.00 1469 4126 0 264 42 1176 0, z, T 6 c) AED excursion 0 286 Envelope loss/gain 14263 10548 3660 1851 12 a) Infiltration 2741 868 821 260 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 1 230 Appliances/other 2415 600 Subtotal (lines 6 to 13) 17004 15211 4481 12941 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 17004 15211 4481 2941 15 Duct loads 15% 15% 2551 2282 15% 15% 672 441 Total room load 19555 17493 5153 3383 Air required (cfm) 840 840 221 162 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' Right -Suite® Universal 2017 17.0.23 RSU24011 2017-Sep-2t 1 Pagge 3 AGCA nastasiaAGRS\Lot155ThornbrookeAnastasiaAGRS.rup Calc = MJS House faces: S DEL -AIR Right-J® Worksheet WATT (1 * AM CONIXT MMIG 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 155ThornbrookeAnastas... 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 ft' 48.8 ft2 Ty Construction U-value Or HTM Area (ftz) Load Area (ft) Load number Btuh/ft2 °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw -• 2A 2ou 2B2fya- ate.. .; 0 091 r0 340 0340 n ,,, ni~ n 0 00 0;00 s ,. 0?00 0 00 a 0.00 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0"_ O.r 0 0 a. 0' o 0 0 0' 0 0 11 GT 13A-2ocs 2A-2ov 2A-2ovd 0.201 0.340 0.580 n n n 5.69 9.62 16.41 4.35 10.58 16.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W ^' 16A 30ad; 0 032 m... 0_91 238 12C-Osw 2A-2ov 0.091 0.340 a e 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-2ocs, 0 201 0.091 0.340 e„ s s 5"69 0.00 0.00 4 35 30.36 0.00 0.00 0 0 0 0 0x 0 0 n 0"' Q 0 0 t-G 12C-0sw 2A-2ov 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A 2ocs:'_ _: 0 201 s=' sw 569 4:35 0 0 0 1;;,.. 0 M '0 r 0 k :0 T,,,,, ; 0'; U1/ L-D 13A-2ocs 11 DO 0.201 0.390 1sw 5.69 11.04 4.35 11.991 0 Of 0 Of 0 Or 0 Of 0 Of 0 Of 0 0 01 O 13A-2ocs 0.201 1 w 5.69 4.35 112 112 637 487 0 0 0 0 A-2A-2ov 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 61 c) AED excursion 1-491 10 Envelope loss/gain 973 438 0 0 12 a) Infiltration 218 69 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 5 Subtotal (lines 6 to 13) 1191 507 0 5 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1191 507 0 5 15 Duct loads 1 15% 15% 179 76 15% 15% 01 1 Total room load 1370 583 0 5 Air required (cim) 59 28 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft.. 2017-Sep-21 12:19:45 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 4 nastasiaAGRS\Lot155ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S DEL -AIR Right-JO Worksheet MAIM = AIR cokwU"1"B 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: Lot155ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name mstr we study 2 Exposed wall 0 ft 10.5 It 3 Room height 9.3 it heat/cool 9.3 It heat/cool 4 Room dimensions 5.5 x 3.5 it 10.5 x 11.5 it 5 Room area 19.3 ft2 120.8 fl2 Ty Construction U-value Or HTM Area (ft2) Load Area (It2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw = D 091 n 0.00 0.00 AMMMKO 0 0 0 0 0 0 0' 2A 2ov 0 340 n 000 0.00 4,0 0 0 0-- 0` 0 Q 0 0.340 ten' r 0:00 W....., 0.00.=9..,<,.. 0 0 0 0 0 0 0 13A-2ocs 0.201 n 5.69 4.35 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 Imo; 2A-2ovd 0.580 n 16.41 16.85 0 0 0 0 0 0 0 0 W=- 16A 30ad,(:_. 0 032 n 0.91 238 n .."0 0 ....-. 0 0 0s,-... 0 i .. a_0 0_ W 1WL-62C-Osw 0.091 e 0.00 6.00 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 13A 2ocs 0 201 e r 5.69 4 35 0 x 0 0 0 0 0< 0 0' 2A 2ov_9_62 3D:36 0 w- 0 : 0 0 0. u 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 L-G 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 98 59 336 257 j-,G 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 39 0 374 1180 11 12C Osw 0 091 2 58 1 44 0 0 0 0 O ha. 0 0 0 11 DO 0390 n:, 11.04 _ _ 11 99_ •_-0_0 0 _.,...-0 0 _0 :41 C 16B-30ad 0.032 6.91 1.74 0 0 0 0 0 0 0 0 0. 0 --_'_ 0F20P=19t i -. --' '0 050 - _0=00 000 - ; 0 , A .y.. _ 0 ,' 0 .-E 0 F 22A-tol 0.989 27.99 0.00 1 19 1 Of Of Of 121 11 294 0 6 c) AED excursion 0 501 Envelope loss/gain 0 0 1004 1937 12 a) Infiltration b) Room ventilation 0 0 0 0 191 0 61 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 5 0 0 0 Subtotal (lines 6 to 13) 10 5 1195 1998 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 15% 15% 0 0 0 0 0 0 0 0 5 1 15% 15% 0 0 0 1195 179 0 0 0 1998 300 Total room load Air required (cfm) 0 0 5 0 1374 59 2298 110 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft` 2017-Sep-21 12:19:45 iGGA Right -Suite® Universal 2017 17.0.23 RSU24011 Page 5 naslasiaAGRS\LOII55ThornbrookeAnaslaslaAGRS.rup Calc = MJ8 House faces: S DEL -AIR Right-JO Worksheet xrarsw - AM COND(T OHMS ah 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 Job: Lot155ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name util pwdr 2 Exposed wall 6.5 it 12.0 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 Room dimensions 6.5 x 6.5 If 6.5 x 6.5 it 5 Room area 42.3 ft2 42.3 ft' Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2 °F) Btuh/ftz) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W A2C Osw 2A 2ov 2B2fJ ._ A,091 0`.340 0.34 n rn b, 0 00 0.00 0-00 0.00 0 00 0'00.::. 0 0 0 0 0 0<, 0 0 0_ 0 0 0 0 0 0, r 0 0 0 0 0 0 0 0' a 11 G 13A-2ocs 2A-2ov 0.201 0.340 n n 5.69 9.62 4.35 10.58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2ovd 0.580 n 16.41 16.85 0 0 0 0 0 0 0 0 W „, 16A-30ad r0:032 .. n. # 0:91 2_38 r , ._° oo 0 0 0 _.__ 0 0 0 0 t_G 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 Of v G 13A 2ocs 2A-2ov 12C-osw 2A-2ov 0.201 b.340 0.091 0.340 e e._ s s 5.69 9:.62 0.00 0.00 4 35 30.36 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ._ 0 0 0,^ 0 0 0 0 r 0. 0 0 0 0 0 0 tr. 0 0 13A-2ocs 0.201 w 5.69 4.35 61 48 271 208 61 55 315 241 2A-20v 0.340 w 9.62 30.36 0 0 0 0 5 0 51 160 2A-2ov 0.340 w 9.62 30.36 13 0 125 393 0 0 0 0 2A-20v 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 rl 27.991 0.00 6 c) AED excursion 101 25 Envelope loss/gain 578 702 993 649 12 a) Infiltration b) Room ventilation 118 0 37 0i 218 0 69 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 6001 0 0 0 Subtotal (lines 6 to 13) 696 1340 1212 718 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 151% 150% 0 0 0 696 104 0 0 0 1340 201 15% 15% 0 0 0 1212 182 0 0 0 718 108 Total room load Air required (cfm) 801 34 1541 74 1394 60 826 40 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w r ig h is oit- 2017-Sep-21 12:19:45 IIGCA Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 6 naslasiaAGRS\Lotl55ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S DEL --AIR Right-M Worksheet sMCMrrMxe 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 155ThornbrookeAnastas... 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 ftz 210.0 ft2 Ty Construction U-value Or HTM Area (ftz) Load Area (ftz) Load number Btuh/ft2 °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw a 2A 2ov 0.091 0 340 n t n•;, 0.00 0 00 0.00 0:00 0 0 0 0 0 0 0 0 0 0, 0 0. 0 0' E2B 2fvw.. 0.340 n..... 0.000Op 0 0 0 0 0 0 11 W I --L 13A-2ocs 2A-2ov 0.201 0.340 n n 5.69 9.62 4.35 10.58 135 0 63 0 360 0 275 0 0 0 0 0 0 0 0 0 t-C 2A-2ovd 0.580 n 16.41 16.85 72 0 1182 1213 0 0 0 0 W_.....__-16A30ad---0032 n _,.. 0_ - - -- - 0-91 2.38 0 T 0 D ....... . 0 12C-Osw 0.091 e 0.00 ROO 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 113A 2ocs;- 0 201 e.. 5.69 4.35 191 191 1088 832 93 54 310 237= 2A_2ov 0 34Q .e_: _.._9.62 30.36 Q 0 _- Q 39 . 0. L 3Z4- ..118.0_ uN 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 Vh13A-2ocs 0. 201I w 5.69 4.35 0 0 0 OI 0 0 0 0 2P ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2P ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2P ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 0.989 6 c) AED excursion 1-3051 1 266 Envelope loss/gain 3609 2016 963 1682 12 a) Infiltration 637 202 182 58 b) Room ventilation 10 0 0 0 13 Internal gains: Occupants @ 230 4 920 1 230 Appliances/other 0 0 Subtotal (lines 6 to 13) 4247 3138 1145 1970 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 4247 3138 1145 1970 15 Duct loads 15% 15%j 637 471 15% 15% 172 296 Total room load 4884 3608 1317 2266 Air required (cfm) 210 173 57 109 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed 41- w ri9 h tSoft"" 2017-Sep-21 12:19:45 4C-Ck Right -Suite@ Universal 2017 17.0,23 RSU24011 Page 7 nastasiaAGRS\Lot155ThornbrookeAnastasiaAGRS.rup Calc - MJ8 House faces: S DEL -AIR Right-J® Worksheet MArM-AMCOMMU B 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: Lot155ThornbrookeAnastas... Date: 6/4/2014 By: FJF Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsofit' 2017-Sep-21 12:19 45 ACCP. Right -Suite® Universal 2017 17.0.23 RSU24011 Page 8 nastasiaAGRS\Lotl55ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S DEL -AIR Right-M Worksheet a, Kam - wR m m o m6 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: Lot155ThornbrookeAnastas... Date: 6/4/2014 By: FJF Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft" 2017-Sep-21 12:19:45 1GGl Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 9 nastasiaAGRS\Lotl55ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces S DEL -AIR Right-JO Worksheet MTMaM OMrNg 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: Lot155ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name bth 2 bth 3 2 Exposed wall 9.0 it 11.5 ft 3 Room height 9.0 It heat/cool 9.0 ft heal/cool 4 Room dimensions 9.0 x 6.0 it 11.5 x 6.0 it 5 Room area 54.0 ft2 69.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw ;, 091 n tr 2.58 2.3,4 0 0 0 0 0 0 0 2A 2ov ; 0 340 n s 9.62 10.M 0 0 0 0 0 0 0 0 0_ 28 2fv?fd<., 0,340 9.62.10:58 0 0 „' 0 0 0 0 0 0 V 13A-2ocs 0.201 fin n 0.00 0.00 0 0 0 0 0 0 0 O 11 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0, I 2A-2ovd 0.580 n 0.00 0.00 0 0 0 0 0 0 0 0 W...... l . , 0 032 a 'ri ` 0.00 - 0 0 , p p s 0 0 016A-30ad WI 12C-Osw 0.091 e 0.0 2.58 2.34 0 0 0 0 0 0 0 0 Ca 2A-2ov 0.340 e 9.62 30.36 00 0 0 0-- 0 0 0 W 13A 2oc 0 201 e 0"00 , 0.00 0 0 0 0 0 0 0 0. 2A 2ov ... 0 340 e- 0_00 0.00 0 0 0- 0 0_ 12C-Osw 2A-2ov 0.091 0.340 s s 2.58 9.62 2.34 10.77 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-2ocs 2A 2ov 2A 2ov 0.201 0.340 0.340 w w w 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 0 6 c) AED excursion 1 66 1 1 -29 Envelope loss/gain 300 518 329 334 12 a) Infiltration 158 50 202 64 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 01 0 Subtotal (lines 6 to 13) 458 568 531 398 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 458 568 531 398 15 Duct loads 461/. 73%1 212 412 461% 73% 245 288 Total room load 669 980 776 686 Air required (cfm) 41 51 48 36 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrigi7t5ofY' 2017-Sep-21 12:19:45 ACCP Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 10 nastasiaAGRS\Loll55ThornbrookeAnastaslaAGRS.rup Calc = MJ8 House faces: S DEL--AIR Right-J® Worksheet WATM. MR COMMONtNG 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: Lot155ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name rm 4 rm 3 wic 2 Exposed wall 28.0 ft 7.0 it 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 Room dimensions 14.0 x 14.0 It 9.5 x 5.0 it 5 Room area 196.0 ft2 47.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw 0 091 n 2.58 2.34 0 0 0 0 0 ff 0 0 0 2A 2ovr r„ 0 340 n a4 9 8, 10.68 0 0.,__ 0 0 Eon .... 0 0 ter 0, 0' 282fu 0 340n 9.62 10.58 0 0 0 s, 0 0 W_._. 0 0' 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ovd 0.580 n 0.00 0.00 0 0 0 0 0 0 0 0 0.032 a 00.00 0.00 0 0 0 0 0 L.' 0 0 -- 0' WI 12C-Osw 0.091 e 2.58 2.34 0 0 0 0 0 0 0 0 L-G 2A-2ov 0.340 e 9.62 30.36 0 0 0 0 0 0 0 0 116 0 0 4 105 0 j W I- 13A-2ocs 12C-Osw 2A-2ov 0.201- 0.091 0.340 e.; : S s 0'00 2.58 9.62 0 00 2.34 10.77 0 126 15 0 111 13 0 286 144 0 0=0' 260 162 0 45 0 0 45 0 W ` 13A"2ocs l 0.201' s , Rom,.>0.00 0.00.,.... p 0 p r:<0 0 0 0' 13A-2ocs 0.201 sw 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 sw 0.00 0.00 0 0 0 0 0 0 0 0 13A 2ocs - 0.201 w 0.00 0.00 0 0 0 0 0 0 01 0 2A 2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A 2ov 0.340 w 0.00 0.00L 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 01 61 c) AED excursion 1 71 1 1 -19 Envelope loss/gain 1038 1549 221 219 12 a) Infiltration 492 156 123 39 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1530 1705 344 258 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1530 1705 344 258 15 Duct loads 46 % 73 % 707 1236 46 % 73 % 159 187 Total room load 1 2237 2941 503 446 Air required (cfm) 138 154 31 23 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft'" 2017-Sep-21 12:19:45 Right -Suite@ Universal 2017 17.0,23 RSU24011 Page 11 nastasiaAGRS\Lot155ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S DEL --AIR Right-J® Worksheet aA g 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: Lot155ThornbrookeAnastas... 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 Room dimensions 13.0 x 11.0 it 11.5 x 11.0 it 5 Room area 143.0 ft2 126.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-0F) Btuh/ft2) or perimeter ift) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Qsw 0.091 n 2,58 2.34 0 0 0 0 r -, 0 0, 0 0' 2A 2ov 0,340 n 9.62 10.58 0,. 0 0 i 0 0 0 0 28 2fv? s ' 0 340 n, 9.62 10.58 0 0 0 0 i 0._ 0 w, 0 0 13A-2ocs 0.201 n 0.00 0.00 w_.._! 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 t 2A-2ovd 0.580 n 0.00 0.00 0 0 0 0 0 0 0 0 W " :4' M-30ad 0 032 n :i 0.00 0.00 p 0 W 12C-Osw 0.091 e 2.58 2.34 117 117 301 274 104 74 189 172 t-C 2ov 0.340 e 9.62 30.36 0 0 0 0 30 0 289 911 W 2A 13A 2ocsy n'0.201 a 0;00 0.00 0 0 0 0 0- 0 0 0 C 2A-2ov _' - h 0:-3- e 1 no 9..0b 0 p 0- 0 Uhl 12C-Osw 0.091 s 2.58 2.34 99 84 216 197 0 0 0 0 G 2A-2ov 0.340 s 9.62 10.77 15 13 144 162 0 0 0 0 W 13A,2ocs.:.,_.. 0 2ni s 0.00 0:00 T W 14A 9ncr p 201 sw- nnn n on o o 0 0 0 0 o 0 W..W....:._._ 1 _ _.. emu..- .....__ _...-._.- _ _-..........- 13A-2ocs 0 201 w 0.00 0.00 0 0 0 0 0 0 01 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0L 0 2A-2ov 0.340 w 0.00 0.00 0 0 OI 0 0 0 00 2A 2ov -- 0.340 w 0.00 0.00 0 4 0( - 0 .. 0 _ - -,0. 0 6 c) AED excursion 511 1 237 Envelope loss/gain 793 830 593 1540 12 a) Infiltration 421 133 202 64 b) Room ventilation 0 01 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1215 964 794 1604 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1215 964 794 1604 15 Duct loads 46 % 73 % 561 699 46 % 73 % 367 1163 Total room load 1776 1663 1162 2767 Air required (cfm) 110 87 72 145 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w r ig h is oft' 2017-Sep-21 12 19:45 Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 12 nastasiaAGRS\Lot155ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S DEL --AIR Right-JO Worksheet HUM .1M n"r"g 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: Lot155ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name open to below stairs 2 Exposed wall MO It 3.5 it 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 Room dimensions 20.5 x 14.5 it 1.0 x 311.3 It 5 Room area 297.3 ft2 311.3 It' Ty Construction number U-value Btuh/ft2-°F) Or HTM Btuh/ft2) Area (ftz) or perimeter (ft) Load Btuh) Area (ft2) or perimeter (tt) Load Btuh) Heat Cool Gross I N/P/S Heat I Cool Gross I N/P/S Heat I Cool 6 12C Osw a 0.091 n 2.58 2.34 131 91 233 212 0 0 0 0 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 - 0, 0 28 2fv 0.840 n 9.62 10 58 40 0 385 423 0 t w ;, 0 0 0' VV II 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 I--G 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 Imo; 2A-2ovd 0.580 n 0.00 0.00 0 0 0 0 0 0 0 0 W16A 3_O.ad 0.032 n..).._0..00 0.00 0 0 0 0 0 W 12C-Osw 0.091 e 2.58 2.34 185 185 475 432 0 0 0 0 2A 2ov 0.340 e_ 9.62 30.36 0 0 0 0 0 0 0 0 13A 2oc's 0.201 of 0"00 0 00 0 0 0 0 "' 0 0 0 0' 2A 2ov I 0.340 e= 0.00 OAO 0 0 0 0 0 0; (1 0' V 12C-Osw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 L-G 2A-2ov 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 W 13A 2ocsx„ °tea: 0.201 s 0:00 0"0_0 0 0 0 0 " 0 0 0 W 13A-2ocs 0.201 sw 0.00 0.00 0 0 0 0 0 0 0 0 13A-2ocs 0.201 w 0.00 0.00 0 0 0 0 01 0 b-1 0 2A 2ov 0 340 w 0.00 0.00 0 0 0 0 0000h2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion Envelope loss/gain 12 a) Infiltration b) Room ventilation 13 Internal gains: Subtotal (lines 6 to 13) Less external load Less transfer Redistribution 14 Subtotal 15 Duct loads Total room load Air required (cfm) Occupants @ 230 Appliances/other 1 1362 14 615 1 0 0 1977 1E 0 0 0 1977 1E 46% 73% 914 11 2890 2E 179 1 0 43 363 571 61 19 0 0 0 0 0 424 591 0 0 0 0 0 0 424 591 46 % 73 % 196 429 621 1020 38 53 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4114- w r ig h is oft' 2017-Sep-21 12:19:45 fiCCA Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 13 nastasiaAGRS\Lot155ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S Duct System Summary Job: Loti55ThornbrookeAna... DEL Date: 6/4/2014 HEATING• AIR CONDITIONING ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heati n g 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 Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.148 in/ 100ft 840 cfm Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk dining rm c 2266 57 109 0.196 6.0 Ox 0 VIFx 27.1 95.0 SO family rm h 4884 210 173 0.183 8.0 Ox 0 VIFx 36.2 95.0 st1 kitchen c 2973 140 143 0.212 8.0 Ox 0 VIFx 18.0 95.0 st1 mstr bth h 1370 59 28 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 mstr rm h 5153 221 162 0.148 9.0 Ox 0 VIFx 52.0 110.0 st3 mstr We c 5 0 0 0.163 4.0 Ox 0 VIFx 37.5 110.0 st3 mstr wic c 5 0 0 0.159 4.0 Ox 0 VIFx 41.1 110.0 st3 pantry c 5 0 0 0.209 4.0 Ox 0 VIFx 19.6 95.0 st1 pwdr h 1394 60 40 0.199 5.0 Ox 0 VIFx 25.5 95.0 st1 study c 2298 59 110 0.164 6.0 Ox 0 VIFx 36.2 110.0 st3 ulil c 1541 34 74 0.199 5.0 Ox 0 VIFx 25.5 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 339 301 0.148 432 12.0 0 x 0 VinlFlx SO sti Peak AVF 840 840 0.148 602 16.0 0 x 0 VinlFlx V1/iI f1tS0 h 2017-Sep-21 12:19:47 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 1 nastasiaAGRS\Lot155ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S 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 Mat] Trunk rb3 Ox 0 840 840 0 0 0 0 Ox 0 VIFx wri htsoft` 2017-Sep-2112:19:47 i CCA 9 Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 2 nastasiaAGRS\Lo1155ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S D L- IR Duct System Summary HEATING • AIR C NDRIGNING 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: Lot155ThornbrookeAna... 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 bth 2 c 980 41 51 0.318 4.0 Ox 0 VIFx 5.5 70.0 loth 3 h 776 48 36 0.311 4.0 Ox 0 VIFx 7.1 70.0 loft c 2767 72 145 0.203 6.0 Ox 0 VIFx 33.0 85.0 st2 open to below h 1445 89 75 0.274 6.0 Ox 0 VIFx 17.5 70.0 open to below -A h 1445 89 75 0.286 6.0 Ox 0 VIFx 14.0 70.0 rm 2 h 2959 183 142 0.270 8.0 Ox 0 VIFx 18.8 70.0 rm 3 h 1776 110 87 0.206 6.0 Ox 0 VIFx 31.5 85.0 st2 rm 3 wic h 503 31 23 0.202 4.0 Ox 0 VIFx 33.7 85.0 st2 rm 4 c 2941 138 154 0.281 6.0 Ox 0 VIFx 15.5 70.0 stairs c 1020 38 53 0.306 6.0 Ox 0 VIFx 8.6 70.0 Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st2 Peak AV 213 255 0.202 576 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 Mat] Trunk rb2 Ox 0 840 840 0 0 0 0 Ox 0 VIFx wri htsoft 2017-Sep-2112:19:47 A, l g Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 3 CCA...nastasiaAGRS\Loll55ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot155ThornbrookeAnastasiaAGRS 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 9/21/2017 1:12 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 9/21/2017 1:11:52 PM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot155ThornbrookeAnastasiaAGRS Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2582 sq.ft. Cond. Volume: 23678 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data HOUSE PRESSURE FLOW: Leakage Characteristics CFM(50): E LA: Eq LA: ACH: ACH(50): S LA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures, 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures, 3. Interior doors, if installed at the time of the test, shall be open, 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off, and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: 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: O THE S71TA r' 0 9/21/2017 1:12 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 vvnole Budding rerrormance 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 L/s/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 L/s) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.2.2 Sealing (Mandatory)5,I1 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. 9/21/2017 1:12 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 (1 YC) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 % inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 60°C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 9/21/2017 1:12 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 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: 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. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. 0 R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. 0 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. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. 0 R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. 0 R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 9/21/2017 112 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 K_57E5 01Ri Q{`ATLS FGR 4L1YPOlb, Iw...+ee•u GtF PI19ff54O 93idl!Ail,'T;dY vdRY PER NAVFILWR NO SFEGFIWICKS Fi=ER IOHLC PLANS FOR SIYLE OF LLA= O ui J*D f%aE 06-54 CA eW- a51f, CR FDED a111 I .AlI A I r I le.v II O trs uF lOi v o' IIII O Transfer ducts/grlHes sized In P 1—ce with Florida Re sldentlnlc Bullding C.de - MI602.4 Balanced Return Alr, exceptions I-3. B01ler ust pr.vide un estrlcted I Inch y undercut on doors to hall^ to t.n I aHoo I GATHERING ROOM I4xB "" ns Ira; I I 16x16 ra d _ 8 e .wc H Bx4 1 AP. ARCHWAY ° OWNER'S SUITE s 5 4 rsa-I9 r I I EllIA/C i ty. PAD I 42X42 A/C SLAB 2,0 TON W/SKW e240V IPH BY BLDR MIN 1 8 x10 Alenplatform dy a uc 2' FROM WALL bldr O scale a/e•=ro' to wall cap w/fan Nutone 696RNB stile rr rs t•w n o-Y cw 6ro.a PL oroauu'i n.a a.a.ew•ra xw rwa+uauat 6' CALI. TOP 7'kltchen vent to ..It cap IF- aic-- CI I I I I y 14x8 tw145 I Q EN T tti eo T Y wt. we I ua•ur. toxwa I tat I bath duct o wall cap fan lu/_11 1 Must have a minimum clearance of 4 inches around the air handler per the State Energy code. All duct has on r=6 Insulatlon value. wactnrm xranuEuveeenexwuwi t® t6 xmm wU.L o FIWa N Cn cU V rw+t. Wn/Flu6NM1n lMO Cn EOSTRUMRAINO l u1 Y uo e".wn"atoe o` Lj v s O O i S m NZ N ti W WLU C Co ClJ C1J CD IDC) D0- D ILI HATCHIN V oQ o R - Value O Q Z a> J<1 \ w.nro } Q Q J — .D L, Z AN N o } CO GARAG LU •• .. > Z 0 Z o iLi j: J Q - OnH Q D J O =) Q Q In IL J (n m C iJ L O N N s ga a5o su 105m w MV SIT ACM w Z 49' g ISa05W 10d05N 30105N dDdO'J! 60' IB:05H i0505H 3050 SN 48i05N m L ha mltE ,WE MIrtaN YMa NHalwr fptlMAro. Ui a WN4 2e60 5H I S 05H I a 0514 GCY RFYf 4OMN55f ALL MOM, mu w.rt+• MU 2M4 TLK A'O F15 GFICATIO , vA4Y PERFORSTILE I Z1- REIEPTOFLORFLAI51 (iORCS PLwSFGR-W- I 'Npl5 E WIGSN, C/S-7'B•R-fYtf.OR il%EG Q Q Q Q y4a n CO 4 § / BEDR„rryYrr 1M• LO•••,,,yyt, 'c Z Yn f'v1oxiiY.* a I O J tOx6 Iwctl10x6 lwctl fn ti v 145 2 rag es f j n 75 6 75 6' L11 L11 00 y CDCD Ox6 lwcd IOx6 lwcd 9, Builder to a CU I ocr wa y 9 x xa 12.1 q. will n ed provltle o/c duct chose I Q 6 gg 6 9' 2g4QMD Ql Olt, m 12x12 ras to _ B• sue•• 1 av awa a`. e.o`x« wk4. 12.3 ral' rr 6' IOx10 rag l 6 l BEDROOM 2 B• t155 lwcd- 16x16 rag tlEUROOM4Y- c aw, as laB O H 3 Y-c -T a.c. 14x8 Iwcd q• AA§ P4 x pYa IwcaG rt' 1ernc 2. 0 TUNW/SKW P240V ]PH bn Pw Trxao Transfer ducts/ Brllles 1—cl In s mi°wcompliance with Florltla Resltlentlal +' 18x10 AleED nplatformbyo-e al diCode - M1602.4 Balanced wersu W bldr sale n/ s=ro 3" bath Return Alr, exceptions 1-3. Builder duct ast provide unrestrlc ted 1 inch a to roof cap andercat an doors to habitable moms o171 w/ fan Nutone696RNBQ Ln Pq o C3 z N j Q ~v Q z Q Q L Rating o U m LU > z z o LLi J Q H m H- Q J O Q Must have a minimum clearance of 4 inches around the air hondler per the State Energy code. All duct has an —6 Insulation value. m CL J (/) M 0 TAYLOR MORRISON HOMES THORNBROOKE S.F. LOT 155 HOUSE TYPE: ANASTASIA WITH OPTIONS WATER SOFTENER LAUNDRTY TUB 1ST FLOOR r asp t AAV I m KITCHEN f WASTE STACK pRoM ZND rEnM;Narir a To rrir• ismoom Ile MASTER BATH cl'o W/M POWDER WATER BATH SOFTENER 071 v'S® D N L. TAYLOR MORRISON HOMES THORNBROOKE S.F. LOT 155 HOUSE TYPE: ANASTASIA WITH OPTIONS WATER SOFTENER LAUNDRTY TUB 2ND FLOOR 3" WASTEYWIMOM %NO FLOOR TEAMINATfNm Tn THE 1ST FLOOR 1 u F . La, v BATH 2 W JV m DESCRIPTION AS FURNISHED: Lot 155, THORNBROOKE PHASE 4, os recorded in Plat Book 70 thrU 71, Public Records of Serninole County, Florida. 1, Pages PLOT PLAN FORICF'RTIFIED TO Taylor Morrison of Florida, Inc: 30' UNNAMED ROAD P.8. 1, PAGE 114) s nnoi 7'21 " E' P 9 11 - 3N,2 40. 00' NiN M61 DATE Ok to construct single family home with setbacks and impervious area shown on plan. 5 tf 9 `% i 0 , 1• LOT 154 5.00' Ch ~ QO ~ 5.00' 5.00' 1 U LANDSCAPE, WALL IFENCEESMT. o 1 5- _ — — _ — 19.27' _ LOT 155 S i 2 3.0'x3.0' AC (2--TYP.) 15. 7' 14.3' 5, 00' COVERED PATIO °i 5.00' n N PROPOSED RESIDENCE MODEL: ANASTASIA 2 1NR GARAGE RIGHT I h NI, (3) Q 5.0' s ENTRY 0 tli WALK- 21.3'. 16' 5. 00' DRIVE 25.20 5.20' 1 I 10' UTIL. ESMT. PC) . 5' CONC WALK 3' LARES CURB B. 11.) S 00010'44 " E 40. 00' RED ROSE LANL% 50' R/W) LOT 156 LUI 14,778 SQ.FT. LIVING I1,467 So. FT. GARAGE_ 455 S O I7. ENTRY V1 SO.FT'. LANAI 136 SQ. F7. 13REEZFWAY= iNIA SQ.FT. DRIVEWAY 1403 SO.F'1'. A/ C PAD 18 SOFT. t1 WALKWAYi70SQ.f'"T'. IMPERVIOUS= i54.9 SO. Fi. SOD__ 12155 SO. FT. 12,, 623 OFF LOT A_FFA;CALC_L_T_A!,S PROPOSED = FINISHED SPOT GRADE ELEVATION APRON = 95 . SQ.F'T. PER DRAINAGE PLANS BUILDING SETTJACKS. *PLOT PLAN ONLY* SIDEWALK = j200 SO. FT. PROPOSED DRAINAGE FLOW FRONT = 25' NOT A SURVEY SOD 105 SO. F SODTOTAAREAS: - -- LOT GRADINGTYPEAREAR15' r_..._ ..__-._..._..._.. PROPOSED INFORMATION SHOWN AREA = 5,178 Si1.F7. PROPOSED F.F. PER PLANS = 25. 1' ?' SIDE 5.0' SIDE CORNER = 10" BASED ON SUPPLIED PLAN DRIVEWAY = 498 so F"1. PROPOSED GRADE PER CONSTRUCTION PLAN ++ AND/OR INSTRUCTIONS PER SIDEWALK = 1270 SO.FT. CLIENT NOT FIELD VERIFIED S00 = I2.260 SQ.FT4 CRU Sf1 1NMEKER—AS'COTT & ASSO-C, INC — LAND SURVLIYOF',S1 I LEGEND - LEGEND - P . PLAT P.B.L. = POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)--277-3232 FAX (407) ; 658--'143 6 F = FIELD TYP. = TYPICAL NOTES: I.P. = IRON PIPE P.R.C. = POINT OF REVERIE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRAC77CE SET FORTH BY THE FLORIOA BOARD OF I IRON CLOD P.C.C. = POINT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SEC77ON 472.02.7. FL.ORIDA STAIIJV, C.lI. = CONCRETE MONUMENT RAB. RADIAL 2, UNLESS FAIV055ED WITH SURVEYOR'S SIGNATURE AND 01001LLL RAISED SEAL, THIS SURVEY MAP OR COPIES ARC NOT V.AUD.1t::TLR. RECRED W. P.WITNESS I'O7FIT I.R. I.R, «/dl6 4596 N.R. NONAl REC RC:C. UVJ. THIS 5URYEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS CWITNESS RO.B. = POINT OF BEGINNING CALC. CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. PA.C. . POINT OF COMMENCEMENT PR A4 = PERMANENT REFERENCE MONUMENT 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. CENT'ERLINE F.F. = FINISHED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANT' OTHER ENTITY. N&D = NAIL & DISK BSA.. = BUILDING SETBACK. LINE 6. DIMENSIONS SHOWN FOR THE LOCA'I7ON Or IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LMLS. W = RIGHT-OF-WAY B.M. = BENCHMARK 7• BEARINGS, ARF BASCO ASSUMED OATUAI AND ON THE LINE. SHOWN AS BASF. GEARING B.B. ' ESMT, = EASEMENT B.B. DASE BEARING i DRAIN. DRAINAGE B. ELEVATIONS, IF SHOWN, ARE BASED ON NATIONAL GEDOE77C DATUAf OF 1929, UNI.F..SS OTHERWISE. NOTED. U1it.. = UTILITY 9. CERTIMATE OF AUTHORIZATION Na. 4595, CL,FC. CHAIN LIMP, FENCE C,,B CONCRETE OLUCY, ....._.....__._._..—...._. .__—.._._..-.-_..__.-..._.............._.. L........_...._..._....._...................... P.C. = POINT OF CURVATURE SCALE F— 1" 20'---1 DRAWN BY: P.T. DESCRIPTION OF TANGENCY S OATS .-_--_-_._.._--- DESC. = DESCRu> TIBH CERTIFIED a Y: R = RADIUS PLOT PLAN 09-24--17 4'1 10--17 L = ARC LENGTH U DELTA C = CHORD C.R. " CHORD BEARING NORTH THIS BUILDING/PROPERTY DOES. NOT LIE WITHIN - ---- --- `-- 16A.. 5_ MEESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRM" W. SCO A GRUSEIIEYER, R.L. S. f 4714 TONE.' "X" MAP >X 12117C 0055 F. J S ' R.L.S Jj' 4807 STATE CERT .LIC EC13003715 ELECTRICAL SERVICES, INC. HOLDER: JOSEPH STRADA 3400 St Johns Pkwy AN NEC 2011/FBC 107 SANFORD,FL STRADA877-906-1113 ELECTRIC • SECURITY ELECTRICAL LOAD CALCULATIONS UPDATED 5-8-2012 MODEL: ANASTASIA BUILDER TAYLOR MORRISON SUBDIVISON VOLT/AMPS TON QTY KW LARGEST LOAD: HEAT PUMPS W/SUPPLEMENTAL HEAT 1 15572 2 4032 10000 6500 0 Includes Heat Pump and Heat Strips on together @100%. 2.5 5040 10000 6500 0 3 5280 10000 6500 0 Square feet living areal 25851 3 volt/amps 7755 3.5 6168 8000 5200 0 Small Appliance Circuits 3 4500 4 6888 8000 5200 0 Laundry Circuit 1 1500 5 8160 10000 6500 0 Dishwasher 1 1500 Water Heater 1 4500 110 KW SETUP 0 Range 1 8000 4.308333 AC EP1 35.5 12 2.958333 Oven 0 Cooktop 0 Microwave 1 1100 TON QTY KW Dryer 1 5000 1.5 2990 5000 3250 0 Disposal 1 500 2 1 4032 5000 3250 7282 Pool 0 2.5 1 5040 5000 3250 8290 3 5280 5000 3250 0 misc 3.5 6168 5000 3250 0 misc 4 6888 5000 3250 0 TOTAL OTHER LOAD 34355 5 8160 5000 3250 0 FIRST tOKVA@100% 10,000 j5 KW SETUP 15572 REMAINDER @ 40% 9742 LARGEST LOAD 15572572 POOL P.REWIRES;, TOTAL LOAD 35 V.A./ 240VOLTS= 147 QTY u;, ,AMPS 0'. SIZE 60 `240 PTO' RECOMMENDED MINIMUM PERZoo SERVICE SIZE: 150 140zao NEC o 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. A SED 0 2 til Q1 N l ® Lumber design vales are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. iTC RECORD COPY M RE: TBO155 - MITek USA, Inc. Site Information: Tamp Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Taylor Morrison Project Name: TB0155 Model: Anastasia Lot/Block: 155 Subdivision: Thornbrooke Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/ TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 45. 0 psf Floor Load: 55.0 psf This package includes 58 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15- 31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T12269287 1 C1A 10/16/17 118 T12269304 F04 10/16/17 12 1 T12269288 1 C 1 B 1 10/16/17 119 I T12269305 I F05 1 10/16/17 13 1 T12269289 1 C3A 1 10/16/17 120 I T12269306 I F06 1 10/16/17 1 14 1 T12269290 1 C313i 10/16/17 121 I T12269307 I F07 1 10/16/17 15 T12269291 1 C5A 10/16/17 122 I T12269308 I F08 10/16/17 1 16 T12269292 1 C51B 1 10/16/17 123 I T12269309 I F09 1 10/16/17 1 17 1 T12269293 1 CJ1 10/16/17 124 I T12269310 I F10 1 10/16/17 18 1 T12269294 1 CJ3 10/16/17 125 I T12269311 I F11 1 10/16/17 19 1 T12269295 1 CJ5 1 10/16/17 126 I T12269312 I F12 1 10/16/17 1 110 1 T12269296 1 E7A 1 10/16/17 127 I T12269313 I F13 1 10/16/17 11 I T1 2269297 1 E71B 10/16/17 128 I T12269314 I F14 1 10/16/17 112 I T12269298 J EJ2 10/16/17 129 I T12269315 I F15 1 10/16/17 113 I T12269299 J EJ7 1 10/16/17 130 I T12269316 I F16 1 10/16/17 114 I T12269300 1 F01 1 10/16/17 131 1 T12269317 1 FG1 1 10/16/17 115 I T12269301 I F02 1 10/16/17 132 1 T12269318 I H7A 10/16/17 116 I T12269302 I F02A 1 10/16/17 133 1 T12269319 H71B 10/16/17 117 I T12269303 I F03 1 10/16/17 134 1 T12269320 1 HJ2 10/16/17 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. 1 7 - 3362 IuS REF NN •DENS o 4869oi ; cry O:• ATE OF :4t/ Z 0, i O EN% J1NA` ` 0 Julius Lee PE No. 34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2017 Lee, Julius 1 of 2 RE: TB0155 - Site Information: Customer Info: Taylor Morrison Project Name: TBO155 Model: Anastasia Lot/Block: 155 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. Seal# Truss Name Date 135 1 T12269321 1 HJ7 10/16/17 136 1 T12269322 1 T01 10/16/17 1 137 I T12269323 i T02 1 10/16/17 1 138 I T12269324 I T03 1 10/16/17 139 I T12269325 I T04 1 10/16/17 1 140 I T12269326 I T05 1 10/1 6/17J 141 I T12269327 I T06 1 10/16/17 142 I T12269328 I T07 1 10/16/17 143 J T12269329 I T08 1 10/16/17 1 144 I T12269330 I T09 1 10/16/17 1 145 I T12269331 I T10 1 10/16/17 1 146 I T12269332 I T11 1 10/16/17 1 147 I T12269333 I T12 1 10/16/17 1 148 I T12269334 I T13 1 10/16/17 149 I T12269335 I T14 10/16/17 1 150 I T12269336 I T15 1 10/16/17 151 I T12269337 I T16 1 10/1 6/17J 152 I T12269338 I T17 1 10/16/17 1 153 I T12269339 I T18 1 10/16/17 154 T12269340 J V01 1 10/16/17 1 155 I T12269341 1 V02 1 10/16/17 1 156 I T12269342 1 V03 1 10/16/17 1 157 I T12269343 1 VO4 1 10/16/17 1 158 T12269344 1 V05 1 10/16/17 1 2 of 2 Job Truss Truss Type "f ty Ply T12269287 TBO155 CIA Jack -Open 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 2x4 = 1-0-0 1-0-0 1-0-0 1-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 08:44:57 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnyd11 m-cCrg3_GgGBy6100KgQtY3Y7XZLyJgLKWeBcgxPySvCq Scale = 1:7.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(ILL) -0.00 1 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 1 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Mal fix) Weight: 3lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=44/Mechanical, 2=34/Mechanical, 3=10/Mechanical Max Horz 1=22(LC 12) Max Upliftl=-5(LC 12), 2= 23(LC 12) Max Grav1=44(LC 1), 2=34(LC 1), 3=20(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ; This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 1 and 23 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with MITek@ connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, The building designer must verify the applicability of design parameters and faroperiy incorporate This design into the overall 666 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 will) possible personal Injury and property damage. For general guidance regarding The fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply T12269288 TBO155 C1B CIty Jack -Open 2 71j.t Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 08:44:58 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-40PCHKGSOU4zMAbW 070nclfhBlIZZoaftoMDTrySvCp 1-0-0 1-0-0 Scale = 1:6.2 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 2 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 2 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 5lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=- 11 /Mechanical, 2=159/0-8-0, 4=9/Mechanical Max Horz 2=34(LC 8) Max Uplift3=-11(LC 1), 2= 102(LC 8) Max Grav3=18(LC 8), 2=159(LC 1), 4=18(1_C 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between !he bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 3 and 102 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity 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 aril properly I ncogwrate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and 11 r1SS 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 C{Y Ply T12269289 TBO155 C3A Jack -Open 1 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 2x4 = 3-0-0 3-0-0 b4v s Aug Ib 20I l MI eK i,,dusui—, Il . ,i 16 08.44.56 c i roVc 1 ID:0837CakNCJU5ySDiQmCDdnyd1 l m-40PCHKGSOU4zMAbWO70nciffblHEZoaftoMDTrySvCp Scale = 1:12.3 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.00 1-3 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(TL) 0.01 1-3 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a rda BCDL 10.0 Code FBC2014/TPI2007 Matrix) I Weight: 10lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=129/Mechanical, 2=101/Mechanical, 3=29/Mechanical Max Horz 1=63(LC 12) Max Upliftl =-1 7(LC 12), 2=-65(LC 12) Max Gravl=129(LC 1), 2=101(LC 1), 3=58(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; VLllt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any Other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint 1 and 65 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - 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 with MI1ekJ connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a trrrss system. Befafe It--, The buildirxg designer must verify the amicability of design parameters and properly incorporate Hits design into the overall building design. Bracing Indicated Is to prevent tackling of Individual truss web aid/or chord members only. Additional Temporary and permanent brining MiTek' is always required for stability and to prevent collapse will) possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Inisses 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 T12269290 T60155 C3B Jack -Open 2 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 08:44:59 2017 Page 1 I D:0837CakNCJ U5yS DiOmCDdnyd 11 m-Ybza Ug H4noCq_KAiyrv08zCrCBdll Fgo6S5m? IySvCo 1-0-0 3-0-0 1-1. 3-0-0 Scale = 1:9.6 2x4 — 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 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/fP12007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=67/Mechanical, 2=234/0-8-0, 4=26/Mechanical Max Horz 2=61(LC 8) Max Uplift3=-43(LC 12), 2=-114(LC 8) Max Grav3=67(LC 1), 2=234(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone;C-C for members and forces & 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 Choi d and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 3 and 114 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design 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. 1010MO15 BEFORE USE. Design valid for use only with MiTek© connectors. This design is based only upon paranlelers shown, and is for an individual building component- not a miss system. before use, the bt81dir1g designer must verify the applicability of design parameters and lxoperly incoq)Orate this deskgn iirlo the overall pal building design. Bracing indicated is to prevent tuckling 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Skeet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Oty PlyT80155CSAFTrussypeen11 Job Reference o tional Builders FirslSource, Tampa, Plant City, Florida 33566 2x4 = 5-0-0 r.owvnuy lb cvii mi i8K ii UUYtica, F- M-... t t., wi; r,;yiu ; I D:0837CakNCJ U 5yS DiOmC Ddnyd 11 m-YbzaUgH4noCq_KAiyrvO8zCk?BaK I Fgo6S5m? IySvCo 16 Scale = 1:17.3 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.03 1-3 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Verf(TL) -0.08 1-3 >691 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix) Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 1=219/Mechanical, 2=171/Mechanical, 3=49/Mechanical Max Horz 1=106(LC 12) Max Upliftl= 31(LC 12), 2=-109(LC 12) Max Grav 1 =219(LC 1), 2=171(LC 1), 3=98(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- ( 7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS ( envelope) and C-C Exterior(2) 0-0-12 to 3-0-12, Interior(1) 3-0-12 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom Chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 1 and 109 lb uplift at joint 2. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. _ Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss syslern. Before use, the building designer must verity the applicability of design parameters and prolxwly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual In15S web and/or chord members only. Additional temporary and permanent br Aacing IVIiTek' IS always required for stability and to prevent collapse with posslicle personal infury 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 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 T12269292 TBO155 C56 Jack -Open 2 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 08:44:59 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnyd1 l m-YbzaUgH4noCq_KAiyrvO8zCnZ8aslFgo6S5m?IySvCo 1-0-0 5-0-0 1-0-0 5-0-0 Scale = 1:12.9 2x4 = 5-0-0 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in toc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.07 2-4 >820 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 17lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP NO.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=148/Mechanical, 2=314/0-8-0, 4=46/Mechanical Max Horz2=89(LC 8) Max Uplift3=-85(LC 12), 2=-124(LC 8) Max Grav3=148(LC 1), 2=314(LC 1), 4=92(LC 3) FORCES. (lb) - Max. Comp -/Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11, Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 3 and 124 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 txrlldlng component, not a It system. Before use. the brtlidii Kj designer mrut verify the applicalAlty of design parameters and properly incogxxale, this design into the overall only. Additional temporary and permanent bracing MiTek' building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord membets 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 taus systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa. FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Ply T12269293 TBO155 CJ1 Jack -Open 19 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 08:45:00 2017 Page 1 1 D:0837CakNCJ U5yS DiQmCDdnydl 1 m-1 nXyi01iY6KhcU1uVYQFhA11 eY_OOi3yL6rKXkySvCn 1-0-0 1-0-0 1-0-0 1-0-0 Scale = 1:7.1 2x4 = 10 1-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 2 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Verl(TL) 0.00 2 999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/ P12007 Matrix) Weight: 5 lb FT = 20! LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-5/Mechanical, 2=154/0-3-8, 4=10/Mechanical Max Horz2=38(LC 12) Max Uplift3=-5(LC 13), 2=-48(LC 12) Max Grav3=13(LC 8), 2=154(LC 1), 4=19(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 3 and 48 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 W. 1010312015 BEFORE USE. Design valid for use only with MITek(_5) connectors. Ibis design Is based only upon parameters shown, and is for an Individual Wilding component, not a truss system. Belpre use, the building designer must verify the api:41cability of design lyzirameleis and plopedy 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 fabricafion, 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 from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply T12269294 TBO155 CJ3 Jack -Open 15 1 Job Reference (optional) Builders FIf51SOnr36, Tampa, Plant City. Florida 33566 f.64u s Aug 16 2017 Mi ex inousrnes. inc. Mon Od i o 08:45:00 2017 Paye ID: 0837CakNCJU5ySDiQmCDdnyd1 l m-1 nXyiOliY6KhcUluVYQFhAIOnYz_Oi3yL6rKXkySvCn q 11- 0-0 1 3-0-0 2x4 = Scale = 1:12.3 3- 0-0 3- 0-0 LOADING ( psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.15 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC20141FP12007 Matrix) Weight: 11lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 3=67/Mechanical, 2=234/0-8-0, 4=26/Mechanical Max Horz 2=79(LC 12) Max Uplift3— 52(LC 12), 2= 56(LC 12) Max Grav3=67(LC 1), 2=234(LC 1), 4=52(LC 3) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- ( 7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone;C-C for members and forces & 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 52 lb uplift at joint 3 and 56 lb uplift at joint 2. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) " This manufactured product is designed as an individual building component. The suitability and use of this 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 111II-7473 rev. 10/03MI5 BEFORE USE. q® Design valid for use only with MllekO connectors. This design Is based only upon parameters shown, and Is for an individual building component not hi C! a truss system. Before use, the building designer must verify the applicability of design parameters aril properly Incorporate this design into the overall Avu building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW IS always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of incases and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSt Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Sulte 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty PIY T12269295 TB0155 CJ5 Jack -Open 15 1 Job Reference o tional 1a mm c:rn 2nn Fa e 5 Builders FirsiSource, Tampa, Plant City, Florida 33566 ' 0S Aug ' u ""' - `" n u n . "' "' """ "' `" " '"'" I D:0837CakN CJ U5yS DiQmC Ddnyd 11 m-Vz5KvMJ LJ P SYEeK53GyU DOH 59yGZ19J 5Zmat4AySvCm 1-0-0 5-0-0 1-0-0 5-0-0 2x4 = 5-0-0 5-0-0 Scale = 1:17.3 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1-25 TC 0.56 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.08 2-4 >727 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight:181b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=158/Mechanicat, 2=305/0-3-8, 4=48/Mechanical Max Horz2=121(LC 12) Max Uplift3=-104(LC 12), 2=-62(LC 12) Max Grav3=158(LC 1), 2=305(LC 1), 4=96(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3 and 62 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10103MIS BEFORE USE. e Design valid for use only with Mllek2D 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 slatAlty 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 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 T12269296 TBO155 E7A Jack -Open 6 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7-0-0 3x6 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 08:45:01 2017 Page 1 ID:0837Ca1kNCJU5ySDiQmCDdnyd1 l m-Vz5KvMJLJPSYEeK53GyUDOHOQyB319J5Zmat4AySvCm Scale = 1:22.2 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.14 1-3 591 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Verl(TL) 0.34 1-3 246 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 22 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=309/Mechanical, 2=217/Mechanical, 3=92/Mechanical Max Horz 1=148(LC 12) Max Upliftl= 44(LC 12), 2= 129(LC 12) Max Gravl=309(LC 1), 2=217(LC 1), 3=135(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior -I 0-0-12 to 3-0-12, Interior(1) 3-0-12 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 44 lb uplift at joint 1 and 129 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/0=015 BEFORE USE. e Design valid for use only with Mileka connectors. This design Is based only upon parameters shown, and is for an Individual building component, not - _ a truss system. Before use, The Ixrilding designer must verity the applicalbility of design parameters axi Ixoperly klcorlxxale 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' Is always required for stability and to prevent collapse with possitNe 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 rusType Qty Ply T12269297 T60155 E76 JTJack-'Opan 4 1 Job Reference (optional) Builders FiTStSOUfCe, Tampa, Plant City, Florida 33566 7.640 s Aug i o 20 i r mi en inuwni—, uic. n ii v! 1 o I i eye I D:0837CakNCJ U 5yS DiQmCDdnyd 11 m-zAej 7hKz4jbProuHdzTj mbq DoMXSUcZFoQKRcdySvCI 7- 0-0 1- 0-0 7-0-0 Scale: 3/4"=l' 3x4 = 700 Plate Offsets (x Y)-- f2'0-1-10 Edgel LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.10 2-4 >825 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.27 2-4 >295 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 3=205/Mechanical, 2=400/0-8-0, 4=83/Mechanical Max Horz2=117(LC 8) Max Uplift3_ 106(LC 12), 2=-140(LC 8) Max Grav3=205(LC 1), 2=400(LC 1), 4=127(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- ( 7) 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 3 and 140 Ito 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. 1010312015 BEFORE USE. Design valid for use only with MITek8 connectors. This design Is based only upon parameters shown. and is for an Individual [xullding component. not -"- a truss system. Before Use., the building designer must verity 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 WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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, Alexancirlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply T12269298 TBO155 EJ2 ty Jack -Open 8 i Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug i6 2017 Mi t etc industries, inc. Mon Oct 16 da:aavc 2017 rage 1 D:0B37CakNCJU5ySDiQmCDdnyd1 l m-zAej7hKz4jbProuHdzTjmbgN7Mf4UcZFoQKRcdySvCl 1-0-0 1-lU-a 1-0-0 1-10-8 Scale = 1:9.4 2x4 = 1-10-8 1-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl LUd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix) Weight: 8 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=44/Mechanical, 2=175/0-3-8, 4=18/Mechanical Max Horz2=56(LC 12) Max Uplift3=-33(LC 12), 2=-46(LC 12) Max Grav3=44(LC 1), 2=175(LC 1), 4=37(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 3 and 46 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. I M312015 BEFORE USE. Design valid for use only with Ml1ek6 connectors. This design is based only upan parameters shown, and Is for an Individual building component, not - a truss system. Before use, the nuilding designer must verity the al.AAcability of design pxtrametets and properly incogwrate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiiTe k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSI/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 'ty Ply T72269299 TBO155 EJ7 Jack -Open 16 1 Job Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc Mon Oct 16 08:45:02 201 I Page 1 ID:0837CakNCJU5ySDiOmCDdnydl1 m-zAej7hKz4jbProuHdzTjmbgDMMXpUcZFoQKRcdySvCl 1-0-0 7-0-0 1-0-0 7-0-0 Scale = 1:22.2 3x6 = 6-4-2 6-4-2 7-0-0 0-7-14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.06 2-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.10 2-5 >643 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix) Weight: 24 lb FT = 20! LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except (jt=length) 2=0-8-0, 5=0-11-5. lb) - Max Horz 2=163(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 5 except 3=-124(LC 12), 4=-121(LC 1) Max Grav All reactions 250 lb or less at joint(s) 3, 4 except 2=359(LC 1), 5=306(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5 except Qt=lb) 3=124, 4=121. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03l2015 BEFORE USE. Design valid for use only with MilekO connectors. [his design Is based only upon parameters shown, and Is for an Individual building component. not a Ir1sS system. Before use, the building designer must verify the applicability of deslgn parameters and Ixoperly Incorlwrate this design inlo the overall only. Additional temporary and permanent bracing IIB99 MiTek' building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication. storage, delivery, erection and bracing of trusses and taus systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T12269300 T80155 For Floor 1 Job Reference (optional) ouiiueis riisiouut aiirye, r-1, i. Y, I.— . nuv ayc ID:0837CakNCJU5ySDiQmCDdnydl1m-RMC5K1KbrljGTxTTBh_yJpMK2mxLDuiO143_83ySvCk 0-1-8 H I 1r4-0 0 1F012 D 9 0 1 3q, a Scale = 1:33.4 1.5x3 II 1.5x3 = 3x4 = 3x4 = 3x6 FP= 3x4 = 1.5x3 II 1.5x3 II 5x6 = 3x4 = 3x4 = 5x6 I 1 2 3 4 5 6 7 8 9 10 1112 13 26 1.5x3 = 3x6 FP= 5x6 II 3x6 FP— 6x8 = Wi 6 9-8-0 18-5-4 18 8-12 9-8-0 8-9-4 o-3- Plate Offsets (X Y)-- f13:0-3-0 Eddel (25:0-1-8 0-0-81 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 0.98 Vert(LL) 0.02 16 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1,00 BC 0.29 Verl(TL) 0.05 16 999 240 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.01 13 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 133 lb FT = 20%F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No. 1(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 11-13: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. All bearings 9-4-0 except (jt=length) 13=0-3-0. lb) - Max Grav All reactions 250 lb or less at joint(s) except 25=407(LC 3), 13=1326(1_C 4), 24=880(LC 3), 23=756(LC 3), 21=905(LC 1), 20=1916(LC 1), 20=1916(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=0/363, 4-5=0/363, 5-6=0/973, 6-7=0/973, 7-8=0/973, 8-9=-875/0, 9-1 0=-1 717/0, 10-11— 1040/0, 11-12=-1048/0, 12-13-1040/0 BOT CHORD 24-25=0/278, 22-23= 468/0, 21-22=-468/0, 20-21=-973/0, 17-18=0/1711, 16-17=011711, 15-16=011703 WEBS 12-15=-355/ 0, 13-15=0/1494, 2-25=-385/0, 2-24=-634/0, 3-24_ 537/0, 3-23=-758/0, 5-23=-291/237, 5-21-931/0, 6-21=-304/0, 10-15=-966,`0, 9-18=-1255/0, 8-18=0/1332, 8-20= 1803/0 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x6 MT20 unless otherwise indicated. 3) Bearing at joint( s) 25 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live ( balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 14-25=-10, 1-13=-320 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 tn.rss system. Before use, the building designer nn isi verify the applicabdity of design parameters and prorperly incorporate his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and 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 Cty Ply T12269301 TBO155 F02 FLOOR 1 1 Job Reference (optional) fsmiaers nrsraource, i ampa, r,am any, rro . soon 0-1-8 H 1 1— i 1.50 I 1.5x3 = 1.5x3 = 1 2 23 22 ID:0837CakNCJU5yS6i6mCDdnydl l m-vYmTXNL6cKr6552gkOVBrOvWj97yySXYFkpXgVySvCj 1-9-4 1.5x3 5 6 3q8 Scale = 1:33.3 3x6 3x6 11 24 7 25 8 9 10 11 1.5x3 11 3x6 = 1.5x3 11 11-8-0 14-10-0 11-8-0 3-2-0 PI3te Offsets (X Y)-- 6:0-1-8 Edge) 118:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) 0.18 18-19 756 360 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(TL) 0.28 18-19 483 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 HOrz(TL) 0.03 13 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) 1-2-10 PLATES GRIP MT20 244/190 Weight: 104 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-7-4 except Qt=length) 11=0-3-0, 16=0-4-0, 14=0-4-0. lb) - Max Uplift All uplift 100 lb or less at joint(s) 11 Max Grav All reactions 250 lb or less at joint(s) 11, 14 except 13=731(LC 13), 21=744(LC 13), 16=548(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1026/0, 3-4=-1568/0, 4-5= 1426/0, 5-6=-1426/0, 6-24=-913/0, 7-24=-913/0, 7-25=-585/0, 8-25= 585/0 BOT CHORD 20-21=0/627, 19-20=0/1414, 18-19=0/1642, 17-18=0/1426, 16-17=0/1426, 15-16=0/833, 14-15=0/362, 13-14=0/362 WEBS 2-21= 934/0, 2-20=0/611, 3-20=-593/0, 4-18=-329/0, 8-13=-686/0, 8-15=0/358, 7-15=-380/0, 7-16=-212/252, 6-16= 879/0, 6-17=0/260 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MlTek6 connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss syslenn. Before use, the building designer must verify file (1pplicability of design piiianetersand pfolpe ly incogxxate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional lemporary and pennaneni bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and 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 T12269302 TBO155 F02A Floor 1 1 Job Reference (optional) ounueis I .toot dory., riwu i y, i iw. oasvv 0-1-8 H 1 40 ID:0837CakNCJU5ySDi6mCDdny 1' 1 m-NIKrIjMrNezziFds16000EShbZTHhvjhU0Y5DxySvCi 1-9-4 301-3-0 Scale= 1:33.3 1.5x3 II 1.5x3 = 1.5x3 = 1.5x3 I I 3x6 I I 3x6 II 1 2 3 4 5 6 23 7 24 8 9 10 11 22 21 19 18 11-11-12 17 16 1 1 13 12 1.5x3 3x6 — 1.5x3 11 18-5-4 Plate Offsets (X Y)-- 6 0-1-8 Edge) 117:0-1-8 Edqel LOADING (psf) SPACING- 2-0-0 CSI. DEFL„ in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.91 Vert(LL) 0.18 17-18 770 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(TL) 0.28 17-18 492 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.03 11 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 104 lb FT = 20%F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-4-0 except (jt=length) 11=0-3-0, 20=0-7-4. lb) - Max Grav All reactions 250 lb or less at joint(s) except 11=292(LC 11), 20=751(LC 11), 14=759(LC 11), 15=368(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1038/0, 3-4=-1590/0, 4-5=-1463/0, 5-6=-1463/0, 6-23= 956/0, 7-23=-956/0 BOT CHORD 19-20=0/633, 18-19=0/1431, 17-18=0/1671, 16-17=0/1463, 15-16=0/1463, 14-15=0/641, 13-14=0/287 WEBS 11-13=0/285, 2-20=-942/0, 2-19=0/619, 3-19= 601/0, 4-17= 315/0, 8-14=-272/0, 7-14=-741/0, 7-15=0/528, 6-15=-875/0, 6-16=0/259 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 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- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. e Design valid for use only with MiTekOO connectors. This design is based only upon parameters shown, and is for an Individual building component not a tn.rss system. Before use, the btfilding designer nxast vetlfy the applicability of design I:xaraineters and Ixop eriy incogxxale this design into the over - 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] 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 T12269303 T60155 F03 Floor 6 I J Refereh cel buuoers r irsr5ource. Tampa, nano .y....... 00000 ..,.. ..,,._.. - INl.....___...__...._. i D:0837CakN CJ U5yS DiOmC DdnyDdnyd 11 mKrIjMrNezziFds16000ESmfZVYhgBhUOY5DxySvCi 0-1-8 1-4-0 1-9-4 Q 3, a,-- 'r 3 0 —' H IScale = 1:33.3 1.5x3 II 1.5x3 = 1.5x3 = 4x6 = 1 2 22 21 1.5x3 11 3x6 11 4x6 I 3 4 5 6 7 8 9 10 11 4x6 = 1.5x3 11 4x6 = 1.5x3 11 18-5-4 2 Plate Offsets (X Y) 670-1-8 Edge) 111 0-3-0 Edge], [17:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Veri(LL) -0.18 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) -0.26 17-18 >825 240 BCLL 0.0 Rep Stress Incr YES W B 0.59 Horz(TL) -0.02 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 104lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=1000/0-3-0, 20=1000/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1485/0, 3-4=-2436/0, 4-5=-2933/0, 5-6=-2933/0, 6-7=-2732/0, 7-8=-2039/0, 8-9=-840/0, 9-10=-832/0, 10-11=-840/0 BOT CHORD 19-20=0/859, 18-19=0/2084, 17-18=0/2771, 16-17=0/2933, 15-16=0/2933, 14-15=0/2511, 13-14=0/1544 WEBS 11-13=0/1234, 2-20=-1280/0, 2-19=0/956, 3-19=-915/0, 3-18=0/539, 4-18=-511/0, 4-17=-85/519, 8-13= 1048/0, 8-14=0/757, 7-14— 722/0, 7-15=0/430, 6-15=-513/24 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. - v Design valid for use only with MiTek(b 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 veufy it le applicabilily of design Ixirameteis and Ixoperly 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 MiTeke 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 aid truss systems. seeANSi/TPIt 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 Ply T12269304 TBO155 F04 ty Floor Girder 1 1 Job Reference o tional tsuuuers rirsiaource, Tampa, r,am i y, nunua o0000 ID:0837CakNCJU5yS156 6dnyd11m-rxuDy3NT8y5gKPC2spXfwR_rbzoVQDUgj21elbySvCh 0- 1-8 H 1 3 0fl1-9-4 s — Scale = 1:33.3 1. 5x3 I 1. 5x3 = 1. 5x3 = 4x6 = 1.5x3 11 4x6 3x6 5x6 II 1 2 3 4 5 6 7 8 24 9 10 11 23 22 4x6 3x8 MT20HS FP = 1.5x3 11 5x8 = 1.5x3 II 1. 5x3 SP = t 4_3.4 18-5-4 14-8-i12 14- 3-4 4-2-0 0-3-8 Plate Offsets (X Y)-- 6:0-1-8 Edge) 111:0-3-0 Edgej 117.0-1-8 Edge] LOADING ( pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Verl(LL) 0.22 15-16 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Vert(TL) 0.34 15-16 645 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 108 1b FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(tlat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) *Except* 12- 18: 2x4 SP M 31(flat) BOT CHORD WEBS 2x4 SP No.3(flat) REACTIONS. ( Ib/size) 11=1377/0-3-8, 21=1093/0-7-4 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1651/0, 3-4=-2753/0, 4-5=-3477/0, 5-6=-3477/0, 6-7=-3421/0, 7-8=-2860/0, 8- 24=-2857/0, 9-24=-2883/0, 9-1 0=-1 197/0, 10-11 =-1 197/0 BOT CHORD 20-21=0/944, 19-20=0/2327, 18-19=0/3181, 17-18=0/3181, 16-17=0/3477, 15-16=0/3477, 14- 15=0/3295, 13-14=0/2388 WEBS 11-1 3=0/1758,2-21= 1406/0, 2-20=0/1082, 3-20= 1033/0, 3-19=0/651, 4-19=-654/0, 4- 17=0/712, 5-17=-303/0, 9-13=-1736/0, 9-14=0/705, 7-14=-664/0, 6-15=-259/247, 6- 16=-265/58 Structural wood sheathing directly applied or 4-6-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 11) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x4 MT20 unless otherwise indicated. 4) The Fabrication Tolerance at joint 18 = 11 5) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) CAUTION, Do not erect truss backwards. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 549 lb down at 14-9-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 12-21=-10, 1-11=-100 Concentrated Loads (lb) Vert: 24=-469(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f0/03M15 BEFORE USE. e Design valid for use only with MITek(5) connectors. This design is based only upon parameters shown, and Is for an individual building component, not a firm system. Before use, tie building designer Hurst verify file arvicabilify of design parameters and propolly iieorporafe 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 damcxge. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systeins, seeANSI/TPI I Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plaie Insfifule. 218 N. Lee Street, Suite 312. Alexandria. VA 22314, Tampa. FL 33610 Job Truss Truss Type Qty Pry T12269305 TB0155 F05 Floor 1 t Job Reference o tional tsunoers rirst ource, Tampa, —m i, ny, rionoa as000 0-1-8 H 1 1-4-0 I 1.5x3 11 1.5x3 = 1.5x3 = 1 3x4 = 2 I D:0837CakNCJ U5yS DiQmC Ddnyd 11 m-J7ScAPN 5v FDhyZnFQ W 2UTfX2hN By9mg_yh1 C HgySvCg 1-11-0 QF4-Q 11—t 0 Scale = 1:26.3 3x4 = 3x4 = 1.5x3 1.5x3 11 4x6 = 3x6 11 4x6 11 3 4 5 6 7 8 9 10 3x4 = 3x4 = 3x4 — 3x4 = 4x6 = 4x6 = 1.5x3 1 14-7-0 14-7-0 Plate Offsets (X Y)-- f 10 0-3-0 Edqe] [13 0-1-8 Edge] 114:0-1-8 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 0.87 Vert(LL) 0.19 14-15 887 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) 0,29 14-15 588 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 84 lb FT = 20%F, 11 % E LIJMBER- BRACING - TOP CHORD 2x4 SP No.t (flat) *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except 8-10: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP No.l (flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 10=788/0-3-8, 17=788/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1105/0, 3-4=-1718/0, 4-5=-1673/0, 5-6=-1673/0, 6-7=-1673/0, 7-8=-653/0, 8-9=-660/0, 9-10=-653/0 BOT CHORD 16-17=0/667, 15-16=0/1529, 14-15=0/1840, 13-14=0/1673, 12-13=0/1139 WEBS 10-12=0/959, 2-17=-994/0, 2-16=0/670, 3-16=-647/0, 3-15=0/290, 4-14=-361/132, 7-12= 724/0, 7-13=0/846, 6-13=-444/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev. 10/03/2015 BEFORE USE. s Design valid for use only with MiTek© connectors. this design is based only upon parameters shown, and is for an individual building component, not - - a trrrss system. Before use, tlw building designer must verify the opp icobilify of design l:Yarcnneters and Iroperly incorrxrate this design into file overall Wilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilional 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/TPII 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 T12269306 TBO155 F06 Floor 1 1 Job Reference (optional) cmiaers nrsjS--, tamp., Fi—i C.ny, Fiviue 33666 1---.1 1. "„U r„ , ,.,0, .,., - n, I D:0837CakN CJ U 5ySDiQmC Ddnyd 11 m-J7ScAPN 5vFD hyZnFQW 2uTfXOAN Dm9oR_yh1 CH gySvCg 0-1-8 H I 1 q 2-1-12 011 8 Stale = 1:257 17 16 1.5x3 II 1.5x3 - 1.5x3 1.5x3 = 1.5x3 1.5x3 = 1 2 3 4 5 6 7 8 1.5x3 i I 3x6 = 18 0 T Plate Offsets (X Y)-- 6:0-1-8 Edge], [12 0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Vert(ILL) -0.23 12-13 >749 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.35 12-13 >505 240 BCLL 0.0 Rep Stress Incr YES W B 0.34 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 82 lb FT = 20%6F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(fiat) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 9=796/0-7-4, 15=802/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1128/0, 3-4— 1770/0, 4-5=-1740/0, 5-6=-1740/0, 6-7=-1154/0 BOT CHORD 14-15=0/679, 13-14=0/1567, 12-13=0/1891, 11-12=0/1740, 10-11=0/1740, 9-10=0/682 WEBS 2-15=-1011/0, 2-14=0/687, 3-14= 671/0, 3-13=0/310, 4-12=-343/153, 7-9=-989/0, 7-10=0n22, 6-10=-872/0, 6-11=0/322 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their alter 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 M/1-7473 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 atHplicability of design p lameteis and poperly incoq:wrate this design into file overall building design. Bracing indicated is to prevent buckling of Individual truss web and/orchord members only. Additional Temporary and permanent bracing M!Tek* 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 tr U.SSeS and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available tram Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job JobTBO TruF07ss Truss Truss Type Qty Ply T12269307 Floor Girder 1 1 Job Reference (optional) rsuuaers "rsiaource, i ampa, ram wy, nonaa as000 I I., I • _ , - I D:0837CakNCJU5ySDiOmCDdnyd11JZOK NIOkgZLYZjMRzEa70s4MjnckulP7ALnIpGy'SvCf it 1-4.0 3x4 = 0I215 1 3x4 2 3 3x4 = 4 3x4 Scale = 1:10.0 3x6 - 3x6 = 1 3-7.15 Plate Offsets (X Y)-- 1:Edge 0-1-81[2 0-1-8 Edgej (3 0-1-8 Edge] LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) -0.01 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.40 Ven(TL) -0.02 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC20141FP12007 Matrix) Weight: 27 lb FT = 20%F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-15 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=569/Mechanical, 5=494/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-539/0 BOT CHORD 7-8=0/539, 6-7=0/539, 5-6=0/539 WEBS 2-8=-708/0, 3-5=-708/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 or and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 5-8=-10, 1-4=-100 Concentrated Loads (lb) Vert: 2=-688 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. srgq Design valid for use only with MITek© connectors. Ihis design is based only upon parameters shown, and is for an individual building component. not a buss system. Before Lrse, the building deskgner nxusi verify the applicability of design parameters and piopedy incorpomle this design into the overall ffi 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 T12269308 TBO155 F08 GABLE 1 1 Job Reference (optional) y a moo ON8 ID:0837CakNCJU5ySDiQmCDdnyd11 m-oK0_NI0kgZLYZjMRzEa70s4PgnituKY7ALnipGySvCf 0T 8 Scale = 1:25.5 1 2 3 4 5 6 7 8 9 10 11 12 13 28 30 0 27 29 i 26 25 24 23 22 21 20 19 18 17 16 15 14 1-4-0 2-8-0 4-0-0 5-4-0 6-8-0 8-0-0 9-4-0 10-8-0 12-0-0 13-4-0 141-0 15-6-8 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 111 -4-0 010I- -8-8 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 0.08 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 14 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 76Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 15-6-8. lb) - Max Grav All reactions 250 lb or less at joint(s) 26, 14, 25, 24, 23, 22, 21, 20, 19, 18, 17, 16, 15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) All plates are 1.5x3 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) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 1010312015 BEFORE USE. Design valid for use only with Mrrek© 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 vedfy the aptAicabillry of design parameters and proiDe.rly incogxxale this desgn into tine 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 slatNtity and to prevent collapse with possible personal injury and property damage. For general guidance regal ding 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 Sireef. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269309 T60155 F09 Floor 5 1 Job Reference o tionat) o.-- rirsiaou — , —r pa, --, —Y, i —. oa- — 0-1-8 H 1 1-- 18 17 I D:0837CakNCJ U5yS DiQmCDdnyd 11 m-G W ZMb5PMRtTPBsxdXx5MY4cP4Ap3dhrH P? W IMjySvCe 1-9-5 1-0-0 01 -8 Sle = 1:26.9 1.5x3 11 1.5x3 1.5x3 = 1.5x3 = 1.5x3 = 1.5x3 1 1.5x3 1.5x3 = 1 2 3 4 21 5 6 7 8 9 20 0W 19 15-6-8 15-6-8 Plate Offsets (X Y)-- 113 0-1-8 Edge) (14 0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0.16 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(TL) -0.25 12-13 >740 240 BCLL 0.0 Rep Stress Incr YES W B 0.35 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 86 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 12-13. REACTIONS. (lb/size) 16=834/0-7-4, 10=834/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1177/0, 3-4=-1979/0, 4-21 =-1 979/0, 5-21= 1979/0, 5-6=-1979/0, 6-7=-1868/0, 7-8=-1189/0 BOT CHORD 15-16=0/713, 14-15=0/1636, 13-14=0/1979, 12-13=0/2038, 11-12=0/1649, 10-11=0/709 WEBS 2-16=-1062/0, 2-15=0/709, 3-15=-702/0, 3-14=0/648, 4-14=-342/0, 8-10=-1056/0, 8-11=0/734, 7-11=-703/0, 7-12=0/335, 6-12=-261/0, 6-13=-281/244 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) °Semi -rigid pitchbreaks with fixed 'heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0312015 BEFOREUSE. e 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 deskgner must verify the applicni-Ally of design fximmeters and properly incorporate this des4lin into ttre overall building design. Bracing Indicated is to Ixevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, SeeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T12269310 TBO155 Flo Floor 1 FJ.bference optional) owwers nrsraource, i amp.. Ham i Y, Holm. — 0- 1-8 H 1—, 1. 5x3 II 1. 5x3 = 1. 5x3 = 1 2 18 17 ID: 0837CakNCJU5ySDiQmCDdnydl l m-GW ZMb5PMRtTPBsxdXx5MY4cPIAgrdhl HP?W IMjySvCe 1 i— 912 080 1. 5x3 1.5x3 11 3 4 5 6 0u 18Scale = 1:26.3 1. 5x3 II 1. 5x3 = 7 8 9 3x6 = 15- 2-12 15- 2-12 Plate Offsets (X Y)-- 13:0-1-8 Edqe] (14:0-1-8 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 0.80 Vert(LL) -0.15 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(TL) -0.22 12-13 >822 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 85lb FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2- 2-0 oc bracing: 12-13. REACTIONS. ( lb/size) 10=814/0-3-8, 16=820/0-7-4 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1154/0, 3-4=-1920/0, 4-5=-1920/0, 5-6=-1920/0, 6-7=-1827/0, 7-8=-1186/0 BOT CHORD 15-16=0l70D, 14-15=0/1599, 13-14=0/1920, 12-13=0/1979, 11-12=0/1627, 10-11=0/723 WEBS 2-16=-1044/0, 2-15=0/693, 3-15=-681/0, 3-14=0/616, 4-14=-328/0, 8-10=-1050/0, 8-11=0f708, 7-11=-674/0, 7- 12=0/305, 6-12=-264/0, 6-13=-331/255 NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1101-7473 rev. 101031201E BEFORE USE. Design valid for use only with MiTek0 connectors. This design is based only upon rnramelers shown, and Is for an individual building component, not a trrrss system. Before use, the building designer must verity the applicatAily of design porn peters and aroporly incorr:xxate the design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply J.b T72269311 TBO155 F11 Floor Girder 1 ference o tional eunoers rirsraource, Tampa, nmu i,uy, noiwa oa oo 0-1-8 H 1 tr40 - i 1.5x3 II 1.Sx3 - 1.5x3 = 3x6 = 3x6 = 1 2 3 18 17 I D:0837CakNCJ U5ySDiQmCDdnydl l m-ki7koQQ_CAbGpOW p5fcb5H9XW a93M66QefGsu9ySvCd 1— =12 _ 1 i 0=-0 1.5x3 11 1.5x3 11 3x4 = 4 5 6 0111 8 Scale = 1:26.3 1.5x3 3x4 = 4x6 = 1.5x3 = 7 8 9 3x4 = 3x6 — 3x4 = 3x4 = 3x4 = 4x6 = 34 = 19 15-2-12 15-2-12 Plate Offsets (X Y)-- 113 0-1-8 Edge], j14 0-1-8 Edqel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.17 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.27 12-13 >672 240 BCLL 0.0 Rep Stress Incr NO W B 0.48 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014fTP12007 Matrix) Weight: 85 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.l (flat) TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc pudins, except BOT CHORD 2x4 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=1039/0-3-8, 16=906/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1299/0, 3-4=-2274/0, 4-5=-2274/0, 5-6=-2274/0, 6-7=-2358/0, 7-8=-1590/0 BOT CHORD 15-16=0/777, 14-15=0/1827, 13-14=0/2274, 12-13=0/2422, 11-12=0/2227, 10-11=0/935 WEBS 2-16=1158/0, 2-15=0/797, 3-15=-807/0, 3-14=0/805, 4-14=-419/0, 8-1 0=-1 358/0, 8-11=0/1001, 7-11=-974/0, 6-13= 539/0, 5-13=-20/330 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-&0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 391 Ito down at 11-3-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 10-16=-10, 1-9=-100 Concentrated Loads (lb) Vert: 7=-311(B) WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. v Design valid for use only with MiTekb connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the btdiding designer must verity 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 bracing of trusses and truss systems, seeANSUTPI 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 T12269312 TBO155 F12 Floor 1 1 Job Reference o tional nunaers resiaouice, I a Ipd, r —, i. Y, rive 0-1-8 H 1-4-0— 7 16 1.5x3 II 1.5x3 — 1.5x3 = 3x4 = 1 2 ID:0837CakNCJU5ySDiQmCDdnyd11 m-ki7koQQ_CAbGpOWp5fcb5H9bGaFGM8HOefGsu9ySvCd 1-9-0 1 i 0-8-0 iQ-4-0 1-3-0 rr— 1 Scale = 1:19.9 3x4 = 1.5x3 11 1.5x3 11 4x6 = 3x6 3x6 11 3 4 5 6 7 8 9 I 14 13 12 11 10 1 — sxn = 3x4 = 3x6 = 1.51A3 11 3x4 = 1-1-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) 0.08 13-14 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Verl(TL) 0.12 13-14 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) 1 PLATES GRIP MT20 244/190 Weight: 67lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=596/0-3-8, 15=596/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-774/0, 3-4=-999/0, 4-5=-999/0, 5-6=-999/0, 6-7=-483/0, 7-8=-490/0, 8-9=-483/0 BOT CHORD 14-15=0/499, 13-14=0/1005, 12-13=0/999, 11-12=0/803 WEBS 9-11=0/710, 2-15=-744/0, 2-14=0/42113-14=-353/0, 6-11=-477/0, 6-12=01549, 5-12=-384/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their cuter ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Desiqn valid for use only with MiTek0 connectors. This design is based only ulxun parameters shown, and is for an Individual building component. not - a Miss system. Before Use, the brilding designer must verify the applicability of design parameters and plopedy incorporate this design into file 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 passible personal injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss 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 Sireet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type Qty Ply T122693137JobbjF13FloorGirder11 Job Reference o (option) n one I Pone I Builders FirstSource, Tampa, Plant City, Florida 33566 ID:0837CakNCJU5ySDiQmCDdnyd11m-ki7koQQVCAbGpOWp5fcb5H9jYaL9MBVQefGsugySvCd 1-4-0 3x4. -0_.3 r 1 3x4 11 2 3 3x4 = 4 3x4 Scale = 1:10.0 3x6 = 3x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.19 Vert(LL) 0.00 7-8 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.21 Vert(TL) 0.01 7-8 999 240 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 8=437/Mechanical, 5=412/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-416/0 BOT CHORD 7-8=0/416, 6-7=0/416, 5-6=0/416 WEBS 2-8=-546/0, 3-5=-546/0 PLATES GRIP MT20 244/190 Weight: 26lb FT=20%F, 11%E Structural wood sheathing directly applied or 3-5-3 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3°) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) "This manufactured product is designed as an individual building component. The suitability and'tfse of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 5-8=-10, 1-4=-100 Concentrated Loads (lb) Vert: 2=-496 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. _ s Design valid for use only with MITekO connectors. this design is based only upon parameters shown, and is for an Individual building corponent, not o truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall q building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord mernbers only. Additional temporary and permanent bracing IYl iTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/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 T12269314 TBO155 F14 Floor 5 1 Job Reference (optional) ouiiaers rirsraource, Tampa, ream City, F!wrioa 33566 r.— a nuy I cv! i nid ;u v_oY 11 i age z7Q40fM7gdVnTXU5d1ZsJ? PQbySvCcID:0837CakNCJU5ySDiQmCDdnydllm-Cu6 ;Uj 0-1- 8 H '1- 4- 0 1-11-12 0-8-0 01 8 SCale = 1: 19.6 5 1. 5x3 1.5x3 = 1.5x3 II 1.5x3 = 1.5x3 11 1.5x3 = 1 2 3 4 5 6 7 3x6 = 16 1 1- 4-12 Plate Offsets ( X Y)-- 5:0-1-8 Edge) 111:0-1-8 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL_ in (loc) I/defl Ud PLATES GRIP TCLL 40. 0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.11 11-12 >999 360 MT20 244/190 TCDL 10. 0 Lumber DOL 1.00 BC 0.85 Verl(TL)-0.1511-12 >866 240 BCLL 0. 0 Rep Stress Incr YES W B 0.24 Horz(TL) 0.02 8 n/a n/a BCDL 5. 0 Code FBC2014/TP12007 Matrix) Weight: 65 lb FT = 20! F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No-3(flat) BOT CHORD REACTIONS. (lb/ size) 8=603/0-3-8, 13=610/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-799/013-4=-1046/0, 4-5=-1046/0, 5-6=-834/0 BOT CHORD 12- 13=0/512, 11-12=0/1039, 10-11=0/1046, 9-10=0/1046, 8-9=0/503 WEBS 2-13= 763/0, 2-12=0/439, 3-12=-367/0, 6-8=-729/0, 6-9=0/506, 5-9=-536/0 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. e Design valid for use only with Milekg connectors. This design Is based only upon parameters shown. and is for an Individual Ixrilding component, not a h1.1s5 system. Before rise, the bUildiix designer Must verify the apl.-Alcability of design 1xirameleis ar" ixot.,rly nlcogxxate this design into the overall building design. &acing indicated is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to ixevent collapse with possible personal Injury and property damage. For general guidance regardiiu3 Ithe fabrication, storage, delivery, erection and bracing of trusses and truss syslems, seeANSI/TPI t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269315 TBO155 F15 Floor 10 1 Job Reference o floral rsunoers rirsi uui e, aiuye, rich. -y, rev oo 0-1-8 H 1 1 7 6 ID:0837CakNCJU5ySDiQmCDdnydl l m-Cuh6?mQcyUj7QA40fM7gdVils_bP5bVZsJ?PQbySvCc 0-8-0 (3-8 1-3-0 Scale = 1:19.9 1.5x3 1.5x3 = 1.5x3 = 3x4 = 3x4 = 1.5x3 11 1.50 11 4x6 = 3x6 3x6 1 2 3 4 5 6 7 8 9 14 13 12 4x6 = 11 10 A = 3x6 = 1.5x3 II 1 3x4 = 11-1-4 Plate Offsets (X Y)-- 112:0-1-8 Edge], (13 0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) 0.08 13-14 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(TL) 0.12 13-14 999 240 BCLL 0.0 Rep Stress Incr YES W B 0.34 Horz(TL) 0.02 9 n/a rda BCDL 5.0 Code FBC2014fTP12007 Matrix) PLATES GRIP MT20 244/190 Weight: 67lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=597/0-3-8, 15=597/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-776/0, 3-4=-1003/0, 4-5=-1003/0, 5-6=-1003/0, 6-7=-485/0, 7-8=-493/0, 8-9=-485/0 BOT CHORD 14-15=0/500, 13-14=0/1008, 12-13=0/1003, 11-12=0/805 WEBS 9-11=0/713, 2-15=-745/0, 2-14=0/422, 3-14=-355/0, 6-11=-477/0, 6-12=0/554, 5-12=-388/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verity 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 MiTekT)connectors. This design is based only upon parametersshown, and is for an individual !wilding component not a truss system. Before use, file building deskgner n1Usi verify the alDhlicalAilly of design Parameters and propedy incoq.+xate this design into the overall building design. Bracing indicated is to prevent buckling of individual puss 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, dellvery, erection and bracing of trusses and puss systems, seeANSUTPII 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 T12269316 TB0155 F 16 Floor 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2011 MI IeK Industries, Inc. Mon Vci 1b 06:4baz 20w rage a I D:0837CakN CJ U SySDiQmC Ddnyd 11 m-g5FVD6R Ejor_2KfCC4e3AiEzFOxRq_uj5zlzz 1 ySvCb 0- 1-8 1- 4-0 1-8-4 0-8-0 3-8 H r I r S le = 1:18.9 5 4 1. 5x3 II 1. 5x3 = 1. 5x3 = 3x4 = 4x6 = 1.5x3 4x6 = 3x4 = 1 2 3 4 5 3x4 = 6 7 3x4 = 4x6 = 4x6 = 4x6 = Plate Offsets (X Y)-- 15 0-1-8 Edgej (7:0-1-8 Edge) (8:Edge 0-1-81 111:0-1-8 Edge1 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Veri(LL) -0.06 10 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(TL) -0.12 10 >547 240 BCLL 0.0 Rep Stress Incr NO W B 0.59 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 64 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-4-0 except Qt=length) 12=5-6-9, 11=5-6-9, 8=Mechanical. lb) - Max Uplift All uplift 100 lb or less at joint(s) except 11= 128(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 13=978(LC 1), 13=978(LC 1), 12=1859(LC 1), 11=581(LC 7), 8=1897(LC 4) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-570/0, 3-4— 2457/0, 4-5=-2457/0, 5-6=-2206/0 BOT CHORD 12-13=D/738, 11-12=0/1864, 10-11=0/2457, 9-10=0/2457, 8-9=0/1578 WEBS 2-13— 1099/0, 2-12= 629/108, 3-12=-2093/0, 3-11=011231, 4-11= 723/0, 5-9=-588/0, 5- 10=-267/0, 6-8=-2296/0, 6-9=0/960 NOTES- ( 8) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 11. 4) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 5) " Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 8-13=-10, 1-7=-450 2) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 8-13= 10, 1-7=-450 3) 1 st Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 8-13=-10, 1-4=-450, 4-7=-188 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0"015 BEFORE USE. Design valid for use only with MITeM connectors. this design Is based only upon parameters shown, and is for an individual Ixallding component not o truss system. Before use, the Iwildirlg designer must verify the ap plic alAity of design 1-xaraneters and pioperly incogxxate this design into file 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 prop.^ damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSUTPI 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 T72269316TJ.b TB0155 F16 Floor 1 ference (optional) Builders FIrs1Source, Tampa, YrBni Uity, Honda,6ttt LOAD CASE(S) Standard 4) 2nd Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-4= 188, 4-7= 450 5) 3rd unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-4=-450, 4-7=-188 6) 4th unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-4=-188, 4-7=-450 7) 1st chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-5= 450, 5-7=-188 8) 2nd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-7=-450 9) 3rd chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13= 10, 1-5= 450, 5-7=-188 10) 411h chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-7=-450 ID:0837CakN CJ U 5ySDiQmC Ddnyd 11 m-g5 FV D6R Ejor_2KfCC4e3AiEzFOxRcLuj5zlzz 1 ySvCb WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Milek6 connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a Truss syslem. Before use, file building designer must verify the applical.-Airy of design parameters and properly Incogxxate if design into the overall Abuildingdesign. Bracing indicated is to prevent Lxrckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding The fabicatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Qt`y PIY T12269317 T80155 FG1 FlatGiirTde r i e G Job Reference (optional) ow,ueis nisi.uY...... I D:0837CakN CJ U SySDiQmCDdnyd 11 m-BHptQSSs U 5zrg U EOmn91)wn46oH CZO EsKdU W V UySvCa 2- 8-8 5-1-8 7-6-B 9-11-9 12-4-9 14-11-12 17-6.15 _ 20-2-2 $o-io-9, 2- 8-B 2-5-0 2-5-0 2-5-0 2-5-0 2-7-3 2-7-3 2-7-3 0-8-6 Scale = 1:36.2 Bx14 MT20HS = 2x4 11 2x4 5x8 = 2x4 11 6x12 MT20HS WB = 1 4x12 = 2 3 4 5 6 7 3x8 = 5x12 = 2x4 II 3x4 II 8 9 10 11 22 23 24 Zb Zb z/ to zo 16 ai o - - is 11 4x6 11 7x10 = 3x6 11 Sx12 = 5x6 2x4 5x12 = 2x4 7xI0 = 11x4 2x4 11 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 20- 10-9 2. 8-8 5-1-8 7-6-8 9-11-9 12-4-9 14-11-12 17-6.15 1-- 20- 2-2 20r4-15 2- 8-8 2-5-0 2-5-0 2-5-0 2-5-0 2,7.3 2-7-3 2-7-3 0-7-13 0- 69 Plate Offsets (X Y)-- 60-5-9 Edqe) (10 0-3-8 0-1-8] (14.0-5-0 0-4-4) f19:0-3-12 0-2-0) (20 0-4-8 0-1-8) I21.0-4-8 0-3-8] LOADING ( psf) SPACING- 2-0-0 GSL DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.14 19-20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.23 19-20 >626 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(TL) 0.02 16 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 5-7-12 oc puffins, except BOT CHORD 2x6 SP M 26 end verticals. WEBS 2x4 SP No.3 *Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1- 21,3-21,3-19,5-19,5-16,8-16,8-14,10-14: 2x4 SP No.1 6-0-0 oc bracing: 15-16,14-15. OTHERS 2x4 SP No.3 REACTIONS. ( lb/size) 22=1269/0-8-1, 16=3763/0-4-0 (req. 0-4-7), 13=952/0-5-10 Max Uplift22=-122(LC 4), 16=-296(LC 4), 13=-70(LC 4) Max Grav22=3459(LC 14), 16=10711(LC 14), 13=2036(LC 14) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-2916/120, 1-2= 7146/209, 2-3= 7146/209, 3-4=-7903/229, 4-5=-7903/229, 5- 6_ 202/7132, 6-7=-202/7132, 7-8=-202/7132, 8-9=-3096/60, 9-10=-3096/60, 10- 11=-321/7, 11-12=-338/2 BOT CHORD 22-23=-17/393, 21-23=-17/393, 21-24=-296/10113, 20-24=-296/10113, 20-25=-296/10113, 25- 26--9-96/10113, 19-26=-296/10113, 19-27=-48/1407, 18-27=-48/1407, 18-28=-48/1407, 17-28=-48/1407, 17-29= 48/1407, 29-30=-48/1407, 16-30=-48/1407, 16-31=-672/29, 31-32=-672/29, 15-32=- 672/29, 15-33=-672/29, 33-34=-672/29, 14-34=-672/29, 14-35=-7/321, 13-35=- 7/321, 12-13=-7/321 WEBS 1-21= 207/7289, 3-21=-3231/95, 3- 20=0/2090, 3-19=-2406/73, 5-19=-197/7074, 5-17=-14/1006, 5-16- 9297/272, 7-16=- 519/96, 8-16=-6959/186, 8-15=-1111198, 8-14=-96/4059, 10-14=-57/2990, 10-13=-863/91 NOTES- (14) 1) 2-ply truss to be connected together with 10d ( 0.131 " x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4- 0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or ( B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. ontinued on Qage 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 10/03,2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a III W system. Before use, the brtildirrg designer must verify the applicability of design pararneteB and properly incoirxxate this design into the overall building design. Bracing indicated is to prevent txickling of Individual inns web and/or chord members only. Additional temporary and permanent bracing MiTek` IS always regrlired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/ TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Type Qty PlyT12269317 TB0155 T'.' Ulss Flat Girder 1 e L Job Reference (optional) Builders hlrslSoUrae, I amps, runt urty, rionoa sa000 ID:0837CakNCJU5ySDiQmCDdnyd11m-81-lpt6SS U52rg6E0mn91jwn46oHCZOEsKdUWVUySvCa NOTES- (14) 6) Concentrated loads from layout are not present in Load Case(s): #3 Dead + Uninhabitable Attic Without Storage; #4 Dead + 0.6 MWFRS Wind (Pos. Internal) Left; #5 Dead + 0.6 MWFRS Wind (Pos. Internal) Right; #6 Dead + 0.6 MWFRS Wind (Neg. Internal) Left; #7 Dead + 0.6 MWFRS Wind (Neg. Internal) Right; #8 Dead + 0.6 MWFRS Wind Pos. Internal) 1st Parallel; #9 Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel; #10 Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel; #11 Dead + 0.6 MWFRS Wind Pos. Internal) 4th Parallel; #12 Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel; #13 Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel; #18 Dead + 0.75 Roof Live bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left); #19 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right); #20 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel); #21 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) 2nd Parallel). 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) WARNING: Required bearing size at joint(s) 16 greater than input bearing size. 10) Provide metal plate or equivalent at bearing(s) 16 to support reaction shown. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 22, 296 lb uplift at joint 16 and 70 lb uplift at joint 13. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1877 lb down at 18-8-13, and 86 lb up at 18-8-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-11=-70, 12-22=-20 Concentrated Loads (lb) Vert: 19=-143 16=-253 15=-143 23=-396 24=-396 25=-143 26=-253 27=-253 28=-143 29=-253 30=-143 31=-143 32=-253 33=-253 34= 143 35=-823(8=-794) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10103,12016 BEFORE USE. _ Design valid for 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 parameters and property incorporate ibis design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPI 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 T12269318 TBO155 H7A Diagonal Hip Girder 1 1 T ional Job Reference o Builders FirstSource, Tampa, Plant Crty, Florida 33566 7.640 s nuy 16 cu 1 r Mid e2 1 u> o>, -1. 1-11 .,. , — ,1 — I agG I D:0837CakNCJ U5yS DiQmCDdnyd 11 m-cTN FeoTV FP 5iHepbKVgX F7KJq Beyl xuOZH E31 wySvCZ I 5-1-9 4-8-7 LX4 4 2x4 = 3x4 = Ipa 0 Scale = 1:22.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.04 5-6 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(TL) 0.11 5-6 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=445/0-4-3, 3=170/Mechanical, 4=380/Mechanical Max Horz 1=147(LC 22) Max Uplift1-96(LC 4), 3=-108(LC 4), 4=-107(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-925/23417-8=-888/247, 2-8=-829/232 BOT CHORD 1-10-330/832, 10-11-330/832, 6-11=-330/832, 6-12=-330/832, 5-12=-330/832 WEBS 2-6=0/308, 2-5=-903/358 Structural wood sheathing directly applied or 5-11-15 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS ( envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf 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 96 lb uplift at joint 1, 108 lb uplift at joint 3 and 107 lb uplift at joint 4. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 lb down and 98 lb up at 1-4-15, 21 lb down and 17lb up at 1-4-15, 60 lb down and 64 lb up at 4-2-15, 44 lb down and 47 lb up at 4-2-15, and 100 lb down and 117 lb up at 7-0-14, and 95 lb down and 110 lb up at 7-0-14 on top chord, and at 1-4-15, at 1-4-15, 15 lb down at 4-2-15, 12 lb down at 4- 2-15, and 41 lb down at 7-0-14, and 39 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 1-4=-20 Concentrated Loads (lb) Vert: 7=42(B) 8= 2(F) 9= 131(F=-72, B= 59) 11= O(F) 12-40(F=-20, B= 20) WARNING - Veritydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03,2015 BEFORE USE. sq® Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an individual building component, not - C! a truss system. Before use, the building deskgner must verify the appiiccrijlity of design pularneters and propeily incorporate this design into the overall s Iliirii building design. Bracing indicated is to prevent buckling of Individual inns web and/or chord members only. Additional ternporay and permanent bracing Mi IT Qk' isalways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, se.eANSI/TPII 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 Oty PlyT122693197, uss_Truss TBO155 B irder 1 1 Job Reference (optional) Builders Fir51.SOUTCe. Tampa, Plant City. Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 08:45:14 2017 Page 1 ID:0837CakNCJU5ySDiOmCDdnydl1m-cTNFeoTVFP5iHepbKVgXF7KK1BeylxrOZHE31wySvCZ 1-5-0 5-3-15 9-10-1 1-5 i 5-3-15 4-6-1 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 TCDL 15.0 Lumber DOL 1.25 BC 0.54 BCLL 0.0 Rep Stress Incr NO WB 0.43 BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=158/Mechanical, 2=513/0-10-15, 5=339/Mechanical Max Horz2=117(LC 22) Max Uplift4=-89(LC 4), 2= 154(LC 4), 5=-66(LC 8) Scale = 1:21.1 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.03 6-7 >999 240 MT20 244/190 Verl(TL) -0.12 6-7 >984 180 Horz(TL) 0.02 5 n/a n/a Weight: 40 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-1051/218, 8-9=-1030/230, 3-9=-996/238 BOT CHORD 2-11=-297/998, 11-12=-297/998, 7-12=-297/998, 7-13=-297/998, 6-13=-297/998 WEBS 3-7=0/278,3-6=-1043/310 NOTES- (9) 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. fl; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 lb uplift at joint 4, 154 lb uplift at joint 2 and 66 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb down and 110 Ito up at 1-4-15, 78 lb down and 110 lb up at 1-4-15, 42 lb down and 38 lb up at 4-2-15, 42 lb down and 38 lb up at 4-2-15, and 86 lb down and 90 lb up at 7-0-14, and 86 lb down and 90 lb up at 7-0-14 on top chord, and at 1-4-15, at 1-4-15, 12 Ito down at 4-2-15, 12 lb down at 4-2-15, and 36 lb down at 7-0-14, and 36 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-70, 2-5=-20 Concentrated Loads (lb) Vert: 8=94(F=47, B=47) 10=-97(F= 49, B=-49) 13=-36(F= 18, B=-18) WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek60 connectors. This design Is based only upon parameters shown, and Is for an Individual tbuilding component, not nowainrsssystem. Before use, the building designer must verify the applicability, of design lxirameieis and properly incotponate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional tempofary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty T12269320 T80155 HJ2 Diagonal Hip Girder 2 7Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 08:45:15 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-4gxdr8U7OjDZvnOnuCCmoKsYGb4el Un9nxzdZMySvCY 1-5-0 2-7-1 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.00 2-4 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(TL) 0.00 2-4 999 180 BCLL 0.0 Rep Stress Incr NO W B 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC20141-rPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=1/Mechanical, 2=218/0-4-9, 4=23/Mechanical Max Horz 2=68(LC 4) Max Uplift3=-55(LC 19), 2= 108(LC 4) Max Grav3=57(LC 22), 2=218(LC 1), 4=47(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.2 PLATES GRIP MT20 244/190 Weight: 10lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); 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 55 Ito uplift at joint 3 and 108 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 lb down and 94 lb up at 1-4-15, and 69 lb down and 94 lb up at 1-4-15 on top chord, and at 1-4-15, and at 1-4-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-20 Concentrated Loads (lb) Vert: 5=80(F=40, 13=40) 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 with MITekmD connectors. Ihis 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 propxeily incogwraie this design Into the overall building design. Bracing indicated is to prevent truckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always 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] 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 Truss Truss Type Qty Ply T12269321FTBO55HJ7DiagonalHipGirder71 Job Reference (optional) I M O t 16 08 45-16 2017 P e tBuildersFirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MITek Industnes, nc. on c . . Pa I D:0837CakNCJ U 5ySDiQmC Ddnyd l l m-ZsV?3U U InOLPXxzzRvj?KYPf7?JYmr_JObjA6pySvCX 1-5-0 9-10-1 1-5-0 5-1-9 4-8-7 2 Scale = 1:22.4 0 0 LX4 I a 3x4 = 3x4 = 5-1-9 LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.04 6-7 999 240 TCDL 15.0 Lumber DOL L25 BC 0.53 Vert(TL) 0.11 6-7 999 180 BCLL 0.0 Rep Stress Incr NO W B 0.39 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=170/Mechanical, 2=520/0-4-9, 5=353/Mechanical Max Harz 2=176(LC 4) Max Uplift4=-110(LC 4), 2=-148(LC 4), 5= 89(LC 8) PLATES GRIP MT20 244/190 Weight: 42 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-835/191, 8-9=-767/210, 3-9=-757/196 BOT CHORD 2-11=-278/756, 11-12=-278/756, 7-12=-278/756, 7-13=-278/756, 6-13=-278/756 WEBS 3-7=0/292,3-6=-821/301 NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 4, 148 lb uplift at joint 2 and 89 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 74 lb down and 104 lb up at 1-4-15, 74 lb down and 104 lb up at 1-4-15, 44 lb down and 47lb up at 4-2-15, 44 lb down and 47 lb up at 4-2-15, and 95 lb down and 110 lb up at 7-0-14, and 95 lb down and 110 lb up at 7-0-14 on top chord, and at 1-4-15, at 1-4-15, 12 lb down at 4-2-15, 12 lb down at 4-2-15, and 39 lb down at 7-0-14, and 39 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 2-5=-20 Concentrated Loads (lb) Vert: 8=89(F=45, B=45) 10= 118(F=-59, B=-59) 13= 39(F=-20, B=-20) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03&015 BEFORE USE. Design valid far use only with MiTeke connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the alihlicability of design pal anneteis and INOpel y incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional ten)poray and permanent bracing MiTek" is always 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 misses 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 T12269322 TBO155 Tot Halt Hip Girder 1 1 Job Referen(opb.n.l) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug i° zoi r mi r ek inausures, inc. mon Gci 16 °o.vo., o 2017 F,9e ID:0837CakNCJU5ySDiQmCDdnydl1m-ZsV?3UUInOLPXxzzRvj?KYPhc?GBmmsJObjA6pySvCX 1-0-0 3-10-14 7-0-0 10-6-4 14-4-0 to-8- r 1-0-0 3-10-14 3-1-2 3-6-4 3-9-12 6-4-0 3x4 — 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 TCDL 15.0 Lumber DOL 1.25 BC 0.75 BCLL 0.0 Rep Stress Incr NO W B 0.72 BCDL 10.0 Code FBC2014/TP12007 Matrix) 4x6 — 3x4 - Scale = 1:26.4 3x8 - 4 10 5 11 12 ° 3x8 — lopc> 0 3x6 11 14-4-0 _. 10-8-P DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) -0.07 2-9 >999 240 MT20 244/190 Vert(TL) -0.22 2-9 >760 180 Horz(TL) 0.04 7 11/a n/a Weight: 71 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 7=1327/0-4-0, 2=1115/0-8-0 Max Horz2=119(LC 19) Max Uplift7=-350(LC 4), 2=-333(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2420/627, 3-4=-2182/541, 4-10=-2054/531, 5-10=-2054/531, 5-11 =-1 626/436, 11-12= 1626/436, 6-12=-1626/436, 6-7=-l235/380 BOT CHORD 2-9=-649/2227, 9-13=-436/1626, 8-13=-436/1626 WEBS 3-9=-266/243, 4-9=0/364, 5-9— 128/523, 5-8=-847/351, 6-8=-505/1879 Structural wood sheathing directly applied or 3-7-1 oc purlins, except end verticals. Rigid ceiling directly applied or 7-3-15 oc bracing. NOTES- (9) 1) Wind: ASCII 7-10, Vu t=140prph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi-0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 350 lb uplift at joint 7 and 333 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 135 lb down and 125 lb up at 7-0-0, 135 lb down and 125 lb up at 9-0-12, and 135 lb down and 125 lb up at 11-0-12, and 135 lb down and 125 lb up at 13-0-12 on top chord, and 374 lb down and 83 lb up at 7-0-0, 87 lb down at 9-0-12, and 87 lb down at 11-0-12, and 87 lb down at 13-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-70, 4-6=-70, 2-7=-20 Concentrated Loads (Ib) Vert: 4=-135(B) 9=-374(B) 10=-135(B) 11=-135(B) 12=-135(B) 13=-63(B) 14=-63(B) 15=-63(B) WARNING - 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 MiTeK,) connectors. [his design Is based only upon parameters shown, and is for an individual building component, not a ticks system. Before use, The building designer must verify the applicability of design I:xn aneters and properly incogxxate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Add!lional temporary and perrnanent bracing inn iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcatlon, 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 T12269323 TBO155 T02 Hall Hip 1 1 Job Reference o bclnal Builders FirstSource, Tampa, Plant City, Florida 33566 4-10-14 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 08:45:17 2017 Page 1 I D:0837CakN CJ U5yS DiQmCDdnyd 11 m-122OGgVNYKTG85YA?dE Etlys P Pd DVKaS FFSjeFySvCW 4-1-2 4x6 = 5-4-0 0-4-0 Scale = 1:26.2 3x4 = 10 5 IT0 3x6 = 3x8 = 2x4 11 9-0-0 14-4-0 1,4-8-0 9-0-0 5-4-0 -4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.14 2-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.38 2-7 >440 180 BCLL 0.0 Rep Stress Incr YES W B 0.30 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 69 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-14 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-0-4 oc bracing. REACTIONS. (lb/size) 6=619/0-4-0, 2=721/0-8-0 Max Horz2=147(LC 8) Max Uplift6= 174(LC 8), 2=-225(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-1258/587, 3-8=-1226/598, 3-4=-800/332, 4-9= 707/352, 9-10=-706/352, 5-10=-706/352, 5-6=-587/342 BOT CHORD 2-7=-696/1151 WEBS 3-7= 468/356, 5-7=-388/791 NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.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(!) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 13-2-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 6 and 225 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rev. 10103MIS BEFORE USE. Design valid for use only with MITek(,rj) connectors. this design Is based only upon parameters shown, and is for an Individual building component. not Cl 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 taus web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIyTPt 1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply T12269324 T60155 T03 Common 7' 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 /.84U s Aug lb zui r Mi ex industries, Inc. Mon Oct to 08.45.18 2017 rage I D:0837CakNCJ U 5yS DIQmC Ddnyd 11 m-V FcmTAW?Jec7m F7MZKITQz U 1 Sp?O EoRbTvC HAhySvCV 1-0-0 5-7-4 10-8-0 15-8-12 21-4-0 1-0-0 5-7-4 5-0-12 5-0-12 5-7-4 0 ;1 Scale = 1:38.3 4x6 = 3x4 — 3x4 = 3x4 — 3x4 — 3x4 = 7-3-8 1 14-0-8 LOADING (pst) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/fP12007 CSI. TC 0.39 BC 0.57 WB 0.20 Matrix) DEFL. in Vert(LL) -0.06 Verl(TL) -0.21 Horz(TL) 0.05 loc) I/dell Ud 6-7 >999 240 6-7 >999 180 6 n/a rVa PLATES GRIP MT20 244/190 Weight: 96 lb FT = 201 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-5-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=927/0-8-0, 2=1026/0-8-0 Max Horz2=100(LC 9) Max Uplift6=-193(LC 13), 2=-229(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1584/582, 3-10=-1509/596, 3-1 1=-1 385/582, 4-11 =-1 296/593, 4-12=1307/623, 5-12=-1397/605, 5-13= 1497/625, 6-13=-1579/614 BOT CHORD 2-9=-452/1328, 8-9=-214/898, 7-8=-214/898, 6-7=-456/1342 WEBS 4-7=-193/522, 5-7=-339/267, 4-9— 182/505, 3-9=-331/264 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcflrrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 193 lb uplift at joint 6 and 229 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M71-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek(D connectors. This design Is based only upon parameters shown, and is for an Individual building component. not a tnrss system. Before use, the building deskgner must verify the applicability, of design tarameters and properly incogxxate this design into the overall building design. Bracing indicated is to prevent t:xickling of individual truss web and/or chord members only. Additional ternporary and pesrnanent 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 t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269325 TBO155 T04 Common 1 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug io 20i r mi i eK mousui-, in, mun W o 08:45:1 o 201 7 rage I D:0837CakNCJ USySDiQmCDdnyd l l m-VFcmTA W?Jec7mF7MZKITQzU2jp?aEoXbTvCHAhySvCV 1-0-0 5-7-4 10-8-0 15-8-12 21-4-0 22-4-0 1-0-0 5-7-4 5-0-12 5-0-12 5-7-4 Scale = 1:38.5 4x6 = 3x4 = 3x4 = 3x4 = 3x4 = sx4 — 7-3-8 14-0-8 21-4-0 7-3-8 6-9-0 7-3-8 Plate Offsets (X Y)-- 12:0-1-0 Edge) (6:0-1-0 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.06 2-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.20 2-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.19 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/fP12007 Matrix) Weight: 98 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1023/0-8-0, 6=1023/0-8-0 Max Horz2=98(LC 11) Max Uplift2=-228(LC 12), 6=-228(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1578/565, 3-11= 1503/579, 3-12=-1379/565, 4-12=-1290/576, 4-13=-1290/576, 5-13=-1379/565, 5-14— 1503/579, 6-14=-1578/565 BOT CHORD 2-10= 402/1323, 9-10=-182/892, 8-9= 182/892, 6-8=-421/1323 WEBS 4-8=-1851506, 5-8=-331/263, 4-10= 186/506, 3-10=-331/263 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.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 10-8-0, Exterior(2) 10-8-0 to 13-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 2 and 228 lb uplift at joint 6. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility 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 MD-7473 rev. 10/03/2015 BEFORE USE. = 0 Design valid for use only with MlTekO, connectors. this design Is based only upon parameters shown, and is for an Individual building component, not - a truss syslem. Befun= use, the building designer must verity the applicability of design parameters and propxedy Incolporcrte this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269326 T80155 TO5 Hip 1 i Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 I.640 s Aug 1 e zvi i Mi i ek mausrnes. inc. Mon Oci 16 08.45. i a 2017 rage I D:0837CakN CJ U5yS DiQmC Ddnyd l l m-zRA8hVXd4xk_OPiY72GiyA1 CwCIyzG8liZxgi7ySvCU 1-0-0 4-9-4 9-0-0 12-4-0 16-6-12 21-4-0 22-4-0 1-0-0 4-9-4 4-2-12 3-4-0 4-2-12 4-9-4 1-0-0 31 4x6 = 5x8 = Scale = 1:39.0 3x6 = - - 3xb = 3x8 = 4x6 = 3x4 = IT0 9-0-0 12-4-0 z1-4-u 9-0-0 3-4-0 9-0-0 Plate Offsets (X Y)-- f5:0-6-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.15 7-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.43 7-9 >583 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.06 7 n/a rl/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 105 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1023/0-8-0, 7=1023/0-8-0 Max Horz2=84(LC 11) Max Uplift2=-217(LC 12), 7= 217(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12— 1559/696, 3-12=-1518/711, 3-4=-1242/561, 4-5= 1049/564, 5-6=-1241/561, 6-13=-1517/711, 7-13=-1559/696 BOT CHORD 2-11=-538/1332, 10-11= 290/1049, 9-10= 290/1049, 7-9= 544/1332 WEBS 3-11— 334/289, 4-11= 80/319, 5-9=-76/319, 6-9=-335/289 NOTES- (8) 1) Unbalanced roof live leads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 12-4-0, Interior(1) 16-8-11 to 22-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 217 lb uplift at joint 2 and 217 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03,2015 BEFORE USE. e Design valid for 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 btAlding designer must verify The aplAicobilily of design P aranneters and proporly incogwraie this design Into file overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTek" is always required for slat-ility and to revent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and buss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 TrussJobTrusspePry T12269327 TBO155 T06 ty H p Girder t Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 Mi I ek Indn51rle5, Inc. Mon Uct 16 08:452U 2U1 I Page 1 I D:0837CakNCJ U5yS DiQmC Dd nyd 11 m-Rd kW urX FrFs r?ZGkglnxV OaNtcf 1 iiXuxDhOFaySvCT 1-0-0 3-9-4 7-0-0 10-8-0 14-4-0 17-6-12 21-4-0 22-4-0 1-0-0 3-9-4 3-2-12 3-8-0 3-8-0 3-2-12 3-9-4 Scale = 1:39.0 4x6 = 3x8 = 4x6 = 4 14 5 15 6 I 0 3x6 = 3x8 = 3x4 = 2x4 II 3x8 = 3x6 = 7-0-0 10-8-0 14-4-0 21-4-0 7-0-0 3-8-0 3-8-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSL DEFL, in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.12 11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.21 8-10 >999 180 BCLL 0.0 Rep Stress Incr NO W B 0.22 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Malrix) Weight: 109lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1442/0-8-0, 8=1467/0-8-0 Max Horz2=-67(LC 6) Max Uplift2= 842(LC 8), 8=-865(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2444/1590, 3-4=-2262/1576, 4-14=-2000/1461, 5-14=-1999/1460, 5-15=-2045/1500, 6-15=-2045/1501, 6-7=-2315/1623, 7-8=-2496/1636 BOT CHORD 2-13=-1380/2085, 13-16= 1640/2251, 12-16= 1640/2251, 11-12=-1640/2251, 11-17=-1640/2251, 10-17— 1640/2251, 8-10=-1358/2129 WEBS 3-13= 296/240, 4-13=-474/645, 5-13=-378/460, 5-11= 300/73, 5-10=-335/390, 6-10=-421/613, 7-10=-301/246 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 842 lb uplift at joint 2 and 865 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 143 lb down and 139 lb up at 7-0-0, 124 lb down and 139 lb up at 9-0-12, 124 lb down and 139 lb up at 10-8-0, and 124 lb down and 139 lb up at 12-3-4, and 243 lb down and 258 lb up at 14-4-0 on top chord, and 250 lb down and 228 lb up at 7-0-0, 24 lb down and 141 lb up at 9-0-12, 24 lb down and 141 lb up at 10-8-0, and 24 lb down and 141 lb up at 12-3-4, and 250 lb down and 228 lb up at 14-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-70, 4-6=-70, 6-9= 70, 2-8= 20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,171-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not - a Inrss system. Before use, the building designer must V eilly the UPplicability of design p.iiarnetels and propery 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 brao6lg 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 trusssystems. seeANSI/TPI ] Quality Criteria, DSB-89 and SCSI 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 Type Qty Ply TBO155 T06 T,' uss Girder 1 1 Job Reference (optional) Builders FirstSource, lampa, F'lam Grly, Honda 33566 I D:0837CakNCJ U 5yS DiQ mC Ddnyd l l m- RdkW urXFrFsr?ZGkg lnxV OaNfcf l iiXuxDhOFaySvCT LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-124(F) 6=-196(F)13=-229(F) 11=96(F) 5=-124(F) 10=-229(F) 14=-124(F)15— 124(F) 16=96(F)17=96(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0"015 BEFORE USE. e Design valid for use only with MITek9 connectors. This design is based only upon parameters shown, and is for an individual txrilding component, not - a tuns system. Before us<=, the brrildilx-7 designer must verify the al:>plicahility of design fxtrameters and properly Incorporate this desk,7n into the overall building design. Bracing indicated Is to prevent buckling of individual fuss web and/or chord members only. Additional temporary and permanent bracing MiTek` IS always 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, 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 Truss Truss Type Qiy Ply T12269328Jo 155 T07 Half Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant Grty. Florida 33666 ID:0837CakNCJU5ySDiQmCDdnyd11m-vglu6BYucZ_idjrxETIA1b6XZ03URA82AtQxnOySvCS 1-0-0 3-9-4 7-0-0 10-10-7 1-0-0 3-9-4 3-2-12 3-10-7 4x6 = 3x4 = Scale: 1/2"=1' 3x4 = 7 6 2x4 11 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC20141FP12007 3x8 = 7-0-0 CSI. DEFL. in (loc) I/dell Ud TC 0.46 Vert(LL) 0.05 2-7 999 240 BC 0.36 Vert(TL) 0.13 2-7 618 180 W B OA 4 Horz(TL) 0.00 6 n/a n/a Matrix) 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) 6=77/0-4-15, 2=362/0-8-0, 7=1067/0-11-5 Max Horz2=165(LC 8) Max Uplift6=-129(LC 4), 2=-70(LC 8), 7=-481(LC 8) Max Grav6=100(LC 34), 2=362(LC 1), 7=1067(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-279/176,4-7=-476/275 10-10-1 PLATES GRIP MT20 244/190 Weight: 58 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 6, 70 lb uplift at joint 2 and 481 Ib uplift at joint 7. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 139 lb up at 7-0-0, and 124 lb down and 139 lb up at 8-7-3 on top chord, and 325 lb down and 117 lb up at 7-0-0, and 24 Ito down and 141 lb up at 8-7-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code-" LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 2-6=-20 Concentrated Loads (lb) Vert: 4=-124(B) 7= 325(B) 8=-124(B) 9=96(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 SEFORE USE. Design valid for use only with MiTekG connectors. This design is based only uhan parameters shown• and is for an individual building component. not - 0 truss system. Before use, the Ixwildingdesigner 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 stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and 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 T12269329 TBO155 T08 Hip Girder 1 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7,640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 08:45:22 2017 Page 1 I D:0837CakNCJU 5ySDiQmC Ddnyd 11 m-NOs HJXZW Ns6ZFsQ7oAq Papfl6QK HAd?BOXAUJ SySvC R 1-0-0 3-9-4 7-0-0 8-8-0 11-10-12 15-8-0 16-8-0 1-0-0 3-9-4 3-2-12 1-8-0 3-2-12 3-9-4 1-0-0 4x6 = 3 4x6 = Scale = 1:29.5 3x4 i 3x4 = 3x4 Plate LOADING (pst) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC201471P12007 8-8-0 CSI. DEFL. in loc) I/defl Ud TC 0.28 Vert(LL) 0.07 2-10 999 240 BC 0.64 Vert(TL) 0.20 2-10 927 180 W B 0.16 Horz(TL) 0.05 7 n/a Na Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1197/0-3-8, 7=1197/0-3-8 Max Horz2=67(LC 7) Max Uplift2=-552(LC 8), 7=-552(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2048/1054, 3-4=-1810/999, 4-5=-1583/920, 5-6= 1810/999, 6-7= 2048/1055 BOT CHORD 2-10=-929/1774, 9-10=-817/1583, 7-9= 868/1774 WEBS 3-10=-293/211, 4-10= 206/425, 5-9=-207/425, 6-9=-294/211 PLATES GRIP MT20 244/190 Weight: 74 lb FT = 20% Structural wood sheathing directly applied or 3-11-0 oc puffins. Rigid ceiling directly applied or 6-1-5 oc bracing. NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-140mph (3-second gust) Vasd=108mph; 11 CDL=4.2psf; BCCL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=o.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 552 lb uplift at joint 2 and 552 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 243 lb down and 258 lb up at 7-0-0, and 243 lb down and 258 lb tip at 8-8-0 on top chord, and 250 lb down and 228 lb up at 7-0-0, and 250 lb down and 228 lb up at 8-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 5-8=-70, 2-7=-20 Concentrated Loads (Ib) Vert: 4=-196(F) 5=-196(F) 10=-229(F) 9=-229(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. v Design valid for use only with MllekO connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate tilis design Into file overall s building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of trusses and truss systems, seeANSt/TPI 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 T12269330 TBO155 T09 Common 1 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 1-0-0 CfV 7-10-0 4x6 = b4V s Aug 16 20i ( Mi 1 ek industries, inc. Mon Oci is 08:4523 ZV i / rage 1 D:0837CakN CJ U5yS DiOmC Ddnyd 11 m-rCQfXta8BAEQsO?JMuLe7OBlggfOv4U KdBv2rvySvCQ 7-10-0 3x6 = 2x4 II 3x6 = 1-0-0 Scale = 1:29.6 7-10-0 7-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.11 2-6 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) 0.29 2-6 642 180 BCLL 0.0 Rep Stress Incr YES W B 0.15 Horz(TL) 0.02 4 n/a rl/a BCDL 10.0 Code FBC2014lrPI2007 Matrix) Weight: 59 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=772/0-3-8, 4=772/0-3-8 Max Horz2=-74(LC 10) Max Uplift2=-174(LC 12), 4=-174(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-994/360, 7-8=-872/368, 3-8=-844/382, 3-9= 844/382, 9-10=-872/368, 4-10= 994/360 BOT CHORD 2-6=-180/7751 4-6= 180/775 WEBS 3-6=0/384 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-10-0, Exterior(2) 7-10-0 to 10-10-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 2 and 174 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - 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 MiTekfo connectors. This deslgn Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building deskgnei must verify the applicability of design parameters and properly kncogxrate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of misses and truss systems, seeANSI/TPII 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 T12269331 T80155 T i 0 Common 3 1 Job Reference (optional) Builders FirstSoures, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 08:45:23 2017 Page 1 I D:0837CakNCJ U5yS DiQmC Dd nyd 11 m-rCQfXta88AEQsO?JM uLe7OBlygf Dv4U KdBv2rvySvCQ 1-0-0 7-10-0 15-8-0 1-0-0 7-10-0 7-10-0 5 Scale = 1:28.9 4x6 = 3x6 =. 2x4 11 3xb — 7-10-0 15-8-0 7-10-0 7-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.11 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.31 4-5 >604 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.03 4 n/a n/a. BCDL 10.0 Cade FBC2014fTP12007 Matrix) Weight: 57 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 3-4: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=693/Mechanical, 2=779/0-3-8 Max Horz2=77(LC 12) Max Uplift4=-145(LC 13), 2=-175(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-1012/367, 6-7=-890/375, 3-7=-862/389, 3-8=-857/407, 8-9=-888/391, 4-9= 1008/389 BOT CHORD 2-5= 227/791, 4-5=-2271791 WEBS 3-5=0/386 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-10-0, Exterior(2) 7-10-0 to 10-10-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconCUrrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Pit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 4 and 175 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. e 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 systerru. Before use, the building designer musi verify the applicability of design parameters and popedy incorporate this design into the overall building design. Bracing indicated is io prevent buckling of individual tr1Ss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal nzjury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criterla, 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 T12269332 T60155 Tit Monopitch Girder 1 1 Job Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 mi 1 ak oiuusir es. nc. ,Dn act age I D:0837CakN CJ U 5yS DiQmCDdnyd 11 m-KPz 1 kDbmv UM H UAa W vbstfEk5oD_keRkUsrfbOLySvCP 3-7-8 3-4-8 Scale = 1:22.4 sxb 11 4x6 = 3-7-8 7-0-0 3-7-8 3-4-8 Plate Offsets (X Y)-- 15:0-4-8 0-1-81 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.02 1-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.06 1-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.53 Horz(TL) 0.01 4 n/a rVa BCDL 10.0 Code FB02014ITP12007 Matrix) Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-6 oc puffins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=1319/0-3-8, 4=1303/Mechanical Max Horz 1=142(LC 8) Max Upliftl=-278(LC 8), 4=-346(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1824/358 BOT CHORD 1-6=-421/1596, 5-6=-421/1596, 5-7=-421/1596, 4-7=421/1596 WEBS 2-5=-270/1392, 2-4=-1793/472 NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.63 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 278 lb uplift at joint 1 and 346 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 673 lb down and 165 lb up at 1-4-12, and 673 lb down and 165 lb up at 3-4-12, and 673 lb down and 165 lb up at 5-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 1-4=-20 Concentrated Loads (lb) Vert: 5=-673(B) 6= 673(B) 7=-673(B) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 101=015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual txtllding component not a Ituss system. Before use, the building designer must verify file all-licabilily of design parameters and i ioperly incorporate this design into the over building design. Bracing indicated is to prevent buckling of individual lluss 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, seeANSUTPI t 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 T12269333 TBO155 T12 Hip Girder 1 i Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 201 r rvu eK inuusui—, h c muo Uu 16 06.45:25 2017 rage I D:0837CakN CJ U5yS DiQmC Ddnyd 11 m-obXPyZbOfnU 86K9iTl N6C R HC5dKgNted4V09wnySvCO r1-0-0 3-9-4 7-0-0 12-4-9 17-7-7 23-0-0 26-2-12 30-0-0 31-D-q 1-0-0 3-2-12 5-4-9 5-2-13 5-4-9 3-2-12 6.00 F12 m 2 4x6 = 5x8 = 3x4 = 5 18 6 17 18 5x6 Scale= 1:54.9 9 it I I 10 o 13 19 20 21 22 3x8 i 15 14 12 11 3x12 MT20HS-- 5x8 = 6x12 MT20HS = 5x6 = 5x8 = 2x4 I I 2x4 2x4 8 3 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-7: 2x4 SP M 31 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2157/0-3-8, 9=2469/0-3-8 Max Horz2=-67(LC 32) Max Uplift2=-741(LC 5), 9=-1108(LC 9) 5-2-13 1 5-4-9 7-0-0 0-1-81 (12:0-3-0 0-3-81 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TC 0.56 Vert(LL) 0.3012-14 999 240 MT20 2441190 BC 0.79 Vert(TL)-0.6812-14 523 180 MT20HS 187/143 WB 0.62 Horz(TL) 0.13 9 n/a n/a Matrix) Weight: 176 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-11-11 oc bracing. WEBS 1 Row at midpt 5-15, 6-11 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4171/1559, 3-4=-3928/1526, 4-5=-3539/1412, 5-16= 5962/2850, 6-16=-5962/2850, 6-17=-4141/2146, 17-18=-4141/2146, 7-18=-4142/2146, 7-8= 4594/2336, 8-9=-4821/2350 BOT CHORD 2-15=-1393/3663, 14-15— 2272/5514, 13-14=-2272/5514, 13-19=-2272/5514, 19-20=-2272/5514, 12-20=-2272/5514, 12-21=-2782/5962, 21-22=-2782/5962, 11 -22=-2782/5962, 9-11 =-2043/4241 WEBS 4-15--550/1429, 5-15--2426/1167, 5-14=-101/644, 5-12=-831/695, 6-12=-104/555, 6-11=-2223/901, 7-11= 669/1428, 8-11=-283/227 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 741 Ito uplift at joint 2 and 1108 to uplift at joint 9. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 139 lb up at 16-11-4, 124 lb down and 139 lb up at 18-11-4, and 124 Ito down and 139 lb up at 20-11-4, and 243 lb down and 258 Ito up at 23-0-0 on top chord, and 1282 lb down and 366 lb up at 15-8-12, 24 lb down and 141 lb up at 16-11-4, 24 lb down and 141 lb up at 18-11-4, and 24 lb down and 141 lb up at 20-11-4, and 250 Ito down and 228 lb up at 22-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard Continued on pacte 2 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 MITeke connectors. This design Is based only upon parameters shown, and is for an individual building component, not a htrss system. Before rue, Tlie building deskinei must verify the applicability of design Ixirameters and properly incogxmate his deskgn into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional tempoiary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property danage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and taus systems, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 M Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 I60 Job Truss Truss Type Qty Ply T12269333 TBO155 T 12 Hip Girder 1 1 FJoReference o tional on 7 P.,.o 9 Builders FirsiSource, Tampa, Hiant Uny, Flonua sobs ID:0837CakNCJU5ySDi6ZDdnyd IIm-obX'PyZbOfnU86KgiTlN6CRHC5dKgNted4VO9wnySvCO LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-7=-70, 7-10=-70, 2-9=-20 Concentrated Loads (lb) Vert: 7=-196(F) 11=-229(F) 16=-124(F) 17=-124(F) 18=-124(F) 19=-1282(F) 20=96(F) 21=96(F) 22=96(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10M342015 BEFORE USE. v Design valid for use only with MlTek8 connectors. this design is based only upon parameters shown, and is for an individual Iuilding component, not - - a buss system. Before use, the building designer must verify the applicability of design parameters and properly incogxxate this design into the overall building design. Waving indicated is to prevent truckling 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 busses and truss systems, seeANSUTPI t Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T12269334 TB0155 T13 Hip 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 /.640 s Aug i6 20i (mi .k uruusuies, me. ni U,! 16 voAu.26 Zv i 1 eye I D:0837CakNCJU 5ySDiQmC Ddnyd 11 m-Gn5n9vc0Q5c7j Uku1 OuLkfpM I1 eE6LnnJ98iSDySvCN 1-0-0 4-9-4 9-0-0 15-0-0 21-0-0 25-2-12 30-0-0 r31-0-0, 4-9-4 4-2-12 6-0-0 6-0-0 4-2-12 4-9-4 r1-0-0 4x6 = 3x8 = 4x6 = 15 ' 16 6 Scale = 1:53.5 TIa0 3x6 = 13 II 1v 3x6 = 3x8 = 3x4 = 3x8 2x4 11 9-0-0 15-0-0 21-0-0 9-0.0 6-0-0 6-0-0 3u-u-u 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.17 2-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.51 2-13 >700 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(TL) 0.13 8 n/a n/a BCDL 10.0 Code FBC2014fFP12007 Matrix) Weight: 150 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 8=1417/0-3-8 Max Horz2= 84(LC 10) Max Uplift2= 262(LC 12), 8=-262(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2470/1060, 3-14=-2424/1076, 3-4=-2148/920, 4-15=-1874/891, 5-15=-1874/891, 5-16=-1874/891, 6-16=-1874/891, 6-7=-2148/920, 7-17=-2424/1076, 8-17=-2470/1060 BOT CHORD 2-13=-865/2148, 12-13=-765/2228, 11-12=-765/2228, 10-11=-765/2228, 8-10=-872/2148 WEBS 3-13=-334/295, 4-13=-172/602, 5-13=-540/244, 5-10=-540/244, 6-1 0=-1 72/602, 7-10=-334/295 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 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 W 25-4-11, Interior(1) 25-4-11 to 31-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint 2 and 262 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - 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 Mllek© connectors. This design is based only upon parameters shown, and is for an Individual building component, not - a Miss systern. Before use, the bxtilding designer must verity the appilcobility of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent truckling of individual truss web and/or chord members only. Additional ternparary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T12269335 T 00156 T14 Hip 2 1 Job Reference o tional I M O t 16 08 4526 2017 Pa e 1 Builders FiTStSOUTCe, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industnes, nc. on c g ID:0837CakNCJU5ySDiGlmCDdnydllmG-n5n9; 6O5c?jUkulOuLkfpM51ik6OmnJ98iSDySvCN f1 0 Oi 5-9-4 11-0-0 19-0-0 24-2-12 30-0-0 31-0-0 1-0-0 5-9-4 5-2-12 8-0-0 5-2-12 5-9-4 1-0-0 5x8 = 1617 4x6 = Scale = 1:53.5 mt/ 2/ I Ireo 0 13 12 2011 10 9 3x6 3x6 = 2x4 11 3x4 = 3x6 3x8 = 2x4 5-9-4 11-0-0 19-0-0 24-2-12 30-0-0 5-9-4 5-2-12 8-0-0 5-2-12 5-9-4 Plate Offsets (X Y) - 4 0-5-8 0-2-41 LOADING (pst) SPACING- 2-0-0 CSI- DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.54 Vert(LL) 0.12 10-12 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(TL) 0.40 10-12 889 180 BCLL 0.0 Rep Stress Incr YES W B 0.37 Horz(TL) 0.13 7 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 151 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-5: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 7=1417/0-3-8 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-6-9 oc bracing. WEBS 1 Row at midpt 4-10 Max Horz 2=-101(LC 10) Max Uplift2=-280(LC 12), 7=-280(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2496/984, 3-14-2411/998, 3-15=-1972/850, 4-15= 1824/868, 4-16=-1701/854, 16-17=-1701/854, 5-17=-1701/854, 5-18-1825/868, 6-18=-1972/850, 6-19=-2411/998, 7-19=-2496/984 BOT CHORD 2-13=-785/2139, 12-13=-785/2139, 12-20=-524/1700, 11-20=-524/1700, 10-11=-524/1700, 9-10-794/2139, 7-9-794/2139 WEBS 3-12=-515,300, 4-12=-74/465, 5-10=-731465, 6-10=-514/300 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 23-2-15, Interior(1) 23-2-15 to 31-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 280 lb uplift at joint 2 and 280 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE, s Design valid for use only with MiTekn connectors. This design is based only upon parameters shown, and is for an individual IN riding corponent, not - - a truss system. Before use, file building designer must verify the applicatbiltry of design parameters and INopedy I'1coq xate this design into the overall building design. Bracing indicated Is to prevent buckling of individual inns web and/or chord members only. Additional temporary and permanent bracing M1Tek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Tampa. FL 33610 Job Truss Truss Type Qty Ply T12269336 TBO156 T15 Hip 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s nu9 io 2017 no i erc mc. w. — , -.,, aye 1 D:0837CakNCJU5ySDiOmCDdnydl 1 m-kzf9MFdeBPksLeJ5bjPaHsMW kR01 rmswYptF_gySvCM 1-0-0 6-9-4 13-0-0 17-0-0 23-2-12 30-0-0 31-0-0 r1-0-0 6-9-4 6-2-12 4-0-0 6-2-12 6-9-4 1-0-01 1 0 5x8 = 4x6 = Scale = 1:53.5 3x6 = 13 iz iu a 3Xb = 2x4 3x4 = 3x8 =. 2x4 3x4 = 6-9-4 13-0-0 17-0-0 23-2-12 30-0-0 6-9-4 6-2-12 4-0-0 6-2-12 6-9-4 Plate Offsets (X Y)-- 4:0-6-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.10 12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.31 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(TL) 0.13 7 n/a ri/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 157 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 7=1417/0-3-8 Max Harz 2=118(LC 11) Max Uplift2=-296(LC 12), 7=-296(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2466/937, 3-14=-2372/955, 3-15=-1782/773, 4-15=-1670/794, 4-5=-1503/793, 5-16=-1671/794, 6-16=-1783/773, 6-17=-2371/955, 7-17=-2466/936 BOT CHORD 2-13= 737/2107, 12-13=-737/2107, 11-12=-416/1502, 10-11= 416/1502, 9-10=-746/2106, 7-9= 746/2106 WEBS 3-13=0/295, 3-12=-702/368, 4-12=-125/444, 5-10=-149/445, 6-10=-700/368, 6-9=0/293 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to 17-0-0, Interior(1) 21-2-15 to 31-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 296 lb uplift at joint 2 and 296 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. _ v Design valid for use only with MlTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component. not a truss system. Before use, the bUildiixg designer must verify fie applicability of design paramelers and properly incogxxale this design into the overall building design. &acing indicated is to prevent trickling of individual truss web and/or chord members only. Additional lerrrporary 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 buss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Pl7Job T12269337 TB0155 T16 Common 8 Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7,640 s Aug i o zu i r mi en i i iu ui s, uic. m cr 16 08.45.26 20, i F.Vo i D:0837CakNCJU5ySDiQnnCDdnyd1 l m-CADYaaeHyisjznuH8Rxpg4vd6rL4aGQ4nTdpX6ySvCL r1-0-0 7-9-4 + 15-0-0 22-2-12 30-0-0 ,31-0-q 1-0-0 7-9-4 7-2-12 7-2-12 7-9-4 1-0-0 4x6 = 6.00 F12 Scale = 1:53.1 3x6 = 3x6 3x4 = 4x6 = 3x4 = 10-2-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.35 10-12 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(TL) 0.71 2-12 506 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.42 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 137lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 8=1417/0-3-8 Max Horz 2=135(LC 11) Max Uplift2=-309(LC 12), 8= 309(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-7-14 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-2369/831, 3-13=-2267/853, 3-4=-2076/819, 4-14= 1946/832, 5-14=-1941/844, 5-15=-1941/844, 6-15=-1946/832, 6-7=-2076/820, 7-16=-2267/853, 8-16=-2369/831 BOT CHORD 2-12=-614/2016, 12-17= 283/1326, 11-17= 283/1326, 11-18=-283/1326, 10-18=-283/1326, 8-10= 634/2016 WEBS 5-10=-271/820, 7-10=-522/380, 5-12=-271/820, 3-12=-522/380 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. ll; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 15-0-0, Exterior(2) 15-0-0 to 18-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 lost 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 tit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint 2 and 309 lb uplift at joint 8. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-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 ruse, the building designer rrwst verify the app ilcobility of design parameters and properly incogxxate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available tfom Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269338 TB0155 T17 HIP 1 1 Job Reference (optional) Builders FIr51SOUTCe, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 08:45:30 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnyd1lm-BYLI?GfXUK6QC51gGszHvV_yOe_f23kMEn6vb?ySvCJ i1-0-0 3-9-4 7-11 11-0-14 15-0-0 18-11-2 23-0-0 26-2-12 30-0-0 t-0-0 3-9-4 3-2-12 4-0-14 3-11-2 3-11-2 4-0-14 3-2-12 3-9-4 4x6 = 3x8 = 2x4 II 3x8 = 4x6 = 6.00 F12 4 18 5 19 6 20 1 21 8 ro 2 Scale = 1:53.5 10 11 1 )" o t7 22 16 23 15 14 24 13 25 t2 Sx8 = 5x8 = 3x8 2x4 11 4x10 MT20HS = 2x4 11 3x8 = 3x8 = 2x4 I 2x4 3 9 712-0 111-0-14 15-0-0 18-11-2 23-0-0 30-0-0 7-0.0 4-0-14 3-11-2 3-11-2 4-0-14 7-0-0 Plate Offsets (X Y)-- 2:0-1-11 Edgej 110 0-1-11 Edgej LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.36 14 >985 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.81 14-16 >441 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.26 10 n/a n/a. BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 160 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-11-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2406/0-4-0, 10=2648/0-4-0 Max Horz2=67(LC 7) Max Uplift2=-1060(LC 8), 10=-926(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4571/2118, 3-4=-4391/2131, 4-18=-3952/1957, 5-18=-3951/1957, 5-19=-5799/2416, 6-19= 5799/2416, 6-20=-5799/2416, 7-20= 5799/2416, 7-21=-4439/1684, 8-21= 4439/1684, 8-9=-4925/1833, 9-10=-5086/1830 BOT CHORD 2-17— 1868/3978, 17-22= 237415156, 16-22= 2374/5156, 16-23= 2374/5156, 15-23=-2374/5156, 14-15=-2374/5156, 14-24=-2108/5565, 13-24=-2108/5565, 13-25=-2108/5565, 12-25=-2108/5565, 10-12=-1563/4429 WEBS 3-17=-294/267, 4-1-•=-634/1435, 5-17=-1660/690, 5-14=-7/895, 6-14=-548/311, 7-14=-329/380, 7-13=0/313, 7-12=-1553/735, 8-12=-499/1635, 9-12=-274/277 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 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 1060 lb uplift at joint 2 and 926 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 243 lb down and 258 lb up at 7-0-0, 124 lb down and 139 lb up at 9-0-12, 124 lb down and 139 lb up at 11-0-12, 147 lb down and 149 lb up at 13-0-12, 147 lb down and 149 lb up at 15-0-0, 147 lb down and 149 lb up at 16-11-4, 147 lb down and 149 lb up at 18-11-4, and 147 lb down and 149 lb up at 20-11-4, and 265 lb down and 265 lb up at 23-0-0 on top chord, and 250 lb down and 228 lb up at 7-0-0, 24 lb down and 141 lb up at 9-0-12, 24 lb down and 141 lb up at 11-0-12, 95 lb down at 13-0-12, 95 lb down at 15-0-0, 95 lb down at 16-11-4, 95 lb down at 18-11-4, and 95 lb down at 20-11-4, and 424 lb down and 122 lb up at 22-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." continued on Daoe 2 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekA) connectors. This design is based only upon parameters shown, and Is for an individual building component not - a in rss system. Before use., the building designer must verify The applicability of design parameters and properly incorponnie this design into the overall building design. Bracing Indicated is to prevent buckling of individual miss web and/or chord members only. Additional Temporary and permanent bracing MiTek` Is always required for stability and To prevent collapse with possible personal injury and property damage. For general guidance regarding the Fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269338 TBO155 T17 HIP 1 1 Job Reference (optional) Builders FirstSource, Tampa. Plant Orly, Florida Sdb65 7.646. rvy iv 2vi r F m v—i, - —. — ua I D:0837CakNCJ U5yS DiQmC Ddnyd 11 m-8YLI?GfXUK6QC51 gGszHvV_yOe_f23kM En6vb?ySvCJ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-8=-70, 8-11=-70, 2-10= 20 Concentrated Loads (lb) Vert: 4= 196(B) 8=-218(B) 17=-229(B) 5=-124(B) 16=96(B)14=-72(B) 6=-147(B) 13= 72(B) 7=-147(B) 12=-424(B) 18=-124(B) 19=-147(B) 20=-147(B) 21=-147(B) 22=96(B) 23=-72(B) 24=-72(B) 25=-72(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. 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 tirrss system. Before use, the building designer must verify the applicabillty of design parameters and properly incorLxxate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord 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 guldarrce regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPtt 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 Alexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269339 TB0155 TI B Hip Girder 1 1 Job Reference (optional) amiueis niaiaumce, tarry., ram wy, nwiva o0000 1-0-0 1-10-8 6-1-7 1-0-0 1-10-8 4-2-15 6x8 = I D:0837CakNCJ U5yS DiQmC Dd nyd 11 m-clvgCcg9 FdE H q FcsgZU W RiX7p2LxnW 6W TQrT7RySvCI 10-2-9 14-5-8 16-4-0 4-1-3 4-2-15 1-10-8 6.0o 12 2x4 11 5x8 = 4x6 = 3 13 4 14 15 5 16 6 3x6 = 2x4 11 V V V 5x8 = 6x12 MT20HS w6 = Scale = 1:29.6 7 c? a0 26 27 8 28 6x8 = 3x6 = 1-70-8 6-1-7 10-2-9 14-5-8 16-4-0 11,4-2-15 4-1-3 4-2-15 1-10-8 Plate Offsets (X Y)-- 13:0-6-4 0-2-8j f8:0-3-8 0-3-Oj f11:0-1-8 0-1-12f LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.32 9-11 >603 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.87 9-11 >221 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.87 Horz(TL) 0.12 7 n/a n/a BCDL 10.0 Code FBC2014lFP12007 Matrix) Weight: 74 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purlins. 3-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-4-10 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 1 Row at midpt 5-8 WEBS 2x4 SP No.3 *Except* 3-11,5-11,5-8: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=1785/0-3-8, 2=1519/0-3-8 Max Horz 2=31(LC 27) Max Uplift7=-374(LC 4), 2=-341(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2907/657, 3-13= 6309/1430, 4-13=-6309/1430, 4-14— 6309/1430, 14-15= 6309/1430, 5-15=-6309/1430,5-16=-3280/709,6-16=-3280/709,6-7=-35291749 BOT CHORD 2-17=-573/2505, 12-17=-573/2505, 12-18=-577/2549, 18-19= 577/2549, 19-20=-577/2549, 11-20--577/2549, 11-21=-14846744, 21-22=-1484/6744, 22-23=-1484/6744, 23-24=-1484/6744, 10-24=-1484/6744, 9-10=-1484/6744, 9-25=-1484/6744, 25-26=-1484/6744, 26-27=-1484/6744, 8-27=-1484/6744, 8-28=-640/3062, 7-28=-640/3062 WEBS 3-12=-26/308, 3-11=-877/3868, 4-11=-262/142, 5-11=-455/82, 5-9=-68/674, 5-8=-3581 /827. 6-8=-26B/ 1488 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 374 Ib uplift at joint 7 and 341 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101031201 S BEFOREUSE. 0 Design valid for use only with MirekS connectors. This design is based only upon parameters shown, and is for an individual building component, nor a truss system. Before use, the builditg deskgner must verify the applicability of design Ixtramefeis and lxoperly inc-oirxxate this design into the overall design. Bracing indicated is to of individual truss web and/or chord members only. Addilional temLwrary aid r.ermanent bracing MiTek` building prevent buckling is alwaysrequiredforstability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269339 T80155 T18 Hip Girder 1 1 Job Reference (optional) Builders FirslSource, Tampa, Plant aty, Florida 33bbb r.ar Aug 1-11 miler niuusuins,ua- ivivu wi -ai ycc ID:0837CakNCJU5ySDiQmCDdnydllm-clvg cg74d HgFcsgZUWRl?;; 2LxnW6WTQrT7RySvCI NOTES- (11) 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 63 lb down and 29 lb up at 1-10-8, 69 lb down and 29 lb up at 3-11-4, 69 Ib down and 29 lb up at 5-11-4, 69 lb down and 29 lb up at 7-11-4, 69 lb down and 29 lb up at 8-4-12, 69 lb down and 29 lb up at 10-4-12, and 69 lb down and 29 lb up at 12-4-12, and 63 lb down and 29 lb up at 14-5-8 on top chord, and 24 lb down and 14 lb up at 1-1-1, 18 lb down at 1-10-8, 109 lb down and 37 lb up at 3-1-1, 8 lb down at 3-11-4, 199 Ito down and 51 lb up at 5-1-1, 8 lb down at 5-11-4, 289 lb down and 64 Ito up at 7-0-12, 8 lb down at 7-11-4, 8 lb down at 8-4-12, 289 lb down and 64 lb up at 9-0-12, 8 lb down at 10-4-12, 289 lb down and 64 lb up at 11-0-12, 8 lb down at 12-4-12, 289 Ito down and 64 lb up at 13-0-12, and 18 lb down at 14-4-12, and 289 lb down and 64 Ito up at 15-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-6=-70, 6-7=-70, 2-7=-20 Concentrated Loads (lb) Vert: 17=-24(B) 18=-109(B) 20=-199(B) 21=-289(B) 24=-289(B) 25=-289(B) 27=-289(B) 28=-289(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only wish Mi1ek®connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not -" a truss syste. Before use, the building designer mumrs st verifytheapplicabilityofdesignparaeteandproperlyIncorporate Ibis design into the overall mA fff buildingdesign. Bracing Indicated Is to prevent buckling of indiVldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusties 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 Qy Ply T12269340 780155 Vol Valley 2 1 Job Reference o tional Builders FirslSource, Tampa, Plant City, Florida 33566 i ovu s A.9 io 20i7 mnew wuuau roa,;u . M.—O i 1006.45.312,, rage I ID: 0837CakNCJU5ySDiQmCDdnyd11 m-clvgCcg9FdEHgFcsgZU W RIXIW2W EnjIWTQrT7RySvCI 4- 0-0 ytq 2x4 11 2 Scale = 1:13.0 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) Weil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 n/a n/a BCDL 10,0 Code FBC2014/TP12007 Matrix) Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 1=145/3-11-8, 3=145/3-11-8 Max Horz 1=68(LC 12) Max Upliftl =-21 (LC 12), 3=-55(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- ( 7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 1 and 55 lb uplift at joint 3. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/0-W015 BEFORE USE. Design valid for use only with MiTekO) 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 axl prol:>erly incorrxxate iTyjs 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 stabliity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss sysle" ns, seeANSI/TN i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plale Institute. 218 N. I-ee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply TJob T12269341 TB0155 V02 Valley 2 Reference (optional) Builders FlrstSOUrCe, Tampa, Plant City, Florida 33566 2x4 !r 2-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 08:45.32 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl l m-5xS2QyhnOxM8SP82NG?I_w3WaSvFWA_fh4bOgtySvCH LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) n/a We 999 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD ROT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=55/1-11-8, 3=55/1-11-8 Max Horz 1=26(LC 12) Max Upliftl= 8(LC 12), 3=-21(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:7.9 PLATES GRIP MT20 244/190 Weight: 6lb FT=20% Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 1 and 21 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. q® Design valid for use only with MiTekn connectors. This design is based only upon parameters shown, and Is for an individual building component, not a trLISS system. Before use, the building designer I70ast verily file P arctmeters and properly Incorporate INs design into fire overall C 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 intury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1Pl 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 T12269342 TBO155 V03 Valley t 1 Job Reference (optional) Builders FirslSource, Tampa, Plant Crty, Florida 33566 Lb4U s Aug 1b ;Nl i Mi i ek mausmes, inc, Mon Ocr 1 b 08.45.32 20 i / Page i ID:0837CakNCJU5ySDiQmCDdnydl l m-5xS2QyhnOxM8SPB2NG?I_w3SgSteW9kfh4bOgtySvCH 1-10-8 6-2-0 10-5-8 12-4-0 1- 10-8 4-3-8 4-3-8 1-10-8 Scale = 1:20.5 6. 00112 4x6 = 2x4 11 4x6 = 3x4 a / 3x4 2x4 11 2x4 11 2x4 11 0- 0-8 1-10-8 0- - 8 1-10-0 6- 2-0 4- 3-8 10- 5-8 4- 3-8 12- 4-0 1- 10-8 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Verl(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.08 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014lf P12007 Matrix) Weight: 37lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 12-3-0. lb) - Max Herz 1= 11(LC 10) Max Uplift All uplift 100lb or less atjoint(s) 1, 5, 8, 6 except 7= 123(LC 9) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 8=252(LC 1), 6=252(LC 1), 7=436(LC 23) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-7=-347/269 NOTES- ( 9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-7-9 to 6-2-0, Interior(1) 6-2-0 to 10-5-8, Exterior(2) 10-5-8 to 11-8-7 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 1, 5, 8, 6 except Ot= lb) 7=123. 8) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. f 0/032015 BEFORE USE. s_ Design valid for use only with MiTek® connectors. lhls design is based only upon parameters shown, and is for an individual building component, not a truss systen 1. Before use, the brdidiing 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 WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 7 Qty Ply T12269343 TBO155 VO4 Valley 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-10-8 6.DD 12 3x6 i 3x4 = 7.640 s Aug i 6 20i / Mi eK Industries. Inc. Mon Oct 16 08.45.33 2017 rayn I D:0837CakNCJ U5yS DiOmO Dd nyd l l m-Z70Rd I i PnFU?3Zm Ex_W _W 7ccls5U FdEpwkKaC KySvCG 8-4-0 1-10-8 6 3 3x4 = 3x6 Scale: 3/4"=1' 8-3-8 8-3-8 Plate Offsets (X Y)-- 12:0-2-0 0-2-81 (3:0-2-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in too) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 23lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-8-9 oc bracing. REACTIONS. (lb/size) 1=318/8-3-0, 4=318/8-3-0 Max Horz 1= 11(LC 8) Max Upliftl=-67(LC 9), 4=-67(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-635/493, 2-5= 586/466, 5-6=-586/466, 3-6=-586/466, 3-4=-635/493 BOT CHORD 1-4=-413/586 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-7-9 to 6-1-7, Interior(1) 6-1-7 to 6-5-8, Exterior(2) 6-5-8 to 7-8-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-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 Wilding component, notMWamusssystem. Before use, the building designer must verity the applicability of design parameters and prol:erly incorporate this design into the overall pp building design. Bracing indicated is to prevent hackling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erectlon and bracing of trusses and truss systems- seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12269344 TBO155 V05 Valley 1 1 Job Reference (optional) Builders FirslSource. Tampa, Plant City, Florida 33566 1-10-8 sooli2 2z4 64V SAU9 lbLVl/ MileK induslrles. Inc. Mon Om ib 0845:3520i/ Pagei I D:0837CakNCJ U 5ySDiQmC Ddnyd l l m-Z7ORdl iPnFU?3Zm Ex_W_ W 7ch4s Ds Fd EpwkKaCKySvCG 0-7-0 3x4 = 3x4 = 2x4 1-10-8 Scale = 1:8.4 O,Or8 4-4-0 0-0-8 4-3-8 Plate Offsets (X Y)-- 2:0-2-0 0-2-81 (3:0-2-0 0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014ffP12007 Matrix) Weight: 11 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=138/4-3-0, 4=138/4-3-0 Max Horz 1=-11(LC 8) Max Upliftl=-27(LC 12), 4=-27(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VLllt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=251t Cat. 11; Exp C; Encl., GCpi=o.18; MW FRS (envelope) and C-C Exterfor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 1, 4. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03,2015 BEFORE USE. SLAM_ Design valid for use only with Mllek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a 11 uss system. Before use., the txwild6lg designer must verify the applicability of design parameters and properly incorporate this design into the overall pq i building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI elk' Is always required for stahlllly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of misses 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 Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths, Apply plates to both sides of truss and fully embed teeth, 0' r/ 1 gr For 4 x 2 orientation, locate plates 0-110 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output, Use T or I bracing if indicated. Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only, Industry Standards: ANSI/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. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS 0 c O U n O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 of O 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: MII-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss of 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. 7-A-A RECORD COPY 17_3362 JN\1DING SAN 02D FPAR BEARING HEIGHT 56HEPULE NOTE5: 1.) REFER TO HID 91 (REGOMMENDATIONS FOR HANDLING IN5TALLATION AND TEMPORARY DRACING.) REFER TO ENGNEERED PRAWIN65 FOR PERMANENT DRAGING REQUIRED. 2.) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MUST DE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE BRACING REQUIREMENTS. 3.) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY BUILDER. 4.) ALL TRU55E5 ARE DE51GNEP FOR 2' o.c. MAXIMUM 5PACIN6, UNLE55 OTHERWISE NOTED. 5.) ALL WALLS 5HOWN ON PLACEMENT PLAN ARE CONSIDERED TO DE LOAD DEARING. UNLE55 OTHERW15E NOTED. 6.) 5Y42 TRU55E5 MU5T DE IN5TALLED WITH THE TOP BEING UP, 7.) ALL ROOF TRU55 HANGERS TO DE 51MF50N HTU26 UNLE55 OTHERWISE NOTED. ALL FLOOR TRU55 HAN6ER5 TO DE 51MP5ON THA422 UNLE55 OTHERWISE NOTED. 8.) BEAM/HEADER/LINTEL (HDR) TO DE FURNI5HED DY DUILDER. SHOP DRAWING APPROVAL TH15 LAYOUT 15 THE 50LE 5OUR6E FOR FADRICATION OF TRU55E5 AND VOID5 ALL PREVIOUS ARCHITECTURAL OR OTHER TRU55 LAYOUT5. REVIEW AND APPROVAL OF TH15 LAYOUT M 5T DE RECEIVED DEFORE ANY TRU55E5 WILL DE DUILT. VERIFY ALL 6ONVITION5 TO IN5URE A6AIN5T CHANGE5 THAT WILL RE5ULT IN EXTRA CHARGES TO YOU. ftp"t<d I)d y Dale m builders A rstSource Orlando PHONE: 407-551-2100 FAX: 407-651-7111 Plant Gity PHONE: 013-754-5951 FAX: 613-752-1532 DUILDER: Taylor Morrison L: Anastasia AL ADDU55 Lot XX AYN T: 9-27-17 Rick 4 RECORD COPY City of SanfordYsew. Building and Fire Prevention Product Approval Specification Form Permit # A(7z z c ,, SANFORD V4Project Location Address: 472 Red Rose Lane, Lot 155 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 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-R4 Underla ments InterWrap, Inc. Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Millennium MMI-2 Off Ridge Vent 16568.1 Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5.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 TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS Dk 20' 21' 3T' 53' WINDOW CALL OUTS S M 26' 7 SH V2 32 SH 22 SH 32 SH 13 54 UJ 33 S4 23 $H 33 SHS33' C> z 51' 63' 9a R Sal W 34 514 24 5;4 34 5H 15 54 I? 35 6.4 25 SH 35,94 12' Z 3 b SH V2 36 4JH 26 SH 36 5H GC. VER.TY M45aRY OPE\M$ FOR ALL MOMS. w ILA7OIU SIZES AND M. TALLAI'I,M MAY VARY PER OM.ANFACIUERAVD5PECFCATICNS. Z 3 REFER TO FLOOR K AN5 FOR STYLE OF WYDOJ USED (5^6-E HM-5'{ CA5E7 QTZT- C5`.T, OR FIXED CLASS- Ff.) t t k t i t IF ALL ETSW-la ESCAPE APO 950.E CFO.TCS SHALL CQP.T UIN T PER FECR - STu EDA0I R042 x i t t i IF i TYP. ARCHWAY U XJLE: V4' • f C vAR°S iSEE RAti I 1 0 O O¢AMi fEi1 IG'R SCP TrG1.ELl1aaLTE> N Iw_cR C WAE SLATEX DOLKfDR5A igA CftGO-"'RTm_ jam SLmI- Ally OC d' IE; R7. PART 708E O ssLATEXIE LATEX 5-:rfaSEnCiCKCkTRAYCEILING SECTION Tl zA F: w . t-a 1 RBEQ TO SETT }N FCR i1AN RDOe RAv DIaS! R5 tan r AFF. I AFF. 9OIf.6 LHEL - - AT V& ISF T4 I 5 I I GG4ERF'AOMC H 801f. W LMEL dT dFF. iO LA r 9'- I- PLT, H7. 1 n I I lOh TOn OI I y. S'- D * m N_ PAD (SEETECiIPADRACTORICO.iRAJ1FOR L -' R I FORLOCIIIwRLWJIL_-_J L___J t k i s i i IF t IF STAR NOTES M 1, M 071 KR STAVAIO 6tkV PFAtS 410 IV ES CATILN FOR L410,10 SIAR CRE KLM,1Y SLYLA-RT W'OJ ALL S' RTLR5 To 5E 2.2b 9 6TP ALL V" aF 510 ATTACH AT LAIDWA 4D THEE FLOOR LEvr 5 UTP SWW4 L5C RLr#R a. kWFG FWALEL t0 AD SPFCR r'V. BiA IA`L M" BE 4TfAOED. AT MA. Em7FlOL. OTH Vr DU c J' TAP'OLS AT V OG S'ACfECBD A'AG L•E LBGM OF 11E bTRIIER W PT AT rIASro'et AT 14LA LOTH Ul ODI A 3 11' KAI5 A EA STIR nx re OG rUSJ F STPOUF45 ARE kUPPORTED N MS PAY, LLU kA E6 ARE VT FEOJ7W Al TrE DD5 ALL Si WR55.. I4 FF121 A RAI WALE SNA'-L SPINA--.A7 A k4 WT(TO U PT AT CAJCJ ATT W, 10 FL03Z A7CRGVV4'DIA• 3' 1APC05A10.OL A7 L= ATTACH V 0513 V2' KALS AT 0' OL 10 TR.ES'CI511 OR ELOW6 EEW ATIACJI STRWZR TO FOOT UT' 11/ 013. 3 W TOFKAES EA LWYA STALL IN FIAT AS FOLM& Mrs IOBE b5 R 57P. MK 17 0.OG F LkIOW, WUa5 VUC>X 5P POM K A B41 C MPATKN E41 SY:l EF(21 M 9 STP IM 2-N4 01iCQT 57AD5 AT EA.DT ED. 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OZ5.1300 TEl. 813. 925.1eoo FN[ 1VWwU. tvmewSGCM C I i JI 1 4# 4 k k# k k k RLL 1 IiYFLffSGW t-&IT5 Et:EvatnL, Vo,tex En^neer' LLC. IfaxtarcQt3AYso: SrEFT53B,]L, 3p, a' I^9' I IF. AID 510e Ce eROOT'+' RW Ln£5 60> s..r.eYYro n sc. s.x I wnl11]IV IIm 1 / nl szv -FT>wl zfnn t/ L Pau! D. KVall, PE R* R FRTOILETIN ^ I w R4 FGRu sErzacoR I RNV Dt(las Q I I w aTi.e• LU o Ln 1mE 1. H / LL_ oC O oll LL L L ? O r- i 1-- Q Q2582 LE OPPER Fk OOR PLAN NOTS OETAILS SYEEF UPPER FLOOR PLAN NOTES 2B1 GARAGE RIGHT Florida Building Code Online 1500R.Page 1 of 3 1QfI a Bc s nes BCIS Home I Log In I User Registration Product Approval i Hot Topics Submit Surcharge I StatS & Pacts i Publications FBC Staff j BCIS Site Map Links search USER: Public User Regulation llA EiiT YI8R itoAu[f Iteurevai leer ?' ...... .... tooliGtbn kKt > AyiDlka tion Oe"tsl{ r FL # FI-15225-113 srs 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@rwbidgconsuitants.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. y/, Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year 101/I.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 https://www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgv3yVVY,JZlQ... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FI IS22S R3 `C CAC !S225.5 NAMt certs;p Approved for use outside HVHZ: Yes Quality Assurance contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions Ft t 5ti ft5 58 odf Other: See INST 15225.5-68 (618 Door Products), INST . 3 II INST 0225 15225. 5-80 (8'0 Door Products) and INST 15225-68M (68 Ft:l S R 3[ INST 15225.5, 15 R DoorProductsDirecttoMasonry) for installation E1 3It INsT 1M5- tj odf: instructions. Note Glazing-Shall-complywith ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04. (This product approval requires the use or "J" part Created by Independent Third Party: Yes number doors and sidelites, which have been stained or Evaluation Reports painted within 6 months of installation - Excludes Opaque FL15225 R3 AE EVAL 15225.5-68.Ddf Benchmark Door Panels.) FL15225 R3 A€ EVAL 15 2S 5.80 odf L!52 it! AE Ma 1S22S-bBM:Ddf ) Created by Independent Third Party: Yes 15225.6 if. "Premium Series", "Construction 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. Series" and " Benchmark by With and without Sidelites. Inswing and Outswing Therma-Tru" with Transoms Limits of Use Certification Agency Certificate Approved for use in HVHZ: No ri! 5 A3 C GQC SSx?5 S NAM! ceRs.ndf 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 . _..... 15225.6- 80 (8'0 Door Products) for installation instructions. Ft S2?5, R3_Ii INST SSx75 6-BO:ndF Note - Glazing Shall comply with ASTM E1300-04) Verifled By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports St Rx § EVAt .1 ,".6-68.odf Fi iS77- IAFVj4LiS92S 6-80.odf. Created by Independent Third Party: Yes eaek ` contact us::` 4'RW•s°Nbmoe.,Jitl>ti+'`-iE The State of Florida is an AA/EEO employer. Coo ftoht 2$jj,' S'atr otFtonda- c privacy Satement :: AccessibilityStatement :: Refund Statement Under Fbrida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mailtothisentity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact $50.487.1395. "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 haveone. The ematis 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 add ss which can be made here -availableto the public To determine if you are a licensee under Chapter Product Approval Accepts: - Credi ,ar SAFE https: llwww. floridabuilding-org/prlpr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ I Q... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005329-114 108 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 withinN"'rha Amurlimn Kikfinnnt Standards Institute (ANSI); NAMI's.Certified Product:C.istln Configuration at: Inswing or Outswfu vtivTl ,m'r rtia it GlazedDesign or O. a ue Opaque LAMPS Maximum Size 3'0" x 6'8" r.11914;KLIV:l Desi ng Pressure Pos/Neg 67/-67 rc 9non a*• Missile Impact Rated No V•-Y -••- _ - Test Report Number Comments ETG01-741-10703.0(L-2097/TTF-253F X I/S Single Opaque 3'0" x 618" 67/-67 Na ETC-01-741-10703.0(L-2097/TTF-254F X O/S Single Opaque 610" x 6'8" 40/-40 No ETC-01-741-10703.0/L-2097/TTF-253F Standard Aluminum Astra alXXI/S Double Opaque 6'0" x 6'8" 40/=40 No ETC=O1-741-10703.0/L-2097/TTF-254F Standard Aluminum AstragalXXO/S Double XX I/S Opaque 6'0" x 6'8" 47/-47 No ETC-OI-?41-10703.0/L-2097/TTF -253F Coastal Aluminum Astragal Double Opaque 6'0"x 6'8" 47/-47 No ETC-01-741. 1-10703.0/L-2097/CIF-254F Coastal Aluminum Astragal . _. XX O/S Double OXO/OX/XO I/S Opaque Door 5'4" x 698" 40/-40 No ETC-01-741-10593:0/L-2097/TTF-253F Sin le w/Sidelites ._ OXO/OX/XO O/S Glazed Sidelites Opaque Door 594" x 6'8" 40/-40 No ETC-01-741-10593.0/L-2097/TTF-254F Sin le w/Sidelites :. I/S O/S Glazed Sidelites. Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites Management 8'4" x 6'8" 8'4" x 6'8" 8'4" x 6'8" 8'4" 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-2097/T7F=253F Standard Aluminum Astragal ETC-01-741-10593.0/L-2097/I TF -254F Standard Aluminum Astragal . ETC. 01-741-10593.0/L-2097/TTF-253F Coastal. Aluminum ,Astra al TC Coastall.Alumin/um Astra aF-254F ETC-0 MgmoriI y/1 ayes, VA 23072 OXXO Double w/ Sidelites OXXO Double w/ Sidelites OXXO Double. w/ Sidelites. OXXO Double. w/ Sidelites I/S O(S National Accreditation Tel: (804) 684-5124/Fax: (804) 684-3izL NAM AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company Therma-Tru Corporation Certification No.: N1005331-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: 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 withinsdiedbThoAinericanNationalStandardsInstituteANSI NA{411's Certified Product Configuration Listing at Inswing or O.Itqwlug I/S N nit a lficati Glazed or Opaque Opaque n.catii: NAMI Maximum Size 3'0'' x 6' 8" s CertificaUo».1'ro Designg Pressure Pos/Nqg 67/-67 ram is accre Missile Impact Rated No i Test Report Numberp Comments ETC-01-741-10702.0/L-2096/'TTF252F Single Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10702.0/L-2096/TTF25IF O/S Sin le Opaque 6'0" x 6'8" 40/-40 No ETC- 1-741-107 Standard Aluminum Astragal. 252F XX US Double...... XX O/S Opaque d 0 x 6 8 40/-40 No ETC-01-741-10702.0/L-2096/TTF251F Standard Aluminum Astragal. Double XX US Opaque 6'0" x 6'8" 55/-55 No ETC-01-741-11008.0/L-21 5 1 /TTF252F Coastal Aluminum Astragal Double Opaque 6'0" x 698" 55/-55 No ETC -Coastal Aluminum tra Asaal 251: XX O/S Double OXO/ OX/XO US Opaque Door 5'4" x 6'8" 40/-40 No ETC=O1-741-11008.0/L-2151/TTF252F Sin le w/Sidelites .... OXO/ OX/XO Sin to w/Sidelites O/ S Glazed Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed. SidelitesOXXO Opaque Door Glazed Sidelites OpaqueDoorGlazed. Sidelites Opaque Door Glazed Sidelites 5' 4"x 6'8" E+40/- OXXO 8'4" x6' 8" 8'4"x 6'8" 8'4" x 6'8" 8'4" x 698" 55/- 55 551-55 4794 G No No No No No e Washin ETC- 01- 741- 11008.0/ L-215]%1TF251F ETCStlandard 1069Alum.0 um 1 tMF252F ETC Standard Standard Aluminum Astragal ETC- OC1' sal Alumin/um2Astra a1 252F ETC-01-741-11008.0/ L-2151/TTF2SIF Coastal Aluminum Astra al ... ton Memori ylHaves, VA 23072 Double w/Sidelites Double w/ Sidelites OXXO" Double w/Sidel:ites . I/ S O/S US O/S OX?CO Double w/SidelitesNationalAccreditation & Management Institute, Inc. Borg g Tel: (804) 684-5124/Fax: ( 804) 684-5122 NAMI AUTHORIZED SIGNATURE: MULLION MULLION MASONRY) TYP. HEAD MASONRY 4' SHOWN FOR REFERENCEOPENING MASONRY 4. ifOPENINGTYP SHOWN FOR REFERENCE it 11lip OPENING & JAMBS H HEAD Il JAMBS AJAMBS A. 2X BUCKA. 2X BUCK 2X BUCK -/, it wi MULLION. SHOWN FOR I a! ci 6REFERENCE if 41 SINGLE W/SIDELITE j3UQj< ANCHORING BUCK ANCHQRING 4 4 4. a. 4. 1 '1 MASONRY OPENING 0 S. 1, ;2LX IT;E;ik min. S.G. 0.55. 2X BUCK C the comers maybe adjusted to maintain the min. dW=!o ao'qrj6rnts. 2 orl6&otionsnofedas"MAK..ONCEN'rErrnUSib8uO]'!steOtP n1dinrafnift min. edge-d*t-n-- 1*:mw0rj*k cKkIlftnalCOWWWO OrKh= the 7AAXON Wq;grdftwufiwqmRat oxcWed. crete anchor table: onANCifDR ANCH0* AIW W#( VEA TM 34o iTW r AICION- ILCO j• 114* 1.114, or ULTRACON A 2 9 1 1 tl MULLION MULLION SHOWN FOR ArISHOWN If TYP-11 REFERENCE FOR HEAD REFERENCE Pt JAMBS 2X BUCK il AS I N- SHa! t5 RE if II ti Jr. 41 ItPV-YXkt;-.. V- V2M DOUBLE V(-5IQr1-11L@ BUCK ANCHQ MASONRY BUCK ARCH9.1.3lNG OPENING low -try: X _ I ov BY: LF" S L-152 5. 5-681 C" VIEW •"-"C" 14 ' 3 I 7 -i-1 I 1 SEE NOTE 3II SHEET 3 p SEE DETAIL "7" I ASTRAGALS /; I I MULLION SHOWN FOR I( SHOWN FOR REFERENCE REFERENCE ONLY p p 16 5' 5' E'. DOUBLE OOOR W/SID IT S IN ri i L a ""Y..2 N PAIRS 90'. TYP A W/2X BUCK INSTALLATION o Q g W/iX BUCK INSTALLATION dC3 2uj TYP. HEAD iy n JAMBS iv SEE o DETAIL "4" a o 7 6 w 0- y VT C3 } C0z n „ T- T r VIEW "E"-"E' SHOWN W/ OPnONV. rORRNrdTE0 FASTENERS, REV 130 (TYP. All WOEUTE TO DOOR awe C0NNEC"s) Item DESCRIPTION Material A' f0 z 2=1'2 PFH-WOOD SCREW STEEL.' g 4PFH WOOD SCRM,STEEL 10 X 7 'PFH W00L) SCREW STEEL 1 0 k 3.4 LG. F REW Hin a fo came STEEL PFH WOOD -SCREW 3 8 x -1 2 LG. """'PFH WOOD SCREW STEEL 4 1 4" x 2-3 4 PFH ELCO OR'ITW CONCRETE SCREW STEEL 1 4 x 1-3. 4 iTw P H ON REIE SCREW ST.E'EL i 4..:x.3-3 4 .iTW PFH ONCREIE SCREW STEEL 11. 12. 31 6 x 3-i 4 ITW PFH 'CONCRETE SCR 5T STEEL 13 TOOASTMMC90 ING TO ACI 30100RYHOLLOW0BLOCK PSI ICONFORMINGCONCRETECONCRETE 16 4 X 2-1 4 PFH ITW CONCRETESCREW STE. -I- 2 21 30 1 HEADER AM UGAR PINE SG ?_.0.34 3 4 THK. PRESSURE TREATED 51DEL1TE PAD 1 2 X 1" X 2 GA.. CORRUGATEQ FA5T..NER WOOD A . 0 STEE A" z SEE I DETAIL; p W/2x B Ik;kA INSTALLATION W/ 1X BUCK A57ltAGALtNSTAUATION ,'. HIS rJ d N (` it C oim5Ht}WN' FOR REFERENCE ONLY T{ P. p v ea tl y p SEE R O DETAIL K. 1 5,i p T i( ci DOUBLE DOOR W/2X BUCK 2: INSTALLATION W/ 1X BUCK INSTALLATION f 2 I C J W/ 2X SLICK 3 INSTALLATION. 4' 0 W/iX BUCK 11: INSTALLATION DETAIL " 3" ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. 1 c. i DETAIL " A' BY. JK a BY. LFS NO n 15225. 5- 68 n INTERIOR 1 vam L C 5S SEC7tON. con = n EXTERIOR L 9 as) INTERIOR. 5 VEIMA 'CROSS SkjiK b v swir+p cori qu<atu>n _ EXTERIOR INTERIOR, 6 YEWCAL dROSS SEC170H Ou . cCnfigvrf w tFS 15225.5-68 H MASONRY OPENING 2X BUCK 4 1 — 4" SINGE DOOR RUCK ANCHQBINQa 4 7V a O a 144- It IMULLIQNtinI1i,l MASONRY. : } (( SHOWk FOR; MASONRY 4 ! I` •• OPENING TYP.:I j REFERENCE OPENING YP, 11 j j own MASONRY t; ;'~ n m yEiD. t 1 HEAD JAMBSac .iA i68: 0 S a o zoto it tz 6 n 2X BUCK I lJ Cat 11 ai C; (! MULLION . f ': '1a I1. 5 11 REFERENCE .I I 2X BUCK I I I j i t o" o sO FI II Ii Z 4 i M W/ ID IT j SIN W/SIDELITES BUCK ANCHQRIN_G MASONRY NOiFs: 2X BUCK 1, 2X buck min. S.G. 2 0,55. GONCRFIEANCNOR NOtES: 1. Concxefe onchw locatons at the comers may be adjusted to maintain the min. edge distance to mor lariaints. 2. Concrete anchor locations noted as "MAX. ON CENFER" must be adjusted to maintain the min. edge distance to mortar joinfs, additional concrete anchors may be required to ensure the "MAX. ON CEWR" dimension are not exceeded. 3. Concrete anchor table: ANCHOR_ ANdN& Aftti. T 1 Mt V ' WAC .,. 1 ANLifOktYRF' sat FMB G AtleNi• 0 1/4" 1.1/4• 2" 4" TAnw T n II 91 TYP.. HEAD 8f JAMBS i ASTRAGAL e SHOWN FOR e; REFERENCE e e e e e e. e e DOUBLE DOUR 51.Jr ANCHORING 00 4 a. a II Q G1 IK MULLION taMULLION n II SHOWN FOR / SHOWN FOR - I ITP.. i I REFERENCE HEAD 8 REFERENCE I(` JAMBS II LI e II ii e Ik ASTRAGAL I!. 2X• I: 1),-SHOWN FOR I (. BUCK REFERENCE I( it ! Ka: o U II ! :! ao THI N. T.S. GwG, by; JK i MASONRY DOUBLE WZ5IDELITES FL-151.5-80 6 OPENING BUCK ANCHORING. N. sHter 2 or. I G n Lu Ns 91 r! 0 " A 3. f, cn 3- 4 ztoll 10 T IN 2X BUCKW/2X BUCK I 0. SEE-,-' DETAIL "J" INSTALLATION 1 1 ASEESEEDETAILINALLAT!ON I)VAILIIIII . =:. E m g c; SEE NOTE 3 W/IX BUCK //IX m. a9 "3 1, W/IX BUCK SHEET 3 INSTALLATION WSTAI LATIVIN A TYP. HEADMULLION & JAMBS VYP. HEAD b !It JAMBS a rzF& SHOWN FOR REFERENCE AVIAIAGALA T . I I S N FOR SHOWN FOR gwREFERENCE E ERENCE ONLY :zi 72 ONLY RE jq J`- 3: SEE 10 16 InDETAIL. S LL 4- 5. 5 a. VIEW "E"-:E DOUBLE DOOR MEA '.A' -"A VIEW q.;OwN W1 OpWNAL CORRUGATED FAVENVIS. REM J30 (TI?. All Sj()EjfTE TO ODOR JAWS CONNECTIONS) Item DESCRIPTION Material FH woo SCREW 10 X 7— WO D S III x 7 PFH W OD REIN t0 x 3 4 LG. PFH 0 n SCREW Hingii to Frp.me STEEL 4 l 2-3 I'llELCO OR ITW ONCRETE SCREW STEeL 4 x I—J 4 ITW I 'f-H .CONCRETE " I SCREW I STEEL 1 4" x 3-3 4" )TW PFH CONCRETE SCREW 6 X. .3 tt TCEL x 3—!. ITW P.FH rnN(.HhfL b(;Ktw EE 7 —2 1 PF.H CONCRETE N_RM MASONRY 3000 PSI MIN. CONCRETE CONFORMING TO ACI CONCRETE 73, 301 OR HOLLOW CONFORMING TO. ASTMI C90 16 LOCK 1 4 Priq ITW CONCRETE SrWO JAMB PINE, SG :1-0.42 PRESSURE TREATED SIDELITE.PAD _- 3C 1/2 " X I " X 25 GA. CORRUGATED FASTENER STEEL 0 DETAIL A DETAIL '3" ASTRAGAL THROW BOLTATTACH STRIKE PLATE TO FRAME AS SHOWN. I-Tt- 2/21 1;1 A Z JK CHX. Of. LFScy - I DETAIL D I -n _.Troo-; ; 9 INTERIOR za a v CAL CROSS s n - 6 ' ,gr.svvktgc xlhput4l EXTERIOR. IR rr"'1 2 YE CA '.ER S ON: k.f og,canligu olfon: EXTERIOR INTERIOR INTERIOR b VERTICAL CitOSt E ON ov.swrlgctrnrlgtmrl n in lit zeo n INTERIOR EXTERIOR. 0 ams o aZ 3, x tu1N > Ut 3 . VERt(CALQ55 SEGTItlN. . EXTERIOR INTERIOR 6 VERtI ,AL CVIQU SEtW,o N: BY, JK Im BY: LFS 3 a 15225.5-80 1- : liC RI10NiAt Ctt SS SAC 2 .p hvdogtonilpon 9/tef jib e 3 INTERIOR EXTERIOR 2 t3RlZ0l,t9.L.R(5..E-G 2 bu9lt mab o00 3 t7R1IUMAt C 1. tS:'If4„. 2 t figtitaHot+ 51].0im m NiAICROSS SECtItaIV ue bnfrguroNon INTERIOR EXTERIOR 5 HL?RI:Xt MAt CR17SS SEC1tON.. ou I pnnwcd on IN rc. a JK m Nw , LFS ; xwnea Mns ¢ FL- 15225— 68M c VIEW "C ="C" SINGLE DOOR W/SIDELITES as«N TT N w ai u ci Oa o SEE . 16 :. DETAIL"b o SEE DETAIL"C 12 VIEW "E"-"E" VIEW CONC rAN; NC)RN t nC IVandM/ "r4m .Pt the comers May adjusted to molrttain the min. edg4 tlttcntrfo fribrtai'joints. 2. Concrete onchorJocatrms noted os 'MAX ON CENTER" mvsl be ud)usted tomaintainthemtn. edge distance to mortar)oints, oddifional concrete anchorsmayberequiredtoensurethe "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor tabfe: . .. : M ANCHOR ANGNt3R + >YiItA;WfAY ToAo1AGEttF tear 1-114 stip. FJNBL DA3E11f 4" ELCO ULYRACON _ rtW a 3/lti' ASSHOYM ASSHOWN TAt ON:- SIDELITE NOTES: 1. Theadellte Is direct set into the jamb with (12) #8 X 7' pth. wood screws. There are at verticai jamb, from the top down at 13.5, 31 ", 46.5' & 66". There are (2) of the headea r of 4" from the outside comers of the frame. There are (2) at the sill, 4" from the outside comers. — i D 4.9jf6"HEAD N TTP. ®HEAD p 0/1d HEAD w o MULUON i SHOWN FOR REFERENCE al 6 9(16" JAMB M. ®JAMBS 4fi/16" JAMB 7^ EE tlliiRi n •i S"HFJ1U.r j°N og oa 6 HEAD c z i TYP. 0 JAMBS 4-9/f6" JAMB_ o SEE DETAIL"lild, 1-.. SINGLE DOOR W/SIDELRE VIEW "B -"B". SINGLE DOOR VIEW "A" -"A" T.S. f-L —15225 -68M I Scope: R W R W Building Consultants, Inc. Consulting and Engineering Services for the Building IndustryB C P.O. Box 230 yalrico, FL 33595 Phonc 813.659.9197 Florida Board of Professional Engineers Certificate of Authorization No. 9813 Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the Slate of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturingordistributingtheproductorinanyotherentityinvolvedintheapprovalprocessoftheproductnamedherein. Limitations: 1. This product anchoring has been developed in compliance 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. instructions of ANSI AF&PA NDS 2012. All other fastener types to be Installed following fastener3. Wood screws shall be installed following installations manufacturer's installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no instance shall they be less than shown in drawing FL-15225.5-68. 5. Where shims are used, they must be a "rigid / stiff' material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225:5-68 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FL-15225.5-68 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: t; hest Fi, ers ,_ort etc ETC-01;,741-10702.0 ETC-01-741-11008.0 TEL 01460147 2. Drawlnrt 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 bb RW Building Consultants, Inc..(CA #9813) Sheet 1 of 1 Teattna t;eboratoty ETC Laboratories ETC Laboratories Testing Evaluation Lab. ` Sistned by Wendell W. Haney, P.E. Joseph L. Dolden, P.E. Lyndon F. Schmidt, P.E. Stoned-& Sealed by Lyndon F. Schmidt, P.E. Swat d SettW bit. Lyndon F Schmidt, P.E. tits#ryt x r Lyndon F. Schmidt, P.E. FL PE No. 43409 2/6/2015 Bus to€ecst ( PraL3d1t USER: Product Approval Public User Regulation t .. EMMEMM® Pmdud,Aain ! wu a A6alketlon Ust > Application Cowl FL # FL15332-R2 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/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 Certiflcate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd. com Brent Sitlinger bsitlinger@miwd. com Exterior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Luis Roberto Lomas PE- 62514 National Accreditation and Management Institute 12/ 31/2015 Steven M. Urich, PE l Validation Checklist - Hardcopy Received Standard Year AAMA/ WDMA/CSA 101/I.S.2/A440 2005 W1 I affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity 0Yes 0No ON/A h4s:// www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 04/30/2015 04/30/2015 05/06/2015 FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-00506C.0df Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN B.JU32 R2 AE 5108 7B odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R1: j,108-0Q49_ C Qdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AC 510805B:odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD REINFORCED. SERIES 420 ALUMINUM SGD REINFORCED OXO 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No EL15332 R2 II 08-02248A.b Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports 1. Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 51,2968Aodf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS331 RZ It .0-02249A;Iffii Approved for use outside HVHZ: Yes Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports. Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL153 2 fL AE 512969Aodf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation. Instructions Approved for use in HVHZ: No 5I:5332 112 11, Q&02250A,odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Repo rts . Other: REFER TO APPROVAL DOCUMENT FOR DESIGN F 5332 RZ AE 5,i2970A:odf1 PRESSURE RATINGS Created by Independent Third Party:. Yes 15332.6 SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 -92" II O$=00499L adf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports „ Other: REFER TO APPROVAL DOCUMENT FOR DESIGN F1L153 2 .R2: AE 510806B.adF PRESSURE RATINGS Created by Independent Third Party: Yes . 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD https://www.floridabuilding.org/pr/P _app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: No FL1833 R3 tt-'OA=00(>oiff Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports_ . Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLitM , lt2 AE 5108013B.odfi PRESSURE. RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON, REINFORCED Limits of Use Installation Instructions. Approved for use in HVHZ: No FLIS3t_0B-00 0 C.Ddf:. Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN L1 F5332--. R2 `AE 5 Ai. $098.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332. 9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL35332 R2 `IY o8=005. C.nrlf Approved for use outside HVHZ: Yes Verified By Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN 5332 R2 AE. 510H10i3.od PRESSURE RATINGS Created by Independent Third Party: Yes flack . Q Contact Us :: j94t1 NortA Nemee Sir t. Teliahasvia & iL 9.Awne: $50.4$T-IBZA The State of Florlda Is an AA/EEO employer:;'Qnwrlaht 200?-2013.St610 of Pierida.-:: Privacy Statement :: &cesslhility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee, However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine if you are a licensee under Chapter 455, F.S., please click haL. Product Approval Accepts: dR ®.- CreditS rFJE https:// www.floridabuilding.org/prlpr_app_dtl. aspx?param=wGEVXQwtDgtH85 72gvdWl... 7/20/2015 NOTES: 1, THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE —FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD, 3, iX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE, SELECTION OF COATING OR MEMBRANE IS, T IE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREA4SE. 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 MATERIAIL EXTRUDED ALUMINUM 6063--T5. 6.. UNITS MUST BE GLAZED PER ASfM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM Lz R, Q.NIw;,L(; FOR THIS P. ODUCT. IN WIND BORNE, DEBRIS REGIONS. B. SFhMAS 2E{ U Hf LI 'AT"EACr INS'IAUWIION"'ANCHOR" WITH LOAD 'BEARINI;'SHIM-SPIN-WHERE SPACE OF 1_/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/41, 9.: DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER.'IHAN 1.0 DO NOT REOi.1iRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO _ OVERHANG LENGTH/OVERHANG EIEIGHT 0. FOR :ANCHORING INTO HOOD FRAMING OR 2X DUCK USE #10 WOOD SCREWS WITH SL'FFiCTINT LENGTH. TO ACHIEVE A 1 3/8' MINIMUM EMBEDMENT .N1'0 SUBSTRATE. L :ATE ANCHORS AS SHOWN IN ELEVATIONS AND !NSTA'-LATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE: 3/16" TAPCONS' WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12, FOR ANCHORING .INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO 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 ''HE -MINIMUM STRENGTHSPECIFIEDBELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B, CONCRETE — MINIMUM COMPRESSIVE: STRENGTH OF 3,192 PSI, C-: MASOI•IRY —STRENGTH CONFORMANCE, 1'D Asfm C--9C, GRADE N, ` .PF 1 (OR GRL.A ER), D. METAL STRUCTURE STEEL. 18GA, 33KSI OR ALUMINUM 6063—T5 1/8" THICK MINIMUM 15; APPROVED CONFICURATIONi: OX, XO, XX, XP. PX, XIP, PIX TABLE OF: -C N1 NFS SHEET NO DESCRIPTION vr;! 1 NG,TEi 2 — 3 ELEVATIONS 10 INSTALLATION DETAILS A. ADDED CF?ARTS 6 REVISED PER .NEAl TEST17 ADDED FLANGE AND FiN pc^ n9QN5. 03/ 05/12 10/ 29/13 IALLA7: ION :12/06/13 SIGNED: MI WINDOWS AND DOORS' LLC 10. 01 W. CROSBY RD CARROLLTO. N; TX 75006 JR EVISERIES 420 REINFORCED SGO 961, x' 96" NOTES DRAWNF. A. 08-00499 SCALE NTS 11VIIE, 02/23 09 s"'1 OF 10 t I 06 MAX FRAME HEIGHT 96" MAX FRAME. WIDTH, ANCHORS TO BE EOLIALLY SPACED 2): ANCHORS PER LOCATION: SEE CHART #5 FOR NUMBER OFr LOCATIONS. REQUIREDI: 6" MAX: m MAX I A SERIES 420 REINFORCED SGD. EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.OPSF NONE WITH 2-1132'SILL SEE CHARTS #1 AND #2 FOR OTHER UNITS RATINGS DESIGN PRESSURE RATING IMPACT RATING. 25.01-28.6PSF NONE WITH 1-112'SILL SEE CHARTS #3 AND 84 FOR OTHER UNITS RATINGS CHART#1 WITH2-1132'SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED., Q;r;: hinTp a *w=r'l Franc Wight 30.0 36.0 410 48.0 MCI) 1-s I N-5, 72.00 Nag 84.0 04.6 41.1 81.11 582 40LO r SNU j.0"j811, a E490. I 4ko- 48.4' 06.0 CHART#2 WITH 24132'SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET I Design pressure tAart" ' Frame Sbvle Panal and Total Frams VVNM lo) Wight in) 044' 3 0 72.00.1 11 42.0 84.00 4U- 901.00 , PaTgs-a P6-1 p- Neg 84.0 wo 1 80.0 18; 582 1 52 8.5 68.0 00&,1_60.0 m 2 4 . 0F2 9TT1YT§ 111. r11l3 144 4 TZr Z4- ab- 49.2 492 1 43M 44,U TV- 717- DESCRU ,ON YlA E APPRO'dtl) ADDED CHARTS k.L, REVISED PER NEVi TES11ING 10/29/13:_ RSL, ADDED FLANGc ANf)i:I`IN,jNSTA1j-ATi0N 12/06/13 RA. CHART #3 WITH 1- 112* SILL WHERE, WATER INFILTRATIOWRESISTANCE IS REQUIRED. DejWonwa-, C, (04, Frare Ranel fFama it Height OA.211.0 4zo 49.0 in) I FOSTN-eg 72.00 Pa. 114.0 2MS:.Nfi j 4 - 25 Ferg. -A w.-0 41K' 2SIor 1 3$2 2", 1 -V2 FF- tO 11& 250] 331- 967- 7rTTTTr.. CHAPt#4 WITH 1-1,2"SiLL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED::: SEE NOTE 9 SHEET I CHART AS Design pnmwre chartFrarreW skv* pw"m No7adtlFMftYW 0) so 72M Ttm, JpIw, 0.0s" 84.0 Te 4 A !.,B 31- 41 ,7 3T.41 31A 34.4 7 O 4 1! 7 39 3 Mfr`5 0 74H, 4H! 1 R Hr M- Mr WT 353 31A 31A tit- 9T A; MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON; TX 75006 SERIES 420 REINFORCED SGD. 9.6." x 9.6 ELEVATION, 6" MAX 95 MAX (RAMS WGIH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART #6 FOR NUMB I ER OF LOCATIONS REQUIRED 6" MAX iAX AME IGHT Ax ti J SERIES. 420.REINFORCED SGQ EXTERIOR VIEW. DESIGN PRESSURE RATING IMPACT RATING 40.OPSF NONE WITH 2-1132"SILL SEE CHARTS 91 AND A2 SHEET 2 FOR OTHER UNITS RATINGS DESIGN PRESSURE RATING IMPACT RATING 25.01-28.6PSF NONE VOTHA-112"SILL SEE CHARTS #3 AND #4 SHEET2 FOR OTHER. UNITS RATINGS y 6" MAX A ADDED CHJV2iS L; FEVlS_PD PEj-, NEIA' TE_TING C ADDED FLANGE A. -NO INSTALLATION. CHART#6 Number ofanchor locations required A&W and Total Lint VWMVdlh Frame 1901ItI in) 36.0 1 42.0 411160300 60.0: 72X 0 96.0 H&S Jamb H&S jamb HdS> Jamb 2._. a92'0 5. 1 5. 6 i a Mid 5 3/ 8... .. . . . . ..... ......... . 0, 2 1132"SILL 1,112"SILL ALUMINUM 9063-T5.055 THICK ALUMINUM 6083-T5.055 THICK A. M.I.W[NDOWS AND DOORS .LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 REINFORCED SGD 961" x 96" 1 FIN ELEVATION M WOOL) FRAM NG ---I OR 2X BUCK BY OTHERS 9. 0 WOOD SCREW 10 w 'oo u SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" WN, EDGE DILTANCE MO AIENT 1/4" MAX. SHIM SPACE INTERIOR VERTICAL :CROSS SECTION WOOD FRAMING 0R,9X BUCK INSTALLATION ro BE sl:.T Iv A i'l, - D Q' VUIJKEIIA 116 CONSTRUCTION ADi;E`-,i'lllP' OR EOUk. SEE SHEET FOR SM, CPIIC)N:-: 1 3/8" MIN. EMBEDMENT A DODD. CHAzU.- C:5/05/12 R.L,, REVISED PER Nli-',i -STIFK; 10/29 Rj,: Aa;ED ;LA,rE AN' "N INS _A-,ON: 12/06/6 P.'L, 1 3/8" MIN 1/4" MAX, SHIM'.SPACE T— INTERIOR FADC..",%F DISfANCE V"OOD FRAM04,0 OR 2X SUCK BY OT ERS JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION W WINDOWS AND DOORS .LLC 1001 W. CROSBY RD CARROLLTON, TX 750061. SERIES 420 REINFORCED SGb, NOTES: LINTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 961, x 96 FRAME INST I ALLATIONDETAILS 2. PERIMETERAND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 08-00499 C jsCA v NTS JOAT OF 10 1 /4" MAX: MET11 SHIM SPACEI-RUCTU3F Y,OTHERS A 03/05/12 R 0 RV!s 0 PER 14,"Vv TE51.,G 10/29/13 Rls i JAC-M D FV,14-'GE ANC FiN VSTAI !-!TION 12/06/13: R,L;; ic. sms ()FZ ELF DR!LUNG SCREW METAL STRUCTURE By OTH&S 1 -3 SMS OR SELF DRil-LING EXTERIOR INTERIOR VERTICAL GROSS SECTION METAL STRUCTURE INSTALLATION DO BE SET IN OF V"Ji-KF:V 116, NS AMl(:5,vr EOUNI. SEE S1AEET 3 FOR SiLL OP71ONS 0 . lo sms OR_ sciTws AArfAL S FRUCTURE qY OTHERS JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 7500.6 SERIES, 420 REINFORCED SGD NOTES: 96" x 96" 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. FRAME INSTALLATION :DETAILS NOT SHOWN FOR CLARITY. P PERIMETER AND JOINTSEALANT BYOTHERS TO BE: DESIGNED IN ACCORDANCE WfTHASTM E2112 I F.A. 08-00499 C. 1'--F`5 OF 10. C 2 M!N.. L IJ;S fiNC: s{ 1 1/4" MIN. EMBEDMENT CONCRETE/ MASONRY j w 1 j 4' MAX. HY OTHERS cHb1 SPACE. O?„ONAL . ix BucK TO BE I: PROPERLY 1 SECURED SEE NOTE .3. SHEET 1 t .. 6„ TAPCON EXTERIOR INTERIOR SILL 11) BE SE I IN A B`; OF `LAKEM 116 CONiSfRUCTiON Ai)HES)NE, OR ECJAL, 3/16" TAPCON SEE SHEET 3 MASONRY/ FOR SILL OPTIOINs CONCRETE BY OTHERS 1 1 /4 NU . e 4 ' MBEDMITNT a. L .... .. 2 1/2 MN; GE DI ar CE: VERTICAL CROSS SECTION CONCRETEMASONRY INSTALLATION LE I NS A J't) CHARI. c:.415E P_n. N- 7STINGt6/29/13 'R.L ADDED J NGE. c.N FIN ,' S' .1 V•,T.CN 12%05%I3 ':R:C 4" - MIN. a. C)m, NT co. 1/2" SHIM SPACE INTERIOR j r 3J J, 1. PCON O BY d EXTERIOR JAMB INSTALLATION DETAIL C0- ` A X . K t rs-P. o Y CONCRETE/MASONRYMSTALLATION J., D NOTE 3 SHEE1 NOTES: 1- INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT: SEALANT BY OTHERS.TO BE DESIGNEDIN ACCORDANCE. WITH ASTM E2112 MI WINDOWS AND DOORS LLC S Illrcl Nx l3 R Ld l001W. CROSBY RD CARROLLTON, TX 75006 NCEAft `sg y. SERIES 420 REINFORCED SGD 96" x 96" FRAME INSTALLATION DETAILS OF RYVN: cwr, Nc,.. LE:fl1. J23%Q} 08 500469OF C itad' NTS 10- fill iiti "Ny WOOD I RAVING OR 2X BUCK BY OTHERS i 0 WOOD -. SCREW WOOD FRAMING:-; OR 2X BUCK BY OTHERS EXTERIOR 112" MiN. EDGE. f;iS"ANC:E 1 .3 8" MIN. EMBEDMENT I MAX. l vSB.IM SPACE. SCREWS INTERIOR ILl PE SE IN LL 01 V ai KF , 1116 ONSTRUCli N A0II11SNr OR. EOLAL. SEE SWEET 3 FOR -SILL OPTIONS 1 Z'/8" PAIN. a EMBEDMEN': 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 INACCORDANCE WITH ASTME2112 -- DD b-. °H RIS Rlrl$ Gr' ,.W TESTING ADDEC- FLANGE A4(: IIA' IAi 1 / 4" MAX. SHIM S ACF. 8" MIN. DIS AN E: F."; R ,vS EXTERIOR JAMS INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTAL1A710N MI WINDOWS AND: DOORS LLC 1001 W_ CROSBY RD CARROLLTON, TX 75006 SERIES 420 REINFORCED SGD 96" x 96" FLANGE INSTALLATION DETAILS DRAWN. - uwc rip.:_.. ... ..._ F. A. 08-00499 _ 7F' 7F NTS CA'E 01/23/09 E`'7 OF 10 III/ yta l I] ATE Al 2/ 054:1:3.. ;R.,L.: r tNR i J: ,Ht• ..' r,•v\+ SF c'C It, MEAL STRUCTURE By OTHERS 10 Sm" OR SELF 0-RIL.I.ING SCREW META STRUCTURE BY OTHERS EXTERIOR 1/4" MAX. SHIM SPACE A 10 sm's OR SELF DRILLING SORFW, INTERIOR ILL 10 BE "I IN 4 F.3 .E1.1 OF VULKD 116 " t l : CONSIRU(IiON ADIIESIVE 0 R EQUAL SEE: a, n SLI3 FOR SILLHT OPTIONSVERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: I INTERIOR AND EMRIOR FINISHES, BY OTHERS, NOTSHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 Er'GL DISI. V-; Sims C R Ni NAETI AL C.. ERS I IA" U- R 0/ 29/13 "_'VISE P17R.Nr -!:-T!Nr, D -F AND PIN INSIALLATIO FLAJNK 1. N 12/06/13 JAMB INSTALLATION DETAIL METAL STRUCTUREJNSTALLATION W WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 REINFORCED SQD 96" x 96" FLANGE INSTA. LLAT.111ON DETAILS. F.A. 08-004,99 c NTS cc0 ?, 03'ZO 9 J5HF'F'8 OF 10 2" UN. i lN 1 MIN,. EMBEDMENT CONCREFF/ VASONRY 114 M.Ax. BY OTHERS SHIM SPACE OprIONAL o i.x B:CK BE PROPERLY SECURED SEE NOTE 3 SHEET I 31110" TAPGON EXTERIOR INTERIOR TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESNE 3/16" TAPC,-.)N OR EojjlAi- SEE SHZE- 3 OPTIONS MASONRY/ CONCR7TE BY OTHERS I. 1/4" MIN. 0, EMBEDMENT 2 1,12" MIN, VERTICAL CROSS SECTION coNcRETEI&msoNny INSTALLATION DOE APPRMEP 11.0 CHAFOS: 03/05/12 R;L; R q,L; REVISE PER NE'Vi TESTING DDED FLAN.E Allil) -iN tNS-lfkLLA.Tf0N i 1/4 B E 0 OP71ONtO i x 3 Si-iEE- i NOTES: 1, INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITH ASTV EL7112 MI WINDOWS AND DOORS LLC 001 W. CROSBY RD CARROLLTON; TX 75006 SERIES 420 REINFORCED SGD. 96" x ETC FLANGE INSTALLATION DETAILS A. ALF NTS en63,'a3/09 ISHE'ETO, OF 10 z 11 WOOD FRAMING —< (._ a iiBYOTHERS ' err 1 ., A.:r. ,. R +-`D o R r..d' S rJ:, C/2a/iS RL. C F.,..E3 rukNSE VqD Fi.N 'NSTAL._,`JION 12/05/13 '' R-L. INTERIOR ..:..•. /g MIN RM ° MIN . -- INTERIOR E iB..DM._NT EMBEDM=NT — r e MASONNr<Y/C ti K 'i ~:-. BY 01HERS Y 011 8 WOOD i ix BUCK tf R k(_ W. EXTERIOR kcic)r ".:cy -- i Bc K TO 3F PROPERLY aL:UR.:) LD( C tAPCON JAMB INSTALLATION DETAIL: EXTERIOR PANEi :NTERLL' CK WOOD FRAMING:OR.2X BUCK INSTALLA77ON HOOK STRIP - INSTALLATION MASONRY/ CONCRETE j4 61N.. 6 ErM NT 9, H.E S NOOD 4$ FIRAVING CREWREWBY OfNERS INTERIOR - TRIM a1 1e MIN. 1 /4" MAX. SHIM SPACE. EMBED - NIT INTERIOR j16' MIN71 EEDCE D' STANCE5-k1P HOCK ELF1: DwOOf;. etc ::. SCREW- SCREW nNEI N; E_ Os,K PANEL INTERLOCK .' EXTERIOR. ; EXTERIOR INTERIOR HOOK STRIP INSTALLATION: HOOK STRIP INSTALLATION EXTERIOR 2X BUC* WCOD FRAMING METAL STRUCTURE . MI wlNDOWSL ANDL DOORS LLC 1001 W. CROSBY RD CROS VERTICALSSECTIONCARROLLTON, TX 75006 WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLA77ONSEE SHEETS 4-9.: SERIES 420 REINFORCED SGD NOTES: 96 x 96" ty . 1. INTERIOR ANDEXTERIOR :FlNISHES;:BYOTHERS, .+ NOT SHOWNFORCLARITY' NAILFIN & HOOK INSTALLATION DETAILS ftj g 2.-PERIMETER AND JOINT SEALANT BYOTHERS TO BE - - -- - - - ' 4 QtD: •''*~' DR+u rcatvr , DESIGNEDINACCORDANCEWITHASTME2112 - F A 08-00499 ,C r rjAjQNAI.' c NTS " '0/ 23}o. SH-I TO OF is IIItt#tt tI L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24541 434-689-0600 rllomas@Irlomaspe.com Manufacturer: Mi Windows and Do.ors.LLC 1001 W. Crosby"Road Carrollton TX 1,6006 Product. Line: Series 420 Reinforced Aluminum SGD 96"x96" Engineering Evaluation Report Report No.: 610806B Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 61G26-3.005 method 1(d). The product listed herein complies with requirements of the Florida Building Code. Supporting Technical Documentation: 1. Approval document; drawing number08-004.99 Revision C, signed and sealed by Luis Roberto Lomas P.E- 2 Report No.: CCLI-12-119 signed by Wesley Wilson Construction Consulting Laboratory International, Carrollton AAMAIWDMA/CSA 101/I.S.2/A440-05 Design pressure: tao.Opsf Water penetration resistance 6.Opsf titled Series 420 Reinforced Aluminum SGD', prepared, TX 3. Report No.: C1716.03A09-47signed by Michael D. Stremmel, P.E. Architectural Testing, Inc., York, PA ._ AAMA/WDMA/CSA 101/I:S.2/A440-08 Design pressure: t25.Opsf Water penetration resistance 3.76psf 4. Anchor calculations, report number 510806-1B, prepared, signed and sealed by Luis Roberto Lomas P.E.. Limitations and Conditions of use: Maximum design, pressure: t40.Opsf Maximum unit size: 96" x 96" Approved: configurations: OX, XO, XX; XP; PX„ XIP and PIX Units must be glazed per ASTM E 1300-04, see installation instructions for glass options. This product isnotrated to be used in the .HVHZ. This product is not impact resistant and requires impact protection in wind borne debris regions.. Frame material to be aluminum 6063-T5. Installation: Units must be installed, in accordance with approval document, 08-00499,. Revision C. Certification: of Independence: Please .note that I don't have nor will acquire a -financial interest in any company manufacturing or distributing the product(s) for. which this report is being:.issued. Also, I don't have:nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 Luis R. Lomas, P.E, FL No.: 62514 12/ 04/2013 BCIS Home Log in User Registration Hot Topics Submit Surcharge Stats & Facts Publications DProduct Approval USER: Public User FBC Staff BCIS site Map Links Search 0ji-x"o Arn—pi. M+-•,.. > EL;ig1C c, Aunhc,nnn 5or:rcn > SRcSnnan L,st > Application Detail FL # FL15080-R1 Application Type Revision Code Version 2014 Application Status Approved i Comments Archived Product Manufacturer i WINDSOR DOOR MFG, LLC / DBA WINDSOR DOOR Address/Phone/Email 5800 SCOTT HAMILTON DR. LITTLE ROCK, AR 72209 501) 570-9253 RBELKNAP@WINDSORDOOR.COM Authorized Signature RODNEY BELKNAP RBELKNAP@WINDSORDOOR•COM Technical Representative j 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 I Evaluation Report - Hardcopy Received i i Florida Engineer or Architect Name who developed the JOHN SCATES j Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. i Quality Assurance Contract Expiration Date 08/28/2018 Validated By Kurt Dietrich PE Validation Checklist - Hardcopy Received Certificate of Independence FUS080 R' COI Cer1 of .Ind Scaieg 2 W s odf Referenced Standard and Year (of Standard) i• Standard Vear ANSI/DASMA115 j 2005 DASMA108 2005 Equivalence of Product Standards Certified By Sections from the Code FL * 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 Desidn 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, V55 Installation Instructions FL15080 R1 1I 99A051-revF JambAttach s Ddf 1 $}'8Q 121 Ii 8075 Loci Install s Ddf FLU080 k,1 ILr .,9 ;07r re ndf Verified By: JOHN E. SCATES; PEFL 51737 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 13 CAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16' X 1-1/2- LAG SCREWS 2" GALV. STEEL VERTICAL TRACK BOLTED TO.#4 TRACK BRACKETS WITH 1 41 20 X5/8" TRACK BOLTS, OPENINGHEIGHT #4 NOT OVER D R HEIGHT) r3 BRACKETS EACH SDE 3 3/4' X 1-1/2" X 13 GAGE MIN. 1/4' X 1/2" LONG r2" GALV. STEEL HORIZONTAL ANGLE. EX CARRIAGE BUILT k NUT 1/4" X 3/4" HEX HEAD SELF CRILLJNGSCREW USE EITAL SCR3ALV.. STEEL HORIZONTAL CK 16 CAGE OR 13 GAGEEDONTHEWEIGHT THE DOOR. DETAIL D 63" (16 X 7) 74"(16X 8) 42" (16 X 7) 50" (16 X 8) 27) I 1/2" POLYSTYRE 24 ( 16 X 8) I'nMl10N 16 GAGE GALV, STEEL 5 STRUTS — TOP BRACKET WITH 14 " 20GA WIDE 1 G.3• .X AGEROLLERHOLDER320GAWIDE 18 X SEE DETAIL0. (SEE DETAIL A) STRUT JUST BELOW TOP BRACKET. 2" ROLLER WITH 7/16" OIA. STEM. TIRE: STEEL B 16 X 7) 7 BALL SHORT STEM 1B X 8) 10 BALL LONG STEM OPTIONAL LOCK STRUT ON UPPER PART OF SECTION OVER HINGE OPTIONAL SSB GLASS UGHTS LEAF. (SE DETAIL B). 16'(DOUBLE CAR) GALV. STEEL ( 14 GAGE) COMMERCIAL X 16' AR(( VENTS END HINGE A ACHED 4')) 120 So. 1N4Cti M10NZ- WITH 5FASTENERS. TOTAL OPEN AREA). OPTIONAL. xl GALVANIZED STEEL STRUT ATTACHED CEP USE ONE EXTRA SELF WITH 1/ 4" X 3/4" LONG HEX HEAD DRK.URG SCREW THROUGH TOP LEAF OF HINGE, END Sf STRUT ON UPPER PART OF LEA (SEEMDETAILG0). I 1- 3/8' POLYSTYRENE 21" OR 24" HIGH INSULATION OPTIONAL 20 GAGEENDSTILES — FASTENED WITH FOR MOO. 724.. 730. TOG—L—LOCS TO PANEL USE END GP PANEL GALV. AND 750, 755. 426. OVER END STILES. (SEE DETAIL C) PREPRINTED STEEL 25 GAGE ALL STRUT ON BOTTOM BRACKET STOP MOULDINGNAILEDEVERY9•' MODELS EXCEPT 6-0 TYPE NAIL MIN. - 24 GALE MODEL 750, 755 13 GAGE GALV. STEEL STRUTS UCTION 7' OR e' B OPTONAL LONG PANEL STILES (5 COLUMNS] EMBOSSES HINGES j3 COLUMN5) IL E k RAIL. TYPICAL FOR EACH 1 25" -I I- 20 GAGE END STILES T 20 GAGE END CAP - 3• e 1 O I— 2. 75• —I 0• [ DETAIL A DETAIL C 3. 20GA WIDE STRUT S16 X 7)) 3" IBGAWIDESTRUT (16 X 8) 2fffm LAO SCREW S/i6" X 1-I/2" BRACKET ATTTomACKED ATTACHED WITH2 FASTENERS, BOTTOMWITH NOTE: DOOR MUST BE INSTALLED DETAIL B OR A LOCK `MUST ENGAGE BOTH ERMER qNELECTRICOPERATOR [l:C::X::7] SECTION B—B SECTION A —A SCREW CAN EJE ROVE OR BELOWDOORSWITH EXTENSIpN 20 GAGE GALv. STEEL CENTER STILE ROLLER- SPRINGS). TRACKS TOG-L- LOC OR POP RIVETED TO PANEL. 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL NOTE: GLAZING DOES NOT SATISFY IMPACT DEBRIS REQUIREMENTS IN FBCE Dj 1 OGl1. COMMERCIAL GAIN. STEEL TRACK BRACKETS. SEE ABOVE FASTENED WITH (4) 1/4" X 3/4' FOR SPACING. LAG SCREWS. FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2' HEX HEAD SHEET METAL SCREWS. PREPARATION OF JAMBS BY OTHERS. P.S. F. TABLE ODOR SIZE... _.. DESIGN PRESSURE TEST,PRESSURE MOTH HETONT POSITIVE NEGATIVE POSITIVE NEGATIVE 16'-0" 7'-0 18.7 2D.8 28,1 31.2 16'-0" 8'-0"+18.7 NOTE: ALL NON -DESCRIPTIVE FASTENERS SHOWN TO BE 1/4'- 20 X 5/8' HEX BOLTS h NUTS OR 1/4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS, DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. DETERMINATION OF SUITABILITY FOR SPECtRC SITES IS THE RESPONSIBILITY OF OTHERS. P No. SiT37 STATE OF or ;rrrrflj liffi\ LITTLE ROCK; AR R 72219-8915 501) 562- 1872 724, 426, 730. 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR 12/15/ 11 RLB TOLERANCE Wl B 2866 3/ 10/08 RLB FRAC.31/64- NEXT LEVEL DEC.1.01s oATE: DWG. NO. 2848 11/1/07 RLB ANG. t i 11 1 07 99_8-079 E.C. N. DATE: APPROV. SCALE PLOT SCALE I DRN. BY FI r--I 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 BRACKETS WITH 1/4'-20 X 5/8'. TRACK SOL OPENINGHEIGHT NOT OVE D OR HEIG kN"" e DETAIL E - 4 BRACKETS EACH 518E 3/4" X 1-1/2" ( 3) 1/4" CARRIAGE BOLTS X 13 GAGE MIN. FAGALV. STEEL HORIZONTAL ANGLE. 1/4" X 3/4" SHEET METAL EXTRA SCREWS 1/4" X 3/4" HEX HEAD SELF 2" GALV. STEEL HORIZONTAL DRILLING SCREW TRACK 16 GAGE Oft 13 GAGE DETAIL D BASED ON THE WEIGHT OF THE nMR 63" (18 X 7) 74" 18 X 8 SEE DETAIL "E" 1 42" (18 X 7) 50" (18 X 8) 21"(18X7) 24" (18 X 8) LI 20 GAGE END STILES — FASTENED WITH TOG—L—LOCS TO PANEL. USE END CAP OVER END STILES. ( SEE DETAIL C) STOP MOULDING NAILED EVERY 9" 6-0 TYPE NAIL MIN. I 1.25" --I - 1 1— 2.75" —1 DETAIL A 3" 180A WIDE STRUT 1/2" POLYSTYRENE INSULATION 13 GAGE GALV. STEEL TOP BRACKET WITH 10 GAGE ROLLER HOLDER. NOTE THAT ROLLER HOLDER CURL 15 TURNED DOWN. SEE DETAIL D. STRUTS ALTERNATE CONSTRUCTION 18GA WID C\USING (2) STRUTS DETAIL AL} OPTIONAL SSB GLASS LIGHTS \\\ STRUT JUST BELOW TOP BRACKET. 2" HURRICANE ROLLER WITH B 7/16" DIA. LONG STEM. / TIRE: STEEL 10 BALL / OPTIONAL LOCK STRUT ON UPPER PART OF SECTION OVER HINGE LEAF. (SEE DETAIL 8). GALV. STEEL (14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 6 FASTENERS. SEE DETAIL B a-1/ i L JIL JIL JtILJI I 11L'JI I 4)) % 16 AIR( VENTS 12OFINCHRMIN. TOTAL OPEN AREA). OPTIONAL. USE TWO EXTRA SELF DRILLING SCREWS THROUGH HINGE LEAF, END STILE h RAIL AS SHOWN. TYPICAL EACH END HINGE. OPTIONAL LONG PANEL EMBOSSES CENTER STILES (7 COLUMNS) CENTER HINGES (3 COLUMNS) 20 GAGE STILES,END EP r" O. 0" DETAIL C 7 — NOTE: DOOR MUST BE INSTALLED RAILS WITH EITHER ELECTRIC OPERATORWITHALOCK (MUST ENGAGE BOTH TRACKS ON DOORS WITH EXTENSION SPRINGS). DETAIL B 1 8 x 7 1 2 SCREW CAN BE ABOVE L.H. OR BELOW ROLLER. SECTION B — B. SECTION A —A NOTE: GLAZING DOES NOT SATISFY IMPACT 20 GAGE GALV. STEEL CENTER STILE DEBRIS REQUIREMENTS IN FBC Q 1 ](SSTEELWINOLOADTRACKBRACKETS. SEE ASO TOG—L—LOC OR POP RNETEO TO PANEL.0 FASTEN TO W000 JAMBS WITH 5/I6" % OTHERS. IS GAGE GALV. STEEL CENTER HINGE RESIDENTIAL F L 150801WASHERS. PREPARATION OF JAMBS BY OTHERS. FASTENED WITH (4) 1/4" X 3/4" HEX HEAD SHEET METAL SCREWS. P.S.F. TABLE DOOR SIZE I DESIGN PRESSURE I TEST PRESSURE WIDTH HEIGHT POSITIVE NECATNE POSITIVE NEGATIW 18'-0" 7'-0" 18.7 20.8 28.1 31 .2 18'-0" 8'-0" 18.7 20.8 STANDARD FOR I STRUT ON LOWER PART OF MODEL 735. SECTION ABOVE HINGE LEAF. GALVANIZED STEEL STRUT ATTACHED 2" WITH 1/4" X 3/4" LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) 1-3/8" POLYSTYRENE 21" OR 24" INSULATION OPTIONAL HIGH PANEL FOR MOD. 724, 730, GALV. AND 750, 755, 426. PREPAINTED STEEL 25 GAGE ALL STRUT IN MIDDLE OF MODELS EXCEPT BOTTOM SECTION. 24 CAGE MODEL 750. 755. 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 3 FASTENERS BOTTOM NOTE: ALL NON —DESCRIPTIVE FASTENERS SHOWN TO BE 1/4"-20 X 5/8" HEX BOLTS k NUTS OR 1 /4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES 1X—Pt 51iS08—t —2203 LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05, FL—PE-51737 972 492-9SOO DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPON5161UTY OF OTHERS. Prodvid.d nal Efor verification seal W'nload only for arilicalionndloadconstructwndetails. IMMMOR ]DOOR P.O. BOLITTLE X 5915 AR 72219 8915 501) 562-1872 MODELS: 724, 426, 730. 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B12/15/111 RLB TOLERANCE 2866 3/10/08 RLB FRAC.t1/64" DEC. t .01s ANG 1:1' NEXT LEVEL DATE: 11 1 07 DWG. NO. 99—B-079284811/1 /07 RLB E.C.N, DATE: APPROV. SCALE NONE PLOT SCALE DRN. BY BH HT 3 OF 3 2" GALV. STEEL HORIZONTAL TRACK. 16 GAGE OR 13 GAGE BASED ON THE WEIGHT OF THE DOOR. USE EXTRAc1/4' X 3/4" HEX HEAD SELF 1/4' X 1/2- LONG CARRIAGE BOLT & NUT DRILLING 5CREW 3/4" X 1-1/2" X 13 CAGE MIN, GALV. STEEL HORIZONTAL ANGLE. 13 GAGE GALV. STEEL TRACK SPLICEflf OR FLAG BRACKET. FASTEN TO WOOD USE(( )) // SHEEi2LEIYAL^SCREN/S. 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 I III 63" (9 X 8) NOT OVER DOOR HEIGHT) I (2 BRACKETS EACH SIDE) COMMERCIAL (9 X 7) 42' (9 X 7) 1/2" POLYSTYRENE 37" (9 % 8) (3 BRACKETS EACH SIDE) INSULATION STANDARD COMMERCIAL (9 % 8) FOR MODEL 735 — 2020 GAGIEENDSTILES — FASTENED WITH TOG—L—LOGS TO PANEL. USE END CAP OVER END STILES ON 9 % 8. 21" OR 24" SEE DETAIL C. HIGH PANEL STOP MOULDING NAILED EVERY 12" ANDGALV. NTE STEELPREPAGE6-D TYPE NAIL MIN. A25GAGEALL MODELS EXCEPT 24 GAGE MODEL 750, 755 2 LAG SCREW — 5/16" X 1-1/2" SECTION 8-8 20 GAGE GALV. STEEL CENTER STILE TOG-L-LOC OR POP RIVETED TO PANEL. 1 OGA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL SECTION A- FFORSPACING. 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.S.F. TABLE DOOR SIZE I DESIGN PRESSURE I TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 9'-0" 7'-0" 22.9 26.4 34.4 39.6 9'-0" 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" % 3/4" LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES LISTED IN THE TABLE ABOVE WA TESTING TO ANSI/DASMA 108-05. DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. 3121 FAIRGATE OR. Carrollton TX 75007 TX -PE 58308-F-2203 Professional Engineer's seal Provided only for verification ofndloadconstruct' n detail.. 16 GAGE GALV. STEEL TOP BRACKET OPTIONAL SSB WITH 14 GAGE ROLLER HOLDER GLASS LIGHTS SEE DETAIL D) 2" ROLLER WITH 7/16" DIA. STEM. F771 C TIRE: NYLON OR 7 BALL STEEL. (9 X 7). 2" ROLLER WITH 7/16" DIA. STEM. B TIRE: 7 BALL STEEL. (9 X B). OPTIONAL LOCK NOTE: DOOR MUST BE INSTALLED WITH EITHER AN ELECTRIC OPERATOR OR A LOCK MUST ENGAGE BOTH 3 STRUTS 9'_ TRACKS ON DOORS WITH EXTENSION SINGLE CA SPRINGS). 3" 20GA SEE DETAIL A) X 16" AIR( VENTS4(" IN HREQNDTOTAL OPEN GALV. STEEL END HINGE COMMERCIAL AREA). OPTIONAL. ATTACHED WITH 5 FASTENERS. 14 GAGE. (SEE DETAIL C). 1 25" GALVANIZED STEEL STRUT. ATTACHED WITH 1/4" X 3/4" LONG HEX HEAD SELF DRILLING SCREWS. 3" 2 PER VERTICAL STILE) INGN( 2 CONSTRUCTION OPTIONAL LONGPANELEMBOSSES B 7' OR 8' ENTER STILES AND HINGE 1COLUMNSTHIS 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. 2 75" I END STILE & RAIL. DETAIL A 20 GAGE END STILES 3" 200A WIDE STRUT 1- 3/8" POLYSTYRENE INSULATION 0 OPTIONAL FOR MOD. 724, 730 750, 755, 426. , a 0 a0 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 2 FASTENERS BOTTOM SCREW CAN BE A80VE OR L BELOWROLLER. 20 GAGE ENDCAPUSED ON L.H. 9 X 8 DOOR ONLY NOTE: GLAZING DOES NOT SATISFY IMPACT DETAIL C g X 7 DEBRIS REQUIREMENTS IN FBC FL 15080 g X 8 P. O. BOX 8915 W NDSOR DOOR LITTLE2891E 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.t 1/64" DEC. t . a1s ANc. t 1 NEXT LEVEL DATE: 11 1 07 DWG. NO. 99-B- 079 2848 11/1/D7 RLB E.C. N. DATE: APPROV. SCALE NONE PLOT SCALE DRN. BY BH SHT 1 OF 3 9_ 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 N4 TRACK BRACKETS WITH 1/4"-20 X 5/8" TRACK BOLTS. OPENINGHEIGHT N4 NOT OVER D OR HEIGHT) 3 3/4' X 1-1/2" X 13 GAGE MIN. 1/4" X 1/2' LONG GALV. STEEL HORIZONTAL ANGLE. CARRIAGE BOLT k NUT USE EXTRA 1 /4' X 3/4' HEX HEAD SELF DRILLINGS SCREW USESHEEi2LEiAL"SCREWS, o d 2" GALV. STEEL HORIZONTAL TRACK 16 GAGE OR 13 GAGE BASED ON THE WEIGHT OF THE DOOR. 63" (16 X 7) 74"(16X 8) 42" (16 X 7) 50"(16 X8) 21" (16 X 7) 4 BRACKETS EACH SIDE 24 (16 X 8) R3 S. 20 GAGE END STILES — FASTENED WITH TOG—L—LOCS TO PANEL. USE END CAP OVER END STILES. ( SEE DETAIL C) STOP MOULDING NAILED EVERY 9" 6-0 TYPE NAIL MIN. SECTION B-B I OGA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2 LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. P.S.F. TABLE DOOR SIZE I DESIGN PRESSURE I TEST PRESSURE WIDTH HEIGHT1 POSITIVE NEGATIVE POSITIVE NEGATIVE 16'-0" 7'-0" I 18.7 20.8 28.1 31.2 16'-0" 8'-0" 18.7 20.8 28.1 31.2 DETAIL D INSULATION POLYSTYRENE STANDARD FOR MODEL 735. 16 GAGE GALV. STEEL 5 STRUTS — TOP BRACKET WITH 14 3" 20GA WIDE (16 XGAGEROLLERHOLDER3" 18GA WDE (16 X SEE DETAIL D. SEE DETAIL A) STRUT JUST BELOW TOP BRACKET. 2" ROLLER WITH r 7/16" DIA STEM. 1 jL'IRE: STEEL 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) rSTRUT ON UPPER PART OFSECTIONOVERHING LEAF. (SEE DETAIL B. 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 ODES E ET STRUT ON BOTTOM BRACKET M L XC P 24 GAGE MODEL 750, 755 I 13 GAGE GALV. STEEL Jj 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 h NUTS OR 1/4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES I IX—PL S' .508—F-1Lu.1 LISTED IN THE TABLE ABOVE WA TESTING TO ANSI/DASMA 108-05. FL—PE-51737 972 492-9500 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Pro1ess1-1 Engineer's seal w'o ad onlys for wrimUonndbadcotrudlondetails. A OPTIONAL SSB GLASS LIGHTS ALTERNATE CONSTRUCTION USING (2) STRUTS 7' OR 8' B 16'(000BLE CAR) 4')) X 16" AIR(( VENTS OPTIONAL Ih14CHR MIN. TOTALOOPOEN LONG PANEL AREA). OPTIONAL. XIINTIRSTILES (5 COLUMNS) EMBOSSES CENTER HINGES (3 COLUMNS) USE ONE EXTRA SELF DRILLING SCREW THROUGH TOP LEAF OF HINGE, END STILE k RAIL, TYPICAL FOR EACH 1 25" --1 I-- I:i 1— 2.75" —1 DETAIL A 3" 20GA WIDE STRUT (16 X 7) 3" 18GA WIDE STRUT (16 X 8) 20 GAGE END STILES 20 GAGE END CAP o Oi 0. DETAIL C L.H. NOTE: DOOR MUST BE INSTALLED 7 7 WITH EITHER qN ELECTRIC OPERATOR OR A LOCK1ENGAGEMUSTB6X7DETAILBDOORSTRACKSONWITHEXTENSION SPRINGS). NOTE: ZING NOT SATISFYTISFFBC PACTDEBRISDOER FL 15080 P.O. BOX 8915 LITTLE 7 WW DSOR DOOR 6915 501) 562-1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME:' WINDLOAD RESIDENTIAL PAN DOOR W1 B12/15/11 RLB TOLERANCE 2866 3/10/08 RL6 FRAC.f 1/64' DEC. t .015 AND. t= P NEXT LEVEL DATE: i l 1 07 DWG. NO. 99-B-079284811/1/07 RLB E.C.N. DATE: APPROV. SCALE NONE PLOT SCALE DRN. BY 8H SHT 2 OF 3 Florida Building Code Online Page 1 of 4 FL17676.9 C ; UnSr IF BQS Home j Log In j User Registration Hot Topics ; Submit Surcharge Stats & Facts Publications j FBC Staff BCIS Site Map i Links Search t Busines k Product ApprovalProfessiIUSER: Public User Regulation Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE 2 Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA/WDMA/CSA 101/I.S.2/A440 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 4 da Building Code Online Page 2 of 4 of Products FL # I Model, Number or Name I Description 17676.1 13540 SH 13604 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66 odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with 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 ( 44x84 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 SH Fin 44x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: s://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016. 0 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.udf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 RI II Install - 3540 SH Fin 52x84.DdfASTME1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.0 Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL1767G R2 II 08-01372 511989.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.pdf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure, +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B I0.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247.Ddf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.Ddf Created by Independent Third Party: Yes 17676.12 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/pr/pr_app_dtl.aspx?param=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.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84 odf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No 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) R v f Quality Assurance Contract Expiration Date Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 4802 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 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 ManufacturersASTME1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Bali( Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. CopvnQht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: sc . 'mcrRICY e https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Velldator, l operations Admirils"tor) MI Windows & Doors, LLC P.O. Box 370 Gratz; PA 17030-0370 Attn: Rick Sawdey AAMA CERTt)r1{CA11O PROGRAM. AUTHORIZATION FOR PRODUCT CER nFICA `ION The pnoduct.de ed bdow'is frereby approved fbr:imAng im;the nm issue of the AAMA Certified P ducts Directory. The approval fs based. [in sucbessidivompleWn of tests, and the mParting to the Adminlstrator 4f the results oftests, acao"minied by related dravAng% by an, AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Produds Directory. SPECIFICATION RECORI OF PRODUCTTESTEDAAMA)WDRWCSA101 ti. S.7JA4d0-08 LC-PG40--014x2134 (3tir84)>H Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SEM211 S ,MODEL'S PRODUCT DESCRIPTION MAXIMUM SUE TESTED 3546 SH (FINLESS) FRAME SASH MI windows 8 Dtrors?,'LLC 7157 PYC)(piX)(i[a)(INS 914 enm x 2134 mM 661 mm x $92:mM Code MlTL REINF)(TILT)(ASTM) 399" x 7'0'") 211(r.xX11") Z.Trus t; ertificstion wail expire July 27, .2020 (extended from July 27r2015 per AAMA 10344a) and m4uires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested. and Reported by. Architectural Tes#ng, Inc.. Report No,: B1910.01=109=47 Date of Report: August 15, 2011 Date: April 16, 201'5 Cc:. AAMA JGS ACP-44 (Rev.1111) Validated for Certification 1!0ma tedLatro'ratories, Inc. Authorized for Certification AmeriNA.ArchiteoWral Manufacturers Association 4" MAX.. ANC'ITOFi; TO BE 36" MAX. FRAME WID"I'H F'QUALL" SPACED, SEE ANCHOR CHART SHE:E'F 1 1"t:}1't U:'JIT' SIZE AND ANCHOR QUANTITY O / i 84" MAX. FRAME: HEIGHT X I 4' MAX. 1....................................................................................................................................................... SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.01-50.OPSF NONE Number of anchors rmmequNed at each emb Height In) PoneEwidff, in 24.0 1 30-0 136.0 24.0 2 1 2 2 30,0 2 2 2 36.0 3 3 3 42.0. 3 ... 3 ..... 3 48.0 3 3 3 54.0 3 3. 4 66.0 4 4 4 66.0 4 4 4 72.0 4 _ 4 5 78,0 4 4 5 840 4 5 5 TABLE OF CONTEN.T''..._...._......__...__._.. SHEET N, DESCRIPTION 1 EL.F..VATlOiE ANCHORING LAYOUTS AND NOTES 3 INSTALLATION DE:'G?Ii.S Ri`:!5!pn5 DfSCRI?T;CN nP.ii nnPRO':ED NOTES: 1) .'.4,IEi: PRODUCT SF101111`N HF::REIN IS DE::S'nNf_D AND MANUP'A(:" I.)RE:D TO COMPLY Will! P,EOUIREMEN'FS OF THE FLORIDA BUILDING CODE. 2) 'WOOD FRAMING AND MASONRY OPENING '10 BE DESIGNED AND ANCHORED TO Pf:!OPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND !MASONRY OPENING IS THE. RESFONS!R;LII'Y OF THE ARCHITE:(.:T OR ENGINEER OF RECORD. 3) IX BUCK OVER MASONRY/CONCPET'E: IS OPTIONAL. WHERE 1 X RIUCK IS NOT.USED DISSIMILAR MATERIALS MUST BE SEPARATED WI"'H .APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEM!3RANE IS TI-;E. RE SPONSIB!LITY OF. IHE:: ARCHITECT OR ENGINEER OF RECORD. 4) AU- GI )A61,E STRESS INCREASE OF 11113 WAS NOT USED IN THE DE`iIGIv OF THE PRODUCT SHCTNN HEREIN. WIND [..DAD DURATION FACTOR Cd'-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5) FRAME MATERIAL: EXTRUDED RIGID PVC:. g) SASH UNITS MUST BE. REINFORCED WITH GVL.-451-020 STEEL. RE;NFORCEMENT. MFETINO RA LF, MUST BE REINFORCE[.; WITH RF-- 104S--020 STEEL. PE NFORCEMENT. 7) UNITS MUST HE GLAZT'D PER ASIR4 8) APPROVED IMPACT PROTECTIVE SYSTEM FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 9 1 SHIM AS REQUIRED, AT EACH INSTAL.LAT: ION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERL SPACE OF 1 /16" OR GREATER OCCURS. I,IAXIMUM ALLOWABLE SHIM STACK.10 BE. 1/4". 10) FOR ANCHORING INTO MASONRY/CONC:RETE: USE 3/16" TAE'CON WITH .,UFFCIE:Ni LENGTI-I 10 ACHIEVE A 1 1/4" MINIMUM LMBEDMEN'T INTO SUBSTRATE- Will! 2 8" MINIMUM EDGE: DISTANCE:. LOCATE. ANCHORS AS SHOWN IN ELEVATIONS AND INSTAi.LATIO I. DF..TAIE.S. 11) FOR ANCHORING INTO WOOD FRAMING OR 2X SUCK USE #8 WOOD SCREW WITH SUFFICIENT LEi.NGD1 TO ACH!,EVE:: A 1 3/16" 'A'NIMUM EMBEDMENT IN1'0 aUE". TRA1E. LK'CAIE: ANCHORS AS SHOWN IN LLcVAT;ONS AND ItvSTALLA'iIC}M DETAILS. 12) Al . FASTENEW-5 TO BE. C:ORBLISIC ;1 RE:SISTANT. 13) INSTALLATION ANCHORS SHALL. BE. INSTALLED IN ACCORDANCE WITH ANCHOR MAIVUFACTURER'5 iNSTAL.IAT'ION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED Ilv _SUBSTRATt:,:r WITH $1JRENGTHS LESS' THAN THE MINIMt1M .`'.rTRENG SPECIFIED HELOW: A. WOOD — MINIMUM SPFCIPC GRAVITY OF G-0.42 Fa. t;(,,NE;4t1'U....... MINIMUM COMPRESSIV': STRENGTH Or 3,192 T7S1. C.: MASONRY. -- xTTRE:NG'fH C;NF'ORMAI+J(.".F TO rt5'CM :C g0, frl?AFJE N. TYPE i OR GREATER). SIGNED: 1012112011 MI WINDOWS AND DOORS ttlFlll/IJz 650 RKET STREET GRANTZ, IPAA1703050370 4f v` r+FNS ti F kw 0 6* SERIES3540FINLESSPVCSINGLEHUNGWINDOWSTEEL REINFORCED -NQN-IMPACT 36" X 84 ELEVATION, ANCHORING LAYOUT AND NOTES 7G AT QF a= 1/ j s7aNAL1 V.L. 08-01372 RVI SCALE NTS OATS 10/17/11 'HEETI OF 3 4 f RUIS.GN3 U.'5CWTiON 1 1W F. I 2X BY OTHERS`, 2x BUCK BE it R 4 MAX. 1 '4" MIX. APPRCWE SFAI HT S I I MS! L DMEN TO BE !El oL, wsw" I.N.T.E.R..I.O.R. II j 2.X 8 J,' K `fRAMINI, 3), OTHEFBUICK To BE PROPERLY S E C U R* D EXTERIOR ItJINTERIOR .... . ..... it... . ............ . ........... 7- EXTERIOR 1: 1 - AN CE 9L 5F7 IN FEE) OF Ti SlI. I.. rQ RE 'SET APPROVED S'ALANT HORIZONTAL CROSS SECTION DED (5F' ArPROVE.:'D 2X BUCKIWOOD FRAMING INSTALLATION A:DHF!" ilvE 1 /4' t MAX. t.AN(; k BE ................ .. . ..... ET IN f E-n APPR-OVED W,-E: INTFRI-QH AND EXTERIOR PY 7T -IRS, MI WINDOWS AND DOORS 2X e fri< 0 VERTICAL CROSS SECTION 650 WEST MARKET STREET 0,H.. P",,;, 2X 'WHCK ..... ... . ........... ............... . . . . .................. i RANTZ, PA 17030-0370 G BEPROPER.LY 'SECCURED IXBUCKWOOD FRAMING INSTALLATION -- -- p SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW 'o STEEL REINFORCED - NON -IMPACT 36" X 84 INSTALLATION DETAILS -;:- A .41 'T' qT: 07m!k:- OM'0" V.L. 03-01372 71- "11111110 'G I V. L. NTS PKIL 10/17/11 1 slim! 2 OF 3 BY t..)THERS PTIO^!Ai.. t X BUCK BY L NOTE 3 SHEET 1 EEC) Of: 1/4 t, APPROVED SEALANT II HEN) TO BE SEC, IN A BED CF APPROVF1) CONSTRUCT+ON ';EALANT EXTERIOR ! INTERIOR SILL ''O BI:. S 'Pv OFBEDAr"'PRrVEADHESIVEDr ;: f,;_....... If l FLANGE LtC:..._.. .Jill / . / p. MAX, 11.:1 i............... 7 { 2`rj _ NCRElE OF"IGN,AL ':X i1!.iCK Bf < „) JIH..,._ Rd -tip ll.1 (t r'f ;...i.,., P;lERS, 1 X BUCK 1'0 BE PROPERLY SECUREI.?. SEE I NOTE 3 SHEET 1 VERTICAL CROSS SECTION MASONRY/CONCRETEWSTALLATION r P.F1'!'_ voles DESCRIPIti)N E MEIE1)h?4tJ'( I I If m 3/16 1 CO BY .. ERS TER10R a I' j I v OPTIONAL 'X BUCK BY EXTERIOR OTj TOPRIUI'ERLY SECU1 (T), SEE FLAFICE BE MOTE 3 SHEF..T 1 S` !' I" BEE,, OF AF PROiED SEALANT HORIZONTAL CROSS SECTION MASONRY/CONCRETE INSTALLATION DATE I AoPFim.f) NOTE:: INTP:PIOR .AND E.XIERIOR FINISHES, BY 01Ih':F.:R;. NOT SHOWN; FOR CLARITY. M650WINDOWSR ET MARKETSTREETGRANTZ. PA 17030-0370 J` Sttl li(ra!/i y•\ tENS ,s 0 61 k SERIES3540FINLESSPVCSINGLEHUNGWINDOWSTEEL REINFORCED - NON -IMPACT 36" X 84 INSTALLATION DETAILS i0. F' iFS DR,>'.'iti: arm, uo. R vAL!: OS ijS10NAL1 4 OROt rarz: soer572 NTS10/17/11 3 OF 3 t L. Roberto Lomas P.E. 1432 Woodford Rd. Lewisville, NC 27023 336-945-969.5 rllomas@lrlomaspe.com Manufacturer: MI Windows and Boors 650 West Market Street Grantz, PA 170304370 Engineering. Evaluation Report Product. Line: Series 3540 Finless PVC Single Hung Window— Non -Impact Report No.: 811989 compiianm The above :mentioned product has been evaluated for compliance with the re. quirements of the Florida Department of Gommunify Affairs for Statewide Acceptance per Rule 9N-3.. The product listed herein complies with requirements of the Florida Building Code. Suppcuti'ng rechnlca! Doattrnetttationt. 1. Approval .document drawing number 08-01372, titled Series 3540 Finless PVC Single Hung Window — Non - Impact signed and ,sealod by Luis Roberto Lomas P . 2, 'Test report No.: B1910.01-109AT, signed and sealed by Michael D. Stremmel, P.E. Architectural Testing, lnc . Yodc, PA AAMA/WpMA/GSA 101/I.S,21A44D- 5 Dasign pressure: +40.101-50.13psf WMEWpenetratibn resistance 6.06psf 3, Anchor calculations* report number 511989-1, prepared, signed and sealed by Luis Roberto Lorrias P.E. Limitations and Conditions of use: Maximum design pressure; }40.0/-50.0 psf Maximum unit size: 36" x 84" Units mist be glazed per ASIV E 1300.-04. Frame and sash material: Extruded Rigid, PVC. Sash: stile and rails and fixed meeting rail .rdrdbrcement: Roll. formed steel. 3his product is not rated to be used in the I VHZ. This product is not impact resistant and requires impact protection in wind borne debris.mgions. lnswiagon: Units must .be Installedin accordance with approval document, :08-01372. Co a€ficatirria or independence: Please dote that l don't have nor will ac quim a financial interest in any company manufacturing. or distributing the product(s) for which this report Is Wing:issued. Also.1 don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed,producgs). 1 Of 1 Q YiAA yv } -^ Y 5 ! 'r TAT of ; <v Luis R. Lomas, P.E. FL No., 62514 11107/ 2011 4 Florida Building Code Online FL17676.16 Page 1 of 4 r' L pryt(Meni BCIS Home i Log In ? User Registration ; Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff C BCIS Site Map Links Search sinQcij;] _.._.Y---- "Product Approval Prof'elsCsJ 0l17al USER: Public User Regulation Product Approval Menu > Product or Application Search > Application List > Application Detail I FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE L Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA/WDMA/CSA 101/I.S.2/A440 Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 FL # Model, Number or Name Description 17676.1 3540 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.Ddf 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 36x84.1)df 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: +3'5/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.Ddf 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.Ddf 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.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes, Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 Sl1 fin 44x04.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/prlpi _app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 ri Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 117676.7 13540 SH 152x84 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25/-25 Other: R-PG25. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 52x84.1)df Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 II FL17676 Rl II Install - 3540 SH Fin 52x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 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.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 FL176767676 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 Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other:LC-PG35 FL17676 R2 II 08-01247B 10.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.ndf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.odf Created by Independent Third Party: Yes 17676.12 13540 SH 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 52x62 Finless Frame 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:Hfloridabuilding.org/pr/pr_app_dti-aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG l ... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 2269.Ddf Created by Independent Third Party: Yes 17676.13 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.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 fL17676 R2 II 08-02270A 13.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 fLS 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.pdf 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) Approved for use outside HVHZ: Yes R v fImpactResistant: 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).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 CertificationAgency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.pdf 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.pdf Verified By: American Architectural Manufacturers ASTME1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Bodo 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 emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter455, F.S., please click here_. Product Approval Accepts: W ® 99 CreditSArFE https: Hfloridabuilding.org/pr/pi_app dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGl... 5/26/2016 A•L•1 VWidaWr I opmbonns aAdrtiinistrator) Mi Windows & Doors. Inc. P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION Tlie; pn ttud: fbed=below is ham approved for Wingin the next issue of the AAMA "Certified Pf oiaucts Directory. The approval Is based on snccessiul completion pfand the reporting tp the Administrator of the gaits of tests, accompanied by related drawings. by an. ~ Accredited Laboratory. 1. tm listing below vAll lie added to the need published'AAisMA Cerhiied Products DimcWry. SPECIFICATION AAMANVDNINGSA ' 10111. S:.?iA44t)-08 LC-i' G3V-2731x1667 t108X 4) NegativeDesign Pressure =- 50.psf COMPANY AND CODE Ml Omdows $ Doors, Inc. Code; M L RECORD OF PRODUCT TESTED SERIES MODEL& PRODUCT iCPD mo DESCRIPTIONMAKtAAUM3iZETESTED 3540 TRIPLE SHF1Nj FRAME SASH 10817 I;PVt; xOtX.0/X.Onf(IG) 2731:rlutl x 1t3b7:mm 880 mm x.91s ntm tIUS GLXREINFI(MT)( ASiM) (9r1r x W!") M16" x 311" ) 2 TWS Certl# ication. will expire April 12, 2017 and requires validation until then by continued listing in the current AAMA i ertified Products Directory. 3. Product Testers: and Reported by: Architectural Testing, Inc.. Report No.: C7327. 01409-47 Date of Report: May 7, 2013 Date: May 8, 2013 CC: AAMA JGS ACP-04 ( Rev. 1111) Validated for Certification I!= Jh, 4aL tedLaboratxies, Inc. Authorized for Certification American Architectural Manufacturers Association 2" typ. 2" typ T-F 2" o.c. Max. L r. CLEARANCE ALL FOUR SIDES) WHICH. ELEVATION 108' L SF4THING Min 'Edge Distance "" JAMB DETAIL HEAD DETAIL SHEATHING/OSS. Ile SIZE HEADER AS NEEDED FLASHING BY OTHERS Caulk under ENTIRE perimeter of Nailing fin beforeV I-- v fastening. Anchor See Section Details) MiNIMUM EE1/4 INCH ENTOE STURN Min. Edge &' IM AS OUIRED DRYWALL TOWN WITH 1/2" SHEATHING) MUST ACHIEVE 1-1/4' PENETRATION INTO.STUD. SILL DETAIL. Notes: 1. Installation depicted based off of structural test report I C7327.01-109-47. 2, Wood screws shall satify the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S—P-F (Gm0.42) or denser. Huck width shall be greater than the window frame. width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4, Wood screw lengths shall be sufficient to guarantee i-1/4' penetration into wood buck. 5. Maximum shim thickness of 1/'4" permitted at. each fostener location. Shims shall be load bearing. non — compressible type. 6. These drawings depict the details necessary to meet structural toad requirements. They do not address the air infiltration, water penetration, intrusion or thermal performance requirements of the installation. 7, (nstoilation showrl is that of the test window for the size shown and the design pressure claimed. For window sizes smaller than :shown, locate fasteners approx. 2' from comers and no more than 12" on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN. PRESSURE CHM fAWER TYPE AND SPACING SHOWN V11LL ALLOW DESIGN PRESSURES UP TO +35/-50 UNiTS. UP TO 108" x 74' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) Windows & Dears Gratz, PA FIN - 3540 .Single Hung NONE 11- 1 Continuous Head and Sill °"° " 3540 5H CSH FIN 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. DESCRIPTION NOTES ELEVATIONS INSTALLATION DETAILS REVRIONS I REV I DESCRIPTION I DATE I APPROVED I 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 17, GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18: THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 350OPW, 3500T, 350OSDLITES, 3500SP, 3540PX, 3540T, 3540SDLITES, 3540SP, 3250PZ, 3250T, 3250SDUTES, 3250SP, 3240PW, 3240T, 3240SDILITES, 3240SP, 3500HPPW, 3500HPT, 3500HPSDLITES, 3500HPSP, 3580WP, 3580T, 358OSDLITES, 3580SP, S-350OPW, S-3500T, S-3500SDILITES, S-3500SP, S-354OPW, S-3540T, S-354OSDLITES, S-3540SP, M-350OPW, W-350OPW, W-3500T, W-354OPW, W-3540T, W-3540SOILITES, W-3540SP, 1255PW, 1255SP, 1280PW, 910SP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. SIGNED: 0211712016 MesoWINDOEST WS sSDOORS GRATZ, PA 17030-0370 TREET \\ CENS'.•s oyft S 1SERIES3500FIXEDWINDOW 96" X 60" NON -IMPACT u p+flNil++wfa= NOTES o • TAT OF ORIOP• \ Sc•• GDRAWN: DWO N0. REV N. G. O8 s0259SCALEGATENTS02/04/16 1 OF 3 2" t FI HI 96" MAX. FRAME WIDTH MAX 10" MAX —{ O.C. I 2" MAX 2„ MAX J 10" MAX i0" O.C. AX. AME IGHT SE FO OF SERIES 3500 FIXED WINDOW EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 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 #i Number of anchor locations required Frame Frame Width (in) Height 36.00 42.00 46.00 54.00 60.00 66.001 72.3 E CHART #1 R NUMBER ANCHORS 2" MAX 96.00 DRAWN: N.G. REVISIONS DESCRIPTION I. F DATE I APPROVED i T_ PCili D 8LA-`l l4 SIGNED: 0211712016 MI WINDOWS AND DOORS 1tilnrlfii 650 GR.ATZ,SPA 17030 5STREETT MARKET0370 SERIES 3500 FIXED WINDOW 0y 8/1 96" X 60" NON —IMPACT ELEVATION p ( T96s se 02 1 AT OF REV F•;ORIOP \ OWGNO. oa SoE as9 i sS ONA,;G\ DATE 02/04/16 2 OF 3 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. r SHIM SPACE I 1/4" MAX SHIM SPACE WOOD FRAMING BY OTHERS 6 WOOD SCREW 1 1/4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE wl 1/4" MAX SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION RE'ASIONS DESCRIPTION I 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 1N ACCORDANCE WITH ASTM Elf 121FRAMING BY OTHERS SIGNED: 0211712016 M650 IWDOWESTMARKETS D o Vk I ILOSDOORS GRATZ, PA 17030-0370 s V.•v C+ENS•,cPi SERIES 3500 FIXED WINDOW ir•/ 0y 61 • k 96" X 60" NON —IMPACT FIN INSTALLATION DETAILS STATE OF Dwc NO. REV OF 'cCORiOP• w\ DRAwN: N.G. 08-02859 — AL 111N1111\ SCALE NTS DATE 02/04/16 ISHEET3 OF 3 4 Florida Building Code Online Page 1 of 3 185042 Business & Professional Regulation BCIS Home ;Log In j User Registration Hot Topics Submit Surcharge Stats & Facts Publications ; FBC Staff ; BQS Site Map I Links Searchi ; Product Approval USER: Public User vT m 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 f Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE if. Validation Checklist -Hardcopy Received Certificate of Independence FL18504 RO COI FL COIodf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1710.5.3 Product Approval Method Method 2 Option B https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 Florida Building Code Online Page 3 of 3 supply a personal address, please provide the Department with an email addressss which can be mherede available to the public. To determine if you are a licensee under Chapter 55, se ick Product Approval Accepts: ER https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs9%2f/o2ftCOhpJQgi... 9/6/2016 10: 3/t3" OMI3INED WiOTN W1 (r W2.-- FRAME HEIGHT 911 WINDOW MULLION SPA 1 0, COMBINED WIDTH W 1 W2 -- 83" FRAME 'WiNDOw WINDOWHFIGFIT h11lL,LfON SPAN) I 107 3/8" COMBINED WIDTH I (W2 ..... __........... 8. J WINDOW FRAME WINDO l' / l WINOO HEIGHT J, J MULLION / SPIN) I / W1 L W2 -- 1 G' 3/8" I COMBINED WIDTH um.ra51 Unf.is.anetinto wam. tngDesignQb.ta"Y;l Mullion span (In) l8:i3 29:60 3.600 4200 ip 46.D0. ,52.13 5,00 130.0 130.0 T30,0 130.0 i3o.o 13D:0 37.38 930.0 13 .0 127.2 127.0 127.0 127-0. 40,63 120.7 94:3 77.9 7a 8 72.1 72.0 . 02,00 1' 70:6 , 56 0 Si 5 48.8 47.4. 6563 80.0, 65_S 51.7 473 4:4.4 43.0 72.00 77 0 58.7 45:8 1.4 38:8 374 00 : 6 :1 45: 33.t 29.1 26:3 24:5 107 ij8° COMBINED URIWI W1--j-- W2 8.3„ FRAME WINDOW "Dow HEIGHT ----- - . ...._.-. MUI.!..ION SPA_AN} I _ Ii 107 3,8" COMBINED V41DTH I- W2- ............... . wlNDow FRAME PIEI01-IT k12Nl1G?1tr MULLION SF".IaPJ) L r I W1 I h- W2 107 ::/8" COMBINED WIDTH REVISIONS RREV_....DESCRIpTION DATE APPRO.VV.EEDAI REVISED INSTALLATION DETAILS 08/07/15 R.L. 107 3/8" COMBINED WIDTH WI.....„. ......... ...... _ W2.._.................:I 83" , WINDOW FRAME HEIGHT _ YYlil4 WINDOW MULLION / SPAN) rd W1 W2 L::- 107 3/8" COMBINED WIDTH APPROVED CONFIGURATIONS MULTIPLE UNITS MA YSE MULLED r0GEtHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107 ""AS SHOWN HEREIN. Dpwga preswro rating W Unita.anchomdInto masonty/ oonomm Tributary With la' a 440 3. 42.00 In.), 49.00 $ 2. 13 130,0 1310 13D:0 130.D i3o.0; iso.0 130.0 130. 0 130.0 130:0;13D! 130.013Q.0130.0 V2$,00 130:0 13U. 0_ 13D,0 110. 4 87.8 79.3 73.9 71.5, 130.096t8 729992 72,4 54.0, 48;1: 44,042,0: 62:1 45. 0 33.1 29.1 26,3 24,9. LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONES DIMENSIONS IN CHAFIrARE FRAMEDIMENSIONS AND DD NOT INCLUDE FLANGE SIGNED: 08107, 12015 MEST AND DOORS WINDOWSSTREET Ikto s ssDGRATZ, PA17030-0370 v••GEMB4$ pY M-19- VERTICAL MULLION83" MULLION SPAN 83 CONFIGURATIONS AND DPCHARTS H9:640F , A DRAWN: I DYIG N0. REV 08-01445 SCALE NTS DATE 01/ 11/12 2 OF 3 L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rllomas@Irlomaspe:com Manufacturer:. MI Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: M-1926 - Vertical Mullion Engineering Evaluation Report Report No.; 512069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department ofBusinessandProfessionalRegulationforStatewideAcceptanceperRule61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code, Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 10 x 84" Window units attached to mullion must have their own separate aPpPoval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind -Rome Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; mullion or individual units. All windows attached to mullion must be manufactured by MI Windows and Doors, Inc. installation: Mullion must be installed in strict accordance with installation instructions document 08-01445 revision A. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 tit iJ•'C E N.S',-c1' 4P •, TAT QE 00 Luis R. Lomas, P.E. FL No.: 62514 08/0712015. f Florida Building Code Online So rf% + Page I oft Business Professional Regulation f Do$yWd Buy ryesct y1eSS1BM Home ; Log In User Registration Product Approval USER: Public User I Hot Topic Submit Surcharge Slats & Facts 1 Publications FBC Staff BCIS Site Map Links Search j RegU1610. n ounW menu 21 tO id orA9oBmliMy aidt > &Waulin i.,fst > Appliuttnn belali 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@acrn-metals.com Authorized Signature Vivian Wright rickw@rwbidgcDnsultants. 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 W! 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. 6 Validation Checklist - Hardcopy Received Certificate of Independence fl 2019 S COI Ce_M a e Qf lndgpendepce.odf Referenced Standard and Year (of Standard) „S,tandard. Year ASTM E330 2002 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D https: llwww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 5140 West Cftffon Street Tampa, FL 33634 TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code excluding the "High Velocity Hurricane Zone" (HVHZ). 2, Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by this drawing are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed properly to receive loads from the soffit and/or 7' x 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. TABLE OF CONTENTS. ..... sHEEf R DESCRIPTION 1 T. ical elevations &.general notes 2 Ponel details 3 Soffit details & des' n pressures 4 Soitt detotls & desl n ressuns 5 Soffit details, design pressures &bill of materials Tt21PLE,I.(T4j T,4.012 (.0115 TH!CK) T4-014 (035- H(Cp QUAD 4 (Q4) 04-012 (.0115'TFUCK) r4"14 JD1&17TKCKI SSw 4•r r *``•.. ai n o m m LQ UN• z oi4 jmticw M maa z0 ow uwc, ay. JK c11K. Ne LFS OPot1: 11.7 Ina FI..—T20f9.f N zM S AN"A" s—.-ROOFOVERHANG SPRN"A',,_. ROOF OVERHANG ROOF OVERHANG fiPxN"- " -; ' ..-.2u''.m ROOF ROOF ROOF FRAMING FRAMING-\ FRAMING ,r "`•' ,ti > , rp - 1/IlfI111 Y` o n m z ALUMINUM a =d ALUMINUM z ciFASCIA. rl+: Em m cfASCIh .. TRIM gg, n . TRIM\ jt - - CMU OR SOFFIT. C 1U OR ti Y ` SOFFIT EMU OR V oZ OFTIT W100 wood v WOOD J .SEE DETAIL A" i SIX-, DETAIL FRAMED $ E20ETAIL"C' FRAMED FRAMED o. EEDETAIL"D AIL."C"- SEE DETAIL" B SEE DCT SIDE VIEW -SINGLE SPAN w(F-CHANNEL SIQE VIEW -SINGLE SPAN w/a-CHANNELS SIDE VIEW. -.SINGLE SPAN wJ7-CHANN_ EL_ Shown wl trumirraming cantilever) (Shown w/ truslTreming cantilever) (Shovm w( truw- rrambxt cantilever) p Mtn SINGLE SPAN LENGTH A" DESIGN PRESSURE (PSO POSITIVE NEGATIVE g 70.0 141.0 10" 60.0 60.0 12" 50.0 50.0 u" 38.5 38.5 30.0 30.0 j ml TRIM NAIL ATTACHED z f > THROUGH FASCIA NOTE: j y @ 16" O.C. MAX. FOR SQUARE CUT OVERHANG, STAPLES INSTALLED 012" O.C. (INTO WOOD) 4 a ' TRIM BOTTOM OF FASCIA FLAT IN J-CHANNEL SLOT OR T-NAIL 012" O.C. F. c> o i AGAINST PANEL INTO WOOD OR MASONRY) r STAPLES LOCATED 24" O.C. INTO FRAMING ' ii Mm STAPLES LOCATED 24" O.0 INTO FRAMING NOTE: WOOD FRAMING AND CONNECTIONS TO BE STAPLES INSTALLEDvi DESIGNED BY THE ARCHITECT OR ENGINEER END OF PANEL AND ? -_ OF RECORD W MAX. O.C. ' - SEE DETAIL "J SHEETT 5) o0 DETAIL An _ 8 Fascia .. DETAIL „ C , na MAX. ' J-Channel STAPLES INSTALLED ® 24" O.C. (INTO WOOD) 1" MAX. c T ON F-CHANNEL LEG OR T-NAIL @ 12" O.C. nac 1 9' Q§ 1ZSTAPLESINSTALLED@12" O.C. (INTO WOOD) f ( INTO WOOD OR MASONRY) scar M I.S. o 17' OINJ-CHANNEL SLOT OR T-NAIL @ .C. 5 STAPLES INSTALLED @ 1 T O.C. (INTO WOOD) n er b' ° JK m IN F-CHANNEL SLOT OR T-NAIL @ I2'' O.C. DETAIL D SUBSTRATE NOTES: CHK, err: LFS 3 5 1AT'MAX. rc i0 (INTO WOOD OR MASONRY) J-Channel I. WOOD SUBSTRATE: G = 0.42 OR BETTER bw+Krro r n; P DETAIL a B a 2. MASONRY SUBSTRATE: 3,OOD PSI CONCRETE (ACI 301) FL-12019.1 0FOSCIaORHOLLOWBLOCK. (ASTM C?O). sHeer or G F-Channel ITEM DESCRIPTION MATERIAL 1 FASCIA .0215' THK. AL. 3105 - H14 ALUMINUM 2 J"CHANNEL .0155' THK. AL. 3105 - 1-124... . ALUMINUM 3 F' CHANNEL .0155" THK. AL. 3104 - H19 ALUMINUM 5 QUAD 4 PANE6 (.Ol 15 OR .0135" THICK AL. 3105 ALUMINUM 6 TRIPLE 4 PANEL (;0115 OR .0135" THICK) AL. 3T05 ALUMINUM 7 15 x 1-3/,"TRIM NAIL S.S. B 18" GA, X 1/4" SS STAPLE w/ 71F MIN. EMBEDMENT STEEL 9 7' X 7' BATTEN STRIP (G-.42' OR BETTER) WOOD 10 APA B-C- GROUP 1 EXT.1513T PLYWOOD OR BETTER WOOD 11 097' DIA. T-NAIL w/ 5/8" MIN. EMBEDMENT STEEL 12d X 3.1 hr H.D. GALV, STEEL COMMON NAIL 0 24" O.C. w/ 1-3/4" MIN. EMB. DETAIL "H" I X2 VERDCAL FRAMING (G>=0.421 ATTACH w/ 2.8d COMMON NAILS 0 TOP TO ROOF FRAMING STAPLES INSTALLED 0 END OF PANEL AND 6' MAX. O.C. SEE DEFAIL'J'1 33- 33 8" O.C. MAX. DETAIL " J " ROOF CVERHANG ROOF 1. eIG .-- d 19 m h l*fl Z. n m z SEE DETAIL" B' E m u a U N •. ZOZ4 m o 3 o aSHEET3) i N+ 6maa c.Z r 1 12dX3.1/4" H.D. GALV. STEEL. 1_., _ _-_- Jy- - i LMU OR WOOD COMMON NAIL @ZVO.C• SEE DETAIL "A" FRAMEU LL w! 1 1/4" MIN. EMB. SHE°f 3} / CONTINUOUS J/ SEEDETAILBATTEN0CL SPAN o VIEW DOUBLE SPAN W/B a 4 STAPLES INSTALLED 0ATTEN END OF PANEL AND Shown w/ truss/framing can8levdr) o vdi r w 8" MAX. O.C. u SEE DETAIL"J') sraTt " a AIL" 1 if TWIN SPAN LENGTH wJCONi1N000S BATTEN A" DESIGN PRESSURE (PSF) POSITIVE NEGATIVE 1e' 70.0 70.0 1e" 66.5 66.5 2D" 60.0 60.0 22° 54.5 54.5 24" 50.0 50.0 ROOF OVERHANG SEE DETAIL"G" SHEET SEE NOTE 2 . t3 1' I '9 cmu OR WOOD SEE.— 1.1 j 8' 11 FRAMED SEE DETAIL" A" ¢¢¢ SHEET 31 SIDE VIEW - DOUBLE SPAN w/_BATTEN . Shown w/ truss/framing overhang) CONNECTOR NOTES: 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGINEER OF RECORD 1. WOOD SUBSTRATE: G = 0.42 OR BETTER 2. 12d COMMON NAIL OR 3/I6" OW TAPCON CONCRETE SCREW 2. MASONRY SUBSTRATE' :3,WO PSI CONCRETE (ACI301) MIN. 1-1 /4" EMBEDMENT) 0 24" ON CENTER OR HOLLOW BLOCK JASTM C90). er: JK m er: LFS P FL-- Izots;o N 5 era n Florida Building Code Online C Page 1 of 2 Businesss 1 i ' i 0 i. r ep3lJ of BUSStHorneLopInUserRegistrationi HoTopics Submit Surcharge Stats & Facts 11' dJUJIM+ Product Approval rofess] USER; Public User Regulation Prodode< Apptic tl2n t>A> FL # FL16305-114 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Publications I FBC Staff I BCis Site Map I Links Search i Product Manufacturer Atlas Roofing Corporation Address/ Phone/Email 2000 RiverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollins@atiasroof' ing.com Authorized Signature Meldrin Collins mcollins@atlasroofing. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12131/2020 Validated By Locke Bowden 6 Validation Checklist - Hardcopy Received Certificate of Independence 16 R4 COI ATu3dW 4 2014 FBC sw1hima Shinales.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.aspx7param=wGEVXQwtDquJBMjgUlj3N... 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 Sunrtmalry of Products FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use installation Instructions Approved for use in HVHZ: Yes F i63U5 R4 11 ATU3602 4 2024 M' Product Cvaluatloh ShinDies.odfApprovedforuseoutsideHVHZ: 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 _. QS R AE ATLIk02.4 M4 FBC Product £Waiva i Shinafes.odf Created by Independent Third Party: Yes contact us:: ;MACA ftyw Si* TRe9.t4wi+e: 85kl :t ..: The State of Flnridn k an AA/FFD empinyFr: jay'y •'y'.a'"'— ^ t--'k`x.:: Privacy Statement :: ' llgm . .... .yw 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 850,467.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emaiis provided may be used For official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S.; please click here . Pmduct Approval Accepts: 10: 0 GO N r ditSAFE https: IlNvww.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquJBMj*gUlj*3N... 7/20/2015 C R E.M. E.M. K Certificate of Authorization No: 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE C EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2,7.1, 1523.E,15,1 Properties: Physical properties, Wind Resistance, Wind Driven Rain Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATLA 06-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATL-116-02-01 ATL-118-02-01 ATL-119-02-01 ATL-123-02-01 ATL-125-02-01 ATL-127-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATLA 35-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 PRI Construction Materials Technologies (TST5878) ATL-169.02-01 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ATLI3002.4 FL 16305-R4. Standar ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 2009 2009 This evaluation t6porfis provided for State of Florida produdt'approval under Rule 61GZ0-76: i ne manuraciurer span nvuiy %,mom-, 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-171-02-61 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 20D8d 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 GlassMasterS30 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 3461 ProLAMTm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMasterfl 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., ATL73002.4 FL 163057R4 ... ._ Pege 2 of 9. This evaluation report is provided for State:0fl Red.ft.product approval under Rule 61G20-3.. The iihanufaclurer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid; This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION,.. . GlassMasterO 30 & Basic Wind Speed (Vwt): Tough-MasterO 20 Basic Wind Speed (Vase): 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. 7116 in. OSB existing construction.. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern' detailed below. 75 Nails Tj. Ii 4' 1 —12----+---12" 1+----12" Figure 1. GlassMaster® 30 & Tough -Master@ 20 4 Nail Pattern (Non-HVHZ only) O Figure 2. GlassMaster@ 30 & Tough -Master@ 20 6 Nail Pattern A11130024...- _,. FL.16305-R4 . .._ Page.3 of 9 This evaluation reportisroviprovided for State of Florida product approval tinder Rule 61G20-3. The manufacturer shall ncttiljc.GRE. 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-,R,-EKK TECHNICAL SERVICES, LLC ProLAMTm Architectural Basic Wind Speed (Wit): Basic Wind Speed (Vesd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min.. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements, 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 393W 41h min3viNO316'heW 12 42' rnr FM COOOM0. :0 .C D O Cl CD CD O Figure 3. ProLAMTm Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMT11 Architectural Shingle 6 Nail Pattern ATL13002: 4 _ ._. FL 16305-R4 . ___.__Page+4_of;9, This' eviil"uatidn report -is -provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (Wit): StormMaster@ Shake Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ)t Installation (Non-HVHZ),Z t 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: 7116 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 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. i Mkt:129e•6WemsE mding Mtl i h. alb'hart i' 1T f 1TYP2Ur a Figure 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) i 1 Mm.126a paNanCeG m6 shank na 7117 OOOG 0000 00 000{0MCDcC 1E• CiOO r'iOCZ) O OrG3lr7` 3=C-5C! Cl 1 6W Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATL130OZ4 FL 16305-R4 pap :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. 1N.CREEK TECHNICAL SERVICES, LLC StormMasterS Slate Basic Wind Speed (Vwi): Basic Wind Speed (Vasd) Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ); Installation (Non-HVHZ) ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC.requirements; Solidly sheathed min. 19/32 in.. plywood or wood plank for new construction, Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in., plywood or wood plank for new construction; Min. 7/16 in..OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance.with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. Figure 7. StormMaster@ Slate 4 Nail Pattern Figure 8. StormlMaster@ Slate 6 Nail Pattern ATL13002 4. - FL 16305-R4. Page 6 of._9 This evaluation report is provided for State of Florida product approval under Rule WG20-3 . The ,manufacturer shall notify, CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is. valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein; CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (V.,t): 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 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.. 3B {( 12 Ba 1-]lY rind stwnk mIl o d Figure 9. Pro -Cut® Starter Strip ATL13002.4. .............. _F.L 16305-R4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3 The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (V„it): Max. 194 mph Basic Wind Speed (Vasa): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction, Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7116 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,. 13" = i` 12 ga. 1-1/2" ring shank nailt t 6n 1 I Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 .. _ ..... FL 16305-114 ._ ... Pagg 8 of 9 This evaluation report is provided far 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. NCREEKi. TECHNICAL SERVICES, LLC LIMITATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3.. COMPLIANCE STATEMENT - -- The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5"' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. satrR. rtrrrrr . E#y .cSs,`r'. 14621 G . 33 STATE OF NAIL.. _ 1+ 2015.06.2 912:55:48 04' 00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation:: CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor 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 1 This`evatuation report § provided for State of Florida pro uc - 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 Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770)612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE ................ Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2:7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Enti 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) Re 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 ATLA 07-02-01 ATL-107-02-01.1 ATL-109-02-01 ATLA 16-02-01 ATLA 18-02-01 ATL-119-02-01 ATL-123-02701 ATL-125-02-01 ATLA27-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ATL13002.4 F..L_163.05-R4 .. Standard ASTM D 3161 TAS.107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100. TAS 100 ASTM D 7158 ASTM D 3462 ASTM:D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7168 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 Issued June 29, 2015 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 2009 2009 1 of 9 This evaluation report is .pmvided forState of Florida product approval under Rule 611The 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. CREEKAsphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 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 GlassMastefO 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 31.61, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that.complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster@ Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster@ Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. FL of 9 L.I. 7.V4G.`t - ...._.. ......: _ . ... .....- .. This evaluation report is -provided for State of Florida product approval under Rule'61G20-3. The manufacturer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 1-0RRe.-1EX TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (Vat): Tough -Master® 20 Basic Wind Speed (Vasd), Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZj3 Installation (Non-HVI-IZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min..15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. " Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall beattached using either "A Nail. Pattern" or "6 Nail Pattern" detailed below. 36" _ - 71 1" ems' s ICY. =. SEEN 4• h- 12' --' —12- 12" Figure 1. GlassMasterna 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 36" Mails rr": 12"—'-- 12"---12"— Figure 2. GlassMaster® 30 & Tough -Master@ 20 6 Nail Pattern ATL13002. 4 FL 16305-R4 ........ AAge; 3 of 9 This evaluation report is IxG iiiletl for State of Florida prodiicf approval under Rule 61G20-3r The manufacturer shalt notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Prol-AMTNI Architectural Basic Wind Speed (V„ tt): 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. Fgn 12 ga. gyvmved i0ang nag wNmin 31g'hae0 12 V7 r — r rn 0 0 0 0 0 [C==) o 0 0 0 0 0 0 0 0 Figure 3. ProLAMTm Architectural Shingle 4 Nail Pattern (non-HVHZ only) am un. 129 txw aMng nwgng nd Ah nln.i9'nMb I i-'O—B -i y Figure 4. Pro-LAMTm Architectural Shingle 6 Nail Pattern ATL13002A 41012 — This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall h. oWCREEK 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. x . E TECHNICAL SERVICES, LLC Pinnacle® Pristine $ Basic Wind Speed (Vun): StormMasterns Shake Basic Wind Speed (Vase): Deck (HVHZ): N 6• Deck (Non-HVHZ): Underlayment Mina 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 'A Nail Pattern" or "6 Nail Pattern" detailed below. e3W moNy NO 121reTYP I C 7IB' Figure 5. Pinnacle® Pristine and StornnMaster® Shake 4 Nail Pattern (Non-HVHZ only) t2w o+rrwAmpvw en:.w'wner U oCo. cj0000a Figure 6. Pinnacle@ Pristine and StormMaster@ Shake 6 Nail Pattern ATL13002. 4 FL 1.630.57R4 f'pge:b or y This evaluation report is pr+Oriii ed`for State of Florida product approval under Rule 61C26,4 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. RK TECHNICAL SERVICES, LLC StormMasterG Slate Basic Wind Speed (V u): Basic Wind Speed (Vasd) Deck ( HVHZ): Deck ( Non-HVHZ): Underlayment: Min. slope: Installation ( HVHZ): Installation ( Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max« 194 mph Mai. 150 mph In accordance with FBC requirements; Solidly sheathed min:. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2: 12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in, exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using T 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. IT s Figure 7. StormMasterO Slate 4 Nail Pattern Figure 8. StormMaster@ Slate 6 Nail Pattern ATL13002 4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Flonda product approval under Rule 61G20 3_ The manufacturer shall notify CREEK TechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. Thisevaluationreportdoesnotexpressnorimplywarranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (Vun): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ)t i-Iff 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_. 12gs.lA/2' aiK short a0 w Figure 9. Pro -Cut@ Starter Strip 00• ATL13002.4 FL.1fi.305-R4 _ _ ...... Page 7 of 9. This evaluation repaf is,pmv1idW f0r.State of Florida product approval under Rule 61.Sa & The manufacturer shall notify;Gl2.EF-K 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. 00!EK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (V rc): Max. 194 mph Basic Wind Speed (Vesd)= Max: 150 mph Deck (HVHZ): In.accordance with FBC requirements; Solidly sheathed min:. 19/32 in.. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly she min. 15/32 in. plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min: slope: 2:12 and in accordance with FBC requirements.. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12" 12 ga. 1-1/2" ring shank nail l d - _12" 1 j j r 1 Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4. ....... .. rttya.o u, q This evaluation report is .provided for State of Florida product approval under Rule'61G20-3 ; The mam fecAuriershall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid:. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC LIMITATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 1) Fire Classification is not within the scope of this evaluation.:. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements,: 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck.- 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3: C.OMPUANCIE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code a Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. it CERTIFICATION OF INDEPENDENCE 2015.06.2 9 1 2:55:48 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT Florida Building Code Online Uncke 0_ u( Page 1 of 1 t Professional ONO" 1,1,11111IM13am C1 Y ibP i Hot Topia rcharge I Stall &Fads I Publications- I FBC Staff I BCIS Sitea- S Home I Log In 1 User Registration Submit Su Map Links I Search 3USME's Product ApprovalPOeSSUSER: Public User Regulation . pioeiKt nddvouai f anu 7 E90_Xi1 G'y'pth:atlbo: LkY. 0e ar Search Criteria ch, 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 earco, FL Tvoe Manufacturer .,... _.. Validated By.Status FL15216-R2 Revision InterWrap, Inc. Category: Roofing John W. Knezevich, PE 954) 772-6224 Approved History Subcategory: Underlayments iCead gin •rsn s.vv,r rem Gxnntissimtdf eieLrssarv. ApprOvitl. y FEK-Approvos: 'L18PR sha@,. rthdewad aetd Tat i W tterui eetsree'+reei 11UL11aeMFLMM1a 2=,Esrr:tIWA The State of Florida is an AA(EEO employer.: , !!!_' 7` bt. 393aYe_-ot nm ru: ^ 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 sendelectronicmailtothisentity. Instead, contact the office by phone or by traditional maiLIf you have any questions, please contact 950.487.1395. -Pursuant toSection455.275(i), Florida Statutes, effective October i, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address Iftheaveone. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish n supply a personal address, please provide the Department with an emailn4F address d essswhichcar, be please click here •available to the public. To determine if you are a licensee under y hFrgduct.Approval Accepts: reditWFE https:// www. floridabuilding-org/pr/pK_appjst-asPx 7/20/2015 Florida Building Code Online Page 1 of 2 hisinb rotessionat~ BCIS Home i Log In User Registration i Hot Topics Submit Surcharge Stets & Facts Publications FBC Staff SclS Site Map Links Search r R RCj1C0 j IJ V 31: a. Product Approval S1 _ USER: Public User Reg ei= x.Q(Wy1d.+or Awntxarm newa: FL # FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived _. Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551)574-2939 mtupasai nterwrap.com Authorized Signature Eduardo Lozano elozano@interwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 776) 945-2891 elozano@lnterwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer i J Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Wamock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevich, PE Validation Checklist - Hardcopy Received Certificate of Independence F IS . 216, R,K01 015 0 leminerlmdf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZl Q... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/0412015 Date Approved 06/23/ 2015 umnlary of Products FL # Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Approved for use in HVHZ: No Installation Instructions FL15216 R2 II 20I5 04 FINAL ER INTERWRAP _gHlblOROOF FL15216- R2_odf Verified By: Robert Nieminen PE-59166 Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Created by Independent Third Party: Yes other: See ER Section 5 for Limits of Use. Evaluation. Reports c truei cg RHIhklb ) OF &15nnk f"S216 is AE2064NTERWAOR2.i df _ Created by Independent Third Party: Yes contact us;: p40:l0f 4 tt wyt2M TW1ba ee I1372OBVIie: 85t+aLlI 24 The State of Florida is an AA/EEO employer Oenwaahr30Q7R2613Stabe atfL:rlde :: I,(tt'L •. - 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 n0.t send electronic mailto thisentity. Instead, contact the office by phone or by traditional mail. If you have any Questions, please contact 650.487.1395. aponWitritto Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an "MA VOWS If they have one. Theemailsprovidedmaybev;sd tw official tofteRurd Con u>gh the licensee. Wwever email MdilrMats are public record. If you du niit wish to supply a personal address, please provide .th6li waI,t.M It with8ti:l:iiBJl > :which can betrg4e'.at21labie ep:til* ptlbjic. To determine if you are a licensee under papte*#SS f5, pleasedickilCEL Product Approval Accepts. Cie -! it SACa rE https://www.floridabuilding.org/pr/ pr_app dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 JT RINITYIERD EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #i13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way 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. CONTINUEDCoMPuANcE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robertl.M. Nieminen, P.E. Florida Registration No. 59166, Florida OCA ANE1983 The famimile seal appearing was authorized by Robert Nieminen, P.E, on 04/27/2015: This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for 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. TRINITY I ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 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.S3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 2507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type 11 felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in_various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AH1 for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF CovER OPTioNs Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Shingles Slate or Simulated SlateShingles 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 11 or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 F Cert)ficate of Authorization #9503 Revision 2: Q4/27/4/27/2015015 Page 2of3 l I NITYIERD 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 i8lracltooftJ O;: 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 SiAjd6Lalrer;:Rbdf"Slii e:>.412 End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain -conditions. For exposure < 24 hours, use of every -other fastening location -printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. ^ if this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 ttoAle.Laver, 2°12.<iibatione 4'4:12 End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus-1-Inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contactthe manufacturer or the named.QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey—QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certificate of Authorization #9503 FL15216-RZ Revision 2: 04/27/201S Page 3 of 3 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 FL15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5"t Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitVIERD 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 bby Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4 ANE1983 The facsimile seal appearing was authorized by Robert Nleminen, P.E: on D4/27/2015. This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity l ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. 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. j NIN I ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent offollowing 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. 83,1507.9.3,1507.9.5 on Heating 1507. 23,1507.5.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507. 93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference. Date. ITS ( TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS CW1509) Physical Properties 100539395COQ-002 10/27/2011 ITS ( TST15D9) Physical Properties 100539395COQ-006 03/14/2014 ITS ( QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4. 1 RhinoRoof U20 is a-multilayered polymer woven coatedsynthetic 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 5.2 5.3 5.4 5.5 5.6 5.6. 1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. This Evaluation Report is not for use in the HVHZ. Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaivation combined with supporting data for the prepared roof covering. Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPnoNs Underlayment Asphalt Nail - On rite Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate Rhinokoof 620 Yes No No Yes Yes No Exposure Limitations: RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or it or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Certiffcote of Authorization #9503 Evaluation Report 140510.02.12-R2 FL1S21fi-R2 Revision 2: 04/27/2015 Page 2 of 3 NITYIERD 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 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 Sinkle Laver Roof Scot 9A 4 i2: 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 pbubl .Lavisr• 2412 < 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 611320-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLG Evaluation Report 140510.02.12-R2 Certlf%ate of Authorization #9503 F Revision 2: 04/2714/27/2015015 Page 3 of 3 Specialty Structural Encglneerincq 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: Roofing Accessories that are an Integral Part of the Roof System Product: "MMI-2" Off Ridge Vent Material: Steel Support: Wood Deck Prepared by: James L. Buckner, P.E., SECB Florida Professional Engineer # 31242 Florida Evaluation ANE ID: 1916 Project Manager: Youry Demosthenes Report No. 14-104-MM12-StORV-ER-14 Date: 2 / 26 / 15 Contents: Evaluation Report Pages 1— 7 s.[ure Eka nk seal t« Ekctranicsubmnw SU Q.•'•,1 ENS '• F,pC c No 31242 U w= 0, STATE OF \ i '•.FLORIOP. ' C7S ONA-\ JJJlnllll Digitally Signed by: lames l 8uckner, 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 ESUCKEngineeringReport NO.: 15-104-MM2-StORV-ER_14 Page 2 of 7 Speclalty 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: 0 15/32 (min.) or greater plywood, 0 or Wood plank (min. specific gravity of 0.42) Slope: 2 : 12 or Greater Performance: Wind Uplift Resistance Design Uplift Pressure: - 75 PSF Allowable design pressure for allowable stress design (ASD) with a margin of safety of2to1. FL #: FL 16568.1 R1 Date: 2 / 26 / 15 ReportEBUCiriPage NO.. 35of 7 MM2-StORV-ER_14 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). FL #: FL 16568.1 R1 Date: 2 / 26 / 15 F.8LJ'CK Engineering Report NO.: 15-104-MM2-StORV-ER_14 Page 4 of 7 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Components/Materials Ridge Vent: by Manufacturer): Material Type 1: Thickness: Yield Strength: Corrosion Resistance Nominal Dimensions: Width: Height: Lengths: Fastener(s): Base Fastener: Purpose: Type: Size : Corrosion Resistance Standard: Alternate Fastener: Purpose: Type: Size : Corrosion Resistance Standard: Roof Cement: Type: Application Size Standard: 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' Attaches Ridge Vent Base Flange to Deck Annular Ring Shank Roofing Nails 11 gauge x 1-1/2" Per FBC Section 1506.5 Per ASTM F 1667 Attaches Ridge Vent Base Flange to Deck Hex -Head Wood Screw 10 x 1-1/2" (min.) Per FBC Section 1506.6 and 1507.4.4 Per ANSI/ASME 1318.6.4 Asbestos -free asphalt based roof cement w/ SBS rubber 1/4" thick minimum Per ASTM D 3019 Type III and ASTM D 3409 FL #: FL 16568.1 R1 Date: 2 / 26 / 15 En&-flneering Report No.: 15-104-MM2-StORV-ER_14 Li Page 5 of 7 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #t8064 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) s FL #: FL 16568.1 R1 Date: 2 / 26 / 15 ESUCKEngineeringPageReport No.: 165-1 MM2-StORV-ER_14 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 Profile Drawings 1/8"1 18-1/4" 1 3" Side View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws MMI-2" Steel Off Ridge Vent Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Plywood Deck Lower Slope Front) Typical Side View (Not To Scale) Higher Slope Back) FL #: FL 16568.1 R1 Date: 2 / 26 / 15 UOKC. En rinq Report No.: 15-104-MM2-StORV-ER_14 Page 7 of 7 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization ##8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 1 1/2" o.c. 1 1/2" 4" o.c. 4" o.c. Typical, Maximum Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR Base Flange 10 min. Wood Screws Top Plan View (Not To Scale) Typical Fastening Pattern) Typical Ridge Vent Assembly Isometric View (Not To Scale) Florida Building Code Online Page 1 of 3 I eg u.W V I 1 . : .o,...i.,n .. 4nikiffG4 Sattch > Appiiratian list > Application DetailaralucrAooaov_rl my > FL # F12197-115 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. r Ions FBe s ff I BCIS site Map Links I Starch Comments Archived Product Manufacturer MIek Industries, Inc. Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext 7480 dwert@mii.com Authorized Signature David Wert david.c.wert@mii.com Technical Representative David Wert Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mii.com Quality Assurance Representative David Wert Address/Phone/Email 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mii.com Category Structural Components Subcategory Truss Plates Evaluation Report from a Product Evaluation EntityComplianceMethod Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2015 Validated By ICC Evaluation Service, LLC. lit R9 COI Ce Certificate of Independence .. . p frtificate of lhdeyendence for Eval_u3t+Il 1?Slf Referenced Standard and Year (of Standard) standArA Year ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/prIpT_app dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 Cre it$pFE https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf .. 7/20/2015 Excerpt from 1CC-ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial. embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in 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. wwwAcc-es-org I (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Counci DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com.. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, M1116, M-20, MII 20, M-20 HS, M1120 HS, AND MT20HS r- 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006 international Building Codee (IBC) il 2012, 2009, 2006 international Residential Code (IRC) N 2013 Abu Dhabi lntemational 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 ADISC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek® M-16 and M1116: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1_46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm): Slots 0,54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates,.The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally out, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area...:Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1'/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 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 (5,4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, M1120 HS, and MT20HSTm: Models M-20 HS, Mil 20 HS, and MT20HST" 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-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, aesthetics or any other attributes not specifically addressed mite nor are they to be construed ICC-ES Evaluation Reports are not to be construed as representing no warranty by ICC Evaluationasanendorsementofthesubjectofthereportorarecommendationforitsuse- 1 here is ernire, I LC, express or implied, as to any fnding or other otatter in this report, or as to any product covered by the report. page 1 of 5 Copyright 0 2015 ESR-1311 I Most Widely Aeoepfed and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/in'/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND MII 16 Douglas fir -larch 0.5 176 121 137 126 Hem-flr 0.43 119 64 102 98 Spruce -pine -fir Southern pine 0.42 0.55 127 174 82 126 75 147 107 12.2 M-20 and Mll 20 Douglas fir -larch Hem -fir 0.5 0.43 220 185. 195 148 180 129 190 145 Spruce -pine -fir Southern pine 0.42 0.55_ 197 249 144 190 143 184 137 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir -larch Hem fir 0.5 6.43 165 139 .. 146 1.11 135 97 143 109 Spruce -pine -fir Southern pine 0-42 0.55 148 187 108 143 107 138 103 150 For SI: 1lbfiff = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to. load, wood grain perpendicular to load3AIItrussplat.e are pressed.into lhewood for the full depth of t1twir,teeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND MII 16 M-20 AND MI120 M-20 HS, MI120HS AND MT20HS Efficiency PoundslinchlPair of Connector Plates Efficiency Poundslinch/Pair of Connector Plates Efficiency PoundsltnchlPair of Connector Plates Tension Values in Accordance vvnth Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 00 Tension @ 900 0.70 0,36 2012 1013 0.50 0.47 880 820 0.59 0.48 1505. 1219 Tension Values in Aeco dancewith TPI-1 vAth a f)eination (see Section 5.4.9 (e)] Maximum Net Section Occurs over the.Joirtt Tension @ 00 0.68 1945 0.62 1091 0.67 1716 Tension @ 900 0;30 849 0.48 841 0.52 1321 Shear Values Shear @ 00 Shear @ 300 Shear @ 60P Shear @ 9T 0.54 0.61 0.73 0.55 0.48 _ 0.35. 1041 1173 1402 1055 914 672 0.49 0.63 0.79 0.55 0.42 0.46 574 738 _ 936 645 490 544 0.43 0,61 0.67 0.45 0.34 0.3 761 1085 1184 792 608 537Shear@1200 Shear @ 150 c For SI: 1 Ibfinch = 0.175 N1mm, 1 inch = zb.4 mm. NOTES: Minimum Net Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this litre passes through a line of.hole.s. ZMaxirnurq. Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely. Accepted and Trusted Page 5 of 5 0,12V 0,2ff 05W 0 309* 32mm 64clue: i27-M 9.3 mm H loon 00 OUG goo 000 Ono 11000 non non non Ono Ono 4tiono Goo Ono M-20 HSI M11 20 HSI MT20HS FIGURE I —APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report E5K-1;511 IrbL, -Jupple1nt:l1L Reissued June 2015 This report is subject to renewal June 2017. www.1cc-es.org (800) 423-6587 ( (562) 699-0643 A Subsidiary of the International Code Council DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTeeTRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mll 20, M-20 HS, Mll 20 HS, AND MT20HST* 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTele Truss Connector Plates M-16, MII 16, M-20, Mll20, M-20 HS, Mll 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeeTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mll 20 HS, and MT20HS11 , described in Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe2014aru1201A.Jfor da Builft Code—Residd bl,. provided the design and installation are in accordance with theviionsnotedin. the master report. International Building Code. ;(tBC). p .:re:. s. Use of the MiTeleTruss Connector Plates M-16, MII 16, M-20, Mll 20, M-20 HS, Mll 20 HS, and MT20HSTm has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construedasanendorsementofthesubjectoftherepartorarecommendationfor'its use. There is no warranty by /CC Evaluation Service, LLC, express or implied as _ to artyfinding or other maser in this report, or as to any product covered by the report 011! ^- Page 1 of 1 Copyright C 2015 ICC-ES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. WWW-(cc-es.orn 1 (800) 423-6587 l (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. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 cow" ii.com.. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: iim. 2012, 2009, 2006 international Building Code® (IBC) 4. 2012, 2009, 2006 International Residential Code® (IRC) 2' 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 2009 IBC. 200g 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 M11 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10:0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionallyshapedintoatwistedconcaveform, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 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 (25A 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 Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 14nch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0..45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6,4 mm). Each slot has.a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HS": 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 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 314-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.,45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC-FS Evaluation Reports are not to be construed as representing aesthetic or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject ofihe report or a recommendation for its use. There is no warranty by ICC Evaluation Service, I.(C, express or implied, as p to any f nding or other matter in this report, or as to any product cm-ered by the report. page 1 of 5 Copyright 0 2015 E.SR-1311 I Most Wide/y Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in2/PLATE) LUMBER SPECIES SG AA EA - AE EE M-16 AND MII 16 Douglas fir -larch 0.5 176.. 121_ 137 126 Hem 0.43 119 64 102 98 fir 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 0.43 185 148 129. 145 fir Spruce -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 0.42 148 108 107 Im Southern pine _ . 0.55 187 143 138 150 For SI: 1 ibfire = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood.grain.perpendicular to load EE = Plate perpendicutar:to load.,wood..grain perpendicular to load . Ail truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment pn;sses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment [oiler 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 Tension @ 00 Tension. @ 900 M-16 AND MII 16 M-20 AND Mil 20 M-20 HS, MI1 2OH5 At Efficiency Pounds/inch/Pair Efficiency Poundsiinch/Pair Efficiency P(unds/inchlPair of Connector of connector of Connector Plates Plates Plates . Tension Values in Accordance withSection 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' 0. 70 2012 0.50 880 0.59 1505 0. 36 1013 0.47 820 0.48 1219 ElTension Values in Accordance With TPIA with a Deviation [see Section 5.4.9 (e)] Maiiiitlu n filet Section Occurs over the Join? Tension @ 0° 0.68 1945 0.62 1091 b.67 1716 0. 30 849 0:4t3 841 0.52 1321 Tension @ 900 Shear Values 0. 54 0. 61 0. 73. 0. 55 ' 0. 48 . .. ... 0. 35 1041 1173 1402 1055 914 672 0. 49... 0. 63 0. 79 0. 55 0. 42 0: 46 574 - 738 936 64 5 490 544 0. 43 0. 61 0. 67 0. 45 0. 34 0 3 761 11. 85 1184 92 7608 _. 537 . Shear @ 0° Shear @ 300 Shear @ 600 ._. Shear @ 900 Shear @ 120' Shear @ 150° For SI: 1 Ib/inch = 0.175 N/mm, i incn = 4o.4 rnm. NOTES: MinimumNet Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation, For these plates this line passes through a line of holes. 2Maximum 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 3:2.mm E4mm 12.7mm 93mm Boo 00 boo Boo goo ODD 0 000 Ono0 Q^roo00 1000 Ono OGO IRE 100' 0 aoa 050 M-20 HSI Mll 20 HS, MT20HS FIGURE 1— APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report r-Qr%- ' ' ` "" Reissued June 2015 This report is subject to renewal June 2017. VVWW.icc-es.orsl 1 (800) 423-6587 1 (562) 699 0543 A Subsidiary of the International Code Council DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 WWW.mii.com EVALUATION SUBJECT: MiTeVTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, M1120, M-20 HS, MII 20 HS, AND MT20HS- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, Mll 16. M-20, MII20, M-20 HS, MII 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: s 2014 and 2010 Florida Building Code —Building a. 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The ONCLUeO Connector Plates M-16, Mil 16, M-20, Mtl 20, M-20 HS, MII 20 HS, and MT20HSTm, described in Sections2.0.thro.ugh.7.0 of the rnaste evaluation rel7crrt ESRR 13;11; comply with the 2014 and 2010 Florida Building Code —Building and'tl3e 213I and 2Q l.0ltit€a Bulldrrg R/rsirfentrat; provided the design and installation are in accordance with the Internetronal Budding: Gada {IBC) provisions hoted:tri the ts. aster report. Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HS'74 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 prs ddtzets (aping `under Florida Rule 9W3, verificaftQA that.the report holder's quality assurance program is audited b a; Y. qualify, assurance entity apP!bved by the Florida Building Commission for the type of inspections being conducted is. therespgts611hyofall; approved validation entity+ (or the code. oifidal whim the report. holder does not possess .a..rti apP val by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICCES Evaluation Reports are not ro be construed as representing oesthe7ics or any other attributes not specifically addressed, nor are they to be construed IN 0 as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service. LLC, express or implied as m to arty finding or other matter in this report, or as to arry product covered by the report. page 1 Of 1 Copyright 0 2015 IMES Evaluation Report tbK-1-511 Reissued June 2015 This report is subject to renewal June 2017. wwwJcc-es.orq (800) 423-6587 1 (562) 699-0643 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS°N 1.0 EVALUATION SCOPE Compliance with the following codes: x 2012, 2009, 2006 International Building Code® (IBC) W 2012, 2009, 2006 International Residential Code (I RC) 2013 Abu Dhabi International Building Code (ADIBC) The ADIBC is based on the 2009 IBC..2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MII 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage [0:0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0,0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 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,e mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details.. 3.3 MiTek®M-20 HS, M1120 HS, and MT20HS'm: Models M-20 HS, MII 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0:013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3 /4-inch-by-1 4nch (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 6. 4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details: 4. 0 DESIGN AND INSTALLATION 4. 1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC- F.SEraluation Reports are not to be construed as representing aesthetics or any other anribvle t specifically addressed, nor are they to be coastrued as an endorsement of the subject of thereport or a recommendatlon for its use. There is no warrant b ICC Evaluation Service, LLC, express or implied. as to airy finding or other mailer in this report, or as to any product covered by the report. Page 1 of 5 Copyright m 2015 ESR-1311. I . Most Widely Accepted and Trusted - Page 3of5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib1in2IPLATE) F4 AE EE LUMBER SPECIES SG Douglas fir -larch. 0:5 Hem flr 0.43 Spruce -pine -fir 0,42 . . Southern pine 0.55 Douglas fir - larch Hem -fir 0.5 0.43 Spruce -Pine -fir 0.42 Southern pine 0.55 Douglas fir -larch 0.5 Hem -fir Spruce -pine -fir 0.43 0.42 Southern pine 0,55 AA M-16 AND Mil 16 176 121 137 126 119 64 102 98 127 82 75 107 174... 126 147 122 M-20 and M1120 195220 180 190 185 148 129 145 197 144 E- 143 137 249 190 184 20 0 M-20 HS, MII 20 HS and MT20HS " 165 146 135 143 ... 139 111 97 109 148 108... 107 103 187 143 .. . ... 138 150 For St. 1lbrin` = b.0 Kra. NOTES: pp y gToothholdingunits = psi for a single plate (double for plates on both faces when a I in to area on only one face)- To achieve values, p a es must be installed on opposite sides of joint. ZAA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to loadAE = Plate parallel to load, wood grain perpendicular to loadEE = Plate perperid'tcular30load, Wood grain perpendicular to load3Alltru&5 plates are pressed. i0to.the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES 20HS AND MT20 M-20 AND MII 20 M-20 HS, Mil HS PROPERTY FORCE M- 16 AND Ml1 16 Effmiency PoundslinchiPair. Efficiency PoundsfinchlPair Efficiency P of Connector undslinch/ Parr DIRECTION of Connector of Connector Plates Plates Plates Tension. Values. in Accordance with. Section 5.4.4.2 of TPt-1_(Minimum Net Section over the Joint)' 0. 70 2012 0.50 880.. 0.59 0. 48 1505 1219 Tension@0° Tension ago. 0.36 1013 0.41 820. .. _ I FI-1 VM a Deviation SeE Section 5.4.9 (e)j TensionValuesinAccordancewithMaximum .Net Section occurs over the Jo)nl. 0. 68 1945 0.62 1091. 067._ 0. 52 1716 1321 Tension@0° Tension @ 1' 0.30 849 0A8 841 Shear Values Shear @ 0°.... 0.54 1041 0.49 574 0.43 0. 61 761 1085 Shear @ 30° 0.61 1173 0.63 738 1184 Shear @ 60° 1402 0.79_ _.. 0.73 0. 45 fi45792. Shear @ 90° 0.55 1055 0.55 0. 42 490 0.34. 608 Shear @ 1201 0.48 914 544 0.3 537 Shear 150° @0.35 672 0.46 For SI: 1 Ib/inch = 0.175 Nlmm, linch = 25.4 mm. NOTES: Minimum A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these p ates, NetSectionthis line. passes through a line of holes. tooth pattern with the maximum amount of steel for a specified orientation. Forthese ZMaximUrrrNetSectionAlinethroughtheplate's plates, this line passes through a section of the plate with no holes. Page 5. of 5 Most Widely Accepted a.nd.Trusted - - 0:jW 0.25W 0.500" 0.36E 3.2}m}m d.4mm 1-2-7-wm 93mn goo -Ono Duo 900 000 Ono 00 ODD 0 0 Goo ODD M-20 HS, M1.120 HS, MyT20HS FIGURE 7—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (In Inches) (Continued) ICC-ES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org (800) 423-6587 l (562) 699 0543 A Subsidiary of the International Code Council DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com. EVALUATION SUBJECT: MiTeV TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, M1120 HS, AND MT20HS- 1.0 REPORT PURPOSE AND SCOPE Purpose: se of this evaluation report supplement is to indicate that MiTele Truss Connector Plates M-16, MII 16, M-20, MIThepurpose 20, M-20 se MII 20 evaluationand MT20HSTM', recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below,. Applicable code editions: 2014 and 2010 Florida Building Code —Building V 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HS"', described in Sections 2 0 througYt 7:U of ih r,lastel:eu2tuatiofn mood' ESR 1311, comply with the 2014 and 2010 lottda :$wilding Code — with the and to 20 i4 2ind1310 Fda Bulktmg Dodo—'Ra@' Provided the design and installatrciti stir in accordance with the lnterr3aiiottal 8uj drng. orle:.(IBC) pmfislons notedIn t e master report. Use of the MTeleTruss Connector Plates M-16, M11 16, M-20, M1120, M-20 HS, MII 20 HS, and MT20HSTM' has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. - audited by a For prb6ill g. under Flo dr- frida Rute sN-3, verification that the report holder's quality assurance program: quality assurance ;entiij{ appfoved by.the Flgrida Buildtng.Commission for the.type of inspections being conducted be respc 1lstbit l of att:approved validation entity (or the .code: official when the fep..dd holder does not possess an. sop y the Commissionj.. This supplement expires concurrently with the master report, reissued in June 2015. ty express or implied. at CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they ru he construed as an endorsement of the subject of the report or a recommendation for its use: There is no warran by ICC £valuation Service. LLC, P p to any finding or other matter in this report, or as to arty product covered by the report. page i Of 1 Copyright 0 2015 IMES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orcl (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Counc!! 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, MI116, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: A 2012, 2009, 2006 International Building Code® (IBC) rr 2012, 2009, 2006 International Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 2009 IBC., 2009 IBC code sections referenced in this report are the same sections in the AMC., Property evaluated, Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses- 3.0 DESCRIPTION 3.1 MiTek® M-16 and MI116: 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 having000abase- metal 5inch thickness on each side (0.013 mm)] 9 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 shapedintoatwistedconcaveform, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9. 4 mm) long, and there are 4:8 teeth per square inch 0. 0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1114-inch (31.7 mm) multiples, See Figure 1 of this report for details. 3. 2 MiTek® M-20 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3. 8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0:25 inch (6.4 mm). Each slot has a 0.334nch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3. 3 MiTek® M-20 HS, Mil 20 HS, and MT20HSTm: Models M-20 HS, MII 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability ( HSLAS-F), with a G60 galvanization coating 0. 0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating s/,inch-by-l-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0. 45 inch (11.4 mm) long and 0:.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6. 4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4. 0 DESIGN AND INSTALLATION 4. 1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC - ES Evaluation Reporls are not 10 be construed as representing aesthetics or any other attributes not specifically addressed, nor are They to be construed asanendorsementofThesubjectofthereportorarecontntendationforitsuse. There is no warranty by ICC Evaluation Service, I.LC, express or implied as to any finding or other matter in this report or as to arty product covered by the report Page 1 of 5 copyright 0 2015 Page 3 of 5. ESR-1311 I Most Widely Accepted and Trusted TABLEHYDRAULIC PLATEN EMBEDMENT' (IblinCES, PLATE) EA AE EE LUMBER SPECIES SG Mlt 16 121 137 126 uglas fir -larch 0.5. 176 64 102 98 m- fir 0.43 . 127 82 . 75 107 ruce- pine-fir 0.42 174.. 126 147 122 uthem pine 0. 55 M- ZO and Mll 20 0 5 2 20 195 180 19Q iugias fir larch ... 185 148 129 1143b7 2--fir 0. 43 197 143 ruce- pine fir 0.42 .._. 249 190 200 uthem pine 0. 55 .. M- 20 HS, Mil 20 HS and MT20HS 0. 6 165 146 135 143 uglas fir -larch 97 109 em flr 0.43 148 108 107 103 pruce- pine-fir 0,42 187 143 138 150 outhem pine 0. 55 . , For SI: 11b/inz = 6A 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. AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plefe perpendicular trod, wavd graltt perpendicsAaT to load that Ail # cuss plates.are.pressed into the,wood for :the full depth of their teeth by hydraulic platen erntiet#ittEr>i Presses• multiple roller prSersesses use p r>yai.errittedrttent followed by fait-embedm' nt roiters, or b6mit fhations of partial embedmerd roil.e presses: and by frauitc WenPresses that feed trusses into a stationary finish roller press. TABLE 2- EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES M . FPROPERTYM- 16 AND M11.16 M-20 ANDMII 20 -20 HS, MII 20HS AND MT20HS ARCE Efficiency PoundsiinchlPair Efficiency PoundsAnch/Pair Efficiency P of ConrnectorrECTION of ConnectorofConnector Plates Plates Plates J.. Ma Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over tOh9 at . 1505 0. 70 2012 0.50 880 Pension @. 0° 0.48 820_ 12191013 047 ........ . tension @ 90° 0.36 ..-... TPI-1 ninth a Deviation [see Section 5.4.9 (e) Tension ValuesinAccordance.with Mabmum NetSectionOccursover the Joine Tension @ 0° 0.68 _ 1945 0;62 1091 0.67 0.52 1716 1321 841 0.30 048 _.. _... . Tension @ 90° 84 Shear Values Shear @ 00 0.54 1041 0.49 574 738 0. 61 1085 Shear. @ 30° 0.61 1173._.. 0.63 0.79 936 0.67 1184 Shear @ 60° 0.73 1402 792 0. 55 1055 Shear @ 90 490 0.34 0.42608Shear @ 12(°_ 0.48 914 0.46 544 0.3 537 Shear @ 150° 0.35 672 For SI: 1 Ibrinch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: tooth with the minimum amount of steel for a specified orientation. For these plates, MinimumNet Section - A line through the plate's pattern this line passes through .a line of holes zMa)dnwm Aline it7rtiugh the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these Net Section - sectionoftheplatewithnoholes. plates, this linepassesthrougha Page 5 of 5 ESR71311 I ...Most Widely Accepted and Trusted 012's" 0.2&r 0.300" 32mm E4mm 1271nm L f a000 Don ago ago Dno I li00 GBG logo Ong 000 WDT. M*-20 CIS, M1120 H.S, MT20H.S FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) 1CC-ES Evaluation Report t:bK-1-5-I-I rD%, OUPPIcr111--111, Reissued June 2015 This report is subject to renewal June 2017. wwwJCC-es.orq 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT:. MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mli 20 HS, AND MT20HS711 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, Mil 16, M-20, Mll20, M-20 HS, Mll 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: IN 2014 and 2010 Florida Building Code —Building IN 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeO Truss Connector Plates M-16, Mil 16, M-20, Mll 20, M-20 HS, Mil 20 HS, and MT20HSTM', described in Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe20142tid20101716daBulkO9.' Code—ResiOntfali provided the design and installation are in accordance with the ions noted in Ole master report. internationalBuildngCode (1BG) pr ovis Use of the MiTek®Truss Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, MII 20 HS, and MT20HSTm has also been foundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a qualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (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 arc they lobe construed as an endorsement of the subject ofthe report or a recommendation its use. There is no s+.arronly by 1CC G+'alvalian Ser+'ice, LLC, express or implied, as to any finding or other mailer in thte report, or as to arty product covered by the report. Page 1 of 1 Copyright © 2015 Florida Building Code Online Page l of 2 4 YCOR OA p{O RIMCN! OF . '",- f `/ t• 1. 6 ['!`• t Busmessaz8l°Profess olnal Regulation t Y OuWC11ow;, .¢'SSUgr,•aH l 09iM,0iXtuiUaC :I:NTACYC9MfrASCISHomeLogInUserRegistrationHotTopicsiSubmitSurchargeIStats & Facts Publications FBC Staff 5CIS Site Map Links search BusinS. Approvale • .s,i a] T Product USER: Public User eg'odr.,:rtE w d Am• [d "enti ProdLid.tu IMaFS^4i 7itk`zFL Of FL14239-R3 i9.6ELREi.{. •F Application Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence 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 I4i Evaluation Report- Hardcopy Received Frank L. Bennardo, P.E. PE-0046549 National Accreditation & Management Institute 12/31/2018 Ted Berman, PE L Validation Checklist - Hardcopy Received i - 'r •- ` ale . c,. . StandardYear ASTM D1761-06 2006 ASTM D1761-88 2000 Florida Licensed Professional Engineer or Architect E A 4239 R3 9410y 6uv odf: https:// www. floridabuilding. org/pr/pr_app_dtl . aspx?param=wGEV XQwd)quDEJErtOSCei... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 04/23/2015 Date Validated 04/30/2015 Date Pending FBC Approval 05/06/2015 Date Approved 06/2312015 Suriiinary of Products FL # Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1" Steel Tie -Down Clip System (For Use with Mechanical Units and 2" Models at Roof or Grade) Limits of Use Installation Instructions Approved for use in HVHZ: Yes EL14239 R3 11 Dwg:odf Approved for use outside HVHZ: Yes Verified By: Frank L. Bennardo, P.E. 0046549 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation. Reports Other: This design provides allowable capacities For the Ft 147 a R3 AE 'Evat.bdf system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. Contact Us ::.'e"n NriRh`Nanine-e_tred TiRatIMce 99,Dhnne: 85+-A97-1L%4 The State of Florida is an AA/EEO employer. rebwiiiht 2067-201ISEalle of Ftonda.::. :: LccessSbArty Refund statement Under Florida law, email addresses are public records. If you do not wantyour e-mail address released in response to a public -records request, do not.send lixlionic ipali W this artily. Instead, oontactVi a coke: tly pho"e or by traditional mall. it,yauHave any questions, please contactIm.487.1395. •Pursuant to Xlen 455.27541?. Fiwfds':StatutM,-elfectin txitibar4,' 012, lkeAsees tlten"d under Cl»ptec 45!, F.S. must provide the Department with an eftl bddivss If heveMia..Tbe ermits prOVkied:rMC. be tried /drd;lQ cotivnunintion wtut the. llceastc.. Howe veramail.addresses are public [!bard. It you do not wish to air 01xsor4a addee5;;: please provide Mie cepartraent with an emad address which can be made available to the public 1*0 determine if you are a licensee under cl iapter 4n,, F.S. please click htfo_. Product Approval Accepts: Cro O _ArFr https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOS Cei... 7/20/2015 III VP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS CENTER OF GRAVITY A55UMEU?O ACT AT THE 1 GEOMETRIC CENTER OF THE MECHANICAL UNTT o MECHANICAL UNIT MUST' BF. SQUARE OR RECTANGULARNOIRREGULARSHAPES. w Li IyN\ r MAX .,. TYP HOST STRUCTURE Cc -Sim j BY OTHERS -SEE Df51 SCIICDULES FOR ALLOWABLE SUBSTRATES 75LB MIN. WEIGHT, MECHANICAL UNIT PER SEPARATE 7 CE0.T'IFICA1"ION, TYP. tCENTER OF GRAVITY .. MAX MECHANICAL UNIT TY"' 1 TIE -DOWN ISOMETRIC 1 I* - }.D,.... ISOMETRIC r MATYP, 1 SFE DESIGN SCHEDULE FOR MAXIMUM SURFACE AREA AND DESIGN PRESSURE, TYP. STEEL TIE -DOWN CLIPS. EE DETAIL. 1/3 0. 213 fOR CUP INFORMATION, r-. 3 TYP. s 3- MAX. " TYP' ot CORNEA TIE -DOWN CLIP DIRECTIVE EXAMPLE THE FOLLOWING'EXAMPLE ILLUSTRATES'THE PROCF.DIIRF. USED TO Ce E'RMINE THE MAXIMUM ALLOWABLE ROOF -TOP INSTALLATION HEIGFIT, IH, FOR ANY GIVENMECHANICALUNITTHATCONFORMSTOTHE. DIMENSION RESTRICTIONS AND DESIGN CRTTERIA LISTED HEREIN, SEE SHEETS 4-S FOR DESIGN SCHEDULES.) MECHANICAL UNIT CRITERIA: CONSIDER THE INSTALLATION OF (1) MECHANICAL UNIT' WITH THE FOLLOWING CRITERIA- VWtx170 MPH, EX.POSURE'$' 4W TALI. x 4W DEEP x 48' 'WIDE, 100 LS (WEIGHT AS VERIFIED BY OTHERS) INSTALLED TO 3000 PSI MIN CONCRETE WITH (1.).2' CLIP AT EACH CORNER OF UND (TOTAL OF (4) CLIPS) n Ajp— U m c rtcvl.c/ivni: PROCEDURE STEP RESULT f_ 7 DETERMINE THE 'CONNELTTOR'TYPE BASED ON THE DIAGRAMS ON SHEET 2 CONNECTION TYPE 3 -., THIS INSTALLATION IS INTENDED FOR A VWt=.t'70 MPH, EXPOSURE'$'. THIS DESIGN 2 DGTEIXMINE WHICH DESIGN SCHEDULE TABLE TO USE CRITERIA CORRE5POFlb$ TO TABLES B 7 DI:TFAMINE LARGEST FACE AREA OF MEOiANICAL UNIT TO $E INSTALLED j dg'xd8"=J6FT' THIS UNIT HEIGHT OF 48- IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF 48'. NOTE.. THIS PRODUCT APPROVAL ALLOWS THE UNIT TO BE INSTALLED ON TOP 4 CHECK MAXIMUM UNITHEIGHT RESTRICTION OF AN A/C STAND THAT IS A MAXIMUM 30"TAIL. IF AN A/C STAND IS UTILIZED, CNECX TO SEE THAT THE STAND DOES NOT EXCEED 30- IN HEIGHT CNE' UL Wb1NUMUN-p111'il•'ST 1'STISMM _.-.-•---. LE N7NWTI{ EA SHAH TN M{MHUM ALLOWABWIO N T. THIS UNIT MAY BE INSTALLED AT ROOF HEIGHTS LESS THAN OR EQUAL'TO 15 FT. ADDITIONALLY, THIS UNIT MAY B - INSTALL.EO ON ROOFTOP HEIGHTS GREATER 6 DETERMINE. THE ALLOWABLE ROOFTOP HEIGHT OF THE INSTALLATION THAN 60FT AND LESS THAN 100 FT. SEE I-) ON TABLE 5 FOR THE NUMERICAL 1 VALUES OF THIS DESIGN EXAMPLE J DESIGN NOTES: THIS PRODUCT HAS BEEN DESIGNED IN ACCORDANCE WITH ASCE -/-10 AND THE RtlR MC BUILDING CODE f0R USE WITHIN AND OUTSIDE THE HIGH VELOCL'TY HURRICANE 2W)C 37 INDICATED IN THE ACCOMPANYING DESIGN SCHEDULES: THE.DESIGN CKITERIA USED Y6 CAI:CULATETME_ A1J.OINABLE ROOT -TOP HEIGHTS CONSIDERS ASCE 7- 1* Z9.S: t FOR-RO( N TOP HElOIT(S (N) E60 FT AND SECTION 29.S FOR ROOF TOP HEIGHTS (M}>601T A SECTION 29.4:I FOR IN4TALIATONS AT ORAOE (GCy•),IO WITHIN T}rE MVN2. ty. 1. 90 OUTSIDE THE IfiMZ, (GG3 AS FUR All IUCATIO?15 ((pNCURAENT), iS171 R DESIGN VARIABIES'ARE IN AC0DA7NCE WIM ASCE. 7•IO.TDI,APTERS ZS B 29. THE HEIGHTS LISTED IN THE DESIGN SCHEDULES REPRESENT THE ALL, E HEIGHT OF THE BUILDING. THIS PRODUCT APPROVAL ALLOWS FOR EACH UNIT TO BE INSTALLED ON A. MAXIMUM 30- TALL A/C STAND (CERTIFICATION BY OTHERS) ON 'TOP OF THE HEIGHTS LISTED IN THE DESIGN Sr-MEDULES,. GENERALNOTES: 1. THIS PRODUCT HAS BEEN DESIGNED AND SMALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE & ASCE 7-1.0. THIS PRODI/CT' MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE, 2. NO 33.1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. 3. DESIGN IS BASED ON CLJFNT PROVIDED PRODUCT AND DIE SHEETS FROM TEST REPORTS!);F, ltljT HY T25ttNG EVALUATION LABORATORIES, INC.. NO SUDSTTTVMOHS- T WR[TFFh APPROVAL BY TM IS ENGINEER SHALL BE PERMITTED, 4. MAXIMUM & MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL CONFORM TO SPECIFICATIONS STATED HEREIN. ALL MECHANICAL SPECIFICATIONS ICLEA.R SPACE, TONNAGE, ETC.) SHALL BE AS PER MANUFACTURER RECOMMENDATIONS AND ARE THE EXPRESS RESPONSI81LI1Y OF THE CONTRACTOR. 5, FASTENERS TO BE Al2 X %,, OR GREATER SAE GRADES UNLESS NOTED OTHERWISE. TAPCONS REFERRED TO HEREIN SHALL BE iTW BUIL.OEX BRAND, CARBON STEEL ONLY, INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR REQUIREMENTS, All FASTENERS SMALL HAVE APPROPRIATE CORROSION PROTECTION TO PREVENT ELECTROLYSIS. 6. ALL STEEL CLIPS SMALL BE ASTM A283 STEEL (GRADE D) WITH Fyt,33 KSI OR BETTER. ALL STEEL MEMBERS SHALL BE PROTECTED AGAINST CORROSION WITH AN APPROVED COAT OF PAINT, ENAMEL OR OTHER APPROVED PROTECTION: G90-RATED COATING REQUIRED FOR ALL COASTAL INSTALLATIONS. 7. ALL CONCRETE SPECIFIED HEREIN IS NOT PART OF THIS CERTIFICATION.;AS A MINIMUM, ALL CONCRETE. SMALL BE STRUCTURAL. CONCRETE 4' MIN. THICK AND SHALL HAVE MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI, UNLESS NOTED OTHERWISE. 8. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM DiiSEMiIAR MATERIALS TO PREVENTELECTROLYStS. 9. ECECTRICAE GROUND, 4VNEN RET,jViRED. TO BE DESIGNED • INSTALLED : 10, THE ADEQUACY OF AITY EXISTING STRVCitme TO WITHSTANDSUPEAINFOSEOLOADS SNAIL Be VERIFIED B'Y THE OnSTTE OESI(3N'PROFESSLONAt AND IS NOTINCLUrED IN THIS CERTFICA' TION.EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERIIFICATIONS OR AFFIRMATIONS ARE INTENDED. tt. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A 5PEf_ IFIC SITE. FOR SITE CONDITIONS DIFFERENT FROM TIE CONDITIONS DETAILED HEREIN, A LICENSED ENGINEER OR REGISTERED ARCHTFElm SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE IN CON)UNCi'EON WITH THIS DOCUMENT. 12, WATER- TIGHTNFSS OF EXISTING MOST SUBSTRATE SHALL BE THE FULL RESPONSIBILITY OF THE. INSTALLING CONTRACTOR. CONTRACTOR SHALL UNSURE. THAT ANY REMOVED OR ALTERED WATERPROOFING MEMBRANE IS RESTORED AFTER FABRICATION AND INSTAL L. ATTCY4 OF STRUCTURE PROPOSED 4EREIN. TIIS ENGINEER SHALL NOT BE RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS WATER -TIGHTNESS SHALL BE'THE FULL RESPONSIBILITY OF THE. INSTALLING CONTRACTOR. 13, FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPANY THE VUIt WIND SPEEDS USED IN THIS APPROVAL, SEE SECTION 26.7.3 OF ASCE 7.10. CJ z Y•- 1 rz z z O m'm O uj z a E m 15- 23 ci CONNECTION TYPE Cl1=CLIP - UTILIZE (1) AT EACH CORNER FOR A TOTAL OF (4) PER UNIT 3" MAX TYP. t" CLIPS 3 MAX' 3" MAX CA M TYPI ANCHOR SCHEDULE: 1" CLIPS SUBSTRATE OESORtPTION CARBON STEEL ITW BUILDEX TAPCON, CONCRETE: 2Y.' FULL EMBED TO 4- THICK MIN, CONCAETE, 3%" MIN. 1000 PSI MIN.) EDGE DISTANCE, 31,,' MIN, SPACING ID ANY AO)AC'ENT ANCHOR. 1.)-'A 14 SAE GRADES ALUMINUM: UMI SNF.ET METAL SCREIV TO 0 MIN. ALUMLNUM, PROVIDE (5) THICK, 6061•?6 VITC14ES MIN. PAST MINA ALUMINUM) . THREAD PLANE STEEL.: 1)-R14 SAE GRADE 0.125" MIN. SHEET METAL. SCREW TO THICK, 33 KSI STEEL, PROVIDE (5) MIN. 57EEL) PITCHES MIN. PAST THREAD PLANE 2" CLIPS SUBSTRATE . IJ-5/ 16'0 CARBON SOL" TW BULLDEXTAPOO . CONCRETE: 2Y.' FULL EMBED TO 4 THICK MIN, COYCRET6, ?f1 MIN, 3000 PSI MIN.) FDGEOISTA3i[E, 7ii' VIM.* SGAONG TO ANY ADJACENT ANCHOR. 2)-e14 SAE GRAD ALUMINUM: SHEET METAL SCREWS TD a,125' M;N. ALUMINUM, PROVIDE (5) 7HCCK, 6061-1'6 PITCHES MIN. PAST M]N: AIUMR:Il,M) THREAD PLANE STEEL: 2)-R14 SAE GRADE 5 0,125' MIN. SHEET METAL SCREVIS TO THICK, 33 KS; STEEL, PROVIDE (5) MIN, STEEL) PITCHES MIN, PAST THREAD PLANE TYP. 1. EMBEDMENT AND EDGE DISTANCE EXCLUDES FINISHES, If APFUCA6LE. 2, ENSURE MINIMUM EDGE DISTANCE AS NOTED IN ANCHOR SCHEDULE. 3. SEE DETAILS ON SHEET 3 FOR ANCHORS ATTACHING TO MECHANICAL UNIT CONNECTION TYPE C2 1- CUP - UTILIZE (2) AT EACH CORNER FOR A TOTAL OF CB) PER L)NCT yu a~ s E V 6" MAX CUP Orw UNIT WIDTH UP PAIR SPACING 6" MAX CUP OFFSET CLIP CUP UN,iT PERCAL SPAUNG SEPARATE CERTIFICATION 2' CLIPS !!MAX ,,. "fW. 21. CLIPS V _ r MAX Y MA% 3" MAX IYP.3)` TYP. 70, t TYP.: C3 CON.NECTION TYPE C3 . CONNECTION TYPE C4 2'.ain...VnUZE (1). AT -EACH CO.RNEA-FOR A TO, TALL OF ,(a] PER. ti1T z, Cy}py . UTIL12E t2) AT EA04 CORNER M A TOTAL OF j6I PERVN[Y.. UTIUZE (4) CLIPS EA SIDE OF UNIT FOR A TOTAL OF B) PC..R UNIT 1 ALTERNATE (8) CLIP DETAIL QI N.T.S........ PLAN VIEW THIS DETAIL MAY BE USED AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNECTION TYPES THAT UTILIZE (2) CLIPS AT EACH CORNER FUR A TOTAL OF (9) CUPS PER UNIT. No 4 FOR ANY CUP LONGER THAN 10" 0. 19, UTILIZE (5)-#12 SAF. GRADE 5 SHEET METAL SCREWS, TYP, 0.068. 1H70(. ASTM A283 C STEEL, TYP. No oZ 3)412 SAE GRADE 5 .T SHEET METAL SCREWS FOR CLIPS UP TO 5" OLONG. UTILIZE (5)-F12 yr v SHEET METAL SCREWS ,ice FOR CLIPS LONGER"-- THAN S", TYP. ttt;t y1"o HOLE, WITI I j" ANCHOR FROM 1' WWWW cUP ANCHOR SCHEDULE, TYP. OTHER DIMENSIONS SIMILAR) i 1" CLIP ISOMETRIC DETAIL 3 N.T.S. - ISOMETRIC rlql 0,072" OR 0.113" THICK' E 7 AS TM A283 p STEEL, TYP. 3)-512 SAE GRADE 5 SHEET METAL SCREWS FOR CLIPS 4" LONG. UTILIZE (4)-f12 SHEET METAL SCREWS FOR I CLIPS LONGER THAN 4", N TYP: 0 HOLES, NOT TO BE USED FOR ANCHOk:, TYP. 0. FAC"IURY-MILLED y"O HOLES; J UTILIZE (1, OR (2) ANCHORS FROM 2" CLIP ANCHOR SCHEDULE, TYP. 2 2" CLIP A N,T.S. MECHANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SHAD. BE 6063-T6 MIN. ALUMINUM SHEET WE i H Fty=30 KSI, D I25" MIN. THICKNESS, STEEL HOUSING UNITS SHALL BE ASTM AF53 Fy=33KSI MIN. STEEL, GRADE 33, 22GA MIN, (t=0.0299"). t 0.068- THICK:A A283 STEEL CLIP, BASE OF UNIT SMALL BE FLUSH WITH BASE OF CLIP, NO SPACE PERMITTED, TYP. 3) * 12 SAE GRADE S SHEET METAL SCREWS FOR CLIPS UP TO S LONG, UTILIZE (5)417 SHEET METAL SCREWS FOR CLIPS 1 LONGER THAN S". PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR EACH EMS, TYP. ANCHOR PER ANCHOR. SCHEDULE SUBSTRATE f ; f r` SUBSTRATE PER ANCHORF ' SCHEDULE VARIES) J ' r`S 1" TIE -DOWN CLIP 3 ANCHOR DETAIL 1'-0' . DETAIL CLIP IS DESIGNED FOR FULL CONTACT WI'I'H'THE BASE OF EACH MECHANICAL UNIT, TYP. MECHANICAL_ UNIT By OTHERS, -ALUMINUM HOUSING UNITS SMALL BE 6063-T6 MIN, ALUMINUM SHEET WITH Fty=30 KSI, 0125":''``''''''(( (3)-812 SAE GRADE 5 SHEET MIN..THICKNESS, STEEL HOUSING UNITS METAL SCREWS FOR CLIPS 4" SHALL BE ASTM A653 Fy=33KSI MIN;' LONG. UTILIZE (4)-{12 SHEET STEEL GRADE. 33, 22GA MIN..(t=:0.0299) ' METAL SCREWS FOR CUPS LONGER THAN 4". PROVIDE (5) PITCHES MIN. PAST THREAD PLANE 0.072" OR D,113 1 rp 4 r FOR EACH SIAS, TYP, THICK AS TM A203 STEEL CLIP, TYP +,'; ! (I) OR (2)ANCHORS BASE OF UNIT SHALL f J/'' PAR ANCHOR BE FLUSH WITH BASE f/+'i% ..r / SCHEDULE OF CLIP, NO SPACE PERMITTED, TYP. 1'../,: t SUBSTRATE. PER ANCHOR VARIES)' 2" TIE -DOWN CLIP 4 ANCHOR DETAIL 1'-0" DETAIL IP IS DFSIGNEU WRFULL 1ZACT W ITN 'HE BASE OF EACH MECHANICAL UNIT, TYPE umO W In ` A C, W r 15- TABLE 1: Vult=175 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY If STRUCTURE IN THE H!GH VELOCITY IURRICANE ZONE') 1. ALLOWABLE ROOF-- OP HEIGHT"(H) 1 TIE DOWN CONFIGURATION TYPE SURFACE AREA OF UNIT UNIT Cl C2 o C4 UNIT'S LARGEST HEIGHT ( WIDTH 24 MAX 112 MIN NIA I AT GRADE ATGRACLE- Hs7DOFT 9 fT' 32 2MAXf MIN1 N/A Aj GRAB _ AT GRADE H 5 60 FT 4FT AT GRl33G Nl200 FT- H 30 FT Nf100F1 Nfa.R iL ht GRADS Hf200 FT . 9 FT' 48'MAX, 24"MIN NJA pTGRACE ATGRADE' Nt3b0FT> AT GUADIE ATGRADE H 5 40 FT 1. 18 FT' N/A AI GRAUE Nh AT GRADE 20 FT ATGRADE, N/A hTCRAD 60 MAX 48 MIN WA GRAOi NJA ATGRADE FT' WA j N1A NIA A_DETGRAM 36 FT' I NIA A7 GRPDC TNK TABLE IS PERMISSIBLE TO BE USED W I THIN NjA 1 HE NVH%WHICH CONTAINS BROWARD AND NIIAMF•DADE COUNTIES, CH ECK 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 RISK CATEGORY 11 STRUCTURE-) ALLOWABLE ROOF -TOP HEIGHT jH) TIE -DOWN CONFIGURAT'ION 'IYPE MAXIMUM. SURFACE AREA OF UNIT . UNIT CS C2 C3 - CA UNIT'S LARGEST i HEIGHT WIDTH FACE__..... Y 6 FT' 24 MAX.: 12" MIN N/A H <20d FT AT GRADE H 5 LOU FT60,FT Its 160 F' Ito..._..__._..._................ p 4 R Fr32 MAX 1S' MIN' N/FF c 15 F AT GRADE H 5 200 FT T H5200 F-r 115200 FT H5200 FT H<7dO F'I' t 4FT' AT GRADE I60FT <Hs20d FT ATGRADE I H_<2C9 FT t HS49 cT H 2O0 fT . 6F" FT<H'200 f' 9 FT' ,48'MAX, 24"MIN N/A I Hi 200 FT ,.AT GRADE H3200 FT fOFT< NSBO FT 12 FT' ff NIA AT GRADE N/A H 1200 ,F`T' 16d FT<H5200 FTt 16 FT_' N/A AT GRADE N/A H 5 200 FT 20 FT' N/A AT GRAD N/A H 9 200 FT 25 FT'_. N/A N/A ` ._ N/A H 5 30 FT 60FTcH5200FT' 60" MAX 48' MIN 30 a .. ,.. , .- _. .. ._..... ... AT GRADE:.. FT' A N/A- ry/p 60 Ft x m s iso FT 36 FT I i N/A NIA N/A ATGRADE S. AS AN EXAMPLE., THIS TABLE IS PERMISSIBLE TO BE USED WI LHIN PALM BEACH COUNTY, CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS 1'ABLE: WITHIN CERTAIN FLORIDA COUNTIES. TABLE 2 : Vult=175 MPH, EXPOSURE D FOR USE VA IH A RISK CAl, EGORY it 5TRUCTURF. IN THE. HIGH VELOCITY HURRICANE ZONE-) ALLOWABLE RODF-TOP HEIGHT_IH) TIE4XIIWN CO NFIGURATIONT`roE MAXIMIFM SURFACEAREAOF UNIT UNIT t C' C2 C3 (4 UNIT' S:ARGE5T HEIGHT WIDTH i I FACE' 6 F" 24 MA% 12 MIN - N/A. ATGRADE ATGRADE H f 200 FT i 4 9FT' 32' MA% i-15MIN) M/A ATGRADE N/A H530FT ) 4 FT AT GRADE H i 200 FT AT GRAFJE H f 200 FT 6i N/A IISLS fT AFGRADf_ H5200 FT 9F1 43"MAX 24"MIN N/A AIGRADE ATGRADE HYBOFT ' I 17 F'f' N/A' c nTGRADf NTA ATGMOE AT GRATSE N/^ _ AT CR•'LOE 20 FT N/A ATGRADE N/A AT GPADf 2SfT N/A N/A iiilll N/A AT CRAI`E 1f6fMA% 4RMIN N/A WA NIA AT GRADE i 25FT' N/ A, N/A ,..: NjA ATGRADi THIS TABLE NSX'ERMMIBLETO BEUSED', ff THEHVH%WHICH CONTAINS BHOWARD ANG MIAMI-DADE COUNTIES, CHECK WITH LOCAL. AUTHORITY HAVING JURISUICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 4 : Vult=170 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE-) ALLOWABLE RDOf TOP HFtf HT(H) Tl,.E- 0OWN CONFIGURATION TYPE MA%IMUM SURFACE AREA OF UNIT UNIT Cl C2 0 C4 UNIT'S LARGEST HEIGITT WIDTH j FACE ADE—_..___...._....-.._._.. ATGR w 5 FT- 24" MAX 12" MIN N/A i H 5 P.M 60 FF<H 580 F± H 5 2UQ FT v_'.'_ ATGRADE I 9FT= 31 MAX ; LS MIN NjA 9 60 FT<H 5200 FT! N/A H s 200 FT 4FT' AT GRACE 11520U fT H9200 FT H5200 FT EO FT< H5100 FT, E1T' j) N/ A H51`FT H5200 Fi FTci200 FT 145200 FI' 9 FT' 46" MAX 24" MIN ! N/A H$ u 60 FT<NS 200T. F AT GRADE H5200 FT E 12 FT' N/ A ATGRADE 80,FT 4 H s 120 FT N!A H 5 200 FT 16 FT' N/A NJA N/A 5 40 FT b0FT< H51(10FT, 20 FT' NIA a AT. GRAD NIA FT 50 FT 5H O200FT25FT2I NIA N/A N!., AT GRADE 60 FT< H S200 FT 60" MAX 48"MIN 30 FT' N/.4 N/A'. ` NIA AT GRADE 60F Hs1OOPI 36 FI' N/A N/A NIA ATGRADE AS AN E.KAMPLE, THIS TABLE 15 PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY, CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE W!'THIN CERTAIN FLORIDA COUNTIES, M L/ P z N a O 2 J 3 0zg^ 8 0 G ZE z z"G i rc0. V m u 15- Lr 4 TABLE 5 : Vult=140 MPH, EXPOSURE B IFOR USE WITH A RISK CATEGORY II STRUCTURE') T j At16WAlilE ROOP-TOY.HEI6HT iNl. TM -DOWN m4nGHRAT10k.TYPE- MAXIMl1M i SURFACEAREAOF UNIT UNIT Cl C2 C3 C4 UNITS LARGEST HEIGHT WIDTH FACE__. 6FT' 24' MAX S1512MINAHFf H5200 fT H__<.200 FT H5200 FT 60 FT < H 5120 FT' 9 PT' WMAX) 75"MIN ATGRADE 145200 FT I Hs 200 F'1 H5200 FT 4 FT' i H S 200 FT l H S 200 FT H 5 200 FT H S 200 FT 5 FT' N~ N540 FT H5200 FT IHS200 FT H5200 FT 60 FT < H' 200 FT . H5200 FT 9FT' . 48'MAX' 1.... AT GRADE 24' MIN 60 FT<H 580 FT '. H5200 FT N5200 FT ATGRADE H5200 FT H54D FT 60 FT 5200 FT N5200 FT f I 12FF' iIi 16 FT' N/ A H4200 FT 15 FT 60 F( HS100 FT H5200 FT 20 FT 1 l N/ A H 5 200 FT H 51S FT 6bLfT < H 51R0 FT H 5 200 FT 25 FT I H540FT N/A 60 FT < H s 200 FT I ATGRADE 60 FT < H580FTH5200FT 60" MAXI 48" MIN .... s 30 FT' N/ A H515 FT ATGRADE H 5 200 FT 60 FT <H 5160 FT 36 FT' I N/A ATGRADE ATGRADE H5200 FT 60 FT<H s80 FT: TABLE 6 : Vult= 140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY 11 STRUCTURE1 ALLOWABLE ROOF -TOP HEIGHT (H) Ti F_t1fYWN fflNFIf.11RAT(1N TVDG MAX1Ml1M i * SURFACE AREA OFUNITUNITCIIC2IC3C4z. I UNIT'SLARGEST HEIGHT WIDTH I =.•O; FACE._. I i 6 FT' ` 24" MAX12" MIN AT GRADE H 5 200 FT H 5 200 FT i H 5 200 H 5 1.5 FT 9 FT' 32" MAX 15" MIN N/A I H 5 2D0 FT 60 FT<H 5200 FT H 5 200 FT j mm 4 FT' H s 200 FT H 5 200 FT H 5 2D0 FT H s 200 FT ' t 6FT' AT GRADE H5200 FT H5200 FT H5200 FT 60 FT<H 5180 H5200 FT H540 FT 60 FT < H 5 200 R H5200 fi 9FT' 48" MAX 24"MIN ATGRADE i ATGRADE e FT' 12 FN/ AH5200FT 60 FT H514DFT It 5200 FT t 16 f'f' N/ A 15 FT 1 ATGRADE H5200 FT 1 60 FT<H5H5 i 20 N/A 5 200 FT T ......_ _...; a 60 F7< H52D0 FT i 25 FT' N/ A AT GRADE 60 FT 5H S140 FTI ATGpAOE H <_ 200 FT w...:-_,. a 60" MAX 48'-MIN...j(,. 30 FT' N/A ATGRADE 1 N/A H!" 200 FT 36 FT' 1 N/ A ATGRADE N% P tt60TI<H S200 FT' TABLE 7 : Vult=140 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY It STRUCTURE-) ALLOWABLE -ROOF TOP HEIGH TJH) TIE -GOWN CONFIGURATION TYPE MAXIMUM SURFACEAREAOF UNIT UNIT ClC2 C3 UNIT' S LARGEST { NEKiHT WIOTH FACE ;- 6 FT' 24" MAX 12" MIN N/A H 5 200 FT H 5 30 F7 60FT < H <_ 200 FT 9 FT' 32 MAX 15 MIN N/A H 5 200 FT AT GRADE 60 FT < H 5140 FT q fT' H540FT H S 200 FT H 5 200 FT 60 FT<H5200 FT 1.. GF T' ATGRADE 1 H5200 FT H5200 FT 60 FT<H 5100 FT 9 FT' 48" MAX 24" MIN + N/A H s200 FT TH 515 FT W: F7 it5 200 fT 12 FT' N/A Hs40 FT' ATGRADE- 60 FT < H 5. 200 FT 60 FT < H 5 80 FT N/A AT GRADE N/A 60 FT < H 5 200 FT 20FT N/A ATGRADE ATGRADE 60 FT< H52T FT 25 FT' N/A ATGRADE 60 FT<H 580 FT- N/A 60" MAX 48"MIN _,..., _.. ..__ 30 FT' N/A N/A N/A AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE USED WITHIN s--- N/;77 N/A BREVARD COUNTY. CHECK WITHLOCALAUTHORITYHAVINGJURISDICTION36FT' N/A FOR THE APPLIC'ABI LILY OF PHIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. C4 H 520D FT. H 5 200 FT H 5 200 FT I H 5 200 FT H 5200 FT ._.I H 5 200 FT i H 5200 FT H 5 200 FT H 5 200 FT FT<H 5200 FT AT GRADE 50 FT< H_200 FT; 1 L5J Tr ENGINEERING EXPRESS® PRODUCT EVALUATION REPORT ENGINEERING EXPRESS® EXPERT PRODUCT EVALUATION REPORT April 14, 2015 Application Number: FL #14239.1-R3 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 4710 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1" and 2" Models Product Description_ Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report is being issued in accordance with the requirements of the Florida Department of Community Affairs (Florida Building Commission) Rule Chapter 61 G20-3.005, F.A.C., for statewide acceptance per Method 1{d). The product noted above has been tested and/or evaluated as summarized herein to show compliance with the Florida Building Code Fifth Edition (2014) and is, for the purpose intended, at least equivalent to that required by the Code. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or revisions. Substantiating Data: PRODUCT EVALUATION DOCUMENTS. FLB drawing #15-2378 titled "Mechanical Unit Steel Tie -Down Clip: At -Grade and Roof -Top Mounted Applications", sheets 1-5, prepared by Engineering Express, signed & sealed by Frank L. Bennardo, P.E. is an integral part of this Evaluation Report. TEST REPORTS Ultimate test loading structural performance has been tested in accordance withW01-7.61-88 test standards per test report(s);#TEL 01970387A and ML 619763876 by Tesi; ,rr W gi oratorie Inc. STRUCTURAL ENGINEERING CALCULATIONS R fsed .ln oeer's Seal Valid for Structural engineering calculations have been prepared which = Pages tt _2s evaluate the product based on comparative and/or rational' ' analysis to qualify the following design criteria: 1. Minimum Allowable Unit Width 2. Maximum Allowable Unit Height Frank'* 3. Minimum Unit Weight # PE004.d°9t3854. Maximum Allowable Unit Surface Area 5. Clip Configuration and Anchor Spacing 6. Anchor Capacity for Various Substrates 7. Maximum allowable roof -top heights for various installation wind speeds No 33% increase in allowable stress has been used in the design of this product. 160 SW 12T" AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW. ENGEXP.COM INIRENGINEERINGExF__7 C_S: .1 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 12T" AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM SLIBIDIVISIOW• 1 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No I — , 3 (,p Documented Construction Value: SJ' Job Address: H —7 9L Sf d \Z-)s-e . I a_Acc 99 Historic District: Yes No N Parcel II):` b'r Y1,7 R OiiO S iJ 1 'I1 A Ae Residential Commercial 0. I'ypc of Work: Neav-Addition El :Alteration Repair DemoCl tinge of Lase Move . Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person,. Titl ; Phone: Fax: Email: Property Owner Information Name 1 G / ((a!- t S P n Phone: Street: Resid.cn.fof property?` City, State Zip: C. ontracto:r Information Name NORTHWEST'PLUMBING"OF ORLANDO Phone: (770) 941=5421 x 2082. Street° 63.10,MABLETON PARKWAY, SUITE 1000 Fax: (770) 941-9522 City, State Zip: MABLETON, GA`30126State License No.: CFC1426562 Architect/Engineer Information Name; Phone: Street: Fax: City, St, Zip: E-,.nail•-, Bonding Company:: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF'COMM ENCEMENT MAY RESULT IN YOUR PAVING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST RE 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 eerti.ry 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 reguldting 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. FRC 165. 3 Sliall he inscribed with 1he date or -application and the code in effect its or thxt date: 5rh Edition (2Q14) Florida Building Code, R6ised::Ju11e 30, 2015 Permit _Application k NOTICE In addition to.the reicitilirernents of thispermit, there may be additional restrictions, appkabld,tothis property that may be ty foundinthepublicrecordsofthiscounty;; and there may he additional permits required from other:governmental entities such I as water rn yl management distracts, state aagencies, . es, orfederalagencies. Acceptance,of permit is verification that I will notify the ownerof the property of the requirements of.Florida-LielilLaw FS 713 The City of Sanford recibires payment ,of a plan review fiee at,,the,tinie 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,o,f1he job atthe,timeiof submittal. The -actual construction, value, will be figured based on the current 11C,C'Valu,a16c1n Table in -effect at-thetirtie the,permit,is Jsslueed, in acqordificc with local ordinance.."Should' calcu,[,ated,cliarge,s,(fg4r,eld off the executed contract exceed the actual, construction value, - credit will be applied, t1o' yo—Or'permit fees when the perrqJtJ1s'Jssued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all vork.will be done in compliance with All applicabi I e laws' regulating cOnstiruet " on and zq Signature of Owner/Agent Date Signature Dak gent Print, Owner/Wgent.'sName, s ignaturc,ot`Nritai-Ni- State:of Florida Date FIRES CBOR, 1z AUG 21 t Owfic' r/ A' tContractor/Agent is g n Is, !?(8onall,,NKnownM-0or r$_'ria 1 0 Produced ID Tv'e of ID, Produced IQ Type of.ID` SV BELOW IS FOR OFFICE USE ONLY Permits Required: 3ql1d-ing[Electrical: Mechanical :PluImbing] GasF Root Construction Type: Occupancy Use: Flood Zone: Total Sq Ft, of Bldg: Min. Occbp Aney"Uad: #"of Stories`-.. New Construction : Electric .-i4ol'Ainips Plumbing -,#,of Fixtures Fire S No Ijrihkle,,r Permit: Yes ofHead's 'Fire Alarm -Permit: 'Yes APPROVAIL&I ZONING,:, UTILITIES: WASTE WATER: ENGINEERING`: , INEERING": FIRE: BUILDING: iWMME, NTs: Reviied: June,-30, 20 15 Perm, it Appliqation, CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S Lo Job Address:I--"' .; Ra ll- kcp'(s L, n Historic District: Yes No Parcel ID: Ck ?; y- Fjj(- W -' j C1 Residential Q Commercial Type of Work: Ne`v hJ _Addition Alteration Repair R Demo Change of Use Move Description of Work: I i` f f\fV Ftt,_.( .j—I lr_ al ier in p_ r Plan Reviciv Contact Person: Title: Phone: Fax: Email: Property Owner Information Name Phone: Street: 4'jk C'_)(3LAno I I i 4n Resident of property? City, State Zip: M('"LHend FL Contractor Information Name tqg' ` e Phone: Street: `- l r Y ` i i . Ui _AJ Fax: LC Ff-) ( CC Cite, State Zip: 1 !' i 77 1 State License No.: f /, 7( Name: Street: City, St, Zip: Bonding Company: Address: Architect/Engineer Information Phone: Fax: E-mail: 1\1ortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT;IN YOUR PAYING TWICE FOR IMPRONTEMENTS TO YOUR PROPERTY. A NOTICE OF COl\11\ZENCEAIENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT R'ITH YOUR LENDER OR kNT 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: 5" Edition (2014) Florida Building Code Revised: June 30, 2015 Pernit 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 Bove rimental 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 subnuttal..4 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 t ritb local ordinance. Should calculated charges figured off the executed contract exceed the actual constriction 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 conshuction o.ning. t, signature of Owncr,Agent Date Signature'of Contractor' gent Date Print Oozier/Aeent's'N'ame Pri outractor/Agent'kName Signature of Notarir-State.ofFlorida Date Signature o tary-State. ldIORRISDate NOTARY PUBLIC STATE OF FLORID., Cann# FF099650 IS% Expir 0/20^•' Owner/ Agent is Personally ltrtaui n to Me or Contractor/Anent is Personally Known to Me or Produced ID Type of ID Produced ID y Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Meclianical Plumbing Gas Roof Construction Type: Occupancy Use:: Flood Zone: Total Sq Ft of Bldg: 25Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMR' IENTS: UTILITIES: of Stories: Plumbing - # of Filatures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application DESCRIPTION AS FURNISHED: l,Dt 1 L5, THORNBROOKE -PHASE 4, as recorded in Plat Book 81, Pages 70 thrU 71, Public Records of Seminole County, Florida. BOUNDARY FORICERTIFIED TO LOT 154 Sw Taylor Morrison of Florida, Inc,. 30' UNNAMED ROAD P.B. 1, PAGE 114) S 00°I221 " E 40.00' 5.00' rh 0 ~ 5.00' 32_6"4' PC) 1-7- 33 d 10' L.A PE, WALE. r7\ FENQF'EN E ESMT. 19.25' _ _ 19.26' LOT 155 15.7' n CJ m 14.3' 8" RECESS FOR POCKET SLIDER LO FORMBOARD FOUNDATION TOP OF FORMS = 25, 10' o LOT 156 b o C) 00 5.0' S m I 21.3' 5.00' 25, 220' 25,20' 1— ____ __ __ __ ] — 0' UTIL. ESMT RB) S 00°10'44 " E 40.00' C' _` 50' R/W) LO I 4, 778 SO. FT LIVING 1,467 SO. F'"7. GARAGE 455 SQ.FT. ENTRY 71 SO.F`1. LANAI 136 SOFT. BREE7EWAY N/A SQ. FT. DRIVEWAY 403 SO. FT. A/C PAD 18 SO. FT WALKWAY 70 SQ.F7. IMPERVIOUS= 54.9 2, 623 SQ. FT. sin 2 155 n FT oe R/W = 400 SO. F..r - i QA PROPOSED = FINISHED SPOT GRADE ELEVATION APRON = 95 SQ,F F. PER DRAINAGE PLANS BUILDING SEFBAC,KS: SIDEWALK = 200 S0.FT. PROPOSED DRAINAGE FLOW FRONT = 25' '00T07AL 70 _ 0_'FG LOT GRADING TYPE A REAR 15" Ake: --------- ----..... r PROPOSED INFORMATION SHOWN AREA — 5, 178 Sc:1.FT. PROPOSED F.F. PER PLANS — 25. 1' + SIDE 5.0' BASED ON SUPPLIED PLAN DRIVEWAY = 498 so. F"1'. SIDE CORNER = 10' AND/OR INSTRUCTIONS PER SIDEWALK = 270 SO.F7. PROPOSED GRADE PER CONSTRUCTION PLAN + CLIE'NT NOT' FIELD VERIFIED SOD = 2,260 SOFT. C,T r,' ' 1VMF, YI;'R - S' O TT & A SS O C' , INC' - I,ANI S UR V'-YOB, t E END- LEGEND - 400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277--3232 FAX (407)--658--1436 PLAT P.U.L. POINT ON LINE FIEI-D TYP, = TYPICAL NOTES: IRON PIPE P.R.C. rt 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 RON ROD P,CA;. PUNT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17-FLORIDA ADMINISTRATIVE' CODE PURSUANT TO SECTION 47202%, FLORIDA STATUES C.M. C"MCRET£ MONUMENT RAD. = RADIAL 2, UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL. THIS SURVEY MAP OR COPIES ARE NOT VALID. i.:T' I.H. <= I/7' I.R. /NLB 4596 N.N. NON -RADIAL 3. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE' MAY BE OTHER RESTRICTIONS REC. = RECOVERED W.P. WITNESS POINT OR EASEMENTS THAT AFFECT THIS PROPERTY. P.U.P.. = PUINT OF BEGINNING CALF. = CALCULATED POINT OF COMMENCEMENT P.R.M. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. CEN'I'ERLWE F.F. FINISHEDNMANCNT REFERENCE MONUMENTFLUORELEVATION 5. THIS SURVEY IS PREPARE" FOR IHE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIEO UPON BY ANY OTHER ENTITY. MID = NAIL R DISK H.SL BUILDING SETBACK LINE 8. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HFRFON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. RIGMT-OF-WAY D•M, v BENCHMARK 7, BEARINGS, ARE. EASED tSS1.1MEq DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.G.) ESMT• = EASEMENT B.B. = BASE BEARING RAIN. DRAINAGE. 8. ELEVATIONS, IF SHOWN, ARE EIASEC SON, NATIONAL GEODETIC DATUM OF 1929, UNLESSOTHER1yISE NOTED. UTIL. UTILITY 9. CERTIFY34TE OF AUTHORIZATION No. 4598. L.FC. CHAIN LINK FENCE WD.FC. = WOOD FENCE ------- .-_.___- __.....___........---_..._-._......................._.._..__........_.....___......... C/D CONCRETLU EDCKSCALE I-- 1 = 20' DRAWN. 8Y: P POINT OF CURVATURE —--- --'— T POINT [IF TANGENCY J c DESCRIPTION CERTIFIED `Y. DATE ORDER N 1 R RADiITENGnI PLOT PLAN 09-24- 17 4110- 17 ii DELTA F'ORME30ARD FOUNDATION/EI:EVS. 01-24-18 407--18 CHARD A + LH7ND BEARING NORTH THIS BUILDING/PROPERTY DOES. NOT LIE WITHIN -5---- - -•---.--- ------ 7HF E:SIA8LI5HE0 100 YEAR FLOOD PLANE AS PER -FIRM- T GRUSENMEYER, R.L.S. 4714 ZONE' " X • MAP # 12117C 0055 F. JAMES W. SCOTT, R.L.S j 4801 4-19, &'t120W__ UNIVERSAL ENGINEERINQ SCIENCES Consultants In: GeotechnicflEngineering • Environmental Sciences Geophysical Services • Materials Testing • Threshold Inspection Building Code Administration, Compliance Inspection & Plan Review 3532 Maggie Blvd, Orlando, FL 32811 - P: 407.423.0504 - F: 407.423.3106 Client: Taylor Morrison of Florida, Incorporated 2600 Lake Lucien Drive Suite 350 Maitland, FL 32751 Project: Thornbrooke 40s & 50s, SF House Lots Various Lots, Sanford, Seminole County, FL 32771 Area Tested: Residential House Pad, Lot 155 Material: Fill Reference Datum: 0 = Top of Fill Hand Auger Borings: Location of Auger Borings: Center of Pad Was Building Pad Staked: Y Depth of Waterable Below Grade: 5.00 Borings Terminated 2 Feet into Native Ground? N Number of Locations: 1. Depth of Each Boring: 5.00 Unsuitable Soils: Were unsuitable soils encountered: N Samples Obtained: N UES Project No: 0110.1401008.0000 Workorder No: 9353939-1 Report Date: 02/01 /2018 1- 3Xa UES Technician Christopher Gonzalez Date Tested 01/26/2018 Type of Test: Field: ASTM D-2937 Drive Cylinder Method Laboratory: ASTM D1557 Modified Proctor General Description of Soils Encountered: 0-1' Light Tan Sand; 1-3' Light Brown Sand; 34 Dark Brown Sand; 4-5' Dark Tan/Gray/Dark Brown Sand Laboratory Test Results: Organic Content; N/A Moisture Content: N/A Should Material be Removed: N/A In -Place Density Test Report The tests below meet the 95% minimum compaction requirement. Test No. Location of Test Range Maximum Density pcf) Optimum Moisture Field Dry Density pcf) Field Moisture Soil Compaction Pass or Fail 1 NE corner of pad 0-1 ft 105.4 11.8 102.1 4.6 97 Pass 2 NW corner of pad 1-2 ft 105.4 11.8 105.6 7.0 100 Pass 3 SE corner of pad 1-2 ft 105.4 11.8 104.2 5.8 99 Pass 4 SW corner of pad 1-2 ft 105.4 11.8 101.9 6.2 97 Pass 5 Center of pad 2-3 ft 105.4 11.8 103.6 6.8 98 Pass Remarks: At time of testing, footings were not excavated; all tests performed on pad. 472 Red Rose Lane To establish a mutual protection to Universal's clients, the Public and ourselves, all reports are submitted as confidential property of our clients and authorization for publication of statements, conclusions or extracts from or regarding Universal's reports is reserved pending our written approval. Page 1 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No:^ Documented Construction Value: $ — Job Address:(`-, r° (tea nP ` Jj4 Historic District: Yes No Parcel ID: ResidentiaLo Commercial IN L 1 Type of Work: New -A Addition Alteration Repair Demo Change of Use Move Description of Work: Plan Review Contact Person: Phone: Lk-I-Qt5s-3Ood, Fax: Title: Email: ws Property Owner Information Name Phone: Street: -,) (,4(') !' f__}1' Resident of property? City, State Zip: Cor:.I i. Contraiior Informationt Name 1- r ' 1A bona: 00 r i 0 , 5Street., `o I SC.C U ;)C u Fax• _ - f .. City, p:ea ] 1''L t State License No.: cCiStateZiRC ArchitectlEngineer Information Name: Phone: Street: City, St, Zip: Bonding Company: Address: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 10S 3 Shall be inscribed with the date of application and the code in effect as of that date: 5 h Editions (2014) Florida Building Code Revised: June 30, 2015 Permit Application v 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 a; c;urate itt work will be done in compliance with all applicable laws regulating construction andg. Signature of Owner/AgentDate Print Owner/Agents Name Signature. of Notary -State of Florida Date Owner/ Agent is Personally Known to Me. or Produced ID Type of ID I MIN of. Nogry-State:ofFlorida t Dal CHERYL D AKERS t MY COMMISSION # FF998982 r, o!'` EXPIRES June 05, 2020 Contractor/ Agent is _Personally Known to Me or Produced ID Type of ID BELOW IS ..FOR OFFICE USE ONE'S' 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: ENGINEERING: COMMENTS: UTILITIES: FIRE: WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application w-mm 3&mmm"- r . nYrde C}trsrJzs W." dLnffat A :.1,.1-I{ ,5 itEtn ; - r Gitii]1 'tut %t PEiikL'6 'I:+ai`1Gkci.•rt-- tk5hp#!#: `. fr U+Mt _. ... -.. : .- _..._ Ion Ii IiGY33Y6.'iiiW SL+.?[w+:Y . s:r Caa:r=2 wh5MSyR` YA'at 3+;9 t.E3Y,.: r FAi}tC iF I mew... 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UA#. smnoR.:ra.o RdvisiAv r ow Response to Comments, ., Permit # Project Address: Contact: Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: desBuildingPlumbing Electrical Mechanical Life Safety Waste Water City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date 111 Fax: General description of revision: rly- d /4&1J« 411 mzq, &14(6 ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention 11 Building :&V ',• \- \0K February 14, 2018 Inspector c/o Taylor Morrison - North FL 2600 Lake Lucien Dr. Suite 350 Maitland, FL 32751 Re: Lot 155 — Thombrooke 472 Red Rose Lane Model: Anastasia Elev. - Traditional A Permit #17-3362 Field Change To Whom It May Concern: RECORD COPY It is our understanding that at the above referenced project, the contractor installed an 8x16 CMU block in lieu of the 8x8 CMU block indicated on sheet 2A1, where the precast lintel for the lanai return and the precast lintel for the pocket slider come together. We have reviewed the condition and loads at this location, as well as, the information provided by the contractor. We have no objection to this change. The following criteria shall apply: With regard to the 8x16 CMU block in lieu of the 8x8 CMU block where two precast lintels intersect at the rear lanai/structure location indicated on sheet 2A1: o We do not object to the installation of an 8x16 CMU block installed at the rear masonry wall of the structure w/ 145 vertical filled cell in each, along with a KO block course w/ 145 continuous. To clarify the condition, we have no object to this configuration which fills 8" of the SGD pocket and provides additional bearing support for the lintel above the SGD pocket. Install all materials per manufacturer's specifications. All other original plan set criteria shall apply. No other changes are authorized or implied. The change indicated above shall not be construed as applying to any other part or portion of this plan or any other except as specifically defined herein and used in context. If you have any questions or require additional information, please feel free to contact me. ne/ 1 i kQJb' PAUL D. KIDWELL, P.E., FL# 52683 ANDREW J. MEISHEID, P.E., FL# 83217 COA #28035 WWW.VORTEXENGINEERING.NET VIE rr iin, COMMERCIAL- RESIDENTIAL- INDUSTRIAL oLD//vo SAf` FORD O fART 17 " 3362 VORTEX ENGINEERING, U.C. 607 S. ALEXANDER STREET, SUITE 103 PLANT CITY, FLORIDA 33563 PHONE: 813-704-4842 VRevision City of Sanford Response to Comments Building & Fire Prevention Division MAR 2 2 2018 Ph: 407.688.5150 Fax: 407.688.5152 J Email: building@sanfordfl.gov Permit # 17-- 33( 2, Submittal Date 321 Project Address: Contact: Daph Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades a ompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Fax: General description of revision: 4( /-Zff ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention Building RECORD COPY March 15, 2018 Inspector c/o Taylor Morrison - North FL 2600 Lake Lucien Dr. Suite 350 Maitland, FL 32751 Re: Lot 155—Thornbrooke 472 Red Rose Lane Model: Anastasia Elev. - Traditional A Permit #17-3362 2 SPF ILO #2 SYP at Studs and Plates (Beams Not Included) Dear Inspector: It is our understanding that at the above referenced project, all load bearing walls were constructed with #2 SPF studs in lieu of the #2 SYP called for in the plan specifications. We have reviewed the loads and conditions involved for this particular location, as well as the information provided by the contractor. It is acceptable to use the #2 SPF studs for all load bearing conditions, interior and exterior, with the following adjustments: With regard to the second story load bearing wall components: o At the second story exterior load bearing walls constructed with 2x4 #2 SPF studs, at all locations exposed to wind loading (i.e. - front, rear, and right side elevations), single studs shall be doubled. It is acceptable to sister studs to the existing studs. o When sistering the studs use the nailing pattern found in detail Q/S-3. Sheathing need not be nailed to sistered studs, nor is additional strapping required for the new studs. With regard to the first floor load bearing wall components: o At truss girder FG1 middle bearing location provide a 4-ply 2x6 # SPF column post per the nailing pattern in detail Q/S-3. o We have no objection to the use of #2 SPF studs in lieu of #2 SYP at all other load bearing wall locations for this lot specific condition ONLY. Where the original stud is properly strapped or connected in accordance with the original plan set, no additional strapping is required at these locations. All other original plan criteria shall apply. No other changes are authorized or implied. The changes indicated above shall not be construed as applying to any other part or portion of this plan or any other except as specifically defined herein and used in context. If you have any questions or require additional information, please feel free to contact me. Respectfully683PailE* Jidwell, OP. ° I Ort rg rneenn .ne8 s E OF Ref. . 1®'/i l0, 1i1i10` PAUL D. KIDWELL, P.E., FL# 52683 ANDREW J. MEISHEID, P.E., FL# 83217 y} II _ 3362 fT IQS? 121311223- 222In COMMERCIAL— RESIDENTIAL - INDUSTRIAL MAR 1 9 2018 VORTEX ENGINEERING, LLC. 607 S. ALEXANDER STREET, SUITE 103 PLANT CITY, FLORIDA 33563 PHONE: 813- 704-4842 COA #28035 W W W.VORTEXENGINEERING.NET When Buildings Talli, We Listen. FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: SS Builder Name: CRy cc Street: 7Z Permit Office: / 7.- 3 36 2— City, State, Zip: ' / L 27 V Permit Numbgr: Design Location: ` T i %- ,L Jurisdiction: Envelope Leakage Test Results Single Point Test Data: HOUSE PRESSURE: '56 FLOW: Leakage Characteristics CFM (50): ' ?qJ ACH(50): , 7 7 R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2 ... Testing shall be conducted \A06 a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(0, (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open I hereby certify that the above envelope leakage performance resu demonst ate compl' ce ith Florida En y Code re uire nts in ac r a with section R 02.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third -party. A written report of the test results shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: IJ,AIll :1 Testing was conducted in accordance with ANSI/RESNET/ICC 380 to meet the 2017 residential energy code. 3 3 4 a Florida Building Code Duct Leakage Results Builder: I (o C- Neighborhood: l n6-Cv, -06 Lot #: s Address: q 72- I e-j 2ps Lam_ City: State: C- Permit #: Square Footage: zs,, Z Stage of Construction for Test Rough in with Air Handler ® Rough in no Air Handler Construction Duct Leakage Test Results: Duct Leakage percent requirement- 0/„ J — 12 ost Systemy CFM25 Square Footageg Duct Leakage CFM/100sgft.) Location Pass or Fail 6 Ss 2 3 4 I 5 r-- Pass L'Fail Rating Company: SkyeTee Inspection Date:. U r Rater Name: Rater Signatur Lz-ez— DESCRIPTION AS FURNISHED: Lot 155, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. REC. 112" I.R. 0NOI.D. • P.O.L. 0 117.45' 5,00' LOT 154 2 Qt-> POD t L AN E- P 30' UNNAMED ROAD P.B. 1, PAGE 114) 0.8, S 00012'21 " E as' ON 40.00' ON 10' LANDS[ PE, WALL FVC FENQQE ESMT, FENCE 155 AC PAD 3.7'x7.0' I LOT 1117 REC. 1/2" I.R. A NO I.D. P.O.L. 0 117.47' b COV'D. o; o; CONC. S.00' 14.3' I 8" RECESS FOR POCKET SLIDER N TWO STORY RESIDENCE Ct F.F.-25.10' W) LOT 156 b 6AO H N 5.0' s COV'D. ri BRICK 8, 7' 0 0i WALK - 21,3' j 16' 1 BRICK DR. 25.20' 25.20' 5.00' 0.7' 10' UTIL MT. 5 r• 0 32_64'_ PC) REC. 112" I.R. NO I.D. 5' CONC. WALK REC. NAIL IN WALK B.B.) S 00-10'44" E WALK 40.Q0' ENDS 0 a G G RED ROSA LAND' 50' RAW) 9 Q07F00 Q PROPOSED =FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS BUILDING SETBACKS: PROPOSED DRAINAGE FLOW FRONT = 25' LOT GRADING TYPE A REAR = 15' 5.0' PROPOSED F.F. PER PLANS = 25.1'/;SIDE SIDE CORNER = 10' PROPOSED GRADE PER CONSTRUCTION PLAN LOT 4,778 SQ.FI. LIVING 1,467 SQ.FI', GARAGE 455 SQ.FT. ENTRY 71 SO.F'1'. LANAI 136 SO. FT. BREEZEWAY= N/A SQ.FT. DRIVEWAY 403 SO. FT. AIC PAD 18 SQ.FT. WALKWAY 70 SQ.F'r. IMPERVIOUS= 54.9 2,623 SQ.FT. enn 91F5 SOFT. RIW = 400 SOFT. APRON = 95 SOFT. SIDEWALK = 200 SO.FT. cnn = Ina Sn_FT. PROPOSED INFORMATION SHOWN AREA = 5,178 SQ.FT. BASED ON SUPPLIED PLAN DRIVEWAY = 498 SO.FT. AND/OR INSTRUCTIONS PER SIDEWALK = 270 SQ.FT. CLIENT NOT FIELD VERIFIED SOD = 2 260 SOFT. GRUSENMLTYEE-SCOTT ASSOC., INC. - LAND SURVEYORS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 p PLAT PAL POINT ON LINE NOTES: FI.P. FIELDIRON PIPE TYP. P.R.C. TYPICALPOINTOF REVERSE CURVATURE 1. THE UNDER515NED. DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OFCHAPTERW-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATIJES I.R. IRON ROD P.C.C. RAD. POINT OF COMPOUND CURVATURE RADIAL PROFESSIONAL SURVEYORS AND AIlFPERS IN UNLESS EMBOSSED HIDT SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID. C.M. ET LR. CONCRETE MONUMENT 1/2• LR. w/BLB 4596 N.R. NON -RADIAL 2. 3. THIS SURVEY WAS P'EPARSO :RAM RILE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS RECP.O.H. RECOVERED PORT DF BEGINNING WP. CALC. WITNESS POINT CALCULATED OR FASEMEN,S TMAT AFFT:CTTHIS PROPERTY. - 4. NO UNDERCF BEEN LOCATED UNLESS OTHERWISE SHOWN. ROT, POINT OF CDMMENOEM Iff PRMFF. PERMANENT REFERENCE MDNUMENT FINIS FLOOR ELEVATION 6. THIS SURVEY IS PREPARED iUR THE SOME BENEFIT Of THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON &Y ANY OTHER ENTTTY. IS P EPARED FOR THE 'D 4. NND CENTERLINE NAIL L DISK BSL BUILDING SETBACK LINE 6. DIMENSIONS SHOWN FOR THE L"DAION OF IMPROVEMENTS HEREON SHOULD NOT BE USED 70 RECONSTRUCT BOUNDARY LINES. R/W RIGHT-OF-WAY B,M. BENCHMARK 9EARINo;- ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE &FARING (8.9.) ESMT. EASEMENT B.B. BASE BEARING B ELEVAGs.' IF SHuh'N, ARE BASED ON NAT.ON^l GEODETIC DATUM OF 1929, UNLESS OTHERWISE NOTED. DRAIN. UTIL. DRAINAGEUTILITY 9. CERTIFICATE OF AUTHORIZATION No. 4596. CLFC. CHAIN LINK FENCE WD.FC. WOOD FENCE SCALE 1-- 1" 20'--R DRAWN BY: C/pP.C. CONCRETE BLOCK POINT OF CURVATURE DATE ORDER No RT. DE.SC. POINT OF TANGENCY DESCRIPTION CERTIFIED BY: PLOT PLAN 09-24-17 41 10- 17 RL RADIUSARGLENGTH FORMBOARD FOUNDATION/ELEVS. O 1-24-18 407-18 DG DELTACNURD FINAL/FLEWS. 06-02-18 36 - 18 C,q, CHORD BEARING NORTH THIS BUILDING/PROPERTY DOES. NOT LIE WITHIN AIETHEESTABLISHED100YEARFLOODPLANEASPERFIRM" GRUSEN EVER,RZONEXMAP / 12117C 0055 F. . SCO R.LS !r 4801