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500 Red Rose Ln 17-3649; NEW HOMECOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100009 BUILDING APPLICATION #: 17-10000912 BUILDING PERMIT NUMBER: 17-10000912 DATE: December 14, 2017 d UNIT ADDRESS: RED ROSE LN 500 21-19-30-510-0000-1620 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP. RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR #350 MAITLAND FL 32751 LAND USE: THORNBROOKE PH 4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 500 RED ROSE LANE THORNBROOKE PH 4 LOT 162 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 Single Family Housing .00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS CO -WIDE ORD Single Family Housing 5,000.00 1.000 dwl unit 5,000.00 PARKS N/A 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: SIGNATURE: P JVIy PLEASE PRINT NAME) -J DATE: G 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 ( U O 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 REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. 1111111 W11 All Hill 111111111111111111 Parcel ID Number: Prepared By Kim Carter and Taylor Morrison Homes Return To : 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. State of Florida. County of Seminole. i l 11-0't'; SE f`IINOi_.E is i7fJh1H CLERK'S 0 201712f002 E: is iJt, 'i_.+.: ....._ j:1_l;:p , The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of property : LOT Legal Description : Thornbrooke Phase I, according to the plat thereof, as recorded in Plat Book Yl Page 7o""/of the public records of Seminole County, Florida. Addresses : 5-60 J -e(j Ca,s-& t,a Sanford FL 2. General description of improvements : Single Family Home 3. Owner information: Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 4. Fee Simple Title Holder: N.A. 5. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. 9. In addition to himself , Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed : Signature of Owner's Agent: PayloAsa Wright r Morrison of Florida Sworn to and subscribed before me this by John Asa Wright ho 's rsonally known to me. Notary Public DA Clark 10- My commission expires: 6/27/19\9\ 0 Serial No FF 209,1- Notary Signature: 4*ik oit 4 Lno ITY OF SANF D BUILDING & FIRE PREVENTION 4 PERMIT APPLICATION DEC 1 4 20V x Application No: Documented Construction Value: $ Job Address: 6-DO " P-6g-Q— },,ti Historic District: Yes No X Parcel ID: ;_(-19-30- 5(U-0000- "W-0 Residential 1 Commercial Type of Work: New FX] Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME THORNEBROOK PHASE LOT NUMBER: I 1P'lfa®f/ Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Il'i!' 11 ' Il ' 11 • 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: 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 Mortgage Lender: N/A Address: Address: 407-257-6940 CBC1257462 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR ,X PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit .Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of pen -nit 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 constructionvaluewill 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 tureofOwner/Agent Date TAYLOR MORR OF FLORIDA INC Print Owner/Agen ' Signature t tateofFlorida Date / o ac>F so 0 Pue(, M\SS\l 2py9 o MY )ane27, VA ewes Vko Else mr o g epZbN Owner/ Agent is -y ersonallyKnown to Me or Produced ID N/A Type of ID gnature of Contractor/Agent Da JOHN ASA WRIGHT Print Contra is Name Signa of Notary -State of Florida D of zos os o vu& MY t lss(3% rEXPIPES: June 27, 2p19 a \ oQ BoidedThtuBud9 tNolary tvkas Contractor/ Agent is YES Personally Known to Me or Produced ID NI Type of ID Permits Required: Building® Electrical [j ' Mechanical® Plumbing© Gas[] Roof Construction Type: V15 Occupancy Use: (Z3 Flood Zone: '(- S'C' C ihCtJED Total Sq Ft of Bldg: Min. Occupancy Load: I -1 # of Stories: 2 New Construction: Electric - # of Amps 2-00 Fire Sprinkler Permit: Yes No 0 # of Heads APPROVALS: , ZONING: 9fUTILITIES: COMMENTS: ENGINEERING: 07(, t-Z-7"B FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. 5kA •$ .1° "OV' MS cl - A (z Plumbing - # of Fixtures ZZ Fire Alarm Permit: Yes No 0 WASTE WATER: BUILDING: 151: 1- Z2'la— Revised: June 30, 2015 Permit Application L 4Z 6 t! DEC 1 '1 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT -APPLICATION Application No • Documented Construction Value: $ a I / 3 6 Job Address: —C)o " ps" Historic District: Yes No Parcel ID: 24-19-30-5(0-0000- I&A Residential ] Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use / 1Vlove Description of Work: NEW SINGLE FAMI Y HOME - THORNFRROOK PHASF `-f Plan Review Contact Person: Daphne Clark Title: Phone: _407-257-6940 Fax: Email:daphnePermits Perm itsPe rmits-com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE #200 City, State Zip: MAITLAND FL 32751 Resident of property? : NO Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE #200 Fax: City, State Zip: MAITLAND FL 32751 Name: Street: City, St, Zip: Bonding Company: NIA Address: State License No.: CBC1257462 Architect/ Engineer Information Phone: Fax: E- mail: Mortgage Lender: N/A Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5t1' 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. t"/ ZZ*/. = /w( Si ture of Owner/Agent Date/ TAYLOR MORR OF FLORIDA INC Print Owner/Agen ' Z' / Signature tate of Florida Kite r p. tFE2p910g sir Pusr", M'I MM,SSJune`1Nec roA.0:a)QQ1lg°d9etN0 ry StAdtq bN Owner/ Agent is yF ersonally Known to Me or Produced ID N/A Type of ID gnature of Contractor/Agent Da JOHN ASA WRIGHT Print Contra I is Name Sign aof Notary -State of Florida MIS IF 106 x * XPIFIES: June 27, 2019 Q elNolatY ry s o gondedThNg 9 fq> EOFF` 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 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: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: Revised: June 30, 2015 Permit Application City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: John Asa Wright Firm: Taylor Morrison of Florida, Inc. Address: 2600 Lake Lucien Drive City: Maitland State: Florida Zip Code: 32751 Phone: 407-257-6940 Fax: Email: daphne@permitspermitspermits.com Property Address: 500 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-1620 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) n n 3 i W ij9@4j a 'r Ei T F zW1n;x a ((p! ":, a ^ re r,. i91'' rE -t OFFICIit L'USE Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway 0 The parcel is not in the: 0 floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone 'A', the best available information used to determine the base flood elevation is: BP# 17-3649 Reviewed by: Michael Cash, CFM Date: January 2, 2018 o Application for Right -of -Way Use for Driveway,Walkway & Landscape FOR tD y ca I' 1877 -- Department of Planning & Development Services www.sanfordfl.gov 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the 9 attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's ®- right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the size and location of the existing right—of-way and use shall be provided or application could be delayed. Know whars below. Call before you dig. 1. Project Location/Address: "too 2. Proposed Activity: VLIT Driveway Walkway El Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: /A FAIA Y rOX A 14 W s5F This application is submitted by: Property Owner. Signature: X Print Name: Y a s l ly I,rtAddress: e t' 7x a r, ld41AAA%t0 ICI Phone: 7 7-b % 0 Fax:- Gthyha7 t b; , t 1 K 3° c Date: Maintenance Responsibilities/indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installationlimprovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, orany general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/orrepair 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 Requester'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. 1 have read and understand the above statement and by signing this application I agree to its terms. 1 hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: Date: / --1 I—[ This permit shall be posted on the site during construction. Please call 407.688.5080, Ext. 5401.24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: September 2010 ROW Use Oriveway.pdf c 3 SCPA Parcel View: 21-19-30-510-0000-1620 http://parceldetail.scpafl.org/Parcell)etaillnfo.aspx?PlD=2119305100... Property Record Card CfA Parcel: 21-19-30-510-0000-1620P Owner: TAYLOR MORRISON OF FL INC Property Address: 500 RED ROSE LN SANFORD, FL 32771 Parcel Information Parcel j 21-19-30-510-0000-1620 Owner I TAYLOR MORRISON OF FL INC Property Address It500 RED ROSE LN SANFORD, FL 32771 Mailing j 151 SOUTHALL LN STE 200 MAITLAND, FL 32751 Subdivision Name THORNBROOKE PHASE 4 Tax District! Sl-SANFORD DOR Use Code 00-VACANT RESIDENTIAL Exemptions Value Summary 2018 We Values Valuation Method Cost/Ma Number of Buildings l- ---- ------- o Depreciated Bldg Value Depreciated EXFT Value Land Value (Market) $26,050 Land Value Ag Just/Market Value $26,050 4- Portability Adj Save Our Homes Adj $ 0 Amendment 1 Adj $24,241 P&G Adj $0 Assessed Value $1,809 Tax Amount without SOH: 2017 Tax Bill Amount i Tax Estimator Save Our Homes Savings: Does NOT INCLUDE Non Ad Valorem Legal Description LOT 162 THORNBROOKE PHASE 4 PGS 70-71 Taxes Taxing Authority Assessment Value Exempt Values JCountyGeneralFund 1,809 0 I Schools 26,050 0 I! City Sanford 1,809 0 SJWM(Saint Johns Water Management) 1,809 0 County Bonds 1,809 0 Sales Description Book Page I Amount Qualified No Sales 1 of 2 12/11/2017, 9:51 AM REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # trl - 3 g BUILDING PERMIT - Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Prepour 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence Address: 5aa i2*-D SSE ELECTRICALPERMIT ..3 Min Max Inspection Description 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final kk Min Max Inspection Descri tion 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANIC L PERMIT e } 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: Lot162ThornbrookeAnastasiaAGRE Builder Name: Taylor Morrison P'UILO/tiC Street: City, State, Zip: FL ,jy Permit Office: cS3 6PermitNumber: AA/F49S OFF® Owner: Jurisdiction: 691500 10 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) 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 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1375.90 ft2 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 (1619.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1619.00 ft2 6. Conditioned floor area above grade (ft2) 2730 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. R= ft2 11. Ducts R ft2 7. Windows(415.9 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 343.88 ft2 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 252.6 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 72.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEER:16.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 21.8 HSPF:8.50 SHGC: b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 3.207 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2730.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 1112.00 ft2 None c. other (see details) R= 151.00 ft2 15. Credits Pstat Total Proposed Modified Loads: 74.17 Glass/ Floor Area: 0.152 PASS Total Baseline Loads: 79.99 7 1 hereby certify that the plans and specifications covered by Review of the plans and N-TH ST4 this calculation are in compliance with the Florida Energy specifications covered by this 210 Dec+ Code. - calculation indicates compliance with the Florida Energy Code. 5 PREPARED BY: Before construction is completed DATE: 1_111.6/_1.7 _ this building will be inspected for t7 compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. c01) WE'T OWNER/ AGENT: - -- -- - - BUILDING OFFICIAL: ---------------_--. DATE: - ' / DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 11/ 16/2017 2:08 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lott 62ThornbrookeAnastasia Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2730 Lot # Owner: Total Stories: 2 Block/SubDivisiom 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 1263 11367 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1467 13643.1 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1263 11367 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 Raised Floor 2nd Floor ---- ---- 138 ft2 19 0 0 1 3SIab-On-Grade Edge Insulatio 1st Floor 147.4 ft 0 1467 ft2 0.39 0 0.61 4 Floor Over Other Space 2nd Floor ---- __-- 1112 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 1810 ft2 406 ft2 Medium 0.85 N 0.85 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1618 ft2 N N 11/16/2017 2:08 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1st Floor 30 Blown 12 ft2 0.11 Wood 2 Under Attic (Vented) 2nd Floor 30 Blown 1607 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Ornt-To-Wall-Type-Space R-Value F_t___In F_t-In Area R=Value-Fraction-Absor_ Grade% - 1 N Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 54 6 9 4 508.7 ft2 0 0 0.6 0 3 E Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 4 E Exterior Concrete Block - Int Insul 1st Floor 4.1 5 6 9 4 51.3 ft2 0 0 0.6 0 5 SE Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 45.9 ft2 0 0 0.6 0 6 S Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 7 S Exterior Concrete Block - Int Insul 1st Floor 4.1 52 6 9 4 490.0 ft2 0 0 0.6 0 8 W Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 9 W Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 ft2 0 0 0.6 0 10 - Garage Frame - Wood 1st Floor 13 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 Wood 1st Floor None 39 2 7 6 8 17.2 ft2 WINDOWS Orientation shown is the entered, Pro osed 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 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 3 n 2 Vinyl Low-E Double Yes 0.34 0.31 38.9 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 4 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 5 se 5 Vinyl Low-E Double Yes 0.34 0.31 24.7 ft2 10 ft 0 in 0 ft 4 in None None 6 s 6 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 7 s 7 Vinyl Low-E Double Yes 0.34 0.31 5.3 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 8 s 7 Vinyl Low-E Double Yes 0.34 0.31 12.9 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 9 s 7 Vinyl Low-E Double Yes 0.34 0.31 38.9 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 10 w 8 Vinyl Low-E Double Yes 0.34 0.31 45.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 11 w 9 Metal Low-E Double Yes 0.58 0.32 72.0 ft2 10 ft 8 in 0 ft 0 in None None 12 w 9 Vinyl Low-E Double Yes 0.34 0.31 58.3 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 11/16/2017 2:08 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 2084.2 114.42 215.18 .2616 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 Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 2 Attic 6 293.4 ft Attic 6 252.6 ft Attic 2nd Floor 73.35 ft Default Leakage 2nd Floor (Default) (Default) 63.15 ft Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 11/16/2017 2:08 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling [ ]Jan Feb Mar A r [ May Jun X Jul Au X Se [ Oct Nov DecHeatingIX] Jan IX Feb IMarApr I MaY Junrj I Jul XjAuSep I Oct NovH IX Dec Ventin [ ] Jan Feb X Mar A r [ Ma Jun Jul Aug Se [ Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 11/16/2017 2:08 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 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1375.90 ft2 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 5. Is this a worst case? No 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=30.0 1619.00 ft2 6. Conditioned floor area (ft2) 2730 b. N/A R= ft2 7. Windows" Description Area c. N/A R= ft2 a. U-Factor: Dbl, U=0.34 343.88 ft2 11. Ducts a. Sup: Attic, Ret: Attic, AH: 2nd Floor R ft2 6 293.4 SHGC: SHGC=0.31 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 252.6 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 SHGC: 13. Heating systems kBtu/hr Efficiency a. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 3.207 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 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft2 a. Electric Cap: 50 gallons EF: 0.95 b. Floor Over Other Space R=0.0 1112.00 ft2 c. other (see details) R= 151.00 ft2 b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant f_ tures. Builder Signature: Date: Address of New Home: 5(jQ J&01 t2d<-e- CdCity/FL Zip: _ SQ Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage ( EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638- 1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 11/ 16/2017 2:08 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 8... Manual S Compliance Report Job: Lot162ThornbrookeAna... i I AIR tDOND l r Date: 6/4/2014 ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING Y y ` 3<<h Project Informations For: Taylor Morrison R ti Coolin"E ui meat- 9 q , p _ Design Conditions design DB: 92.5°F Sensible gain: 18469 Btuh Entering coil DB: 75.7°F Outdoor design WB: 76.3'F Latent gain: 2848 Btuh Entering coil WB: 62.8'F Indoor design DB: 75.0°F Total gain: 21317 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: 19629 Btuh 106% of load Latent capacity: 2919 Btuh 102% of load Total capacity: 22548 Btuh 106% of load SHR: 87% Heatng EquipmWAWent ,f 4, . Design Conditions Outdoor design DB: 41.7°F Heat loss: 18942 Btuh Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Entering coil DB: 69.4°F Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22387 Btuh 118% of load Capacity balance: 38 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.0 kW 89% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. t I-1 ht$O, `h 2017-Nov-16 14:34:20 W 9 Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 1 nastasiaAGRE\Lot162ThornbrookeAnastasiaAGRE.rup Calc = MJ8 House faces: E IQgD_ Manual S Compliance Report HUTIN6. are caxomoNmG 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 For: Taylor Morrison Design Conditions Job: Lot162ThornbrookeAna... Date: 6/4/2014 By: FJF Outdoor design DB: 92.5°F Sensible gain: 17359 Btuh Entering coil DB: 78.1°F Outdoor design WB: 76.3'F Latent gain: 3079 Btuh Entering coil WB: 64.0'F Indoor design DB: 75.0°F Total gain: 20438 Btuh Indoor FIR 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: 19297 Btuh 111% of load Latent capacity: 1606 Btuh 52% of load Total capacity: 20903 Btuh 102% of load SHR: 92% Design Conditions Outdoor design DB: 41.7°F Heat loss: 14366 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 156% of load Capacity balance: 31 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 3.5 kW 82% of load Temp. rise: 13 °F Meets are all requirements of ACCA Manual S. wri htsoft' zo,7-Nov-16 14: age 2gRight-SuiteC Universal 2017 17.0.23 RSU24011 Page nastasiaAGRE\Lot162ThornbrookeAnastasiaAGRE.rup Calc = MJ8 House faces: E Component Constructions Job: Lot162ThornbrookeAna1ZDELAIR ... Date: 6/4/2014 HIAMIG•AIR CONOtTIONING Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (IF) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (IF) 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 Cig HTM Gain ft, Btuh/112-01' Btu h/ft' Btu BtuhV Btu Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 112" 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, 112" gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud n 431 0.091 13.0 2.58 1109 2.34 1009 e 240 0.091 13.0 2.58 618 2.34 562 s 461 0.091 13.0 2.58 1186 2.34 1079 w 225 0.091 13.0 2.58 579 2.34 527 all 1356 0.091 13.0 2.58 3492 2.34 3177 n 470 0.201 0 5.69 2671 4.35 2044 e 51 0.201 0 5.69 292 4.35 223 se 22 0.201 0 5.69 122 4.35 94 s 433 0.201 0 5.69 2462 4.35 1883 w 150 0.201 0 5.69 851 4.35 651 all 1125 0.201 0 5.69 6398 4.35 4895 223 0.091 13.0 2.58 575 1.44 322 Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, 1 ft n overhang (5 ft window ht, 1 ft sep.), 6.67 ft head ht e s w all 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31), 50% drapes, medium, 1 ft s overhang (6.3 ft window ht, 11.67 ft sep.); 6.67 ft head ht w all 10C-v: 2 glazing, clr low-e outr, air gas, vnl frm mat, cir innr, 1/4" gap, se 1/8" thk; NFRC rated (SHGC=0.31); 10 ft overhang (8 ft window ht, 0.33 ft sep.), 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, cir innr, 1/4" gap, s 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.67 ft sep.); 6.67 ft head ht 30 0.340 0 9.62 289 10.6 317 30 0.340 0 9.62 289 10.6 317 30 0.340 0 9.62 289 30.4 911 30 0.340 0 9.62 289 10.8 323 45 0.340 0 9.62 433 30.4 1366 165 0.340 0 9.62 1588 19.6 3235 39 0.340 0 9.62 374 10.6 411 39 0.340 0 9.62 374 12.2 472 58 0.340 0 9.62 561 30.4 1769 136 0.340 0 9.62 1308 19.5 2653 25 0.340 0 9.62 237 8.71 215 5 0.340 wrightsoft' Right -Suite® Universal 2017 17.0,23 RSU24011 CC'k ...nastasiaAGRE\Lotl62ThornbrookeAnastasiaAGRErup Calc = MJ8 House faces: F 0 9.62 51 12.2 64 2017-Nov-16 14:34:20 Page 1 2A-2ov: 2 glazing, cir low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, s 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (4.2 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2omd: 2 glazing, clr low-e outr, air gas, mil no brk frm mat, cir innr, w 1/4" gap, 1/8" thk, NFRC rated (SHGC=0.32); 10.67 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n Ceilings 16B-30ad:Attic ceiling, asphalt shingles roof mat, r-30 cell ins, 1/2" gypsum board int tnsh Floors 20P-19t: Fir floor, frm fir, 12" thkns, r-19 cav ins, gar ovr 20P-19t: Fir floor, frm fir, 6" thkns, r-19 cav ins, amb ovr 22A-tpl: Bg floor, light dry soil, on grade depth 13 0.340 0 9.62 125 12.2 157 72 0.580 0 16.4 1182 16.8 1213 17 0.390 0 11.0 190 12.0 207 1619 0.032 30.0 0.91 1467 1.74 2811 13 0.050 19.0 1.41 18 0.71 9 138 0.050 19.0 1.41 195 0.71 98 147 0.989 0 28.0 4126 0 0 1 WI1 F7tSOft" 1- N 2017-Nov-1614:34:20 g Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 2 ACCA...nastasiaAGRE\Lot162ThornbrookeAnastasiaAGRE.rup Calc = MJ8 House faces E E' Component Constructions Job: Lot162ThornbrookeAna... B'' B ®® a Date: 6/4/2014 HEATING-AMCONOnIONING ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (IF) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (IF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss CIg HTM Gain ft Btu h/ft2-°F ft2-°F/Btuh Btu h/W Btu Bluh/ft Btu Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 470 0.201 0 5.69 2671 4.35 2044 board int fnsh e 51 0.201 0 5.69 292 4.35 223 se 22 0.201 0 5.69 122 4.35 94 s 433 0.201 0 5.69 2462 4.35 1883 w 150 0.201 0 5.69 851 4.35 651 all 1125 0.201 0 5.69 6398 4.35 4895 Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" 223 0.091 13.0 2.58 575 1.44 322 wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 39 0.340 0 9.62 374 10.6 411 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft s 39 0.340 0 9.62 374 12.2 472 overhang (6.3 ft window ht, 11.67 ft sep.); 6.67 ft head ht w 58 0.340 0 9.62 561 30.4 1769 all 136 0.340 0 9.62 1308 19.5 2653 1OC-v: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, se 25 0.340 0 9.62 237 8.71 215 1/8" thk; NFRC rated (SHGC=0.31); 10 ft overhang (8 ft window ht, 0.33 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, s 5 0.340 0 9.62 51 12.2 64 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, s 13 0.340 0 9.62 125 12.2 157 1/8" thk, NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (4.2 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2omd: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, w 72 0.580 0 16.4 1182 16.8 1213 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n 17 0.390 0 11.0 190 12.0 207 ti WCI ht:SOft` 2017-Nov-1614:34:20 9 Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 3 C_.nastasiaAGRE\Lotl62ThornbrookeAnastasiaAGRE.rup Calc = MJ8 House faces: E Ceilings 16B-30ad:Attic ceiling, asphalt shingles roof mat, r-30 ceiI ins, 112" 12 0.032 gypsum board int fnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 147 0.989 wrightsoft' Right -Suite@ Universal 2017 17.0.23 RSU24011 nastasiaAGRE\Lotl62ThornbrookeAnastasiaAGRE rup Calc = MJ8 House faces 30.0 0.91 11 1.74 21 0 28.0 4126 0 0 2017-Nov-16 14:34:20 Page 4 Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (IF) 70 75 Elevation: 95 ft Design TD (IF) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 112" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Partitions none) Or Area U-value ff Btuh/ftl-°F n 431 0.091 e 240 0.091 s 461 0.091 w 225 0.091 all 1356 0.091 Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft n overhang (5 ft window ht, 1 ft sep.); 6.67 ft head ht e s w all Doors none) Ceilings 16B-30ad:Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" gypsum board int fnsh Floors 20P-19t: Flr floor, frm flr, 12" thkns, r-19 cav ins, gar ovr 20P-19t: Flr floor, frm flr, 6" thkns, r-19 cav ins, amb ovr Insul R Htg HTM Loss Clg HTM Gain ft-"F/Btuh Btuh/tR Btu Btu h/fly Btu In 13.0 2.58 1109 2.34 1009 13.0 2.58 618 2.34 562 13.0 2.58 1186 2.34 1079 13.0 2.58 579 2.34 527 13.0 2.58 3492 2.34 3177 30 0.340 0 9.62 289 10.6 317 30 0.340 0 9.62 289 10.6 317 30 0.340 0 9.62 289 30.4 911 30 0.340 0 9.62 289 10.8 323 45 0.340 0 9.62 433 30.4 1366 165 0.340 0 9.62 1588 19.6 3235 1607 0.032 30.0 0.91 1455 1.74 2790 13 0.050 19-0 1.41 18 0.71 9 138 0.050 19.0 1.41 195 0.71 98 Wrlhtsoft" 2017-Nov-16 14: age 59Right-SuiteO Universal 2017 17.0.23 RSU24011 Page 5 ACCN...nastasiaAGRE\Lot162ThornbrookeAnastasiaAGRE.rup Calc = MJ8 House faces: E For: Taylor Morrison 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 26923 Btuh Structure 26591 Btuh Ducts 6386 Btuh Ducts 9075 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 33309 Btuh Use manufacturer's data y Rate/swing multiplier Equipment load 1.00 35666 BtuhInfiltrationsensible Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 Structure 4300 Btuh Ducts 1627 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling Area (ft2) 2730 2730 Equipment latent load 5927 Btuh Volume (ft3) 28169 28169 Air changes/hour 0.41 0.21 Equipment Total Load (Sen+Lat) 41593 Btuh Equiv. AVF (cfm) 192 99 Req. total capacity at 0.70 SHR 4.2 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a AHRI ref n/a Coil n/a AHRI ref n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. r WI'Igil'CSO'ft" Right-Suite(M Universal 2017 1Z0.23 RSU24011 2017-Nov-16 14:34:20 Page 1 14CCk_.nastasiaAGRE\Lot162ThornbrookeAnastasiaAGRE.rup Calc - MJ8 House faces: E Project Summar`, Job: Lot162ThornbrookeAna... R 7 Date: 6/4/2014 HEATING • AIR t0ROR10HHIG ah u 1 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 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 17039 Btuh Structure 16410 Btuh Ducts 1903 Btuh Ducts 2059 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 18942 Btuh Use manufacturer's data y Rate/swing multiplier Equipment load 1.00 18469 BtuhInfiltrationsensible Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 2672 Btuh Ducts 176 Btuh Central vent (0 cfm) 0 Btuh Heatingg Coolingg none) Area (ft2) 1467 1467 Equipment latent load 2848 Btuh Volume (ft3) 13706 13706 Air changes/hour 0.40 0.20 Equipment Total Load (Sen+Lat) 21317 Btuh Equiv. AVF (cfm) 91 47 Req. total capacity at 0.75 SHR 2.1 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-19 Cond 14HPX-024-230-19 AHRI ref 10258598 Coil CBA27UHE-024-230*++TDR AHRI ref 10258598 Efficiency 8.5 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 47°F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.044 cfm/Btuh Air flow factor 0.045 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.87 Capacity balance point = 38 OF Backup: Input = 5 kW, Output = 16909 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Nov-16 14.34:20 WPIghtso'ft' Right -Suite® Universal 2017 17.0,23 RSU24011 Page 2 ACCN_.nastasiaAGRE\Lo1162ThornbrookeAnastasiaAGRE.rup Calc = MJ8 House faces: E Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 9883 Btuh Ducts 4483 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 14366 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 HeatingolinCo Area (ft2) 1263 1263 Volume (ft3) 14463 14463 Air changes/hour 0.42 0.21 Equiv. AVF (cfm) 101 52 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AH R I ref 10258598 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 31 OF Backup: Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 10302 Btuh Ducts 7057 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 17359 Btuh Latent Cooling Equipment Load Sizing Structure 1628 Btuh Ducts 1451 Btuh Central vent (0 cfm) 0 Btuh gone) Equipment latent load 3079 Btuh Equipment Total Load (Sen+Lat) 20438 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 8.5 HSPF Efficiency 13.5 EER, 16 SEER Sensible cooling 18900 Btuh 21800 Btuh @ 47°F Latent cooling 6300 Btuh 24 OF Total cooling 25200 Btuh 840 cfm Actual air flow 840 cfm 0.058 cfm/Btuh Air flow factor 0.048 cfm/Btuh 0.30 in H2O Static pressure 0.30 in H2O Load sensible heat ratio 0.85 Input = 3 kW, Output = 11784 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Nov-16 14:34:20WPlgtltSOft` Right-SuiteOO Universal 2017 17.0.23 RSU24011 Page 3 14C GR...nastasiaAGRE\Lot162ThornbrookeAnastasiaAGRE.rup Calc = MJ8 House faces: E DEL -AIR Right-M Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 162ThornbrookeAnastas... 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 3076.0 ft2 1469.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area Ift2) 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 0.091 n 2.58 2.34 491 431 1109 1009 0 0-; f Q10.58 0 0 317 0 0,, 002B-2fv 0.340 n 9.62 10.58 30 0 289 s 0 13A-2ocs 0.201 n 5.69 4.35 508 470 2671 2044 508 470 2671 2044 11 C' 2A-2ov 0.340 n 9.62 10.58 39 0 374 411 39 0 374 411 12C-0sw 0.091 e 2.34 270 240 618 562 0 0 0 2A 2ov 0 340 e.. 9.62 Y 30.36 30 0 LL'"289_ 911. 0 0 A W 13A-2ocs 0,201 e 5,69 4.35 51 51 292 223 51 51 292 0 223 13A 2ocs ;. 10Cv„.,,.::.-. 0:201 0.340 se se': 5 69 9.62 4:35 8.71' 46 25 r 22 49 122 237 94 215 46 262L" 22 49 e 122 237 94294 M 12C Osw 1 0.0911 s 1 2.58 2.34 491 461 1186 10791 0 0 0 0 V J 12C-0sw 0.091 w 2.58 2.34 270 225 579 527 0 0 0 0 Lam; 2A-2ov 0.340 w 9.62 30.36 45 0 433 1366 0 0 0 0 13A 2ocs= 0 201 w 5.69 " 4.35 280 150 851 651 280 - 155 851 651 2A 2omd ` 0 580 w -- 16.41' 16.85 72 144 1182 1213 72 144 1182 1218 LLLb 2A 2ov a' 0 340 4 ' 9.62 30:36 WZ8 " 0 561 9 1769' I-D 12C-Osw 0.091 2.58 1.44 240 223 575 322 240 223 575 322 11DO 0.390 n 11.04 11.99 17 17 190 207 17 17 190 207 C _ 1613-30ad .; _ - 0.032 4 0:91 '"" 1.74 1619 1';619 1467 2811 t 12 12 11 21, F -_ 20P 19t 0050 1.41 0,71 13 13 18 9 0 0 F -. 20P,_19t .<.., - .. 0_O50 1`4'1' 0.71 138 138 195 98--_:!...._ 0 0:; 0 0'i F 99A_rnl n qRq 97 qq n nn 1ARq 1A7 A10R n lnaq 1A1 Al 0. n 6 c) AED excursion 118491 11970 Envelope loss/gain 20951 20905 14203 11716 12 a) Infiltration 5972 1891 2836 898 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 6 1380 6 1380 Appliances/other 2415 2415 Subtotal (lines 6 to 13) 26923 26591 17039 16410 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 26923 26591 17039 16410 15 Duct loads 24% 34%1 6386 9075 11% 13% 1903 2059 Total room load 33309 35666 18942 18469 Air required (cfm) 1680 1680 840 840 Calculations aooroved by ACCA to meet all requirements of Manual J 8th Ed HVrightsOft- 2017-Nov-1614:34:20 CA Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 1 nastasiaAGRE\Lo1162ThornbrookeAnastasiaAGRE.rup Calc = MJ8 House faces: E DEL --AIR Right-M Worksheet KATMF GB COMMUNING Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 162ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name ahu 2 2 Exposed wall 169.0 it 3 Room height 9.0 it 4 Room dimensions 5 Room area 1607.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area Load number Btuh/ft2-°F) Btuh/ft2) or perimeter it) Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw 0 091 n 2.58 2 34 491 431 1109 s 1009 p—L 2A-2ov 0 340 n 9.62 10'S8 30 0 289 317 2B 2fv 0 340 n 9.62 10 58 30 0 289 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 11 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 I W 112C-Osw 1 0.0911 s 1 2.581 2.341 4911 4611 11861 10791 1 1 1 1 12C-0sw 0.091 w 2.58 2.34 270 225 579 527 L—G 2A-2ov 0.340 w 9.62 30.36 45 0 433 1366 13A 2ocs 0 201 w;, 5:69 4 35 0 0 0 0 2A 2omd 0 580 w 16.41 16 85 0 0 0 p 2A-0,,, 0.340 w>,, 9.62 s.0 36 0 0, 0 0 12C-Osw 0.091 2.58 1.44 0 0 0 0 D 11 DO 0.390 n 11.04 11.99 0 0 0 0 61 c) AED excursion 10 Envelope loss/gain 6748 9309 12 a) Infiltration 3136 993 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 9883 10302 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 9883 10302 15 Duct loads 45 % 68%1 4483 7057 Total room load 14366 17359 Air required (cfm) 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. d- wrightsoft Right -Suite® Universal 2017 17.0.23 RSU24011 2017-Nov-16 14 Pa0ge 02AGGP nastasiaAGRE\Lot162ThornbrookeAnastasiaAGRErup Calc = MJS House laces: E DEL_ -AIR Right-JO Worksheet ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone: 407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot162ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name ahu 1 mstr rm 2 Exposed wall 147.4 ft 42.0 it 3 Room height 9.3 ft 9.3 it heat/cool 4 Room dimensions 17.0 x 15.5 it 5 Room area 1469.0 ft2 263.5 ft' Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btull/ft? °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (fl) Btuh) Heat Cool Gross I N/P/S Heat I Cool Gross I N/P/S Heat I Cool 6 12C Osw v' 2A 2ov , 28 2fv-- 0 091 0 340n e,r0.340 n F r -- 0'00 0.00 0 00 0.00 0.00 v., 0.00 0 0 0 0 0 0 0 0 0 0 0Zu0 0 y^,, -,0 0 0 0, 0 0, 0 0 0 0 0 1'1 W L-- 13A-2ocs 2A-2ov 0.201 0.340 n n 5.69 9.62 4.35 10.58 508 39 470 0 2671 374 2044 411 89 0 89 0 504 0 386 0 r_2A,2ov 12C Osw 0 091 e 0.00 0.00 0.00 0:00 0 o 0 0 0 0-- 0 0=_::._ 0 0 0 0= 0 0 0` W 13A-2ocs 0.201 e 5.69 4.35 51 51 292 223 0 0 0 0 0 13A 2ocs i t OC v" 0 201 0 3 se se" 5:69 9.62 4 35 8.71= 46 25 22 49 022 237 94 215 0 0 0 0 0 0 0' N I-G 12C-Osw 2A-2ov 0.091 0.340 s s 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0_ 0_ 0 0 0 0 13A 2ocs• 2A 2ov 2A 2ov 0 201 0 340 0 340 0.3.40 11 s s ; s- 5.69 9 62 9,62 9<62 4 35 12 15 1215 121.5 490 5 f 13 39 433 0 0 0 2462 51 125 i 374 1883 64 157 4Z2 159 0 0 0 159 0 0 0._. 902 0 0 A 690 0 0 0, V)/ G 12C-Osw 2A-2ov 0.091 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A 20cs" 2A 2omd 2A 2ov- 0 201 D 580 0 340 wWw w ; w9 5.6 16 41 62 4 35 16.85 30.3fi 280 72 58 150 144 0 851 11821213 561 651 1769 145 0 58 86 0 0 491 0 561' 376 0 1759° 12C-Osw 0.091 2.58 1.44 240 223 575 322 0 0 0 0 D 11DO 0.390 n 11.04 11.99 17 17 190 207 0 0 0 0 6 c) AED excursion 1 19701 1792 Envelope loss/gain 14203 11716 3634 4012 12 a) Infiltration 2836 898 808 256 b) Room ventilation 0 01 0 0 13 Internal gains: Occupants @ 230 1 6 1380 1 230 Appliances/other 2415 600 Subtotal (lines 6 to 13) 117039 16410 4442 5098 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 17039 16410 4442 5098 15 Duct loads 11 % 13 % 1903 2059 10 % 10 % 4441 510 Total room load 18942 18469 4886 5608 Air required (cfm) 840 840 217 26558 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w right50ft, 2017-Nov-16 14:34:20 ACCA Right -Suite@ Universal 2017 17 0 23 RSU24011 Page 3 nastasiaAGRE\Lotl62ThornbrookeAnastasiaAGRE.rup Calc - MJ8 House faces: E DEL: AIR Right-M Worksheet mHUM >GN[COMMUNING ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 162ThornbrookeAnastas... 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 ft heat/cool 9.3 it heat/cool 4 5 Room dimensions Room area 12.0 x 8.0 It 96.0 ft2 6.5 x 7.5 It 48.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/tt2-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross I N/P/S Heat I Cool I Gross I N/P/S Heat I Cool 1QJ 12C-Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 T—G 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 13A,20cs 0 201 w 5 69 4:35 0 0 0 0 0 0 0 0 2A-2omd 0 580 w 1 1641 e 16.85 0 0 0 0 0 a 0 Q 0 2A-20v _ ` 0 340 w„ , •9.62, _ 30.36 '0 0 0 0 t0 ;-.._ 0 0 0 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0I—D 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 6 c) AED excursion 1-261 10 Envelope loss/gain 973 461 0 0 12 a) Infiltration 231 73 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 01 5 Subtotal (lines 6 to 13) 1204 534 0 5 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1204 534 0 5 15 Duct loads 10% 10% 1201 531 10% 10% 0 0 Total room load 1324 587 0 5 Air required (cfm) 59 27 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft" 2017-Nov-1614:34:20 1CCA Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 4 nastasiaAGRE\Lotl62ThornbrookeAnastasiaAGRE rup Calc = MJ8 House faces: E RDEL-AIR Right-JO Worksheet MYNA . AIR t'AMARMUMA a/ / u I 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: Lot162ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name I mstr we study 2 Exposed wall 0 it 10.5 If 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 Room dimensions 5.5 x 3.5 ft 10.5 x 11.5 ft 5 Room area 19.3 ft2 120.8 ft2 Ty Construction U-value Or HTM Area (ftz) Load Area (ft2) Load number Btuh/ft? °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw 2A 2ou 2B 2fv ;' 0.091 0.340 0.340, n n n 0 00 0.00 0.00 0.00 0.00 0 00 0 0 p 0 00 0 0 0 0 0 s.. 0 0 0 Q 0 0 e ..: 0. 0 0 0 0 13A-2ocs 0.201 n 5.69 4.35 0 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 12C-0sw 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 13A 2ocs 0 201 s 0 98 59 336 257 2A 2ov 2A 2ov 2A_2ov 0.340 0.340 0 340 s s s z 9 62 9.62 9:62 r k 12.15 12 15' 12:1.5' 0 0 0 r 0 0 0 0 0 0 0 0 0 0 0 39 0 0 0. 0' 0 374 0 0 472_ 12C-Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 ii13A 2ocs I2A 2omd' 2A 2ov .,,, .' 0 201, 0 580 0.340 ,; w w w 5:69 16.41 9:62' 4.35 16.85 30.36 0 0 0 0 0 p 0 0 0 I,.-.-. 0 0 p 0 0 p 0 0 p 0 0 p', 0 0 0, f 12C-Osw 0.091 2.58 1.44 w 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 61 c) AED excursion 01 183 Envelope loss/gain 0 0 1004 813 12 a) Infiltration 0 0 202 64 b) Room ventilation 0 01 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 0 Subtotal (lines 6 to 13) 0 5 1206 877 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 1206 877 15 Duct loads 1 10% 10% 0 0 10% 10% 121 88 Total room load 0 5 1327 964 Air required (cfm) 0 0 59 44 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Nov-16 14.3420 Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 5 nastasiaAGRE\Lot162ThornbrookeAnastasiaAGREErup Calc = MJ8 House faces: E DEL -AIR Right-J® Worksheet HEATING, AM CONMOMINB ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lott 62ThornbrookeAnastas... 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 ft heat/cool 9.3 ft heat/cool 4 Room dimensions 6.5 x 6.5 ft 6.5 x 6.5 it 5 Room area 42.3 ft2 42.3 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2- °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 G 12C Osw 0.091 ri' 0.00 0.00 h0' D 0 0 0 0r 0 0 2A 2ov 0.340 nr 0.00 0.00 0 0 0' 0 0 0 0 0 G;'26 0 340 n 0.0o 0.00 r,0....0 0 0 0.____. 0 W..: Q 0' Ufl 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 G 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 w 113A rocs 0 340 le 9 62 4 35 0 0 0 0 51 51 292 223 13A"2ocs 0 201 5.6 4.35 0 0 0 0 0 0J0 „0 10C u a .. 0 0 .. 0 0 _- 0 0 112c 0sw 0.0911 0.00 0.00 0 0 0 0 0 0 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrlg f1t50ft"' 2017-Nov-1614:34:20 Right - Suite@ Universal 2017 17.0.23 RSU24011 Page 6 nastasiaAGRE\ Lot162ThornbrookeAnastasiaAGRE.rup Calc = MJ8 House faces: E EL -AIR Right-M Worksheet ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot162ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name family rm dining rm 1 2 Exposed wall 35.0 it 10.0 it 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 Room dimensions 20.5 x 14.5 it 1.0 x 210.0 it 5 Room area 297.3 ft2 210.0 ft2 Ty Construction U-value Or HTM Area Ift2) Load Area (ft2) Load number Btuh/it2 °F) Btuh/ftz) or perimeter Ift) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12COsw-'0.091,n. 000 000 0 0 0 0 0 r 0 q 0 2A 2ov s. 0.340 n 0.00 0 00 0 0, 0 0 0 0; p 0' 2B 2fv 0 340 n" 0.00 0.00 0 0 0 qY. 0. 0'0 0 Vt/ 13A-2ocs 0.201 n 5.69 4.35 191 191 1088 832 93 54 310 237 11 G 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 39 0 374 411 I W 112C-Osw 1. 0.0911 s 1 0.001 0.001 01 01 01 01 01 01 01 01 Uf/ 12C-Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 13A 2ocs 0.201 w ' 569 4 35 135 63 1 360 2750 0 0 1213` 0 0 Q2A2omd0580w,i16,41 g16 85 72 72 1182 0' 2A 2ov arr...0 340 _ 9.62 . 30:36 0 0 0 , i 0 ,0 ? „`0' ass R 12C-Osw 0.091 - 2.58 1.44 0 0 0 0 0 0 0 0 L—D 11 DO 0.390 n 11.04 11.99 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 (clm) Occupants @ 230 Appliances/other 131 3609 36: 673 21 0 4 91 4283 47E 0 0 0 4283 47E 10% 10% 428 47 4711 524 209 2: 44 963 604 192 61 0 0 1 230 0 1156 895 0 0 0 0 11560 8905 10% 10% 1161 89 1271 984 56 45 Calculations aooroved by ACCA to meet all requirements of Manual J 8th Ed wrightsoft" Right -Suite® Universal 2017 17.0.23 RSU24011 2017-Nov-16 14:34:20 CCA nastasiaAGRE\Lot162ThornbrookeAnas(asiaAGRE.rup Calc = MJ8 House faces: E g 0DEL-AIR Right-JO Worksheet i xy HEATING * AIR COMMOHING a / V 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: Lot162ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name pantry kitchen 2 Exposed wall 0 It 19.4 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 Room dimensions 6.0 x 3.5 It 1.0 x 308.0 it 5 Room area 21.0 ft2 308.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-'F) 13tuh/ft2) or perimeter (ft) Btuh) or perimeter ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6, 120Osw • 0,091 n 0.00 0 00 0 0 8 0 0 0 0 0 0 2A2ov _ a • .. . 0.340 n 0.00 0 00 A 0 0 0 0 0• 0 0 0`. 340 n OS00 0:00 2 a0 1 4.,,,, '. 0 _. t- G 13A- 2ocs 0.201 n 5.69 4.35 0 0 0 0 135 135 770 589 11 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 l 12C' 0sw 0:091; e' 0 00 0.00 x0 0 0 0 0 0 _ 0 0 t- G W 2A- 2ov O.' 40 e 0.00 0.00 0 s s.< 0 0 0 „8 0 yam_ -0 0 13A- 2ocs 0.201 e 5.69 4.35 0 0 0 0 0 0 0 0 0. UJ 13A-2ocs 0 201 se j 5.69 0 0 0 e46 22 , b22 94 0. Lsse 9.62 8 71I 0 0 0 0 25 25 23Z 215' 1M 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 13A 2ocs . 0.201 s= 5.69 4.35 0 01, 0 0•• 0- 0 0 6 2A 2ov 0 340 0 s , 9 62 12 15 0 0 0 0 ., 0 0 ;,; 0 A 2A 2ov ;ry M 340 s"' 9.62 1215 0 0 0 0 0 0 = 0 0: 2A_ 2ov 0 340 s- 9 62. 12 15 0 0 0 0 0 0. 0_ 0: 12C- Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 13A 2ocs'' 0 201 w 5.69 4.35 0 0 0 0 0 0 0 0 2A 2omd, 2A 0 580 w 16 44 16.850 0 0 0 0" 0 ,; 0 0 2ov', { 0 340w 9 62 30.36 0 0 0 0 0 0' 0 W 0' IL- D 12C- Osw 0.091 2.58 1.44 0 0 0 0 240 223 575 322 11 DO 0.390 n 11.04 11.99 0 0 0 0 17 17 190 207 C 166 30ad 0.032 a 0.9a9a 1 74 0 12 12 1v 2f F 20P-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F - i 20P 19t;=E i0.050 0.00 0.00 0 r' > 0 0 E' r0' 0 ,',,,,,. 0 F 22A-tpl 0.989 27.99 0.00 21 0 0 0 308 19 543 0 3. .,,..,,, . ;• ems t-,._s..; o ; 2 ° ,m,.;'., W 6 c) AED excursion 0 130 Envelope loss/gain 0 01 2449 1317 12 a) Infiltration 0 0 374 118 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 5 1200 Subtotal ( lines 6 to 13) 0 5 2823 2636 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 2823 2636 15 Duct loads 10% 10% 0 0 17% 26% 481 682 Total room load 0 5 3304 3318 Air required (cfm) 0 0 147 151 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. W rightsoft- 2017-Nov-16 14:3420 ACCA Right - Suite@ Universal 2017 17.0.23 RSU24011 Page 8 nastasiaAGRE\ Lot162ThornbrookeAnastasiaAGRE.rup Calc - MJ8 House faces. E DEL -AIR Right-M Worksheet L MEAT=, AIR CCIMMUNtNG 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: Lot162ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name ahu 2 second suite 2 Exposed wall 169.0 ft 30.0 it 3 Room height 9.0 it 9.0 it heat/cool 4 5 Room dimensions Room area 1607.0 ft2 14.5 x 15.5 it 224.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area Ift2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (I I) Btuh) Heat I Cool 1 Gross I N/P/S Heat I Cool 1 Gross I N/P/S Heat I Cool 6 12C Os 2A-2ov 2B-2fu' V 13A-2c 11 C 2A-2ov n I 0.00I 0.00I 0 01 01 I VV 112C-Osw 1 0.0911 s 1 2.581 2.341 4911 4611 11861 10791 1311 1161 2971 2711 12C-Osw 0.091 w 2.58 2.34 270 225 579 527 140 110 282 257 2A-2ov 0.340 w 9.62 30.36 45 0 433 1366 30 0 289 911 13A-2ocs 0.201 w 0.00_ 0.00 0 0 00 "0 0 0 0 2A 2omd „„ 0.580 ' w 0.00 0.001 0 0 0 0 0 0 0 0 2A 2ov.- - ,.. 0.340 w 0.00' ,.., U0 0.. 0 0 0 01 0' f1__ 12C-Osw 0.091 - 0.00 0.00 0 0 0 0 0 0 0 0 D 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 01 1 1 240 Envelope loss/gain 6748 9309 1216 2230 12 a) Infiltration 3136 993 557 176 b) Room ventilation 0 0 01 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 9883 10302 1773 2406 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 9883 10302 1773 2406 15 Duct loads 1 45 % 68 % 4483 7057 45% 68 % 804 1648 Total room load 14366 17359 2577 4054 Air required (cfm) 840 840 151 196 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsOft' 2017-Nov-16 14:34:20 Right - Suite@ Universal 2017 17.0.23 RSU24011 Page 9 nastasiaAGRE\ Lot162ThornbrookeAnastasiaAGRE rup Calc = MJ8 House faces: E DEL -AIR Right-M Worksheet NEATM- AM CQNtna"INN 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: Lot 162ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name o wic 3 bth 3 2 Exposed wall 9.0 ft 11.5 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 9.0 x 6.0 It 11.5 x 6.0 ft 5 Room area 54.0 ft2 69.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw ; H 2A 2ou 0 091 0 340 n n 2.58 9.62 4V, 2.34 '' 10.58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2B 2fv 0 3,40 n.;• 9.62 10.58 0 0-- 0 0 0 : 0 0_ 1 0' 13A-2ocs 0.201 n W.. 0.00 0.00 0 0 0 0 0 0 0 0 11 2A-2ov 0.340 n 0.00 0.00 0 0 01 0 0 0 0 0 12C Osw 0.091e 2 34 0 l,a.. 0 0 0- 0 0 0, 0 2A 2ov_..._.:_.. _ 0.340 e 9.62 30'36 0 W 13A-2ocs 0.201 e 0.00 0.00 0 0 0 0 0 0 0 0 i13A-2ocs' 0.201 se, OI00 0:000 0 0 0 O) 0 O T 0 0 10C v 0.340 se : 0:00 0 00 0 0 0 0 0 0"'0' p' V?/ 12C-Osw 0.091 s 2.58 2.34 81 81 209 190 104 104 267 243 G 2A 2ov 0.340 s 9.62 10.77 0 0 0 0 0 0 0 W - 13A 2ocs 2A 2ov 0 201 0 340 s s' 0 00 0 00 0.00 0.00 0 0 0 0 0 0 0 0 `'" 0 0 0 0, 0 0 ,.. 0` 0 0 2q 2av 0` 340 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- 01 1/ 12C-Osw 0.091 w 2.58 2.34 0 0 0 0 0 0 0 0 T-C 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 13A 2ocs 12A'2omd 0:201 0.580 w w 0.00 0.00 0.00 0:00 0 0 0 0 E 0 0 0 0 0 0 0 0 0 0 00 2A-2ov 0.340 w 0.00 R 12C-0sw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 0 11 DO 0.390 n 0.00 0.00 0 0 of 0 0 0 0_ 0 C 16B-30ad! ,,,,., 0.032 T 0.91. 1.74 54 54 d49 194 69 69 62 120 F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 141 071 LL. .'0 0 0 0 0' 0 0' 0 F__ 22A:tp1 0.989 0.00 0 0 0 00.00 0 4_1 6 c) AED excursion 29 36 Envelope loss/gain 258 255 329 326 12 a) Infiltration 167 53 213 68 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 1 i 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 424 308 542 393 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 424 308 542 393 151 Duct loads 45 % 68 % 1931 211 45 % 68 % 246 270 Total room load 617 519 788 663 Air required (cfm) 36 25 46 32 Calculations aooroved by ACCA to meet all reauirements of Manual J 8th Ed wrightsoft' 2017-Nov-16 14:3420 4G Right -Suite@ Universal 2017 17 0,23 RSU24011 Page 10 naslasiaAGRE\Lotl62ThornbrookeAnastasiaAGRE.rup Calc - MJ8 House faces E e. DEL-AIR Right-M Worksheet MAnING • AIR COMMO14INEI 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: Lot162ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name rm 4 rm 3 wic 2 Exposed wall 28.0 ft 7.0 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 5 Room dimensions Room area 14.0 x 14.0 ft 196.0 ft' 9.5 x 5.0 ft 47.5 ft2 Ty Construction U-value Or HTM Area (ftz) Load Area (ft2) Load number Btuh/ft2'F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat I Cool 1 Gross I N/P/S Heat I Cool 1 Gross I N/P/S Heat I Cool 6 12C-Osw 0 091 n 2.58 2.34 0 0 2A-26v 0.340 n_ 9 62 10.58 0 0 i26,2fv -_ 0 340 n _ 9:62 10.58 0':,;0 13A-2ocs 0.201 n 0.00 0.00 0 0 11 2A-2ov 0.340 n 0.00 0.00 0 0 1 12C Osw 77 0 091 e : 2 58 2:34 w •126 1111 I-G 2A 2ov, .. _ .. K . •' 0 340 ._ e_, 9.62 30:36 e . k 15 0 W 13A-2ocs 0.201 e 0.00 0.00 0 0 13A 2ocs 0.201 se 0.00 0 00 0 0 10Cv- 0:340 se,':. 0.00 0.00 0 0 VV 12C-Osw 0.0911 s 2.58 2.34 126 111 VfJ 112C-0sw I 0.091I w I 2.581 2.34I 0 L_C ?A -env n n4n v 4 P? nn na n OI OI OI OI O 2601 181 181 461 421 01 01 01 01 13A-26cs 2A 2omd 0.201 0.580 w, w : 0,00 0.00 WOO 0.00 s 0 0 0 0 0 00 0 t0 0 0 0 0 0' 0 2A-20v. 0.340 w 0.00 0.00 0 0 12C-0sw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 D 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1-97 24 Envelope loss/gain 1038 1381 221 214 12 a) Infiltration 519 165 130 41 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 1 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1558 1545 351 256 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1558 1545 351 256 151 Duct loads 45 % 68 % 707 1059 45 % 68 % 1591 175 HTotal room load 2264 2604 510 431 Air required (cfm) 132 126 30 21 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Nov-16 14:34:20 ACCA Right -Suite@ Universal 2017 17 0 23 RSU24011 Page 11 nastasiaAGRE\Lot162ThornbrookeAnastasiaAGRE.rup Calc = MJ8 House faces. E r 'iDEL--AIR Ri ht-M Worksheet 1' MATM AM CO MIONINO ah ./ I L 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: Lot162ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name rm 3 loft 2 Exposed wall 24.0 it 11.5 it 3 Room height 9.0 it heat/cool 9.0 it heat/cool 4 5 Room dimensions Room area 13.0 x 11.0 it 143.0 112 11.5 x 11.0 it 126.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ftz °F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (It) Btuh) Heat I Cool Gross N/P/S Heat I Cool Gross I N/P/S Heat I Cool 6 L 12C-0sw 0 091 n 2.58 2.34 117 117 301 274 A 04 74 189 172 2A 2ov 0 340 n ,.. 9.62 10.58 0 0 0 0 30 0 289 317 28-2fv 0 340 9.62 10.58 0 0 0 i3O 0 00 10': W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 I--C 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 12C Osw `- 0.091 e 2.58 2.34 99 84 216 197 0 0• 0 0 R 2A 2ov :...E, .... 0 340 e 9.62 30.36 15 0 144 455 b 0 Air,,,. 0 a0.; W 13A-2ocs 0.201 e 0.00 0.00 0 W 0 0 0 0 0 0 0 W t 13A 2ocs>-- 0,201 se 0.00 0.00 0 0 0 0 0 0 0 0 G W 10C-v I12C-Osw 0:340se' 0.091 s 0.00 2.58 Os00 2.34 p 0 0 0 0 , 0 0 0 0 0 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft" 2017-Nov-16 14:34.20 AGGP. Right -Suite® Universal 2017 17.0.23 RSU24011 Page 12 nastasiaAGRE\Lot162ThornbrookeAnastasiaAGRE.rup Calc = MJ8 House faces: E DEL --AIR Right-J® Worksheet t MiATM13,=MNM0nM8 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: Lot 162ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Roam name I open to below stairs 2 Exposed wall 20.5 ft 3.5 ft 3 Room height 9.0 ft heat/cool 9.0 it heat/cool 4 5 Room dimensions Room area 20.5 x 14.5 ft 297.3 ft2 1.0 x 311.3 ft 311.3 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw :" 2A 2ov 28-2fv 0 091 0 340 340 n" n n 2 58 9.62 9,62, 2.34 10 58 1 58 30 185 0 155 0 0 398 0 289 362 0 317 0 0 0 0 0 j 60 %,,,. 0 0 0 0 0' 0 11 W G 13A-2ocs 2A-2ov 0.201 0.340 n n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Wl--G 12C Osw 2A-2ov '` -= - 0.091 0.340 e, e 2.58 9._62 30.36 2.34 0 0 0 0 0 0 0 O 0 0.<:, 0 0.._-0 0 p; W 13A-2ocs 0.201 e 0.00 0.00 0 0 0 0 0 0 0 0 13A 2ocs tOCv...,.,: 0 201 0.340,.Se- se„ 0 00 0.,00 0.00 0.00 0 0_. 0 0 0 0 0 0 0 0__ 0 0 0ARM, 0, 0 0 V+/ t-G 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 32 0 32 0 81 0 74 0 13A 2ocs 2A 2ov 2A 2ov 2A toy 12C-Osw 0.201, 0 340 0 340 0 340 0.091 s s.. s s w 0.00 0.00 0.00 0.00_ 2.58 0 00 0,00 0N00 0.09. 2.34 0 0 0 0. 0 0` 0 0 P 0 0 0 0 0 0 0 0_'_._0 0 0s 0 0 0 0 0. 0 0 0; 0_,, 0 0 M 0 0_ W 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 13A2ocs; 2A 2omd 2A 2ov- ......M' 0201 0 580 0 340 w w w.. 000 0.00 0:00 000 0 00 MO 0 0 0 D0 0 0 0 0 0 0 0 0 0 p 0 0 p 0' 0 tt, 0 b 0 0, f0 12C-Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1-112 1 1 -54 Envelope loss/gain 956 1084 363 560 12 a) Infiltration 380 120 65 21 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) 1336 12041 1 1428 581 Less external load 0 0 1 1 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1336 1204 428 581 15 Duct loads 45% 68% 606 825 45% 68% 194 398 Total room load 1942 2029 622 979 Air required (cfm) 114 98 36 47 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. W rightSOft' 2017-Nov-16 14:34:20 1GCP Right -Suite® Universal 2017 17.0.23 RSU24011 Page 13 naslasiaAGRE\Lotl62ThornbrookeAnastasiaAGRE.rup Calc = MJ8 House faces E QDEL-AIR Right-JO Worksheet HUff= - AM COMImUNING 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: Lot I 62Th orn broo keAnastas Date: 6/4/2014 By: FJIF I Room name I o bath 2 o wic 2 2 Exposed wall 5.5 It 7.5 It 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 5 Room dimensions Room area 5.5 x 14.5 It 79.8 ft2 4.0 x 7.5 It 30.0 ft2 Ty Construction U-value Or HTM Area (1 [2) Load Area (f t2) 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 4 TL13A-2ocs 12C-OSW 2A-2ov 2 -21vB O0-150 0.340 0.340 0.201 n n 0.00 1'0'58 0.00 0 0 0 so 0 0 0 127 6 0 0 116 0 0 0 ko 0 0 0 0 0 0 0 0 0 0 0 0 11 G 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov-,, 0 091 0.840 e 2.58 9.62 30.36 0 0 0 0 0 0 0 W 13 -2ocs 0.201 e 0.00 0.00 0 0 0 0 0 0 0 0 0:201 0.340 0.00 0; 00 0 4() 0"" 0 0 0 f 0 W90 0 0 0: 0 0 t C- 12Osw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 13A-2ocs 0,201' s e" - 0.00 0 , 00 11 ,,, I 0 e ,,o i, 0 77776, 0, 0.00'' OM 0 0 0 2A-2ov 0.3-40 0.60 aod, 00iLA-idb 0 0*0 0 00 00 0 n b 0 T12C-Osw 0.091 w 2.58 2.34 0 0 0 0 68 68 174 158 G 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 I-D 2A-2ov 13A-2oc§" 2A-2omd 2A WW 12C-Osw 0.201 0.I80 0.340 0.091 w 0 0,00 0.00 0.00 t Y,00 0.00 Os00 0.00 0 0 0 0 0 o 0 0 0 0 01 0 1 0 0 0 0 0 0 0 0, 0 0 g 0 11DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 IQN 4'V, 16B"-.30ad 0321- W91 72 138 30 30 27 52 F 20P-19t 0_0 0 1.41, 0.71 0 0 0 0 0 LE - ------ ORA:9t 1.41 0.71, 80 30 42 21 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 p 6 c) AED excursion 29 23 Envelope loss/gain 1 313 282 243 208 12 a) Infiltration 102 32 139 44 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) 415 314 383 252 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 4151 3114 383 252 15 Duct loads 45% 68% 188 215 45%1 68% 174 173 Total room load 603 530 1 556 425 Air required (cfm) 35 26 33 21 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed A4_ vvrightsaft' 2017-Nov-16 14 34 20 ACC'P' Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 14 nastasiaAGRE\Lotl62ThornbrookeAnastasiaAGRE.rup Calc - VIJ8 House faces E DEL-AIR Right-J® Worksheet NFAT9P(i *Atli CONIXTIONtH6 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: Lot 162ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name o we 2 2 Exposed wall 11.0 it 3 Room height 9.0 it heat/cool 4 Room dimensions 4.0 x 7.0 ft 5 Room area 28.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area Load number (Btuh/ft2-°F) (Btuh/ft2) or perimeter (it) (Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross I N/P/S Heat I Cool 6 12C Osw 2A-2ov ` 282iv.;,, ... 0.091, 0 340 0.340n•rE,.9.62 n n' 2 58 9 62k 2.34 10:58 r.,10:58 36 A p 36 0 0 93 0 84 0 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 11 u---G 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 y ' .^ 12C Osw, -' 0 091 a;: 2 58_ 2:34 s -=0 0 0 0 G_ 2A 2ov,,, 0.340 e,_ 9.62 3.0:36 0 0 0 0 13A-2ocs 0.201..._e.. 0.00 0.00 0 0 0 0 13A 2ocs 10C.v 0 201 0.340 set see 0 00 0.00 0 00, 4v0?00 0 0 0 0 0 6 0 0 J 12C-Osw 0.091 s 2.58 2.34 0 0 0 0 G 2A-2ov 0.340 s 9.62 10.77 0 0 0 0 13A 2ocs 2A 2ov 0.201 0 340 s s¢0 00 OM 0 00 o 0 0 0 0 0 6 0 2A 2ov i, ZA-2ov _ 0 340 0 340 s sk 0 00a O.bO a 0 00 0:00. 0 0 0 p 0 E 0 0 Y o 12C-0sw 0.091 w 2.58 2.34 63 48 124 112 2A-2ov 0.340 w 9.62 30.36 15 0 144 455 13A 2ocsk. 2A'2omtl"-^'' 4',0 201 0580 w, wy 0 00 s 0.00 0.00 0,00 0 0 0 0 0 0 0 0 2A 2ov 0 340 w;', 0.00 O:Oi1 0 0 A" 0 R 12C-Osw 0.091 0.00 0.00 0 0 0 0 F-D 11 DO 0.390 n 0.00 0.00 0 0 0 0 6 c) AED excursion 179 Envelope loss/gain 426 900 12 a) Infiltration 204 65 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 630 964 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 630 964 15 Duct loads 1 45 % 68 % 286 661 Total room load 1 915 1625 Air required (cim) 54 79 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft 2017-Nov-16 14:34:20 AGCP. Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 15 nastasiaAGRE\Lot162ThornbrookeAnastasiaAGRE.rup Calc = MJ8 House faces: E DEL -AIR Duct System Summary HEATING - AIR IONDITIDNING a h u 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot162ThornbrookeAna... Date: 6/4/2014 By: FJF r " >N ProjeCtlnformat pn F01 a TaylorMorrison Heating Cooling External static pressure 0.30 in H2O 0.30 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.24 in H2O 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O 0.120 / 0.120 in H2O Lowest friction rate 0.148 in/ 100ft 0.148 in/ 100ft Actual air flow 840 cfm 840 cfm Total effective length (TEL) 162 ft fy ;Supply Branch Deta lyTable' Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk dining rm h 1271 56 45 0,196 6.0 Ox 0 VIFx 27.1 95.0 SO family rm c 5245 209 239 0.183 9.0 Ox0 VIFx 36.2 95.0 st1 kitchen c 3318 147 151 0.212 8.0 Ox0 VIFx 18.0 95.0 sti mstr bth h 1324 59 27 0.160 5.0 Ox 0 VIFx 40.3 110.0 st4 mstr rm C 5608 217 255 0.148 9.0 Ox 0 VI Fx 52.0 110.0 st4 mstr we c 5 0 0 0.163 4.0 Ox 0 VIFx 37.5 110.0 st4 mstr wic C 5 0 0 0.159 4.0 Ox 0 VIFx 41.1 110.0 st4 pantry c 5 0 0 0.209 4.0 Ox 0 VIFx 19.6 95.0 stIl pwdr h 1347 60 30 0.199 5.0 Ox 0 VIFx 25.5 95.0 st1 study h 1327 59 44 0.164 6.0 Ox 0 VIFx 36.2 110.0 st4 util c 1097 34 50 0.199 5.0 Ox0 VIFx 25.5 95.0 st1 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk st4 Peak AVF 334 326 0.148 426 12.0 0 x 0 VinlFlx SO SO Peak AVF 840 840 0.148 602 16.0 0 x 0 VinlFlx wri htsoftE 2017-Nov-16 14: ge 1 CN g Right-SuiteO Universal 2017 17.Q23 RSU24011 Page nastasiaAGRE\Lo1162ThornbrookeAnastasiaAGRE.rup Calc = MJ8 House faces: E Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb3 Ox 0 840 840 0 0 0 0 Ox 0 VIFx 2017-Nov-16 14:34:22 C WrightSOft`° Right-SuiteOO Universal 2017 17.0.23 RSU24011 Page 2 nastasiaAGRE\L01162ThornbrookeAnastasiaAGRE.rup Calc = MJ8 House faces: E Duct System Summary Job: Lot162ThornbrookeAna... iA" Date: 6/4/2014 HEAnNc- AIR CONotT10NNIG ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING A, sz Pro ectinformation r a k t 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) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.200 i n/ 100ft 840 cfm 120 ft Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.200 in/100ft 840 cfm Su I Branch Dead Tabie Y, T pP Y.,, .. a 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 3 h 788 46 32 0.311 4.0 Ox 0 VIFx 7.1 70.0 loft h 1171 68 58 0.203 6.0 Ox 0 VIFx 33.0 85.0 st3 o bath 2 h 603 35 26 0.209 4.0 Ox 0 VIFx 29.7 85.0 st2 o we 2 c 1625 54 79 0.200 5.0 Ox 0 VIFx 35.0 85.0 st2 o wic 2 h 556 33 21 0.206 4.0 Ox 0 VIFx 31.5 85.0 st2 o wic 3 h 617 36 25 0.318 4.0 Ox 0 VIFx 5.5 70.0 open to below h 971 57 49 0.274 6.0 Ox 0 VIFx 17.5 70.0 open to below -A h 971 57 49 0.286 6.0 Ox 0 VIFx 14.0 70.0 rm 3 c 2303 105 111 0.206 6.0 Ox 0 VIFx 31.5 85.0 st3 rm 3 wic h 510 30 21 0.202 4.0 Ox 0 VIFx 33.7 85.0 st3 rm 4 h 2264 132 126 0.281 6.0 Ox 0 VIFx 15.5 70.0 second site c 4054 151 196 0.223 8.0 Ox 0 VIFx 22.7 85.0 st2 stairs c 979 36 47 0.306 6.0 Ox 0 VIFx 8.6 70.0 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st2 Peak AV 272 321 0.200 409 12.0 0 x 0 VinlFlx st3 Peak AVF 204 190 0.202 583 8.0 0 x 0 VinlFlx 1 wri htsoft` 2017-Nov-1614:34:22 g Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 3 ACCK nastasiaAGRE\Lo1162ThornbrookeAnastasiaAGRE.rup Calc = MJ8 House faces: E Name Grille Size (in) Htg cfm) Cig cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb2 Ox0 840 840 0 0 0 0 Ox 0 VIFx 22 WPI htSOft" zon-Nov-is1a: age41 N 9 Right-SuiteC' Universal 2017 77.0.23 RSU24011 Page 4 ACCK...nastasiaAGRE\Lotl62ThornbrookeAnaslasiaAGRErup Calc = MJ8 House faces: E FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot162ThornbrookeAnastasiaAGRE Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Owner: Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 11/16/2017 2:08 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 11/16/2017 2:07:58 PM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot162ThornbrookeAnastasiaAGRE Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2730 sq.ft. Cond. Volume: 25010 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: E q 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. hereby certify that the above envelope leakage Where required by the code official, SHE S performance results demonstrate compliance testing shall be conducted by an with Florida Energy Code requirements in approved third party. A written accordance with Section R402.4.1.2. I report of the results of the test shall be signed by the third party conducting the test and provided to SIGNATURE: the code official. PRINTED NAME: DATE: BUILDING OFFICIAL: DATE: 11/16/2017 2:08 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Kesldentlal Whole building Performance and Prescriptive Methods ADDRESS: Permit Number: 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 Ieakage.Windows, 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. El 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 (MandatoryAll 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 lightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 L/min) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 L/min) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 L/min) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 11/16/2017 2:08 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com 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 (13°C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 31A 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. 11/16/2017 2:08 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: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. 0 R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. 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. 11/16/2017 2:08 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 WINDOW SCHEDULE R x ter rums wuraa.nin evm. *wrt umlua ysAron.r4 mm a rr rama WINDOW WIDTHS # WINDOW Px' CALLOlfiS 0J75N 7751 1 Ji 5! 39' 5P a61' 3 11 x TRAY CEILING SECTION dxavl. la CALI. TOPS V2NS2A5Y54NKSF i5N K51 63' o 61 Trans Fes ducts/grilles slzetl In r.•. y.rr R' K5: a.,pliant¢ with Ft- M1602.4 Bola — Return Alr. except,,,, 1-8. Bulkier n, st provide unrestricted 1 Inch cu Lunderton doors to habl=, y ui. an. foons.a. arse a O 7' kltchen vent to wakl cap V1MSx 65, Y' GC, VE,Fy MASCIIRY O-DIW4 FOR ALL UNDC[5, WOPL 51g5 NO WALLATICN MAT VARY PER AVFAcn.' RE MRA D 5K FiaATOS. REFER Tc FLXR FLANS FOR 5ITIE OF MM 1bED($V 015-51. CA501)L CK OR Fl U c......... .... I , 8$ O N GATHERING ROOM { DINING i _p,1 aCHMNI ,mrz / aiYd.•sr lO LANK[ zsravr wwuc reps¢ I r- ras IIi 14xB1 d¢ uwtT 150 n`. ~ r. % t2x12 sw Id''' \ , d i ilt 2CAR GARAGE 45 wrAnr 4 tw• ixcu i— _ I / 1 1 e _i Rr wr. I 240 lOx6Iwcc8' z ll II r Oi yA ]8' x12' 1 `V j p$I I 2t,_ f U P. ARCHWAY ; r— r Q, A/C A/C 1 FAU FAD L___J 42X42 A/ C SL BY BLDR MIN 2' FROM WALL S AiR NOTES L Tom— A.ar6er e,,.a Ad"a s'R."uae rE N en ra„.x.lrrv. su iern+rz u.mrcmnoan n' w 'n voc,o awrxU of plmYa fEn Al rzl r IQ II m '.rrs"wr, ano sn, vNlnoa.,m• mq.b a, w e YUmuroecs lamrx 16x16 r 10 a 16. 16 rag & Bx l 5 OWNER' SaSUITE 5 12x12 ]wcd 9• 2.0 TON W/ 5KW @240V IPi9 a a.tx 18.10 Aplen platFarn by bid' aUI Scale 0' to wall cap w/ fan Nutone 696 6' 0x( 45 Y eeaR it 8W trAx 2 • I 3yi 4 tx4Giel f l'x al ` a 3 _ rot I y 2 6a eu awu I ti U. tl1a0 p K) KU1 rN HNF a I IC I ax6 d BATH O ep.mwe lO nre ur. Dx lx I cp I .rxxlXRxpn L av nw 10x6 I ,on m , Dg r.O Ma re (wyir re r+ur. 3- bath duct to wall cap w/fan code. All duct has an r=6 insulation value. O x anm.xd FS x_ dmer+ec®anvr,F rumcrvsen U O Q _ dlraexW. io rt wsmae l U 0.xGHArE,® r raaelf J.a: eo onlni U ' E O err.al im O DIDTtl WI®.M.F¢M F6Viffbx U C s rt euuwu nrm nrr an .wrrmrpwaF uaa po • rveenau,uer.ne O s c6 SL L avxaws x tux ^ s arorh raw<mimn uaeelarm STRUCTURAL NOTES eul s w wnx uoroeoewrroe4 weo® n S r- lLl N m Q QQ Q Z O N D D DOf D CD ti C? T W ED o 0 — O Y Q Oj o O \ R -Value Z O } CD LL) .. . , > Z EW7-1' F!-- O ZOLU5O5QCr J s O N cn O Ox w 1m3m w 3M w dmJm w o®I .e wnm mm Z a $ wow lames lames 4 ,44 3' bath duct cniao'rMmTivval S 3 W. W$4 lM54 mMw W t0 roof Cap .x.A:.ss, m s nse o y«n. re.e.a w.<u4i n a. .n+m us are GL.VAT 2'1lf'„q.Nw - 0w =¢oow - ;i/fan qms bmcarosaaimee ail tone 696RN "1' - W 119e" ---- b..,,. o * 10M 61ZE5 4`D IN MAY v Fe , -------- STRUCTURAL CFUTIQS. 80 g qyl Oq yNLy l e Wks%;'na nl:x REiER to FLOM-LA45 Foq WLE 6WOM 10.6 K'4 Y IZ 15EC(SRYi.EWG.w.LA58flftLS'if,CRFI?£DQFG) A4 / u' LU z5.25 d- L LO ' o.. BFDR 3 e4 I d o'° °4a< ( a 20 IOx6 Iwcd a 130x6 1-1 _ . N ^y D lDx4602rag11022 > \ \ \ v fir° 50 50 F- lD CD IOx6 Ircd 10x6 twctl 8 Bullder will n ed to Qgw2.1 6' 6• 8' N4 ]Ya ti 4' s`i6' - I R4. 18.18 I 8x78 pi - gry y 10x6 1we SECOND 9ITTF Iflv+ /'W 4.a 6• 10x10 rag u-oa:-e• 5 _____________ v-c —T ac x16 rog 6'10z6 Iwc EDRDOM 4 i 14xB Iwctl - - x 195 {jZ v- a a.T 4. I 4 I.ce Z tt¢¢, c Transfer ducts/grilles sized in 2.0 'TON W/JKW E240V IPM onpllance with Florida Resldentlul I Bx10 plen Bullding Code - M1602.4 Balanced W pmtforn byO 3" bath duct Return W, exceptions 1-3. Bullder bldr ust provide unrestricted I Inch O sale - 1/e =r° to roof cap under—t an doors to habitable 0 Q w/ fan °°ns. _ E Nutone 696RNB (U Q oF- `0 z cv J v) Q \ Q z o= \ I— Q —J1 ,D I Rating z o } m Lu > z z o w 3 a o 5 a Must have a minimum clearance of 4 inches around the air handler per the State Energy code. All duct has on r=6 Insulation value, ccCL J (n 0 0 s 3 GUEST SUITE TALOR MORRISON HOMES i THORNBROOKE HOUSE TYPE: ANASTASIA LOT 162 W/ OPTIONS LAUNDRY TUB PRE PLUMB i GUEST SUITE I 2ND FLOOR 3' AV 6BATH2 n i C P eG` O; o 3" WASTE LINE FROM 2ND FLOOR TERMINATING TO HE7 15T FLOOR TALOR MORRISON HOMES THORNBROOKE HOUSE TYPE: ANASTASIA LOT 162 W/ OPTIONS LAUNDRY TUB PRE PLUMB GUEST SUITE 1ST FLOOR r ttr MASTER BATH its AAv ,, V, y KITCHEN '. 8'tNA9it STACK rRoM ZNd F(uoil TGRNIINA'nNfl TO Mr. 9STfto ytt,, WPM w, LAUNDRY Ll POWDER TUB BATH DESCRIPTION AS FURNISHED: Lot 162, THORN BROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. CORD COPY PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. 30' UNNAMED PLATTED ROAD B.B.) S 00012'21 " E go 40.00' c'o gyp. 10' LANDSCAPE, WALL FENCE ESMT 0. 5.14' 1 aL _ _ _ _ 19.— LOT 162 ZO NI N4<• i'JE._I 5.14' ---> A 3.0'x3.0' C(2-TYP.) S.00' S.00' Ok to construct single family homE157' 143' COVERED PATIO with setbacks and impervious area 14.3, 5.00' shown on plan. 54.9) h PROPOSED RESIDENCE W MODEL: ANASTASIA-A 2 CAR GARAGE RIGHT W E d, C) LOT 161 g LOT 163 ti m ~ W ENTRY 5.00' S.0' S 0 o 5.00' — 8.7 0 m 3 21.3, 16' 5.00' DRIVE 25.20 5.20' 10' UTIL. ESMT. 9 32.91_ 55'' CONC. WALK DRAIN INLET AS SCALED FROM DRAINAGE PLANS L__S 000I0'44" E 40.00' RED ROSE LANE 50' WIDE R/W LUI 4,784 5'Q.F 1. LIVING 1,467 SQ.F'T'. GARAGE 455 SQ. FT. ENTRY 71 SQ.FT. LANAI 139 SQ.FT. BREEZEWAY - N/A SQ.FT. DRIVEWAY 403 SQ.FT. A/C PAD 18 SQ.FT. WALKWAY 68 SQ.FT. IMPERVIOUS= 54.6 2,621 SQ.FT. SOD 9 1 R.T SO -FT. Q pQ R/W = 440 SQ.FT. Q PROPOSED = FINISHED SPOT GRADE ELEVATION APRON = 114 SQ.Fr. PER DRAINAGE PLANS BUILDING SETBACKS: PLOT PLAN ONLY* '. SIDEWALK = 200 SQ.FT. V~'= PROPOSED DRAINAGE FLOW FRONT 25' NOT A SURVEY) SOD = 126 SO. FT, LOT GRADING TYPE A + REAR = 15' PROPOSED INFORMATION SHOWN L AREA = 5,224 SQ.FT. PROPOSED F.F. PER PLANS = 23.9' . SIDE = 5.0' BASED ON SUPPLIED PLAN DRIVEWAY = 517 SQ.F'l'. SIDE CORNER = 10' AND/OR INSTRUCTIONS PER SIDEWALK = 268 SQ.FT. PROPOSED GRADE PER CONSTRUCTION PLAN CLIENT(NOT FIELD VERIFIED) SOD = 2,269 SQ.FT. CRU,SFjVffT`.rER -SCOTT ASSOC,, INC. - LAND SURVEYORS_ LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P = PLAT P.01- • POINT ON LINE NOTES. F = FIELD TYP. • TYPICAL IP. = IRON PIPE PR.C. = POINT OF REVERSE CURVATURE I. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF LR. - Ih'ON ROD P•C.C, • POINT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-f7 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECBON 472.027. FLORIDA STATUES C.M. CONCRETE MONUMENT RAD• =RADIAL 2. UNLESS EMBOSSED TH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL. THIS SURVEY MAP OR COPIES ARE NOT VALID. WA. f.:T LR. • 1/2' IR. /BLB 4596 NNON -RADIAL 3. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS REC. RECOVERED WA = WITNESS POINT OB P... .POINT OF BEGINNING CALL = CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. P. CLC. n POINT OF COHHENCEMENT PRll • PERMANENT REFERCNCC MONUMENT 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. ... CENTERLINE FF. = FINISHED FLOOR ELEVATION S. THIS SURVEY 1S PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTRY NND . NAIL i DISK D.S.L, BUILDING SETBACK LINE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. RiW RIGHT-tlF-WAY D.N. • BENCHMARK B. B. BASE BEARING 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS WE BEARING (B.B.) ESHT. = EASENT DRAIN, DRAWEMAGE B. ELEVAMNS,, IF SHOWN" ARE BASED ON NATIONAL GEODETIC DATUM OF 1929, UNLESS OTHERWISE NOTED. U1 it.. - UTILITY 9. CEIMFICnTE OF AUTHORIZATION No. 4598. CL• FC. -CHAIN LINK FENCE WD. FC. WOOD FENCE C/' D CONCRETE BLOCK SCALE F 1' < 20-4 DRAWN BY. "* — P. C. • POINT OF CURVATURE P. T. POINT OF TANGENCY CERTIFIF_D BY., DATE ORDER No. DESC. - DESCRIPTION R • RADILENGTH PLOT PLAN 11-15-17 5039-17 D DELTA C CHORD C. H. CHORD BEARING NORTH THIS BUILDING/PROPERTY DOES. NOT LIE WITHIN - ----- r -- T' HE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'TERM' TO GRUSENM ER, R.LS. 4714 ZONE X. MAP IY 12117C 0055 F. JAMES W. SC07T, R:LS )jr 4801 STATE CERT .LIC EC13003715 ELECTRICAL SERVICES, INC. HOLDER: JOSEPH STRADA 3400 St Johns Pkwy NEC 2011/FBC 107 SANFORD,FL se M A UAN877-906-1113 ELECTRIC • SECURITY ELECTRICAL LOAD CALCULATIONS UPDATED 5-8-2012 MODEL: ANASTASIA BUILDER TAYLOR MORRISON SUBDIVISON VOLT/AMPS LARGEST LOAD: HEAT PUMPS W/SUPPLEMENTAL HEAT 15572 Includes Heat Pump and Heat Strips on together @100 % . Square feet living areal 25851 3 volt/am s Small Appliance Circuits 3 Laundry Circuit 1 Dishwasher 1 Water Heater 1 Range 1 Oven Cooklop Microwave 1 Dryer 1 Disposal 1 Pool TOTAL OTHER LOAD FIRST10KVA@100% 10,000 REMAINDER @ 40 % 9742 LARGEST LOAD 15572 TOTAL LOAD 35 3 44 V.A./ SIZE RECOMMENDED 200 SERVICE SIZE: 240VOLTS= 1 147 MINIMUM PER 150 NEC 7755 4500 1500 1500 4500 8000 0 0 1100 5000 500 0 34355 2 2.5 3 3.5 41 51 4032 5040 5280 6168 1 6888 1 8160 10000 10000 10000 8000 8000 10000 6500 0 6500 0 6500 0 5200 0 5200 0 6500 0 10 KW SETUP 0 TON QTY KW 1.5 2990 5000 3250 0 2 1 4032 5000 3250 7282 2.5 1 5040 5000 3250 8290 3 5280 5000 3250 0 3.5 6168 5000 3250 0 4 6888 5000 3250 0 5 5 KW SETUP 8160 5000 3250 0 15572 POQLYFREWIRES %"' `. QTY AMPS'', k 30 11240 -- 0, 60 _ 240 •0 Note: This Load Calc is base on the information provided by the builder. The recommended service size will be installed leaving sufficient usage for future homeowner. V f A r1 10 02 01 ILD Lumber design values'are in `accordance with ANSI/TPI 1 section 6.3 These truss designs rely on -lumber values established by others. MiTek RECOKu copy RE: TBO162 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Taylor Morrison Project Name: TB0162 Model: Anastasia Lot/Block: 162 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: FBC2014lTP12007 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 47 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. I Seal# Truss Name Date 1 T12624879 1 C 1 A 11/30/17 18 IT12624896IF08A 1 11/30/171 12 T12624880 I C3A 111/30/17 119 I T12624897 I F09A 111/30/17 13 I T12624881 I C5A 1 11/30/17 120 I T12624898 I F10 1 11/30/17 I 14 I T12624882 I CJ1 111/30/17 121 I T12624899 I F11 11/30/17 I 15 1 T12624883 1 CJ3 111/30/17 122 I T12624900 I F12 1 11/30/17 I 16 I T12624884 I CJ5 111/30/17 123 I T12624901 I F13 1 11/30/17I 17 I T12624885 1 E7A 1 11/30/17 124 J T12624902 I F14 1 11/30/171 18 I T12624886 I EJ2 1 11/30/17 125 I T12624903 I F15 111/30/17J 19 IT12624887I EJ7 1 11/30/17 126 IT12624904I F16 1 11/30/17I 110 IT126248881 F01 1 11/30/17 127 1 T1 2624905 1 FG1 1 11/30/171 Ill IT12624889I F02 1 11/30/17 128 1T126249061 H7A 11/30/17 112 IT12624890I F02A 1 11/30/17 129 1T12624907 I HJ2 11/30/17 j 113 I T12624891 I F03 11/30/17 130 I T12624908 I HJ7 11/30/17 I 114 I T12624892 I F04 1 11/30/17 131 I T12624909 I T03 1 11/30/17 1 115 I T12624893 I F05 111/30/17 132 I T12624910 I T04 1 11/30/17I 116 I T12624894 I F06 111/30/17 133 I T12624911 I T05 11/30/17 I 117 I T12624895 I F07 111/30/17 134 I T12624912 I T06 1 11/30/17 I The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with 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. 00\LDIivG SANFORD 1 7 - 3 6 4 9 JeR P. •,,P C E ni ' , ti G 0 No 2 • it = 0 ATE OF .' 4U i 4 O R 1 O N, e, ,,ON A ` % MllWafter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 30,2017 Finn, Walter 1 of 2 RE: TB0162 - Site Information: Customer Info: Taylor Morrison Project Name: TB0162 Model: Anastasia Lot/Block: 162 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. Seal#I Truss Name I Date 135 IT12624913IT07 1 11 /30/17 1 136 I T12624914 I T12A 1 11 /30/17 1 137 I T12624915 I T13 1 11 /30/17 138 I T12624916 I T14 1 11/30/17 1 139 I T12624917 I T15 1 11/30/17 1 140 I T12624918 I T16 1 11 /30/17 141 I T12624919 I T17 1 11 /30/17 1 142 I T12624920 I T18 11/30/17 143 1 T12624921 I V01 11 /30/17 144 1 T12624922 1 V02 11 /30/17 1 145 I T12624923 1 V03 1 11 /30/17 1 146 1 T12624924 1 VO4 1 11 /30/17 1 147 1 T12624925 1 V05 1 11 /30/17 1 2of2 Job J Truss Truss Type Qt Job T12624879 TBO162 ClA Jack -Open 1ence optional) Builders FirstSource, Tampa, Plant City, Florida 33566 ADEQUATE SUPPORT REQUIRED. 2x4 = 1-0-0 1-0-0 l.540 5 Aug is 2017 Mi eK lrOd.slna5. 4- Th. No30 15:45:57 M i rage i ID: 0837CakNCJU5ySDiQmCDdnydl1 m-JloV6K8cDY2JMSMUF?xjp8c3zPf4jW11 DFphxGyDyxu Scale = 1:7.1 LOADING ( psf) SPAC!NG- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) -0.00 1 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 1 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix) Weight: 3 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 1=44/Mechanical, 2=34/Mechanical, 3=10/Mechanical Max Horz 1=22(LC 12) Max Upliftl= 5(LC 12), 2= 23(LC 12) Max Grav 1=44(LC 1), 2=34(LC 1), 3=20(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- ( 7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek5+ connectors. This design Is based only upon p arannelers shown, and Is for an Indlvldual building component, not a truss system. Before use, the lxjilding designer must verify the applicability of design pxlrarnelers and properly incorporate This design Into The overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see.ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Mil Truss Truss Type Qty Ply 71z62aeeo T60162 C3A Jack -Open 1 Job ference o tional 20 7 k I d t Inc Thu Nov 30 15'45:57 2011 Page 1 Builders FirsiSource, Tampa, Plant City, Florida 33566 3-0-0 ADEQUATE 2x4 SUPPORT REQUIRED. 7,640 s Aug 16 1 i e n us nes, I D:0837CakNCJ U 5ySDiQmCDdnyd 11 m-J IoV6K8cDY2J MSMU F?xjp8cOFPemj W I1 D FphxGyDyxu Scale = 1:12.3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 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 W B 0.00 Horz(TL) -0.00 2 n/a rVa BCDL 10.0 Code FBC2014fT P12007 Matrix) Weight: 10 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) 1=129/Mechanical, 2=1 01 /Mechanical, 3=29/Mechanical Max Horz 1=63(LC 12) Max Upliftl =-1 7(LC 12), 2=-65(LC 12) Max Grav1=129(LC 1), 2=101(LC 1), 3=58(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek(p) connectors. This design is based only upon parameters shown, and is for an Individual Wilding component, not Betatrusssystem. Before use, the building designer must verity the applicability of ciesign parameters and properly Incogxxate this design info The overall building design. Bracing indicated Is to prevent buckling of individual taus 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 PIY T72624881 T80162 C5A Jack -Open 1 J.b eference (optional) u nlno M 54dSS 901] Pane 1 Builders FirstSource, Tampa, Plant City, Florida L3bbb 5-0-0 5-0-0 ADEQUATE 2x4 = SUPPORT REQUIRED. 9 ,., ............. ............__1 ..._. ..._.._. __ I D:0837CakN CJ U5ySDiQmC Ddnyd 11 m-JloV6K8cDY2J MSMU F?xjp8cwv Pbdj W 11 DFphxGyDyxu Scale = 1:17.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.03 1-3 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.08 1-3 >691 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014ffP12007 Matrix) Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=219/Mechanical, 2=171/Mechanical, 3=49/Mechanical Max Horz 1=106(LC 12) Max Upliftl =-31 (LC 12), 2=109(LC 12) Max Grav1=219(LC 1), 2=171(LC 1), 3=98(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-0-12 to 3-0-12, Interior(1) 3-0-12 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 2=109. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 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 4 a MISS system. Before use, the building designer must verify the alhlicahility of design parameters and properly incorporate tills 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 will) 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 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 e * City Ply T12624882 T60162 CJ1 Jack -Open 17 1 FJbLte1,l1c, o tional Builders FirslSource, Tampa, Plant City, Florida 33566 r r,uy 16 cv, r ' ,,, -•. , ID:0837CakNCJU5ySDiQmCDdnydl1m-nxMtKg8E_sAAzcxgojSyLLBDYp?JSz?ASvZFTiyDyxt 1_0_0 1-0-0 1-0-0 1-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 2 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 2 999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-5/Mechanical, 2=154/0-3-8, 4=10/Mechanical Max Horz 2=38(LC 12) Max Uplift3= 5(LC 13), 2=-48(LC 12) Max Grav3=13(LC 8), 2=154(LC 1), 4=19(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. cp o Scale = 1:7.1 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. _ s Design valid for use only with MiTek0 connectors. This design is based only upon paramelers shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and pxoperly incorporate this design into the overall qbuildingdesign. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOWI O W 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 Musses 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 " Ply T12624883 T60162 CJ3 Jack -Open Qty 13 i Job Reference (optional) o- e 1 Builders FirsiSource, Tampa, Plant City, Florida 33566 7.640 , Aug 16 201 u .UV ..., „ , ..9. ID:0837CakNCJU5ySDiQmCDdnydi 1 m-nxMtKg8E_sAAzcxgojSyLL8Chp_HSz?ASvZFTiyDyxt 1-0-0 3-0-0 Scale = 1:12.3 2x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/def! Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC OA 5 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 FBC2014ITP12007 Matrix) Weight: 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=67/Mechanical, 2=234/0-8-0, 4=26/Mechanical Max Horz2=79(LC 12) Max Uplift3=-52(LC 12), 2=-56(LC 12) Max Grav3=67(LC 1), 2=234(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; 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 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE, rg Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building cornponenI, not E3 a in.rss sysiem. Before use, the building designer must verify The applicability of design p aiarneters and properly incorporate this design into the overall G building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeko 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 Plale Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r Qty Ply T12624884 T80162 CJ5 Jack -Open 13 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:45:59 2017 Page 1 I D:0837CakNCJ U 5ySDiQmCDdnyd 11 m-F7v FX?9siAl 1 bIVsMQzBuZhG3CGG BQEKgZlo?8yDyxs 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 CSI. 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 WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 18 lb FT = 20% LUMBER- 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/Mechanical, 2=305/0-3-8, 4=48/Mechanical Max Horz 2=121(LC 12) Max Uplift3= 104(LC 12), 2=-62(LC 12) Max Grav3=158(LC 1), 2=305(LC 1), 4=96(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; 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 & 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 except Qt=lb) 3=104. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." , WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE 11,111-7473 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 truss system. Before use, the building designer must verity file applicability of design parameters and pi opeiiy incogwiaie this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional lernporary 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/TPn Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Piale Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty J.b T12624885 TBO162 E7A Jack -Open 6 optional) Builders FirslSource, Tampa, Plant City, Florida 33566 2 ADEQUATE3x6 SUPPORT REQUIRED. 7-0-0 7-0-0 7-0-0 nuy 16 2017 mi i en m —1 ,— ,,,, 6 ags , ID:0837CakNCJU5ySDiQmCDdnydl l m-F7vFX?9sIAl l bIVsMQzBuZhBKCBMBQEKgZlo?ByDyxs Scale = 1:22.2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.14 1-3 >591 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.34 1-3 >246 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10-0 Code FBC2014ITP12007 Matrix) Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=309/Mechanical, 2=217/Mechanical, 3=92/Mechanical Max Horz 1=148(LC 12) Max Upliftl=-44(LC 12), 2= 129(LC 12) Max Grav1=309(LC 1), 2=217(LC 1), 3=135(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; 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 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) 1 except Qt=lb) 2=129. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- 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 vtllh MITekC 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 al-,fAicability of design parameters and properly incoq xate this design into the overall building design. Bracing Indicated is to prevent txtckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrk-atlon, storage, delivery, erection and bracing of trusses and tntss systerns, 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 j Truss Truss Type Qty Ply T12624886 TBO162 EJ2 Jack -Open 8 1 Job Reference o (optional) Builders FirslSource. Tampa, an Ctly, Florida 33566 L6au s Aug t ti z01 r nni i eK maustnes, me nu rvov 3V u:vo:V V <u / raye ID:0837CakNCJU5ySDiQmCDdnydl l ni-jJTdILAUWTQtDv43w8UQRmEY2cgNwtUTvD2LYayDyxr 1-0-0 1-10-8 1-0-0 1-10-8 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(ILL) 0.00 2 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(TL) 0.00 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=44/Mechanical, 2=175/0-3-8, 4=18/Mechanical Max Horz 2=56(LC 12) Max Uplift3=-33(LC 12), 2=-46(LC 12) Max Grav3=44(LC 1), 2=175(LC 1), 4=37(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.4 PLATES GRIP MT20 244/190 Weight: 8 lb FT = 20°! BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vu1t=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This mantlfactUred product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M7f-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. fhls design is based only upon Ixararneters shown, and is for an individual building component, not a truss system. Before use, file building designer must verify The cipplicabllily of design p aiaiieteis and properly incorporate this design info the overall building design. Bracing indicated is to prevent truckling of individual truss web and/or chord members only. Additional temporary and f.,ermanent 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 1J.b T12624887 TBO162 EJ7 Jack -Open 19eference optional) Builders FirstSource. Tampa, Plant City, Florida 33566 1-0-0 3x6 = uss H g I o— I/ IVII I— IIIuu—,ee, Ilw. I I Iu I— — 1 v.vv.vv cv i t r ayc , ID:0837CakNCJU5ySDiQmCDdnydi tm-jJTdILAUWTQtDv43w8UQRmEOjcYdwtUTvD2LYayDyxr 7-0-0 7-0-0 Scale = 1:22.2 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) 0.11 2-4 >698 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Veri(TL) -0.27 2-4 >290 180 BCLL 0.0 * Rep Stress Incr YES WB 0,00 Horz(TL) -0.00 3 n/a n/a - BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=204/Mechanical, 2=400/0-8-0, 4=84/Mechanical Max Horz2=163(LC 12) Max Uplift3=-125(LC 12), 2=-76(LC 12) Max Grav3=204(LC 1), 2=400(LC 1), 4=128(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -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 except Qt=1b) 3=125. 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." Al WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. 0 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 tmss systo-n. Before use, the building designer must verify the applicabilify of design 1arameters and properly incorporate this design into the overall pqbuildingdesign. Bracing indicated is to prevent huckling 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 darnage. For general guidance regarding the fabdcatlon, storage, delivery, erection and bracing of trusses and truss systems, secANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate InStltUte, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624688 T80162 F01 Floor 1 1 Job Reference (optional) owrueia r-nmo w aluP., riaiu..uy........ - 0-1-8 H 1-4-0 1.5x3 1.5x3 = 3x4 = 1 2 26 ID:0837CakNCJU5ySDiQmCDdnydi tm-BW IOyhB6HnYkg3fFUrOfz_mVzOyefgddStnv4lyDyxq 3x4 = 3x6 FP— 3x4 = 1.5x3 II 1.5x3 11 5x6 = 3x4 = 3 4 5 6 7 8 9 3q' 8 Scale = 1:33.4 3x4 = 5x6 I 10 1112 13 1.5x3 = 3x6 FP= 5x6 II 3x6 FP= 6x8 = g-g-p 18-5-4. 18 8-12 g.8..0 8-9-4 03- Plate Offsets (X Y)-- 13:0-3-0 Edge] (25:0-1-8 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) -0.02 16 >999 360 MT20 2441190 TCDL 10,0 Lumber DOL 1.00 BC 0.29 Vert(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 FBC2014/TP12007 Matrix) Weight: 133lb FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 11-13: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. All bearings 9-4-0 except (jt=length) 13=0-3-0. lb) - Max Grav All reactions 250 lb or less at joint(s) except 25=407(LC 3), 13=1326(LC 4), 24=880(LC 3), 23=756(LC 3), 21=905(LC 1), 20=1916(LC 1), 20=1916(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=0/363, 4-5=0/363, 5-6=0/973, 6-7=0/973, 7-8=0/973, 8-9=-875/0, 9-10=-1717/0, 10-11— 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=0/1711, 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=011332, 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 strong backs, 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 particularbuilding is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 14-25=- 10, 1-13=- 320 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekOO connectors. This design is based only upon parameters shown, and is for an Individual building cornrxment, not o trrrss system. &=tore use, tha building cieskgn<=r nxrsi verify the a{hliaability of design i>vrometers and properly incogxxaTe this design into the averall 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 fabrrcatlon, 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 frorn Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type Qty PlyT12624869rBJoO162b_'__ F02 FLOOR 1 1 Job Reference o tional rsunaers rirsraource, i ampa, riam airy, rivuoa ua oo 0-1-8 H I 1-4-0 1.5x3 II 1.5x3 = 1.5x3 = 1 2 3 4 23 22 I D:0837CakNCJ U 5ySDiQmCDdnyd 11 m-fibOg 1 CI25gbS D ERt ZXu W BJ hdQ8 FOjSm NXXScTyDyxp 1-9-4 1.5x3 II 5 6 3'1 Scale = 1:33.3 3x6 I I 3x6 11 24 7 25 8 9 10 11 1.5x3 11 3x6 = 1.5x3 II 11-8-0 14-10-0 17-2-10 18-5-4 18-8-i12 11-8-0 3-2-0 2-4-10 1-2-10 0-3- Plate Offsets (X Y)-- 6:0-1-8 Edgej (18:0-1-8 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 0.92 Vert(LL) -0.18 18-19 >756 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(TL) -0.28 18-19 >483 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.03 13 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 104 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-7-4 except 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- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. e Design valid for use only with MiTWOO 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 pora peters and prop ily incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional ternporaiy 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 fabticatlon, storage, delivery, erection and bracing of trusses and truss systems, sec-ANSI/TPI1 Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624890 TBO162 F02A Floor 1 1 Job Reference (optional) aunoers rirsroource, arnpa, i. iiy, riuiiva o,s oo 0-1-8 H I 1-4-0 1.5x3 1.5x3 = 1.5x3 = 1 2 3 4 22 21 I D:0837CakNCJ U5ySDiQmCDdnydl l m-fib091 CI25gbSDER1 ZXuW BJhlQ8LOjOmNXXScTyDyxp 1-9-4 1.5x3 II 5 6 3qa Scale = 1:33.3 3x6 I I 3x6 I 23 7 24 8 9 10 11 1.5x3 11 3x6 = 1.5x3 11 11-11-12 14-7-0 18-5-4 14-8-i12 11-11-12 2-7-4 3-10-4 d-3-b Plate Offsets (X Y)-- f6:0-1-8 Edge) [17.0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.91 Vert(LL) -0.18 17-18 >770 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(TL) -0.28 17-18 >492 240 BCLL 0.0 Rep Stress Incr YES W B 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(tlat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-4-0 except (jt=length) 11=0-3-0, 20=0-7-4. lb) - Max Gray All reactions 250 lb or less at joint(s) except 11=292(LC 11), 20=751(LC 11), 14=759(LC 11), 15=368(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1038/0, 3-4=-1590/0, 4-5=-1463/0, 5-6=-1463/0, 6-23=-956/0, 7-23=-956/0 BOT CHORD 19-20=0/633, 18-19=0/1431, 17-18=0/1671, 16-17=0/1463, 15-16=0/1463, 14-15=0/641, 13-14=0/287 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 3-1 Od (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 11,1II-7473 rev. 1010312015 BEFORE USE, e Design valid for use only with MITeke connectors. this design Is based only upon parameters shown, and is for an individual Wilding cornponenl, not o tn.r55 system. Before use, the building designer must verify the applicability of design parameters and hrolxily incogxxale ihis design into the overall building design. Bracing indicated is to prevent Lxrckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from TRISS Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33640 Job Truss peQtyPlyT12624891 T60162 F03 7Floor 8 1 Job Reference o tional owiaers r s ouw mupa, r mu any, r,v a oo.,00 0-1-8 F t 1.5x3 I1 t.Sx3 = 1.5x3 = 4x6 = 1 2 3 4 22 21 I D:0837CakNCJ U 5ySD iQmC Ddnyd 11 m-8u9mN NCN pOoS4NpebG272 PsxZq W r753vbBG08vyDyxo 1-9-4 1.5x3 I 5 6 30a 3x6 II 4x6 it 9 10 ti Scale = 1:33.3 4x6 =. 1.5x3 11 4x6 = 1.5x3 11 Plate Offsets (X Y)-- 6:0-1-8 Edge) (11 0-3-0 Edge) (17 0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) -0.18 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) -0.26 17-18 >825 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) -0.02 11 n/a n/a BCDL 5.0 Code FBC2014fFP12007 Matrix) Weight: 104 lb FT = 20%F, 11%E , LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=1000/0-3-0, 20=1000/0-7-4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1485/0, 3-4=-2436/0, 4-5=-2933/0, 5-6=-2933/0, 6-7= 2732/0, 7-8= 2039/0, 8-9=-840/0, 9-10=-832/0, 10-11=-840/0 BOT CHORD 19-20=0/859, 18-19; 0/2084, 17-18=0/2771, 16-17=0/2933, 15-16=0/2933, 14-15=0/2511, 13-14=0/1544 WEBS 11 -1 3=0/1 234, 2-20=-1280/0, 2-19=0/956, 3-19=-915/0, 3-18=0/539, 4-18=-511/0, 4-17=-85/519, 8-13= 1048/0, 8-14=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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1I7-7473 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 component, not a huss system. Before use, the building designer rtnust verify the applical:Ality of design pares neteis and properly tncogx)":tie ibis 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 MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fatricatkm, storage, delivery, erection and tracing 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 T12624892 T60162 F04 Floor Girder i 1 Job Reference (optional) D-uers rusiooui anryu, ream -Y, i . o0 0-1-8 H 1 0 ID:0837CakNCJU5ySDiQmCDdnydl tm-c5j8ajD?aiwJiXOggzZMbcOOVDposUP3grOZhMyDyxn 1-9-4 3 8 I 1.5x3 II 1.5x3 = 1.5x3 = 4x6 = 1.5x3 4x6 3x6 5x6 1 2 3 4 5 6 7 8 24 9 10 11 23 22 Scale = 1:33.3 4x6 = 3x8 MT20HS FP = 1.5x3 5x8 = 1.5x3 II 1.5x3 SP= Plate Offsets (X Y)-- 6:0-1-8 Edge], [11 0-3-0 Edge) [17.0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) 0.22 15-16 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Vert(TL) 0.34 15-16 645 240 BCLL 0.0 Rep Stress Incr NO W B 0.84 Horz(TL) 0.02 11 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) *Except* 12-18: 2x4 SP M 31(flat) BOT CHORD WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 11=1377/0-3-8, 21=1093/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1651/0, 3-4=-2753/0, 4-5=-3477/0, 5-6=-3477/0, 6-7_ 3421/0, 7-8=-2860/0, 8-24— 2857/0, 9-24=-2883/0, 9-10=-1197/0, 10-11=-1197/0 BOT CHORD 20-21=0/944, 19-20=0/2327, 18-19=0/3181, 17-18=0/3181, 16-17=0/3477, 15-16=0/3477, 14-15=0/3295, 13-14=0/2388 WEBS 11-13=0/1758, 2-21= 1406/0, 2-20=0/1082, 3-20=-1033/0, 3-19=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 4-2-0 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 108 lb FT = 20%F, 11%E 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 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) CAUTION, Do not erect truss backwards. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 549 lb down at 14-9-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) 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 MI1-7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the aplAcobility of design parameters and properly lncoq:wrate this design into the overal building design. Bracing Indicated is to prevent tackling of individual truss web and/or chord members only. Additional temporary and permanent ill.ing M!Tek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcailon, storage, delivery, erection and bracing of trusses 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 T12624893 TBO162 P05 Floor t 1 Job Reference o tional aura rirs—w—, .a tpa, -y, 0-1-8 H 1 1 3x4 = 2 ID:0837CakNCJU5y.SDiQmCDdnydl tm-c5j8ajD?aiwJiXOg9zZMbcO2rDsOsaM3grOZhMyDyxn i 1-11-0 Q[4r— 1— Scale = 1:26.3 3x4 = 3x4 = 1.5x3 11 1.5x3 11 4x6 = 3x6 4x6 3 4 5 6 7 8 9 10 3x4 = 3x4 = 3x4 = 3x4 = 4x6 = 4x6 = 1.5x3 11 Plate Offsets (X Y) 10:0-3-0 Edge] [13:0-1-8 Edge] [14 0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 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 LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 8-10: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP No.i (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 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. s qg Design valid for use only with MiTek(6) connectors. This design Is based only upon p aramefers shown, and is for an individual building component not E' a truss system. Before use, the building designer must verity the ar-4Aicability of design Larameters and pi"opel ly Incorporate this design into the overall only. Additional tern aid permanent bracing MiTek` building design. Bracing indicated is to prevent txtckling of individual truss web and/or ctlord members fwrary 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 systei ns, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlaleInstitute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314, Job Truss Truss Type Qty Ply T12624894T'_ TBO162 FO6 Floor 1 Reference o floral ouuve a I —,au." , a 'P., -.,. y, riw _o 0-1-8 H f 14-0 — 1.50 II 1.5x3 = 1.5x3 = 1 2 17 16 3 I D:0837CakNCJ lJ5yS DiQmCDdnyd 11 m-4H H W o3EdK02AJgzOjh4b8gxB4d E2b3MC3U 16DoyDyxm 1.5x3 II 4 5 0}1S Sba'le = 1:25.7 1.5x3 1.5x3 = 7 8 18 0ro 1.5x3 11 3x6 = 14-10-12 14-10-12 Plate Offsets (X Y)-- (6:0-1-8 Edge], 112:0-1-8 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) -0.23 12-13 >749 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.35 12-13 >505 240 BCLL 0.0 Rep Stress Incr YES W B 0.34 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 82 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 9=796/0-7-4, 15=802/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1128/0, 3-4-1770/0, 4-5=-1740/0, 5-6=-1740/0, 6-7=-1154/0 BOT CHORD 14-15=0/679, 13-14=0/1567, 12-13=0/1891, 11-12=0/1740, 10-11=0/1740, 9-10=0/682 WEBS 2-15=-1011/0, 2-14=0/687, 3-14=-671/0, 3-13=0/310, 4-12=-343/153, 7-9=-989/0, 7-10=0/722, 6-10=-872/0, 6-11=0/322 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 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. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon porattefers shown, and is for on Individual building component not - a truss system. Before use, the building designer nxrsl verify the apIAical:Aity of design Ixirarneters ai id Ixoperly incorporate. this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional 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. Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624895 TBO162 F07 Floor Girder 1 1 Job Refere(optjon al) Dmiaers rirsroowce, i aiupd, ridm ".uy, ..... oowo - - - - - - -- - - ID:0837CakNCJU5ySDiQmCDdnyd1l m-4HHWo3EdK02AJgzOjh4b8gxMudlnb64C3U16DoyDyxm 1-4-0 3x4i i 1 3x4 II 2 3 3x4 = 4 3x4 Scale = 1:10.0 3x6 = 3x6 = 3-7-15 Plate Offsets (XY) f1'Edge 0-1-81 12:0-1-8 Edge1 13:0-1-8 Eogej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) 0.01 7-8 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.40 Vert(TL) 0.02 7-8 999 240 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 27 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP N0.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) BOT CHORDWEBS2x4SPNo.3(flat) REACTIONS. (lb/size) 8=569/Mechanical, 5=494/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-539/0 BOT CHORD 7-8=0/539, 6-7=0/539, 5-6=0/539 WEBS 2-8=-708/0, 3-5=-708/0 Structural wood sheathing directly applied or 3-7-15 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 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. 1010312015 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 Wilding component, not a truss system. Before use,. file building designer must verify the applicability of design parameters and prol:,edy incog oInIp this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, dellvery, erection and bracing of trusses and truss systems. seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job TrsTruss Truss Type Qty Ply I TB0762 GABLE 1 1Job Refere::j:T126248 6 6UIIU rIISIJUUI all lva, riaii, — Ly, riU,iUa .wvv 0-H 8 I D:0837CakNCJ U 5ySDiQmCDdnyd 11 m-YTrv?P FF5J At xgYCGObgg 1 Uall j8KbTM 18VglEyDyxl 0-H8 Scale = 1:49.1 3x4 = 3x6 FP = 3x4 = 1 2 3 4 5 6 7 8 9 10 11 1213 14 15 16 17 18 19 20 21 22 23 24 25 r c64 51 J - 53 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 3x6 FP = 3x4 = 2-8-0 4-0-0 5-4.0 6-8-0 8-0-0 1 s 1-4-011-4-0 1-4-0 1-4-0 i-4-0 1 X,Y)-- (8:0-1-8,Edgel, 118:0-1-8,Edgel, 1-4-0 13-4-0 , 14-8-0 1-4-0 21-4-0 , 22-8-0 1-4-0 29-10-8 29-4-0 , LOADING (psf) SPACING- 2-0-0 CSI. OEFL. In loc) vaeu va rLA I w %.Mir TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 26 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 147lb 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 29-10-8. Ib) - Max Uplift All uplift 100 lb or less at joint(s) 26 Max Grav All reactions 250 lb or less at joint(s) 50, 26, 49, 48, 47, 46, 45, 44, 43, 42, 41, 40, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29, 28, 27 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 26. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 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. 8) CAUTION, Do not erect truss backwards. 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 MII-7473 rev. 1010312015 BEFORE USE. -. e Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and Is for an individual building component, not - a truss sysfenl. Before use, the building designer must verify file applicability of design pal arneters and properly Incorporate this design into fire overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord mernbers only. Addilional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property darnage, for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI ] 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 Qt J.b r12s2ass7rJo0162F09AFloor5Reference(opfl.,,.I) sunaers rrrsraource, iairiPa, riaii -y, rivi va o,T, 0-1-8 H 14 1-1r '-'211-1 I D:0837CakNCJ U 5yS DiOmC Ddnyd 11 m-OgOH DIFtsdl uZ_7Pg663D EOch Rtv3yJ Vwof DHgyDyxk 1-11-12 0-1{-8 SC'ale = 1:52.0 1.5x3 1.5x3 II 1.5x3 = 4x6 = 1.5x3 = 1.5x3 = 1.5x3 11 1.5x3. 11 4x6 = 3x6 FP = 1.5x3 11.5x3 = 1 3 4 5 6 7 8 9 10 11 12 13 14 15 16 3617 33 32 31 30 29 28 27 26 25 24 4x6 = 3x6 FP= 3x6 = 15-3-4 23 22 21 20 19 18 4x6 = 1.5x3 II 35 0 34 Plate Offsets (X Y)-- 13 0-1-8 Edge[ [20:0-1-8 Edge[ [28 0-1-8 Edge], [29:0-1-8 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) -0.11 19-20 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.81 Vert(TL) -0.15 19-20 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.04 18 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 163 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 6-0-0 oc bracing. REACTIONS. (lb/size) 18=637/0-7-4, 31=681/0-7-4, 24=1928/0-8-0 Max Grav18=692(LC 7), 31=734(LC 10), 24=1928(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1008/0, 3-4=-1563/0, 4-5=-1563/0, 5-6=-1563/0, 6-7=-1257/69, 7-8=-442/398, 8-9=0/1538, 9-10=0/1538, 10-11=0/1538, 11-12=-412/451, 12-13= 1162/113, 13-14- 1410/0, 14-15= 1410/0, 15-16= 941/0 BOT CHORD 30-31=0/623, 29-30=0/1370, 28-29=0/1563, 27-28=0/1515, 26-27= 208/972, 25-26= 706/0, 24-25= 706/0, 23-24= 776/0, 22-23=-267/909, 21-22=0/1410, 20-21 =0/1 410, 19-20=011269, 18-19=0/585 WEBS 2-31=- 929/0, 2-30=0/589, 3-30=-553/0, 3-29=-65/296, 8-24=-1264/0, 8-26=0/928, 7-26= 892/ 0, 7-27=0/512, 6-27= 498/0, 6-28=0/518, 5-28=-364/0, 16-18= 871/0, 16-19=0/ 544, 15 -1 9=-503/0, 11-24- 1222/0, 11-23=0/877112-23=-838/0, 12-22=0/490, 13-22=-562/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. e Design valid for use only with MilekO)connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use., the building designer must verify the ah{7licahlity of design parameters and poperty incogxrate this design into the overall building design. Bracing indicated is to prevent buckling of individual taus web and/or chord members only. Additionat temporary and 4.-rmanent bracing MiTek" is always required for stabilliy 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 systerns, 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 Truss TouoTypessJobQtyPly T12624898 TBO162 F10 4 1 Job Reference o tional aunaers rrrsraource, iairµie, riai .ny, r ir a o,oo 0-1-8 H1 I D:0837CakNCJ U 5ySDiQmCDdnyd 11 m-UsyfQ4GVdxQIA8hbOpel ISZlyrBMoPCfIS_ng7yDyxj 1 -I 01S Scale = 1:26.3 1.5x3 1.5x3 II 3 4 5 6 7 1.5x3 II 1.5x3 = 8 9 19 0ro 3x6 = r -- _.. Plate Offsets (X Y)-- 15-2-12 13:0-1-8 Edpe) [14:0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.15 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(TL) -0.22 12-13 >822 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 85 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 12-13. REACTIONS. (lb/size) 10=814/0-3-8, 16=820/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1154/0, 3-4=-1920/0, 4-5=-1920/0, 5-6=-1920/0, 6-7=-1827/0, 7-8= 1186/0 BOT CHORD 15-16=0/700, 14-15=0/1599, 13-14=0/1920, 12-13=0/1979, 11-12=0/1627, 10-11=0/723 WEBS 2-16=-1044/0, 2-15=0/693, 3-15= 681/0, 3-14=0/616, 4-14=-328/0, 8-10=-1050/0, 8-11=0/708, 7-11=-674/0, 7-12=0/305, 6-12=-264/0, 6-13=-331/255 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not 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 MA-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MFek© connectors. This design is based only upon parameters shown, and is for an individual building component, rrsnot a trs system. Before use, the building designer must Verify the applicability of design 4xiranlefers and property incoqr :xatethis 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 systerns, 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, Plexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624899 TBO162 Ft 1 Floor Girder 1 1 Job Reference o tional bunaers I- rrszaourca, T ampa, ream i y, ,or ae000 0-1-8 H1 1 18 17 1.5x3 II 1.5x3 = 1.5x3 = 3x6 = 1 2 I D:0837CakNCJ U5ySDiQmCDdnyd t t m-UsyfQ4GVdx6IA8hbOpel ISZiOrALoN t f IS_ng7yDyxj Scale = 1:26.3 1.5x3 I 3x6 = 1.5x3 11 1.5x3 11 3x4 = 3x4 = 4x6 = 1.5x3 = 3 4 5 6 7 8 9 3x4 = 3x6 = 3x4 = 3x4 = 3x4 = 4x6 = 3x6 = 15-2-12 19 0 Plate Offsets (X Y)-- j13 0-1-8 Edge], f 14:0-1-8 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 0.96 Veft(LL) -0.17 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.27 12-13 >672 240 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 85lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No. 1(flat) TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc purfins, 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=-227410, 4-5=-2274/0, 5-6=-2274/0, 6-7=-2358/0, 7-8= 1590/0 BOT CHORD 15-16=0l777, 14-15=0/1827, 13-14=0/2274, 12-13=0/2422, 11-12=0/2227, 10-11=0/935 WEBS 2-16= 1158/0, 2-15=01797, 3-15=-807/0, 3-14=01805, 4-14=-419/0, 8-10=1 35810, 8-11=0/1001, 7-11=-974/0, 6- 13=-539/0, 5-13=-20/330 NOTES- ( 7) 1) Unbalanced floor live loads have been considered for this design. 2) " Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 391 lb down at 11-3-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 10-16=-10, 1-9=-100 Concentrated Loads (lb) Vert: 7= 311(B) WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. {t Design valid for use only with MffekOO connectors. this design is based only upon parameters shown, and is for an individual building component, not - p a to iss system. Before use, the building designer must verity the applicability of design parameters and properly Incogxxate this design into the overall S building design. Bracing indicated is to prevent txrckling of individual inns web andlor chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of It and truss systems, seeANSI7TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instilute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply T12624900TJobTBO162F12Floor Qty 1 Reference (,option,, 1 1 Dwiue ri—oow , muya, I-- . Y, 0-1-8 H ii 1-4-0 7 6 1.5x3 t.5x3 = 1.5x3 = 3x4 = 1 2 I D:0837CakNCJ U 5ySDiOmCDdnyd l l m-y2 W 1 dQ H 80 EYcoIGnyX9Xlf6xwEcnXs So_6jl<MZyDyxi 0-8-0 9-4-0 1-3-0 Scale = 1:19.9 3x4 = 1.5x3 1.5x3 11 4x6 = 3x6 11 3x6 11 3 4 5 6 7 8 9 I 14 13 12 11 10 3v4 = 3x4 = 3x6 = 1.5x3 11 1 3x4 = 11-1-0 Plate Offsets (X Y)-- 112 0-1-8 Edge] f 13:0-1-8 Edge) LOADING (psf) SPACING- 2-0-0 CSh DEFL. in (loc) I/defl 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 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 n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 9=596/0-3-8, 15=596/0-7-4 PLATES GRIP MT20 2441190 Weight: 67 lb FT = 20%F, 11%E BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-774/0, 3-4=-999/0, 4-5=-999/0, 5-6=-999/0, 6-7=-483/0, 7-8=-490/0, 8-9=-483/0 BOT CHORD 14-15=0/499, 13-14=0/1005, 12-13=0/999, 11-12=0/803 WEBS 9-11 =01710, 2-15=-744/0, 2-14=0/421, 3-14=-353/0, 6-11=-477/0, 6-12=0/549, 5-12=-384/0 NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) " Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/012015 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 truss system. Before use, the building designer must verify the applicability of design pararneteS and properly incogxxate this design into the overall building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always 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•84 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 T12624901 TBO162 F13 Floor Girder 1 1 Job Reference o tional T6„ AI,."'in 1GA a no 9nn Pnno 1 Builders FirstSoures, Tampa, Plant City, Florida 33566 7.640 5, mug 1 O 2"" '°"' a" ""'"" "'" I D:0837CakNCJU5ySDiQmCDdnydl l m-y2W 1 dQHBOEYcoIGnyX9Xlf63CEigXvgo_6jKMZyDyxi 1-4-0 3x4 -6--3 1 3x4 11 2 3 3x4 = 4 3x4 11 Scale = 1:10.0 3x6 — 3x6 = 3-5-3 Plate Offsets (X Y)-- f 1 Edge 0-1-81 12 0-1-8 Edgel 13 0-1-8 Eagej LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.19 Vert(LL) 0.00 7-8 999 360 MT20 244/190 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 W B 0.13 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 26lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) BOT CHORDWEBS2x4SPNo.3(flat) REACTIONS. (lb/size) 8=437/Mechanical, 5=412/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-416/0 BOT CHORD 7-8=0/416, 6-7=0/416, 5-6=0/416 WEBS 2-8=-546/0, 3-5=-546/0 Structural wood sheathing directly applied or 3-5-3 oc purlins, except end verticals. Rigid ceiling directly applied or"10-0-0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 5-8=-10, 1-4=-100 Concentrated Loads (lb) Vert: 2=-496 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek0 connectors. This design Is based only upon p ararnoters shown, and Is for an individual building corponent, not - o truss system. Before crse. 1110 building designer must verify the applicability of design 1.)aametersand prolody incorporate 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 MiTek" Is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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. Nexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624902 TBO162 F14 Floor 5 1 Job Reference (optional) c Alin 16 2017 MiT.4 lnrl,iciri.c 1— Thi, Nnv .'If) 11, 4R-10 P017 P.n. 1 owioers niswuwca, ie ,P., ri—t_iy. oil ao,T,00.............y.___......._....._-_..__,..._. ID:0837CakNCJU5ySDiQmCDdnyd1l m-QF4PrmlmgYgTQSr_VEgmgte87eu?GLCxCmTtu?yDyxh 0-1-8 1_4_0 1-11-12 0-8-0 0 1 8 H I S e=1:19.6 5 4 1.5x3 1.5x3 1.5x3 1.5x3 = 1.5x3 1.5x3 = 1 2 3 4 5 6 7 3x6 - 16 0ro r -_- Plate Offsets (X Y)-- 11-4-12 5 0-1-8 Edge], [11 0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(ILL) -0.11 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(TL)-0.1511-12 >866 240 BCLL 0.0 Rep Stress Incr YES WB 0-24 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 65 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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) 8=603/0-3-8, 13=610/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-799/0, 3-4=-1046/0, 4-5=-1046/0, 5-6=-834/0 BOT CHORD 12-13=0/512, 11-12=0/1039, 10-11=0/1046, 9-10=0/1046, 8-9=0/503 WEBS 2-13= 763/0, 2-12=0/439, 3-12=-367/0, 6-8=-729/0, 6-9=0/506, 5-9= 536/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was. used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. _ 1® Design valid for use only with MifekrDconnectors. 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 Upl Alcability of design 1alrameters and pror eiiy incorpomie this design into the overall L building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilional lemporaiy and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Bivd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa FL 33610 Job Truss Truss Type OIY PN TBO162 F15 Floor 10 1 Job Reference o tional _T12624903 t3uiltlersrrtst5ource, lampa, ream'ry,--.-- 0-1-8 H 1140 7 6 1.5x3 11 1.5x3 = 1.5x3 = 3x4 = 1 'J y..,__......._.. ...___...__ 1 ..._. I D:0837CakNCJU5yS DiQ.mCDdnyd 11 m-QF4PrmIm9YgTQSr_vEgmgte6W eywGJgxCmTtu?yDyxh 0-8-0 p 3-8 1-3-0 Scale = 1:19.9 3x4 = 1.5x3 11 1.5x3 11 4x6 = 3x6 3x6 3 4 5 6 7 8 9 77 I 14 13 12 4x6 = it 10 qrA. = 3x6 = 1.5x3 a- 3x4 = Plate Offsets (X Y)-- f12:0-1-5 Edgel t13:0-1-8 Edgel 11-1-4 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 WB 0.34 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 9=597/0-3-8, 15=597/0-7-4 PLATES GRIP MT20 244/190 Weight: 67 lb FT = 20%F, 11 %E BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-776/0, 3-4=-1003/0, 4-5=-1003/0, 5-6=-1003/0, 6-7=-485/0, 7-8=-493/0, 8-9=-485/0 BOT CHORD 14-15=0/500, 13-14=0/1008, 12-13=0/1003, 11-12=0/805 WEBS 9-11 =01713, 2-15=-745/0, 2-14=0/422, 3-14=-355/0, 6-11=-477/0, 6-12=0/554, 5-12=-388/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi - rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (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 11,111.7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MiTek6 connectors. This design is based only ulx>n parameters showy), and is for an individual building component, not - a tnrsS sySterrl. Before use, IT ie building designer must verify the applicability of design L arcn leters and properly incorixxate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord mernbers only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible peisonal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection (Intl bracing of trusses and tmss systems, se.eANSi/TPI1 Quality Criteria, DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty T 00162 F16 Floor 1 7y' Job Reference o tional Builders FirslSo=e, Tampa, Plant City, Florida 33566 0- 1-8 H i 140 1. 5x3 1. 5x3 = 1. 5x3 = 3x4 = 7. 640 s Aug 16 2017 MiT,k i-i—iue, im i nu Nu. oU It,:46:11 ; agG 1 D: 0837Ca1kNCJ U5ySDiQmCDdnyd 11 m-v Reo26JOwspK 1 bQA3yB? N4BKv2ly?i25RQC RQSyDyxg 1- 3-4 0-8-0 0-3- Sc le='1:18.9 4x6 = 1.5x3 11 4x6 = 3x4 = a 5 3x4 = 6 7 3x4 = 4x6 = 4x6 — 4x6 — 11- 1-4 Plate Offsets (X Y)-- LOADING ( psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 5 0-1-8 Edgel 17:0-1-8 Edgel 18:Edge SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014fTP12007 0- 1-81 111:U-1-8 Edgel CSI. TC 0.57 BC 0.61 WB 0.59 Matrix) DEFL. in Vert( LL) -0.06 Vert( TL) -0.12 Horz( TL) 0.03 loc) Well Ud 10 > 999 360 10 > 547 240 8 fi/a n/a PLATES GRIP MT20 244/190 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=0/738, 11-12=0/1864, 10-11=0/2457, 9-10=0/2457, 8-9=0/1578 WEBS 2-13=-1099/0, 2-12=-629/108, 3-12=-2093/0, 3-11=0/1231, 4-11=-723/0, 5-9=-588/0, 5- 10=-267/0, 6-8=-2296/0, 6-9=0/960 NOTES- ( 8) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift 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 (plf) Vert: 8-13=-10, 1-7=-450 2) Dead: Lumberincrease=1.00, Platelncrease=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-7= 450 3) 1 st Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-4=-450, 4-7=-188 ontlnuea on Eae z WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101031201 S BEFORE USE. e Design valid for use only with MiTekS connectors. lhls design is based only upon parameters shown, and is for an individual building component, not - a inrss system. Before use, the building designer must verify the alApiicabilily of design pxtrameteis and p ioperiy 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 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 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 T12624904 T60162 F16 Floor i 1 Job Reference o tional nln., n 14dR'11 9M Pano 9 Builders First3ource, I ampa, Flam city, rlonaa xs000 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) 4th chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-7=-450 ID:0837CakNCJ U5ySDiQmCDdnyd 11 m-v Reo26JOwspK1 bQA3yB?N4BKv2ly?i25RQCRQSyDyxg WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312016 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 tuns system. Before use, the building designer must verify fiw applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent lwckling 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 t Quality Criteria, DSB-84 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 T12624905 T 00162 FG1 Flat Girder 1 2 Job Reference o tional rsmiaers rirstaource, i ampa, ram any, norwa o,uoo---•--l•--- ------ ----- -- ID:0837CakNCJU5ySDiQmCDdnydl l m-NdCAGSJOh9xAf1?MdfiEwlkRm,Sdkk6PEg4y_zuyDyxf 2-B-6 5-1-8 7-6-6 9-11-9 12-4-9 14-11-12 17-6-15 20-2-2 20-10-9 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 8x14 MT20HS = 2x4 11 2x4 I I 5x8 = 2x4 6xl2 MT20HS WB = 1 4x12 = 2 3 4 5 6 7 Scale = 1:36.2 3x8 = 5x12 = 2x4 3x4 II 8 9 10 11 22 23 24 25 26 21 18 2a zu du 16 al .sue o0 - w I 4x6 II 7x10 = 3x6 11 5x12 = 5x6 = 2x4 it 5x12 = 2x4 II 7x10 = 11x4 it 2x4 11 20-10-9 2.6-8 5-i-8 7.66 9-71-9 72-4-9 74-11-12 17-6-75 20-2-2 20 4-15 23-e 2-5.0 25-0 23-0 2-5-0 2-7-3 2-7-3 293 0- - 3 0-5-9 Plate Offsets (X Y)-- 6 0-5-9 Edqej (10 0-3-8 0-1-8j [14:0-5-0 0-4-4](19 0-3-12 0-2-Oj (20:0-4-8 0-1-8j 21 0-4-8 0-3-8j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well 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 125 BC 0.64 Vert(TL)-0.2319-20 626 180 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/TP12007 Matrix) Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 5-7-12 oc 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=-296/ 10113, 19-26=-296/10113, 19-27= 48/1407, 18-27=-48/1407, 18-28=-48/1407, 17-28=- 48/1407, 17-29=-48/1407, 29-30=-48/1407, 16-30=-48/1407, 16-31=-672/29, 31-32=- 672/29, 15-32=-672/29, 15-33= 672/29, 33-34= 672/29, 14-34=-672/29, 14-35= 7/321, 13-35= 7/321, 12-13= 7/321 WEBS 1-21=-207l7289, 3-21=- 3231/95, 3-20=W2090, 3-19=-2406/73, 5-1 9=-1 97/7074, 5-17=-14/1006, 5-16=- 9297/272, 7-16_ 519/96, 8-16- 6959/186, 8-15=-11/1198, 8-14= 96/4059, 10-14=- 57/2990, 10-13=-863/91 NOTES- (14) 1) 2-ply truss to be connected together with 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; Vuit= 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 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. Continued on Ea2e 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITe0t) 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 a14-Aicability of design larameters and properly incoiporcrte this design into the overall truss members only. Additional temporary and permanent bracing q M ffek' building design. Bracing indicatedIs topreventbucklingofindividualweband/or chord is always required for stability and to prevent collapse will, possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication• storage, delivery, erection and bracingoftrussesandtrusssystems. seeANSUTPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Instifute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T12624905 TBO162 FG1 Flat Girder 1 fL Job Reference o tional o eo builders Hrslbource, jampa, nanr carry, rlorlaa a u ID:0837CakNCJU5ySDiQmCDdnyd11 m-NdCAGSJOh9xAfl?MdfiEwlkRmSdkk6PEg4y_zuyDyxf 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; 96 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) 1st Parallel); 421 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel). 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) WARNING: Required bearing size at joint(s) 16 greater than input bearing size. 10) Provide metal plate or equivalent at bearing(s) 16 to support reaction shown. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 22, 296 lb uplift at joint 16 and 70 lb uplift at joint 13. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was.used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1877 lb down at 18-8-13, and 86 lb up at 18-8-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-11=-70, 12-22=-20 Concentrated Loads (lb) Vert: 19=-143 16=-253 15=-143 23=-396 24=-396 25=-143 26= 253 27=-253 28=-143 29=-253 30=-143 31=-143 32=-253 33=-253 34= 143 35=-823(I3=-794) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. _ 0 Design valid for use only with MITek8 connectors. This design is based only upon parameters shown, and Is for an Individual building component not a trrrss system. Before use, the building designer mast verify the app:licalHlity of design parameters and properly incorfxrate flits design into the overall building design. Bracing Indicated is to prevent Ixrckling of Individual truss web and/or chord members only. Additional temporary and permanent bracingisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and taus systems, seeANSI7TPI 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. Nexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T12s2asos T80162 H7A Diagonal Hip Girder t t Job Reference C.24. nal Builders FirstSource, Tampa, Plant City, Florida 33566 - 7.640 a Aug 16 2017 iwi i eR u r e, t„o. U ,.u.o age i D:0837CakNCJ U 5ySDiQmC Ddnyd l l m-NdCAGSJOh9xAfl?Mdfi EwlkVkSe FkCp Eg4y_zuyDyxf a 2x4 = 5-1-9 1 4-8-7 5-1-9 - 1 9-1 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 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/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 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 Uplifts — 96(LC 4), 3=-108(LC 4), 4=-107(LC 4) I 0 3x4 Scale = 1:22.3 DEFL. in (loc) I/detl Ud PLATES GRIP Vert(LL) -0.04 5-6 >999 240 MT20 2441190 Vert(TL) -0.11 5-6 >999 180 Horz(TL) 0.02 4 n/a rda Weight: 39 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-15 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 1-7=-925/234, 7-8=-888/247, 2-8=-829/232 BOT CHORD 1-10= 330/832, 10-11=-330/832, 6-11=-330/832, 6-12= 330/832, 5-12=-330/832 WEBS 2-6=0/308, 2-5=-903/358 NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 1, 108 lb uplift at joint 3 and 107 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 lb down and 98 lb up at 1-4-15, 21 lb down and 17 lb up at 1-4-15, 60 lb down and 64 lb up at 4-2-15, 44 lb down and 47 lb up at 4-2-15, and 100 lb down and 117 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 Ib 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 - Verily 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 MiTekn connectors. This design is based only upon parameters shown, and is for an individual txiilding component, not a If system. Before use, the building designer unusl verily the applicability of design [)(.it ameteis and propel ly incoipoi ale this design Into file 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 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see-ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Sireet, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T12624907 TBO162 HJ2 Diagonal Hip Girder 2 1 Job Reference o tion l Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug re 2017 mi .k Industries, mu. Thu Nov oo 5:4 2 i gage ; ID:0837CakNCJU5ySDiQmCDdnyd11 m-rgmYToKeST31 HvaZBMDTSVGkBs5xTliOvkhXVKyDyxe 1-5-0 12-7-1 Scale = 1:9.2 2x4 = 2-7-1 2-7-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.26 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=1/Mechanical, 2=218/0-4-9, 4=23/Mechanical Max Horz2=68(LC 4) Max Uplift3=-55(LC 19), 2=-108(LC 4) Max Grav3=57(LC 22), 2=218(LC 1), 4=47(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint 3 and 108 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 lb down and 94 lb up at 1-4-15, and 69 lb down and 94 lb up at 1-4-15 on top chord, and at 1-4-15, and at 1-4-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-20 Concentrated Loads (lb) Vert: 5=80(F=40, 3=40) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. this design Is based only upon parameters shown, and is for an Individual building component, not a huss, system. Before use, the buitding designer must verify the applicability of design parameters and properly incogxxate this design into the overall building design. Bracing indicated is to prevent louckling 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, ser-ANSI/TPI t Quality Criteria, DSB-89 and BC31 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 RIY T12624908 TBO162 HJ7 Diagonal Hip Girder 6 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 r A4u s v.ug 1 n eu i r mi i eK muus nes, mc. w o v ye I D:0837CakNCJ U5yS DiQmC Ddnyd 11 m-JOKwh8LG D nBuu3gik4li?jpr2FKrC6vX7O R51 myDyxd 1-5.0 8_1_9 9-10-1 1-5-0 5-1-9 4-8-7 Scale = 1:22.4 LX4 11 S 3x4 3x4 = 8_1_9 9-10-1 5-1-9 4-8-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.04 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.11 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.39 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad 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. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=170/Mechanical, 2=520/0-4-9, 5=353/Mechanical Max Horz 2=176(LC 4) Max Uplift4— 110(LC 4), 2=-148(LC 4), 5= 89(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-835/191, 8-9=-767/210, 3-9=-757/196 BOT CHORD 2-11= 278/756, 11-12=-278/756, 7-12= 278/756, 7-13=-278/756, 6-13=-278/756 WEBS 3-7=0/292, 3-6= 821/301 NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 Mll-7473 rev. 1010312015 BEFORE USE- pp Design valid for use only with MiTek(0 connectors. This design is based only upon parameters shown. and is for an individual building component, not ( a truss systen t. Befcxe use, tyre building designer must verify the applicabNlity of design parameters and properly incoil <31ate this design into the overall t building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temlwrary and permanent bracing '.M ffek" 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 tracing 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 Type Qty Ply T12624909 TBO162 JTrussT03Common 4 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 r u s rug i o 20 i r Mi ek u . i uu imu, oC 1-6. ,. Zv 1 1 696 I D:0837CakNCJU5ySDiQmCDdnydl l m-JOKwh8LGDnBuu39lk4li?jpttFKDC9sX7OR51 myDyxd 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 31 Scale = 1:38.3 46 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = I 0 7-3-8 Plate Offsets (X Y)-- j20-1-0 Edgei jG0-1-0 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.06 6-7 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) 0.21 6-7 999 180 BCLL 0.0 BCDL 10.0 Rep Stress Incr YES Code FBC2014/fP12007 WB 0.20 Matrix) Horz(TL) 0.05 6 n/a n/a Weight: 96 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=927/0-8-0, 2=1026/0-8-0 Max Horz2=100(LC 9) Max Uplift6=-193(LC 13), 2=-229(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10= 1584/582, 3-10-1509/596, 3-11=-1385/582, 4-11=-1296/593, 4-12=-1307/623, 5-12=-1397/605, 5-13=-1497/625, 6-13=-1579/614 BOT CHORD 2-9=-452/1328, 8-9=-214/898, 7-8= 214/898, 6-7= 456/1342 WEBS 4-7=-193/522, 5-7= 339/267, 4-9=-182/505, 3-9=-331/264 Structural wood sheathing directly applied or 4-2-15 oc puffins. Rigid ceiling directly applied or 8-5-15 oc bracing. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 193 lb uplift at joint 6 and 229 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown. and is for an Individual building component not a puss system. Before use, the building designer must verify the applicability of design parameters and propery Incoff rite this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Pry T72624910 TBO162 T04 Common 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 zui r mi r ea inousmes, Inc. Thu Nuv cu 15.46.15 2017 rayv 1 I D:0837CakNCJ U5yS DiQmC Ddnydl l m-nCtl uU M u_4J I W Dlai nGyxwL2tfgexcCgM2AeZDyDyxc 1-0-0 5-7-4 10-8-0 15-8-12 21-4-0 22-4-0 b0-0 5-7-4 5-0-12 5-0-12 5-7-4 1-0-0 Scale = 1:38.5 4x6 = IT O 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 7-3-8 14-0-8 21-4-0 7-3-8 6-9-0 7-3-8 Plate Offsets (X Y)-- 2 0-1-0 Edge) [6:0-1-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.06 2-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Verf(TL) -0.20 2-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 98 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc 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 Harz2=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=-15781565, 3-11 =-1 503/579, 3-12=-1379/565, 4-12=-1290/576, 4-13=-1290/576, 5-13= 13791565, 5-14= 1503/579, 6-14= 1578/565 BOT CHORD 2-10=-402/1323, 9-10= 182/892, 8-9= 1821892, 6-8= 421/1323 WEBS 4- 8=-185/506, 5-8= 331/263, 4-10= 186/506, 3-10=-331/263 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS ( envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load 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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. - Design valid for use only with Mllek0 conneclois. this design Is based only upon parameters shown, and Is for an individual building component. not a IRM system. Before use, the building designer must verify the al4-4icahility of design parameters and proheriy incogwrote this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord rnembers only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Musses and truss systems, seeANSIITPl1 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 T12624911 T80162 T05 Hip 1 1 Job Reference (optional) Builders FirsiScurce, Tampa, Plant Cry, Florida 33566 r.640 s Aug i 6 zv it mi erc nmusuies, ma. Tk. v .46.1 v Zv I i F.V. ID:0837CakNCJU5ySDiQmCDdnyd11 m-FORh5pMXIORc8NJ7sVnA48uC43zOg4ggbiwC6fyDyxb i-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 4-0-0 310 4x6 = 5x8 = Scale = 1:39.0 3x6 = 3x6 = 3x8 = 4x6 = 3x4 = 21-4-0 Plate Offsets (X Y)-- 5.0-6-0 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 0A1 Vert(LL) 0.15 7-9 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(TL) 0.43 7-9 583 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 105 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1023/0-8-0, 7=1023/0-8-0 Max Horz2=84(LC 11) Max Uplift2=-217(LC 12), 7=-217(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-1559/696, 3-12=-1518/711, 3-4=-1242/561, 4-5= 1049/564, 5-6=-1241/561, 6-13=-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 Structural wood sheathing directly applied or 4-4-13 oc purlins. Rigid ceiling directly applied or 7-10-12 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 12-4-0, Interior(1) 16-8-11 to 22-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 217 lb uplift at joint 2 and 217 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. @py Design valid for use only with MiTek(T31 connectors. This design is based only upon parameters shown, and is for an individual trtilding component, not g a truss system. Before use, the building designer must verify the applicability of design pxm:nneters and goperir yincogxatethis design into the overall building design. Bracing indicated is to prevent backing of individual truss web and/or chord members only. Additional temporary and permanent br,.cing :MiTek" is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/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 T12624912 T60162 T06 - Hip Girder 1 1 Job Reference o tional Builders FirstSource, Tampa, Plant CBy, Florida 33566 7.640 s Aug i o 20 i r mi i eK muu i-,, Luc. V ga I D:0837CakN CJ U5yS DiQmC Ddnyd t t m-jb?3J9N9 W iZTI W uKQC I PdLRNpTK5P W DzpMfie5yDyxa 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 1-0-0 R1 Scale = 1:39.0 4x6 = 3x8 = 4x6 = 4 14 5 15 6 3x6 = 3x8 — 3x4 = 2x4 II 3x8 = 3x6 = I a 7-0-0 3-8-0 3-8-0 1 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 012 11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Veri(TL) -0.21 8-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(TL) 0,09 8 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 109 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1442/0-8-0, 8=1467/0-8-0 Max 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 -1 7=-1 640/2251, 10-17=-1640/2251, 8-1 0=-1 358/2129 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 20.0psf 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. 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 ontinued on Eage,2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK 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 to rss system. Before use, the Ioildir o designer must verify the app ilcobiiity of design parameters and properly incoi Forcitp this design into tl'1e overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - `iTek` is always required for stat-ility 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 systei ns, 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 T12624912 J.bR T60162 T06 Hip Girder Qty 1 nce (optional) Builders FirsiSource. Tampa, Plant City, Florida 33566 i.evu s Aug i o cu i 7,-, en muusm——. u— ov io.agv I D:0837CakNCJ U5yS DiQmC Ddnyd l l m-jb?3J 9N9 W iZTIW uKQC I PdLRNpTK5P W DzpMfle5yDyxa 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 - 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 MITek(Dconnectors. This design is based only upon parameters shown, and is for an individual building component, not a trrrss systel n. Before use, the t.xil ding designer mush Verify the aplAicabilify of design parameters and Ixoperly incogxxate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional ten larary 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 from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type • Ply Tf 2624913 TB0762 T07 Hall Hip Girder Qty 1 1 Job Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:46:17 2017 Page 1 I D:0837CakNCJ U5yS DiQmCDdnyd 11 m-jb?3J9N9 W iZTIW uKQCI PdLRMzT PJ PXazpMfleSyDyxa 7-0-0 10-10-7 3-2-12 3-10-7 4x6 — 3x4 - Scale: 112"=1' 7-0-0 3x8 = 4-1 10-10-1 190-7 7-0-0 4-1 3-5-2 0- -6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.05 2-7 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(TL) 0.13 2-7 >618 180 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(TL) 0.00 6 n/a n/a. BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 581b 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) 6=77/0-4-15, 2=362/0-8-0, 7=1067/0-11-5 Max Horz 2=165(LC 8) Max Uplift6= 129(LC 4), 2=-70(LC 8), 7=-481(LC 8) Max Grav6=100(LC 34), 2=362(LC 1), 7=1067(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-7=-279/176,4-7=-476/275 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 lb uplift at joint 7. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 139 lb up at 7-0-0, and 124 lb down and 139 lb up at 8-7-3 on top chord, and 325 lb down and 117 lb up at 7-0-0, and 24 lb down and 141 lb up at 8-7-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face 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, 4-5=-70, 2-6=-20 Concentrated Loads (lb) Vert: 4=-1 24(B).7=-325(B) 8=-1 24(B) 9=96(B) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valld for use only with MiTekO connectors. This design is based only upon paramefers shown, and is for an Individual building component. not - - a Ines system. Before use, the building designer mull verify the afX:)licability of design Ixiramefeis at propel ly inccxponaie this design into file overall building design. Bracing indicated Is to prevent buckling of individual puss web and/or chord members only. Additional lernporary 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 taus systerns, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Stree 1. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624914 TBO162 T12A Hip Girder 1 1 R.t..nce o tional Builders FirstSource, Tampa, Plant City, Florida 33666 i.ovu s Aug io 201 r noi.k 1-1—hi— me. m. . ou cv!; Faye ID:0837CakNCJU5ySDiQmCDdnyd11 m-gz7pkrPP1 JpB?ql iXdKtimW hnG30tJ7GHg8sj_yDYXY rt-0-0 3-9-4 7-0-0 12-4-9 17-7-7 23-0-0 26-2-12 30-0-0 _ _ 31-0-Q 1 0-0 3-2-12 5-4-9 5-2-13 5-4-9 3-2-12 3-9-4 1-0-0 6.00 m 2 4x10 MT20HS i 4x10 MT20HS 3x8 = 3x4 = 1 16 17 5 18 19 20 6 21 22 7 Scale = 1:55.2 9 10 0 15 23 24 54 25 13 26 27 12 28 29 11 3x12 MT20HS i 3x12 MT20HS 3x8 - 6x12 MT20HS = 3x4 - 3x8 = 2x4 11 2x4 3 2x4 8 l 6 7-0-0 12-4-9 i zs-u-v ou-vn, 7-0-0 5-4-9 5-2-13 5-4-9 7-0-0 Plate Offsets (X Y) - j20-2-9 0-1-81j4.0-5-12 0-1-12j 17 0-5-12 0-1-121 f9 0-2-9 0-1-81 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Veri(LL) 0.25 12-14 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.65 12-14 >545 180 MT20HS 187/143 BCLL 0.0 . Rep Stress Incr NO WB 0.64 Horz(TL) 0.15 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight:: 176 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-4 oc purlins.. 4- 7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-5-9 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 5-15, 6-11 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=2648/0-3-8, 9=2687/0-3-8 Max Horz 2=67(LC 7) Max Uplift2=-738(LC 8), 9=-775(LC 9) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5257/1487, 3-4= 5039/1461, 4-16=-4551/1348, 16-17= 4551/1348, 5-17=-4550/1348, 5- 18=-6161 /1872, 18-19= 6161 /1872, 19-20=-6161 /1872, 6-20=-6161 /1872, 6- 21=-4626/1416, 21-22=-4627/1416, 7-22=-4627/1417, 7-8= 5125/1539, 8-9=-5341/1565 BOT CHORD 2-15= 1328/4625, 15-23= 1796/6148, 23-24=-1796/6148, 14-24=-1796/6148, 14- 25= 1796/6148, 13-25=-1796/6148, 13-26=-1796/6148, 26-27=-1796/6148, 12- 27= 1796/6148, 12-28=-1798/6161, 28-29= 1798/6161, 11-29=-179816161, 9- 11 _ 1345/4700 WEBS 3-15= 262/234, 4-15=-361/1693, 5-15=-1966/670, 5-14=0/448, 6-12=0/432, 6- 11 =-1 880/599, 7-11=-324/1657, 8-11= 264/236 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 pending. 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 738 lb uplift at joint 2 and 775 lb uplift at joint 9. 8) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 153 lb down and 143 lb up at 7-0-0, 134 lb down and 143 lb up at 9-0-12, 134 lb down and 143 lb up at 11-0-12, 134 lb down and 143 lb up at 13-0-12, 134 lb down and 143 lb up at 15-0-0, 134 lb down and 143 lb up at 16-11-4, 134 lb down and 143 lb up at 18-11-4, and 134 lb down and 143 lb up at 20- 11-4, and 252 lb down and 262 lb up at 23-0-0 on top chord, and 389 lb down and 105 lb up at 7-0-0, 88 lb down at 9-0-12, 88 lb down at 11-0-12, 88 lb down at 13-0-12, 88 lb down at 15-0-0, 88 lb down at 16-11-4, 88 lb down at 18-11-4, and 88 lb down at 20- 11-4, and 389 lb down and 105 Ito 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). ontinued on oaae 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with 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 file appalicabillty of design pxaiameters and properly Incogxnnate this deskgn into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 SafetyInformationavailablefromTrussPlateInstitute. 218 N. Lee Street. Suite 312. Alexandria, VA 223) 4. Job Truss Truss Type Qty Ply T12624914 T60162 T12A Hip Girder 1 1 Job Reference o tiorial Builders FuslSource. Tampa, Plant fitly, Honda 3dB66 r.— s n 9 io cv! 1 - . ,. .V4 „ ,, , ..y.. ID:0837CakNCJ USyS DiQmC Ddnydl l m-gz7pkrP P 1 JpB?ql iXdKtimW hnG30tJ7GHg8sj_yDyxY 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: 1-4=-70, 4-7=-70, 7-10=-70, 2-9= 20 Concentrated Loads (lb) Vert: 4=-134(F) 7=-205(F) 15=-389(F) 11=-389(F) 16=-134(F) 17= 134(F) 18= 134(F) 19=-134(F) 20= 134(F) 21= 134(F) 22=-134(F) 23=-64(F) 24= 64(F) 25=-64(F) 26=-64(F) 27=-64(F) 28=-64(F) 29=-64(F) WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1I-7473 rev. 1010MO1S BEFORE USE. Design valid for use only with MITek(&connectors. This design Is teased only upon parametersshown, and is for an individual building component, not a tn.rss system. Before use, the building designer must verify the ,iIA31icabilily of design parameters and properly incogxxale This design 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 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 systeiTls, 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 ob Truss Truss Type Qty Ply T12624915 TB0162 T13 Hip 2 1 Job Reference o tional Th N 3015:46:192017 Pa aBuildersFirstSource, Tampa, Plant city, Florida 33566 7.640 s Aug 76 2017 MiTek Industnes, nc. u ov g D:0837CakNCJU5YS66Q CDdnydllm-gz7pkrPP1JpB?g1iXdKtimWhTGxMtLTGHgBsj_y-, 1 0 Oi 4-9-4 9-0-0 15-0-0 21-0-0 25-2-12 _ 30-0-0 31-0-0 1-0-0 4-9-4 4-2-12 6-0-0 6-0-0 4-2-12 4-9-4 1-0-0 1 0 4x6 = 3x8 = 4x6 = Scale = 1:53.5 3x6 = t3 I — 3x6 = 3x4 = 3x8 3x8 = — 2x4 11 TI 0 9-0-0 15-0-0 21-0-0 30-0-0 9-0-0 6-0-0 6-0-0 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/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 FBC2014/TP12007 Matrix) Weight: 150 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc puffins. 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=-18741891, 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; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 25-4-11, Interior(1) 25-4-11 to 31-0- 0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint 2 and 262 lb uplift at joint 8. 7) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01-7473 rev. 1010312015 BEFORE USE. pp Design valid for use only with MllekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not E a tarss system. Before use, the luilding designer muss verify the applicability of design (.Y alTeters and lxoperly incoq:xxate This design Into the overall T ICi building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brcy-ing i kp. 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 tniss systems, seeANS1/TPI1 Quality Criteria, DSB-89 and 8CSI Building Component 6904 Parke East Blvd. Safety Information available Itom Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 - Job Truss Truss Type Qty Ply T12624916 T60162 T14 Hip 2 1 Job Reference o tionalAC on Ai7 D Builders FirstSource, Tampa, Plant Cry, Florida 33566 r.ovu s nug i o cv r r I'lli eR "" „ age I D:0837CakNCJU5ySDiQmCDdnydl 1 m-BAhBxBQ1 odx2c_cv5Lr6E_3sOgL5criQW KuPFQyDyxX 1 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 it 0 5x8 = 1617 4x6 = Scale = 1:53.5 3x6 = t3 12 IV a 3x6 = 2x4 3x4 = 3x6 ' 3x8 = 2x4 II 5-9-4 8-0-0 30-0-0 Plate Offsets (X Y) 14:0-5-8 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.12 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.40 10-12 >889 180 BCLL 0.0 " Rep Stress Incr YES WB 0.37 Horz(TL) 0.13 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 151 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc puffins. 4-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-6-9 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 4-10 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 7=1417/0-3-8 Max Horz 2=-1 01 (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=-17011854, 5-18=-1825/868, 6-18=-1972/850, 6-19=-2411/998, 7-19=- 2496/984 BOT CHORD 2-13= 785/2139, 12-13= 785/2139, 12-20= 524/1700, 11-20=-524/1700, 10-11= 524/1700, 9-10=- 794/2139, 7-9=-794/2139 WEBS 3- 12= 515/300,4-12=-74/465,5-10=-73/465,6-10=-514/300 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 23-2-15, Interior(1) 23-2-15 to 31-0- 0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 280 lb uplift at joint 2 and 280 lb uplift at joint 7. 7) "Semi - rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - 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 MITelk(D connectors. This design is based only upon parameters shown, and Is for an Individual txtllding component, not - - a truss system. Before use, tl ie buildingdesigner must verify the a1:4Tlicability of design 1:)Urameters and properly incorporate this design into the overall p4 building design. Bracing indicated is to prevent txickling of Individual taus web and/or chord members only. Additional temporary and permanent bracing ..lY iTek9 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 T12624917 T60162 T15 Hip 2 1 Job Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 /.640 s Hug 16 2017M, i dR juju&u c>, .O. w aye ID:0837CakNCJU5ySDiQmCDdnydl 1 m-cMFa9XQfZw311E8B5f2NLnBbOe4gOLDoZk_dzntyDyxW 1_ 6-9-4 13-0-0 17-0-0 1 23-2-12 30-0-0 at-0-0 1-0-0 6-9-4 6-2-12 4-0-0 6-2-12 6-9-4 1-0-0, 5x8 = 4x6 = Scale = 1:53.5 3x6 = 13 12 IV = 2x4 11 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) j4 0 6-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.10 12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.31 12-13 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0-70 Horz(TL) 0.13 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 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 Horz2=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=-17821773, 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 - 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 Mffek(f conneclors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verity the applicability of design pararneteis and poperl incorporate this design into the overall only. Additional terrrlwrary and permanent bracing MiTek` building design. Bracing Indicated Is 10 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 tracing of trusses and truss 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, Truss Truss Type Qty Ply T12624918 2F T16 Common 13 1 Job Reference o ption Builders FirsiSource, Tampa, Plant City, Florida 33566 7.640 s Aug i o 20 i r rv GR ,> ems, ,. , ,. .. yo I D:0837CakNCJU5ySDiQmCDdnydl 1 m-4YoyMtRHKEBmsImHCIuaKP871 U?R4kMizeN WJJyDyxV 1 0 0 7-9-4 15-0-0 22-2-12 30-0-0 31-0-0, 1-0-0 7-9-4 7-2-12 7-2-12 7-9-4 1-0-0 1 4x6 = 6.00 F12 Scale= 1:52.6 3.6 = M = 3x4 = 4x6 = 3x4 = 10-2-3 9-7-11 10-2-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 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 WB OA2 HOrz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 137 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.t WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 8=1417/0-3-8 Max Horz 2=135(LC 11) Max Uplift2=-309(LC 12), 8=-309(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-7-14 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13= 2369/831, 3-13=-2267/853, 3-4=-2076/819, 4-14=-1946/832, 5-14=-1941/844, 5-15=-1941/844, 6-15=-1946/832, 6-7=-2076/820, 7-16=-2267/853, 8-16=-2369/831 BOT CHORD 2-12= 614/2016, 12-17=-283/1326, 11-17= 283/1326, 11-18= 283/1326, 10-18= 283/1326, 8-10=-634/2016 WEBS 5-10=-271/820, 7-10=-522/380, 5-12=-271/820, 3-12= 522/380 NOTES- (7) 1) Unbalanced roof live loads have been"considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 15-0-0, Exterior(2) 15-0-0 to 18-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 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 M11-7473 rev. 1010312015 BEFORE USE. s_ Design valid for use only with MITekJ 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 applicability of design parameters and properly incolp)1ate 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 possilule 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 Qty Ply T12s2astsFJobT17HIP1i Job Reference (optional) Builders FirsiSource. Tampa, Plant City, Florida 33566 7.640 5 r.oy , 6 201 , ,, 6 „F, ..U> r eS, ,,,C. , r I D:0837CakN CJ U5yS DiQmC Ddnydl l m-YIMKZDSw5YJdT RLUmTPpschH Bul np4QsC I63slyDyxU 1 0 Oi 3-9-4 7-0-0 11-0-14 1 15-0-0 1 18-11-2 23-0-0 26-2-12 i 30-0-0 31-0-0, 1-0-0 3-9-4 3-2-12 4-0-14 3-11-2 3-11-2 4-0-14 3-2-12 3-9-4 1-0-0 4x6 = 3x8 = 2x4 II 3x8 = 4x6 = aonF-iq- 4 18 5 19 6 20 I 21 2x4 2x4 i 9 3 10 7 17 22 16 23 15 14 24 73 25 12 Sx8 = 3x8 = 2x4 4x10 MT20HS = 2x4 3x8 = 3x8 = Scale = 1.53.5 10 5x8 = 7-0-0 11-0-14 15-0-0 18-11-2 1 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) 20 1 11 Edge] [10:0-1-11 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.36 14 >985 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.81 14-16 >441 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.26 10 n/a n/a BCDL 10.0 Code FBC2014(rP12007 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. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4571/2118, 3-4=-4391/2131, 4-18=-3952/1957, 5-18- 3951/1957, 5-19=-5799/2416, 6-19= 5799/2416, 6-20=-5799/2416, 7-20=-5799/2416, 7-21=-4439/1684, 8-21= 4439/1684, 8-9=-4925/1833, 9-10=-5086/1830 BOT CHORD 2-17= 1868/3978, 17-22=-2374/5156, 16-22=-2374/5156, 16-23_ 2374/5156, 15-23= 2374/5156, 14-15=-2374/5156, 14-24= 2108/5565, 13-24= 2108/5565, 13-25=-2108/5565, 12-25=-2108/5565, 10-12=1563/4429 WEBS 3-17= 294/267, 4-17=-634/1435, 5-17=-1660/690, 5-14=-7/895, 6-14= 548/311, 7-14=-329/380, 7-13=0/313, 7-12=-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; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 Ito lip 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 Ill down and 141 lb up at 9-0-12, 24 lb down and 141 lb up at 11-0-12, 95 Ito down at 13-0-12, 95 to down at 15-0-0, 95 lb down at 16-11-4, 95 lb down at 18-11-4, and 95 Ill, down at 20-11-4, and 424 lb down and 122 lb up at 22-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MitekO connectors. TI'ds design is based only upon parameters shown, and Is for an individual building component, not a tn.rss system. Before use, the building designer must verity the applicability of design parameieis and tl"operly it if design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additlonat ternporaiy aid permanent bracing is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-87 and BCSI Building Component Tampa, FL 33610 Safety Information available frorn Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply T12624979 T607 T2 T17 HIP 1 1 Job Reference o tional bullners tlrst6ource., tampa. Ylaar 1. fly, rlorloa 3 oo I D:0837CakNCJ U5yS DiQmCDdnyd l l m -YIMKZDSw5YJdT RLUmTPpschN Bul np4QsC163sIyDyxU LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-8= 70, 8-11=-70, 2-10=-20 Concentrated Loads (Ib) Vert:4=-196(B) 8=-218(B) 17=-229(B) 5=-124(B) 16=96(B)14=-72(B) 6=-147(B)13=-72(B) 7=-147(B)12=-424(B) 18=-124(B)19=-147(B) 20=-147(B) 21=-147(B) 22=96(B) 23=-72(B) 24= 72(B) 25=-72(B) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11,1I1-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MiTek(E) connectors. This design Is based only upon parameters shown, and Is for an individual building component, not - o inrss system. &store use, the brdlding deskgner nnusl verify tine applicability of design 1xilanetels and Ixoix:rly incwlxxaie this design into the overall building design. Bracing indicated is to prevent Lxrckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1iV9 iek 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 Tamp Parke East Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 336700 Job Truss e QtyPlyT12624920 TB0162 T18 HipGSirdeyrp 1 1 Job Reference (optional) auuueia I.— ui auiNa, r ," -Y, 1-o-o 1-10-8 10 8 4-2-15 I D:0837CakN CJ U5yS DiQmC Dd nyd l l m-OxwinZTYsrRU 5bwgKAw2 Pq DS_Hf3YXn?QysdOByDyxT 4-1-3 4-2-15 6x8 = 6.Oo 12 2x4 11 5x8 = 4x6 = 3 13 4 14 15 5 16 6 3x6 = 2x4 11 6-1-7 1-10-8 5x8 = 10-2-9 6xl2 MT20HS. wB = 1-10-8 Scale = 1:29.6 6x8 = 3x6 = 10-8 Plate Offsets (X Y)-- 13:0-6-4 0-2-8) 18:0-3-8 0-3-0) (11:0-1-8 0-1-12) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/del'l Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.93 Verf(LL) 0.32 9-11 603 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) 0.87 9-11 221 180 MT20HS 1871143 BOLL 0.0 * Rep Stress incr NO WB 0.87 Horz(TL) 0.12 7 n/a n/a BCDL 10.0 Code FBC20l4fTP12007 Matrix) Weight: 74 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 3-6: 2x4 SP No.1 BOT CHORD 2x4 SP M 31 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 Harz 2=31(LC 27) Max Uplift7=-374(LC 4), 2=-341(LC 5) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-4-10 oc bracing. WEBS 1 Row at midpt 5-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2907/657, 3-13=-6309/1430, 4-13=-6309/1430, 4-14=-6309/1430, 14-15=-6309/1430, 5-15=-6309/1430, 5-16=-3280/709, 6-16=-3280/709, 6-7=-3529/749 BOT CHORD 2-17=-573/2505, 12-17=-573/2505, 12-18=-577/2549, 18-19=-577/2549, 19-20=-577/2549, 11-20=-577/2549,11-21=-148416744,21-22= 1484/6744,22-23=-1484/6744, 23-24=-1484/6744, 10-24=-1484/6744, 9-10=-1484/6744, 9-25=-1484/6744, 25-26=-1484/6744, 26-27=-1484/6744, 8-27=-1484/6744, 8-28=-640/3062, 7-28=-640/3062 WEBS 3-12=-26/308, 3-11=-877/3868, 4-11=-262/142, 5-11=-455/82, 5-9= 68/674, 5-8=-3581/827, 6-8= 268/1488 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; 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 nonconctirrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 374 lb uplift at joint 7 and 341 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ontinued on Eage,2 Mai WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. t 010312015 BEFORE USE. 4 Design valid for useonlywithMITekc9 connectors. This design Is based only upon parameters shown, and is for an incilvldual building component, no t a.Truss system. Before us(,. the brulding designer must verify the applicability of design parameters and pior rly incorporate this design into the overall Additional temporary and permanent braving p s, IY Tek' building design. Bracing indicatedistopreventbucklingofindividualtrussweband/or chord members only. 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, erectionandbracingoftrussesandtrusssystems, seeANSI/TPI t 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. Truss Truss Type Ply T1262492070bT18HipGirder7ty1 Job Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33b66 I D:0837CakNCJ U 5yS DiQmCDdnydl l m-Oxwi nZTYsrRU 5bwgKAw2 Pq DS_Hf3YXn?QysdOByDyxT NOTES- (11) 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 63 Ib down and 29 Ib up at 1-10-8, 69 Ib down and 29 Ib up at 3-11-41 69 Ib down and 29 lb up at 5-11-4, 69 Ib down and 29 Ib up at 7-11-4, 69 lb down and 29 Ib up at 8-4-12, 69 ib down and 29 Ib up at 10-4-12, and 69 Ib down and 29 Ib up at 12-4-12, and 63 Ib down and 29 Ib up at 14-5-8 on top chord, and 24 Ib down and 14 Ib up at 1-1-1, 18 Ib down at 1-10-8, 109 Ib down and 37 Ib up at 3-1-1, 8 Ib down at 3-11-4, 199 Ib down and 51 Ib up at 5-1-1, 8 Ib down at 5-11-4, 289 Ib down and 64 Ib up at 7-0-12, 8 Ib down at 7-11-4, 8 Ib down at 8-4-12, 289 Ib down and 64 Ib up at 9-0-12, 8 Ib down at 10-4-12, 289 Ib down and 64 Ib up at 11-0-12, 8 Ib down at 12-4-12, 289 Ib down and 64 Ib up at 13-0-12, and 18 Ib down at 14-4-12, and 289 Ib down and 64 Ib up at 15-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of 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 MrTEK REFERANCE PAGE MII-7473 rev. 10/03/2O1S BEFORE USE. Design valid for use only with MiTek© connectors. lhis design Is based only upon parameters shown, and is for an individual building component not - - - a h1 rss system. Before use, the building designer must verify the applicability of design I:xuameters and properly incogxarate this design into the overall building design. Bracing indicated Is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing .,-.MiT ek' is always required for stahillty 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 T12624921 T80162 Vol Valley 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2011 MI I eK Industries, Inc. I hu Nov 31) 15:4b:25 2U1 I rage 1 ID:0837CakNCJU5ySDiOmCDdnydl 1 m-U7U4_uTAd9ZKjlVsuuRHxl moRh9bHBg9fcbAweyDyxS 4-0-0 2x4 i 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. TOLL 20.0 Plate Grip DOL 1.25 TC 0.24 TCDL 15.0 Lumber DOL 1.25 BC 0.20 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014ITP12007 Matrix) Scale = 1:13.0 2 DEFL. in (loc) I/defj Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) 0.00 n/a n/a Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=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. Structural wood sheathing directly applied or 4-0-0 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. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 Ib uplift at joint 1 and 55 Ito 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." A 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 MiTekn connectors. This design Is based only upon parameters shown, and is for an individual Wilding component, not C888 IKW syste. ore use, the building designer must verify the applicability perlofdesignparametersandproy incortorate Phis design into the overallamBefbuilding design. Bracing Indicated is to prevent buckling of Individual lRiss web and/or chord membersonly. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tntsses 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 T12624922 TBO162 V02 Valley i 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 2x4 i LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 TCDL 15.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 " Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix) 2-0-0 64V s Aug 16 2017 Mi ek mausiries, Inc. Thu Nov au 15.46.25 c , i r,y, D:0837CakNCJ U 5ySDtQmC Ddnyd 11 m-U 7U 4_uTAd9ZKj IVs uuR Hxt mrlhCN HBg9fcbAweyDyxS Scale = 1:7.9 DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) 0.00 n/a n/a Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=55/1-11-8, 3=55/1-11-8 Max Horz 1=26(LC 12) Max Upl1ft1=-8(1_C 12), 3=-21(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-0-0 oc puffins, 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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/012015 BEFORE USE. Design valid for use only with Mi fekO connectors. This design Is based only upon Parameters shown. and is for an Individual building component, not a Imss system. Before use, the brdidklg designer must verify the apNicability of design parameters and properly incorporate this design into the overall ,ebuildingdesign. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional ternWrary and permanent bracing ;M.iTek" is always rectutred for stabiiily and to prevent collapse with possible personal InJui y and properly 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 T12624923 TBO162 V03 Valley 1 1 Job Reference o floral P Builders FirstSource, Tampa, Plant City, Florida 33566 1-10-8 6-2-0 4-3-8 7.640 s Aug 16 2011 Mi I ek Industries, Inc. Thu Nov 30 16.46.26 2017 age 1 I D:0837CakNCJ U 5ySDiQmCDdnyd l l m-yK2TC EUoOThBKv42RbyW U FJyl5 W?Ocgl uGLkS4yDyxR 4-3-8 1-10-8 Scale = 1:20.5 6.00 112 4x6 — 2x4 11 4x6 = 3x4 8 r 3x4 J 2x4 I 2x4 2x4 11 4-3-8 1-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) n/a r1/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 6 n/a r1/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 37 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 12-3-0. lb) - Max Harz 1=-11(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 8, 6 except 7— 123(LC 9) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 8=252(LC 1), 6=252(LC 1), 7=436(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-347/269 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-7-9 to 6-2-0, Interior(1) 6-2-0 to 10-5-8, Extefior(2) 10-5-8 to 11-8-7 zone;C-C for members and forces & 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 psi bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 8, 6 except jt=lb) 7=123. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 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@9 connectors. 11>is design is based only upon parameters shown, and is for an individual building component, not a In.= system. Before use, the building designer must verify the arDrAicalbility, of design parameters and Ixorx'rly incogwrate this design into file overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional iernporary and permanent brac6ig Mffek' Is always requlred for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding tine fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I 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. Tama, FL 33610 Job Truss Truss Type ' Qty Fry T12624924 TB0162 VO4 Valley 1 1 Job Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 t-10-8 i 1-10-8 6.00 F12 3x6 5- 3x4 = 6405 Hu9 O 20 / MI eK Ill ifitl , m,. u r i- cv yc , I D:0837CakNCJ U 5ySDiQmCDdnyd 11 m-yK2TC EUoOThBKv42RbyW U FJxw5OcOdwl uGLkS4yDyxR 6- 5-8 8-4-0 4. 7-0 1-10-8 8- 3-8 6 3 3x4 = 3x6 Scale: 3/4"=1' 0 6 v 00Plate Offsets (X Y)-- 2:0-2-0 0-2-8) (3:0-2-0 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 0.32 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 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 purlins. 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 (Ib) 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. 11; 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4. 8) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 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 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 file applicability of design parameteis and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent txrckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mffek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricalion, 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 f- - `—' ' Qty Pty T12624925 TBO162 V05 Valley 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-10-8 snnF15- 2x4 7.640s r.uy io 20171-,—„ —l—, ,,— U,...V GgG I D:0837CakNCJ U5yS DiQmC Ddnydl 1 m-R WcrPaVQ9mg2y3eF?JTI1 SrB? VSDl4AS7w4H? W yDyxQ 2- 5-8 4-4-0 0- 7-0 1-10-8 3x4 = 3x4 = 2x4 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0:05 Vert(LL) . n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SP No.3 REACTIONS. ( lb/size) 1=138/4-3-0, 4=138/4-3-0 Max Horz 1— 11(LC 8) Max Upliftl=-27(LC 12), 4=-27(LC 13) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:8.4 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10103/2015 BEFORE USE. e sign valid for use only with MiTek+J connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the bt Aiding designer must verify the applicability of design parameters and properly Incol poi ate 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 7M iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Symbols Numbering System ,& General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y14- offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0- 1/ 16n For 4 x 2 orientation, locate plates 0-1/0 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/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 TOP CHORDS 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12, Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 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. DEARING HEIGHT 5GHEDULE CJ CJ Cl? m m 7-0-0 38-4-0 7-1-8 1 10 PIE CJ3 3 CJS y r. C51`1,........_ T M m m 1 EJ7 1 Cj i EJ7 CJS Z) 1. CJS:::.::::::: CA C 3 c*1 u :c¢v cn 7 u in 7 r1 ti in 7 0 0 38 4 0 7-0-0 U 0-0 54-4-0 G- ODmLL ti-C1-w 2 CJ1 EJ2 EJ2 EJ2 EJ2 EJ2 EJ2 EJ2 EJ2 CJI y RECORD COPY Hanger List H1 THA422 NOTES: 1.) REFER TO HID 91 (REGOMMENDATIONS FOR HANDLING IN5TALLATION AND TEMPORARY DKACING.) REFER TO ENGINEERED DRAWINGS FOR PERMANENT BRACING REQUIRED. 2.) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MUST DE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE DRAGING REQUIREMENT5. 3.) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY BUILDER. 4.) ALL TRU55E5 ARE DE516NEP FOR 2' o.G. MAXIMUM 51`AGIN6, UNLE55 OTHERW15E NOTED. JX\_DING 5.) ALL WALL5 5HOWN ON PLACEMENT PLAN ARE GON51DERED TO DE LOAD DEARING, UNLE55 OTHERW15E NOTED. 0R 6) WITH5Y42THEUTOP BEING PE INSTALLED 7.) ALL ROOF TRU55 HANGERS TO DE 51MF50N HTU26 UWE55 OTHERW15E NOTED. ALL FLOOR TRU55 HANGER5 TO DE 51MP50N THA422 UNLE55 OTHERW15E NOTED. D.) DEAM/HEADER/LINTEL (HOR) TO DE FURNISHED DY BUILDER. 1 - 3 6 4 9 SHOP DRAWING APPROVAL THI5 LAYOUT 15 THE 50LE 5OURCE FOR FADRICATION OF TRU55E5 AND VOID5 ALL PREVIOUS ARCHITECTURAL OR OTHER TRU55 LAYOUT5. REVIEW AND APPROVAL OF TH15 LAYOUT MU5T DE RECEIVED BEFORE ANY TRU55E5 WILL DE DUILT. VERIFY ALL CONDITION5 TO I1,15URE AGAWST CHANGE5 THAT WILL RE50.T IN EXTRA CHAR6E5 TO YOU. ecAucstce ocu crl,.Dast Allrornd bl: Datc Builders WirstSource Orlando PHONE: 407-551-2100 FAX 407-051-7111 Plant City PHONE: 813-759-5951 FAX 513-752-1532 Taylor Morrison Homes EL: Anastasia A 2nd Suite AL ADORE55: eEY 151ON: TB Lot 162 ALE: E: DRAWN DY: JDD 1: 11-30-17 Rick Permit # Product Approval Specification Form 57WG 1 7 - 3 6 4 9 Project Location Address: SANFORD As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging Therma Tru Swinging Ext. Door (front door) FL15225-R3 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL15332.09-R2 Sectional Windsor Garage Doors Sectional Ext. Door Dbl, single FL15080.1 Roll U Automatic Other 2.Windows 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 Shinles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E. P.S. Roof Panels Roof Vents Millennium MMI-2 Off Ridge Vent 16568.1 Other June2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5.Shutters Accordion Bahama Colonial Roll up Equipment Other 6.Skylights Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products HVAC Tie Down BMP International HVAC Tie Down FL14239-R3 Applicant's Signature Applicant's Name Please Print) June 2014 TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS j WINDOW CALLOUTS 12 0 32 54 22 54 32 5NM25' w 35• S 13 a4 UI 33 544 23 54 33 S4 7' SSr3 14 517 1,1 34 SJ 24 51! 34 34 15 Sa P2,554 25 5a 35 5Hz63" 0 12- z Ib 544 L7 36 Sl 26 SN 30 5A GG. YPoT T EIASOItRY G; ENI 65 FOR A! L L\DOU5. toII.F LU1` 0J 51=5 ADD NSTAUAToq r4y VARY FER O MrWAGNR=R AVr 5-EgRCATIJi5. z REFER 10 FLON PLAN$ PX sine 01 wv Oi L;SED lSNSLE P-W--54. C• 5F F\T- CSiT, GR FYD GL A55- FGJ s s t x i s s ALL EER.£V -L cole. FER;Br S'-'4L FA'T•T DTN RJdffRFgLR - SM EDITd: k t t i s a s O4R 10FY4TR A TYP. 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Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbidgconsultants.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute Validated By Ryan J. King, P.E. 4, 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 i Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 https://www.floridabuilding-org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVK3ZIQ... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15225.5-68 (6'8 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 15225-68M (68 Door Products Direct to Masonry) for installation INote Glazing Shall coirlpiy with AST instructions.04. ( This product approval requires the use of "J" part number doors and sidelites, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate Fytc» c tiz3'C'CAC 1.9225 5 NAMI Cerls:odf Quality Assurance Contract Expiration Date 12/ 31/2021 Installation Instructions Verified - By: -Lyndon F. Schmidt;-P.-E_ 43409 Created by Independent Third Party: Yes Evaluation Reports FL15225 R3 AE EVAL 15225.5-68.odf, F1_ 15225R3 AE E1tAL 15225 5-8Q odf 2$ R3•. AE EllAt iS22568M:odf Created by Independent Third Party: Yes 15225.6 f. "Premium Series", "Construction 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. Series" and " Benchmark by With and without Sidelites, Inswing and Outswing Therma-Tru" with Transoms Limits of Use Certification Agency Certificate Approved for use in HVHZ: No L t 15 75 A3 C *LAC S57_25 G NAMI eerts.odf' 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 (68 Door Products) and Fl 1575 is irv5ras:G 68.odc 15225.6- 80 (8'0 Door Products) for installation instructions. TNgT )577S:6-BO:Adf Note - Glazing Shall comply with ASTM E1300-04) Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports pj l= Ra AF EVAk 1,`225.6-68.odf t5» A fl+Pi 15225 6-80 odf. Created by Independent Third Party: Yes Dark Contact Us ` 940 North t%_.__ ,§~w.1 "a ""'"W'riee .ISC<48Y-tw The State of Florida is an AAJEEO employer. QpY_inht r?.2al'$.5fats of Plarlda, :: Privacy Statement :: Acces ibliity 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 malltothisentity. Instead, contact the office by phone or by traditional mail, If ycu 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 haveone. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply apersonaladdress, 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, FS., please click here . Product Approval Accepts: Credit +r AEE https:// www. floridabuilding.org/pr/pr_app_dtl.aspx?param=w GEVXQwtDgv3yV VKJZ 1 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/Outswingw/ 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 withinAtc:.A U, Thn t&jmmr nan MAnnal Standards Institute (ANSI): NAMI's. Certified Product Configuration X Listin ,at:w%+ Inswing or Outswin .. _. 1/S v N1tmfe r ria Glazed or Ci a ue Opaque NA[MV11 Maximum Size 3'0" x 6'8" s *-Cruliva Design Pressure Pos/Ne 67/-61 r u.u,a a a w.ac.. Missile Impact Rated No v . •..•••-. - -... --- - - Test Report Number Comments ETC-01-741-10703.0/L-2097/rTF-253F Sin le Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097/TTF-254F t O/S Single Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10703.0/L-2097%I-l'F-253F Standard Aluminum AstragalXXS Double Opaque 6'0" x 6'8" 40/-40 No ETC -Standard Aluminum3Antra al 254E XX O/S Do.. uble I/ S Opaque 610" x 6181' 47/-47 No ETC-OI-?41=10703.0/L-2097/TTF-253F Coa tal A1.uminum Antra al .. . XXDouble Opaque 6'0" x 6'8" 47/-47 No ETC-01-741-10703.0/L-2097 I'TF-254F Coastal Aluminum Antra al .... . XXO/S Double Opaque Door Glazed Sidelites Opaque Door 5' 4" x 6'8" 5' 4" x 6'8" 40/- 40 40/- 40 No No ETC- 01-741-10593:0/L-2097/TTF-253F ETC- 01-741-10593.0/L-2097/TTF-254F OXO/ OX/XO Sin le wLSidelites _. OXO/ OX/XO I/ S O/ S Sin le w/S.idelites ... Glazed. Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites 8' 4" x 6'8" 8' 4" x 6'8" 814" x 618" 8' 4" x 698" 40/- 40 40/- 40 47/- 47 47/- 47 nA r No No No No e w6: oenntnnETC- 01-741-10593 0/1,-2097/TTF=253F Standard Aluminum Astra al, ETC- 01-741-30593.0lL-209 //TTF-254F standard Aluminum Astragal ETC- Coast LAlulno um.Astr l-253F ETC- Coas al.Alum n/um Astra a1-254F 71 Mntwit- iailHii iafvlavlHave9. VA 23072 OXXO Double w/Sidelites I/ S OXXO Double w/Sidelites OXXO Double.. w/Sidelites.. OXXO Double, w/Sidel ites CIS I/ S O/ S National Accreditation & Management InSLILUM, 1=1-1Y1» 6 -•-•=••-b- Tel: ( 804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005331-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certificationlabelrepresentsproductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing withinl:4 t.o hr.e"A.,rnM'Pon Natinnai Ctandards Institute (ANSI$: NAMI's Certifted.Product Listin At mt a rca l n. . Missile Pest umberReportNp Inswing Glazed Design Configuration or or Maximum Size Pressure Pos/Ne Impact Rated Comments Outswin I/S O ague Opaque 3''0" x 6'8" 67/-67 No ETC-01-741-10702:0/L=2096/TTF252F X Sin le O/S Opaque 3'0"x 6'8" 67/-67 No ETC-OI-741-10702.0/L-2096/TTF251F X Single I/S Opaque 610" x 6'8" 40/-40 No ETC-01-741-10702.0/L-2096/TTF252F XX Standard Aluminum Astragal. Double ._._ Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10702.O/L-2096/TTF251F O/SXX Standard Aluminum Astragal. Double I/S Opaque 6'0" x 6'8" 551-55 No ETC-Oi-74t-11008.0/L-2151/TTF252F XX Coastal Aluminum Astragal . Double Opaque 6'0" x 6'8" 55/-55 No ETC-01-741-11008.0/L-2151/TTF251 F O/SXX Coastal Aluminum Astragal Double Opaque Door 514" x 6'8" 40/-40 No ETC=01-741-11008.0/L-2151/TTF252F OXO/OX/XO I/S Single w/Sidelites glazed O/S Sidelites Opaque Door 5 4 x 6 8 40/-40 No ETC-01-741-11008.0/L-2151/ITF251F OXO/OX/XO Si q le w/Sidelites .. I/S Glazed Sidelites Opaque Door 8'4" x 6'8'' 40/40 No ETC-01-741-11008.0/L-2151/TTF252F OXXO Double w/Sidelites .: Glazed-Sidelites Opaque Door 8'4" x 6'8" 40/-40 No Standard Aluminum Astragal - ETC-01-741-11008.0/L-2151lT-fF251F Standard Aluminum Astr alOXXOO/S Double w/Sidelites I/S Glazed Sidelites Opaque Door 814" x 6'8" 55/-55 No 252FETC- C' stalOXXO Double w/Sidelites :.; Glazed. Sidelites No A u0min m2Astragal ETC-Ol-741-1100$.0/L-2151/iTF251F OX?CO O/S Opaque Door 8'4" x 6'8" 55/-55 Coastal Aluminum Astra al.._ Double w/Sidelites. Glazed Sidelites 4794 Geor a Washin ton Memori y/Slaves, VA 23072 National Accreditation & Management Institute, Inc. g g Tel: (804) 684-5124/Fox: (804) 684-5122 NAMI AUTHORIZED SIGNATURE:-, 1. 1 A . V Nos- 4. 4" I 4 - ter.:::•• 4" 11" f S i 1r'i'' .•" L ; 1 i- I I `MULLIONMULLION it SHOWN MASONRY. 4 HEAD MASONRY OPENING 4 '.I'I SHOWN FOR rip., { I REFERENCE MASONP.Y.. 4. OPENING TYp; :i l 11 OR Ii OPENING 1 HEADJAMBSHEAD JAMBS JAMBS I I i; d 2X BUCK j a 2X BUCK jq I I II I u a 2X BUCK I I i J I1 rciuipj I I a!y l I I MULLION SHOWN FOR 'I 1 II. 0! to 6 I ro d 1 li REFERENCE_ 1! aI I i1 I1 3,' z- 41N .t F, Mm SINGLE W/ISDELITESINGLEWL.S.IP?FL.ITES BUCK. ANCHOR=. 13QC.K ANCHORING BUCK ANCHORING MASONRY OPENING NOTES: 2X BUCK2Xbuckmin. S.G. t 0.55. C Now.: T Itr a at the comers maybe adµuted to makdain the min. edpo d+staeiCi to rsgdct joints. 2 Cpryy etldllC to9:Ot(ans noted os "MAX ON CENTER" trust be odjusted to mafitotnftremin. edp flktanc fo:Tor[arJ4raddRbnciFca>aetQ'o maybatBq(JL'ed }o eMu(o fhe AAAI4 ON CBJI'ER" rzmaM?on We rdt ded. 3. Concrete anchor table• AHCKOA ' ANt:liC1R.APHtiO Altth: GfiGRANt?& : MIN fD gAli{CHlT TMiTw LAABECiMTFM AJi'iN7R TA CONe ELCO. 1/4* 1-1/4" ULTRA ON I' 4 4• 4" " 4" 4. 8" 4 TYP. HEAD JAMBS . ASTRAGAL SHOWN FOR REFERENCE II It i II r` r ., t I N. d• I C I1 4 MULLION MULLION I ( SHOWN FOR A f; TYP.. I( HEAD REFERENCE h SHOWN FOR I{ REFERENCE II JAMBS 2X ll, BUCK pr. 11 1: 1 II. I It A ASTRA ro A: SHOWN .FOR 11. p oIIREFERENCE (:I' 1. MASONRY DOUBLE W/SIDFIITFS BUCK A Q1:iQFA.Q OPENING1+ G! o0 r L r jtll ZOoA VN •• c z, 9m ` RaalO 7 c O m OF z C. 11-3- 7 4 SEE NOTE 3 IN, SHEET 3 II SEE DETAIL ':1" ASTRAGAL— MULLIONI SHOWN FOR SHOWN FOR REFERENCE REFERENCE ONLY VIEW 'C'-,l DOUBLE DOOR.. VSIOELI o IN PAIRS 30: TYP. 3 3" 64 V--'NW/2X BUCK (E —T SEE TAIL. A JINSTALLAT*N A v BUCX A INSTALLATION.. IX BUCK 12 u uj INSTALLATION. cq '= = :i 0 - . . :[2. - I , I Jd INSTALLATIONI= K 9 C, fYP. HEAD C4 En aTRAn IN I C 1, . 5. Wn 0 Fj & JAMBSF0 Ica E REFERENCE. 1 tcl :. ONLY7T SEE DETAIL " 4" —1 SEE 131 DETAIL —lo 0 0 = = ' tuC' tn A. VIEW " E"-'E DOUBLE DOOR VIEW "A A VMW W1 Wn&M ITORRUMED FASTENERS. ITEM 130 (nr. All SIDEUTIE 70 DOOR LIAIR CONWEMM) W/ 2X BUCK INSTALLATION W/ 1X BUCK INSTALLATION IL W12X BUCK Item DESCRIPTION Material PFH- WOSCREW PWOS10x 7, 2 PFH WOO CRE STEEL, SURM FHWooCSTEEL PFH WOOD SCREW 10xI- FH WOOD SCREW XIP57rEL, TT- EEL S10x314' L- )me) 4FREI'i Lo10 2 LG. PFH'-WOOD-SCREW 57E`tL 3 W C 8x2-712" LG. """'PFH DO !SCREW 2PFHWOSTEEL 4 44- x 2- PFH EL(;U - OR ITW CONCRETE SCREW 1 4 x I - 4 ITW P S STEEL s- , . 9 911. I . 1H CONCRM SCREW ITWPFx - ITW PFH CONCRETE SCREW 1 4 4 371%. TW PFH CONGRL11.1CREW STEEL E L 13 MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO AC) 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 4 X 2-- PFH ITW CONCRETE SCREW I /I 2L 21 3 . 30 . 0HEADER JAMB (§UGAR PINE. -5G >-0.34.) PRESSURE TREATED SID I R1/2- X 17 X 2-9 G.& CORRUGATED FAST FNFR OD WOOD60 W. .. 0 STE. tNSTALLATION., W/ I X BUCK x INSTALLATION DETAIL. " 3" ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. WM 2/21/12 Sine N.T.S. d DETAIL rr a. , bSol 44 INTERIOR EXTERIOR INTERIOR EXTERIOR EXTERIOR INTERIOR v gg 9a: 20 4i3 13 y. T : VERH L. CRO 's t?N 3 vFRttCAL CROSS SFC1t N a v GAL CRoss SECTICJN" lnsvi :ca+'gum n d.. O . conivio n G' . 4 INTERIOR EXTERIOR EXTERIOR: INTERIOR EXTERIOR INTERIOR. Oty W , a 16; z m a.501, 13 13 DZ m v rr1rr : r. c 5 VETTCA CROSS SECTION d VFiE17CAL CRhSS SWROM w,e :2 .zt t2 scue N.T.S. ° 400—NV. Ut319' CVn 9 vctV[9tion. FNtI 9VI'QT on pi) . t Vfp Ou . cent" 22 O s MASONRY TYP. 'lIEAOOPENING & JAMBSUj2XBUCK SINGLE DOOR BUCK ANCHQRING 4 4• THFADOyO- b,`= MULCtONONRY .:VOWN FOR:MASONRYj( 0ENING 0REFENf NC OPENING. I.I ,AII i+` S, n -01 o a H d[ .IAMBS & JAMBS JI Eg 90;: a ! I'; f [ U. Co II o oa aI nv 2X BUCK 11 ¢ o I MULLION I i t Aid N J.J. SHOWN FOR .J i REFERENCE I I c 0. 2X BUCK 11 l l ) . o o o MASONRY OPENING N07E5: 2X BUCK i. 2X buck min. S.G. t Q5S. CONCREFE ANCHOR NOTES: t. Concrete onchortocaff of the comers may be odJusfetl to maintain the min. edge dlstonce 10 mortar jotnfS. 2. Concrete anchor locations noted bs "MAX. ON CEt4lW must be adjusted to matntoin the min. edge dhtonce to mortorjoints, additional concrete anchors may be required to ensure the "MAX. ON CENER" dimension are not exceeded. 3. Concrete anchor table: ANCHOR. AHCNOk MTN. Tii lii NRY: IM1N CWWWU 1FSAa$] ACW, oe St2E FMB RIit>4M1 ANCNOk 1/ 4" 1.1/4" 1" ULTRAON. I„/ SIDELITE SINGLE W/SIDELITES ICHORIN , BUCK ANCHORING of 8 8".. e 1 r ,. —- p j1 MULLION IIISHOWNFORAtlSHOWN FOR TYP. HEAD ! TY r.II REFERENCE HEAD tl REFERENCE IIfA JAMBS I1ASTRAGALSHOWNFOR JAMBS II LI REFERENCE li IICR I' ASTRAGAL I I ti 2X- SHOWN I., tlSHOWNFORI (. BUCK fI jJ REFERENCE ,( F X ^ oz1. 1uo.itr 2 21 11 0d v) sue, N.F. S. 9 i r 1 1J i l ems. e.: JK m CNK. eY: LFS r.. .. .. : ::' .. OMwING fl1. N DOUBLE DOOR MASONRY DOUBLE BUCK W/SIDELITES ANCHORING. FL-15225. 5- 80 0 EI .QK ANCHORING OPENING yEEr 2 or 6 O tn 4-3L- 3- 6" 11f W/2X SUCK /2X BUCK AZDETAIL "J A. INSTALLATION w I. III SEE DETAIL INSTALLATION III SEE NOTE 3 op WIIIX BUCK SUCK SHEET 3 INSTALLATION LATM. TYP. HEAD TYP. HEAD bMULLIONYJAMBS SHOWN FOR JAMBS REFERENCE SH AS T. SHOWN FORFORREFERENCE REFERENCE ONLY ONLY Q1V RACAL-A. OWN EFE SEE to 16i fe DETAIL 4- 6 a16ll IC N A' DOUR DOOR W SIDE IL7E5 VIEW "-I DOUBLE 000 ey "c"-7C m DFSCRIPTION material A 10 x.2-1 2 PFH WOO 7MLI 9 10 x I- -WOOL) iuHtwkIterm. 0 I 4rpM0xIpFHW To x 3 4 LG, P WOOD SCHLIN Hlnge t 4 1 4' 2-3 4 PFH STME 1.4 1-3 4. qTFFI. 9 1 .4" x 4 )TW PFH CONGRFIL SCREW f. 11 a X. 3 FH.SCR E t 3 16. x 3-7 4 ITIN PFH CONCRETESCREW STEEL 1_4 x % - 1 .4 . ITW P . I CONCRETE 5 III: EE MASONRY - 3000 P-131 MIN. CONCRETE CONFORMING TO ACI CONCRETE 13 301 OR HOLLOW BLOCK CONFORMING TO..A5TM C90 16 1 .4 X 2-1 4 PrI.1 fTW CONCRETE SCREW 5ILLL HEADER JAMB PINE, SG.>=.0.42 0 21. 3 4' THK. PRESSURE TREATED SIDELITE.PAD STEEL. 30 2" X I " X 25 GA.. C RRUGATED FASTENER t5 GC i 01 0 q V, A SHOWN W1 OF17ORAL CORRUGATED FASTENERS. ITEM 130 (TYP, ALL SIDEUTE TO DOOR JAMB CONNECTIONS) 0 ATTACH ASTRAGAL' ROW BOLT STRIKE PLATE TO FRAME AS SHOWN. t u N.T.S. Hyl JK LFS NO N04 0 15225.5-80F 4 V CAL CROSSCALCROSSS lnswktgconBpu nBon 0 2 EXTERIOR. VE CAS GROSSSICT1QNtswing eonSipu.,,, EXTERIOR INTERIOR INTERIOR S: VERTICAL CRO3Ss SE N ou cont umt n INTERIOR do t omj+. _Len ri EXTERIOR. Z o Z.y . r au r t. rm 9 aG . 4 3 . : ERII AC QSS SEGTt4RN 6 EXTERIOR INTERIOR 6 VE117i AL CROSS E . d outWno co ftm ion ANNE z m v W = O N A m wZ- U 2 r:12: 0 N. r.s... W.. JK m BY. LFS 3 a 15225. 5-80 n INTERIOR EXTERIOR H0RIZ0M-1 L igS-S SEC 2 puhve(ng conflpusoteon 49 16 iamb G. `C. e INTERIOR EXTERIOR 2 OR1ZOROSSEGTION Z (w t{ yyj(o i..... U -w- b fi I I off INTERIOR a. EXTERIOR 5 Nt3Rf C3isITAtCRt?SS . 4J, l d ajar b fl trtolfn.. U.N. . y Z N pr mGfillD Y E 9• i a 91 15-68M o br 5 . T 1 to D dA/16"HEAD us TYPi@ HEAD I/ f .1-6'HEAD MULUON.. SHOWN FOR REFERENCE o 0 O IYP.AMBSAJAMB VIEW "C =" C" SINGLE DOOR W/SIDELRES o k SEE DETAIVC El VIEW "E"-"E" VIEW CAt, CRITE.ANr HORNOA 1 to anchorkVOr M of the comers may be adjusted to mofnfain the min. edged+> ddnoeia morfci',joints. 2. Cons+ele oncharjocoikns noted as "MAX. ON CENTER" must be adjusted to maintainthemin. edge distance to mortar joints, additional concrete anchors mayberequiredtoensuretheMAX. ON CENTEle' dimension are not exceeded. 3. Concrete anchor fable: i IdMPPC TVGE AHN . .... r ANCHC$ ANt;Ntali t1A11M ltA;R r JCAoIAGEtIf i {+; 317Q' EMdEDVkB+iT , mr r L4" TatcoN' yr 1-1/4" _ y C T/4' ULTRACON IIW a /16" T.T/4• AS SHOWN AS SHOWN Tt' ON- SIDELITE NOTES: 1, The sFdellte is direct set into the jamb with (12) #E x 2" pfh. .voad screws . There are (4J at each vertical jamb, from the fop down at 13.5', 31", 48.5' & 66. There are (2) at the header of 4" p ere are ( 2) at the SRI, 4" from the outside comers - from theoutsidecomersoftheframe. Th 8 u D N D w SINGLE DDOR & SIDEME SEE L " 7 8'3' Y1A, - 6" kFJlti. W n a (4HEAD a> TYP. 0 JAMBS j44/1B" JAMB o SEE j 1`, , l VIEW "B =" B" SINGLE DOOR VIEW "A" -"A" H. 0 FL- 1 z R W R W Building Consultants, Inc. BConsulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33595 Phonc 813.659.9197 Florida Board of Professional Engineers Certificate of Authorization No. 9813 Scope: Product Evaluation report issued TherTru Corporation, based onRuleChapter ng Consultants, I pth err No. 61G20-3, Method 1A of he State aof Florida(System Product Approval,o m Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the productorinanyotherentityinvolvedintheapprovalprocessoftheproductnamedherein. Limitations: 1. This product anchoring has been developed in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity HurricaneZone". See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shallbeaslistedandspacedasshownondetails. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shallbeinstalledfollowinginstallationsinstructionsof ANSI AFBPA NDS 2012. All other fastener types to be installed following fastener manufacturers installation instructions. r- center distances shall be specked by the fastener manufacture, but in no instance shall they 4. Fastener embedment depths, edge distance and cente be less than shown In drawing FL-15225.5-68. 5. Where shims areused, they must be a "rigid i stiff' material that complies with the requirements of the FBC. r use with drawingFL-15225:5-68 shall be determined by others for specific jobs in accordance 6. Positive and negativedesignpressurerequirementsfowiththegoverningcode. 7. Site conditions thatdeviatefromthedetailsof drawing FL-15225.5-68 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1., rest Report No: ETC-Ot ,741-10702. 0 ETC-01-741-11008. 0 TEL 01460147 2. Drawing No. No. FLA 5225.5- 68 3. Calculations Anchoring Teat Standard ASTM E330- 02 i TAS 202-94 ASTM E330-021 TAS 202-94 ASTM E330-02 i E1886-02 i E1996-02 Prepared by RW Building Consultants, Inc. ( CA #9813) Prepared bar RW Building Consultants, Inc..( CA#9813) Sheet 1 of 1 Tisfina 6aboratonr ETC Laboratories ETC Laboratories Testing Evaluation Lab. Signed by Wendell W. Haney, P. E. Joseph L. Dolden, P. E. Lyndon F. Schmidt, P. E. BEarted:& Sealed tier Lyndon F. Schmidt, P. E. S-tnniitt $ Sedlett tnr. LyndonF. Schmidt, P. E. ttitrir3r t . l:t Lyndon F. Schmidt, P. E. FL PE No. 43409 2/6/2015 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. 'X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHCR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 5D63—T5. 6. UNTS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM 1S REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT. 10. FOR ANCHORING INTO WOOD FRAMING OR 2X SUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS, 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS W17H 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 D_TA!LS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS, 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B, CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. 0. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TY?E 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KS1 OR ALUMINUM 6063—T5 1/3" THICK MINIMUM I TABLE OF CONTENTS SHEET NO.1 DESORIPTION I 1 NOTES 2 ELEVATION 3 — 9 INSTALLATION DETAILS REVISIONS DESCRIPT1061 DATE APPROVED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION DETAILS 08/05/15 R.L. C. t SIGNED: 1012712015 MI WINDOWS AND DOORS LLC 0\11111111 // 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028•\OENS4* 5 R• L/ice 0 bt C t* SERIES 430/440 XIX SOD 143" x 9 REINFORCED AANNOTESTAT OF a_ cO DRAWN: Dwc ND. aEv'000RI0P OS D Xs'ONA11\\\\ 5009030E 9NTSDATE02/23/09 6" MAX - It 6" MAX i 17" MAX O.C. 98" T- MAX FRAME HEIGHT i J- 6" MAX 143" MAX FRAME WIDTH SERIES 4301440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t40.OPSF NONE SEE CHARTS #1 AND #2 FOR OTHER UNITS RATINGS REVISIONS REV I DESCRIPTION I DATE APPRWEO A ADDED CHARTS 03/06/12 ? R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 6" MAX CHARTk1 0 REVISED INSTALLATION DETAILS 08/05/15 R.L. WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (p4 Frarre Height in) Sirgle Panel and Total Frame Width (in) 30.0 36.0 42.0 47.7 90.00 108.00 126.00 143.00 Pos Neg Pos Neg Posr Pos Neg 64.D 40.0 60.0 40.0 57.9 40.0 4D.0 48.0 88.0 40.0 60.0 40.0 54.6 40.0 40.0 45.0 92.0 40,0 59.6 40.0 51.7 40.0 40.0 42.3 96.0 400 56.6 40.0 49.0 40.0 40.0 40,0 CHART q2 WHERE WATER INFILTRATION RESISTANCE 1S NOT REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (p4 Frarne S"Ie Panel and Total Frar1'e W1dth (In) Height 30.0 3&0 42.0 1 47,7 in) 90.00 108.00 126.00 143.00 Pos Neg Pas Neg Pos Neg Pos Neg 64.0 50.0 60.0 57.9 57.9 52.0 520 48,0 48,0 8.0 60.0 60.0 54.6 64.6 48.9 48.9 45.0 45.0 92A 59.6 59.6 51.7 51.7 46.1 46.1 1 42.3 42.396.0 65.6 56.6 49.0 49.0 43.7 43.7 40.0 40.0 CHART ,73 Number of anchor locations required Frame Height Single Panel and Total Frame WSdth (in) 30.0 1 36.0 42.0 47.7 in) 90.0 108.0 125.0 143.0 HSS I Jamb H&S Jamb H8S Jamb HSS Jamb 84.0 6 6 7 6 8 6 9 6 88.0 6 6 7 6 8 6 9 6 92.0 6 6 7 6 8 6 9 6 96.0 6 6 7 6 8 6 9 6 S 231,9 SIGNED: 1012712015 MI WINDOWSD LLC Iiro1900PARKWAY511RFLOWER MOUND, TX 75028 t EN19" S, SERIES 430/440 XIX SGD x 96" REINFORCED 0 51 ELEVATIONS TATr'OF143" wo NO. SCALE NTS °qT= 02/23/09 OS- 005230E 9 0 `// ssjONALtEaG\\ L 1/-" MIN. EDGE DISTANCE I 1 3/8" MIN. vJ00D FRAMING OR 2x BUCK EMBEgMENT BY OTHERS i 1 1 3/8" MIN. EMB_DMENT I! 4.. MAX. 10 WOOD SHIM SPACE L MIN. SCREW 1— EDGEEDISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR II II II II 11 11 INTERIOR LU'. aL UIJIHINUL 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 W ACCORDANCE WITH ASTM E2112 0 WOOD SCREW 3E SET IN APPROVED MIN. vtENT WOOD sRAMING OR 2X BUCK BY OTHERS REVISIONS REV DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING i 10/15/13 R.L. C ADDED P,ANGE INSTALLATIONS 112./06/13 R.L. 0 REVISED INSTALLATION DETAILS 08/05/15 I R.L. 4-- 1 /4" MAX. SHIM SPACE INTERIOR e EXTERIOR EEa JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN; DWO N0. F. A. 108-00503 7 NTS DA. 02/23/09 1 SHeE3 OF 9 SIGNED: 1012712015 R I ILIo/i r• 1V(, 0,' 6k h SF q STAT 5E of , Rev i•r 'cOR10P• C D "/;/ S'/ONAL, METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW I M-'AL STRUCTURE BY OTHERS 3 / 4 " MIN. EDGE DISTANCE I 1/4" MAX. SHIM SPACE 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES., 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 /4" MAX. SHIM SPACE- i 5/4" MIN. AS OR EDGE DISTANCE y INTERIOR RILLING I I R L TO BE SET IN BED OF APPROVED 4LANT P O SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS REV DESCR)Pf10N I DALE APPROVED A I ADDED CHARTS 1 03/06/12 R.L. 8 REVISED PER NEW TESTING I ID/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 0 REVISED INSTALLATION DETAILS 08/05/15 R.L. EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: DY:C ND. F.A. 08-00503 SDALE NTS I DATE 02/23/09 1 SHEET OF 9 SIGNED: 10/27/2015 v GENO- 5 STAT F REv i F`• F[ORIOP• 2 1/2" MIN. EDGE DISTANCE a' .. 1 1/4" MIN. e ° EMBEDMENT ; 1/4" MIN. '/4" MAX. EMBEDMENT SHIM SPACE CONCRETE/ FMASONRY t — BY OTHERS 1 2 1/2" MIN. a CPTfONAL EDGE DISTANCE x BUCK INTERIOR TO BE PROPERLY I 1/4" MAX. I SECURED SHIM SPACE 3/1 6" TAPCON 7'.1411 SEE NOTE 3 SHEET i 3/16- TAPCON i 7 b ea CONCRETE/MASONRY BY OTHERS EXTERIOR ' INTERIOR LLL JJJ EXTERIORSILLTOBESETIN A BED OF APPROVED 3/16" TAPCON SEALANT I OPTIONAL IX BUCK MASONRY/ TO BE PROPERLY NCRETE SECURED BYOOTHERS SEE NOTE 3 SHEET t i- 7 n .. i 1 1/4" MIN. EMBEDMENT d. VERTICAL CROSS SECTION CONCRETE/MASONRYINSTALLATION 2 1/2" M;N. EDGE DISTANCE REVISIONS REV DSCRIPT.-.ON DATE APPROVEO A ADDED CHARTS 03/06/12 R.L. B REVISED PER NE 1Y TESTING 10/15/13 E R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R. L. D REVISED INSTALLATION DETAILS 08/05/15 R.L. Kl im J JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION NOTES' 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ACSTM E2112 s, 2J3 L% is k MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SOD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWG NO, F.A. 08-00503 SCALE NTS DATE 02/23/09 1 SHEETS OF 9 SIGNED: 1012712015 11/1IEI`1 O9 lx 0. TA7 5EOF t` <ORlO?• 2 NAI E G\ OOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD -- SCREW EXTERIOR 11 WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 3/8'. MIN. MBEDMENT 1/4" MAX. SHIM SPACE 3/8" MIN. EMBEDMENT 7— 1/2" MIN. EDGE DISTANCE INTERIOR 10 WOOD SCREW SILL TO BE SET IN A BED OF APPROVED SEALANT I WOOD FRAMINGDOR2XBUCK1BYOTHERS t 3/8" MIN. EMBEDMENT LULL UIJIAIVLlC. VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITII, 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE W17H ASTM E2112 REVISIONS 1 REV I DESCRIPTION DATE I APPROVED A ADDED CHARTS 03/06/12 R.L. B RE\ASEO PER NEW TESTING 10/15/13 R.L. C , ADDED FLANGE INSTALLATIONS 112/06/13 R.L. D I REVISED INSTALLATION DETAILS 108/05/15 R.L. 1/4" MAX. FSHIM SPACE i . INTERIOR J EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 7502E SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DWD NO. F. A. 08-00 503 SCALE NTS I DATE 02/23/09 1 SHEE' 6 OF 9 SIGNED: 1012712015 JQl/7/ i G NSF9cP SIX wiz tP iiislONAl1E METAL STRUCTURE BY OTHERS 10 SMS OR S_LF DRILLING SCREW METAL STRUCTURE 9Y OTHERS 3/4" MIN. EDGE DISTANCE EXTERIOR 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 uv j cnlvn 1/4" MAX. SHIM SPACE OR 3/4" I MIN. LLINC EDGE DISTANCE 10 SMS OR SELF GRILLING SCREWS TO BE SET IN 3ED OF DROVED SEALANT REVISIONS REV DESCRIPTION DATE I APPROVED A ADDED CHARTS 03/ 43R.L. B REVISED PER NEVI TESTING 10/ C i ADDED FLANGE INSTALLATIONS 12/ D REVISED INSTALLATION DETAILS 08/ 1 /4" MAX. SHIM SPACE pINTERIOR METAL L I STRUCTURE BY OTHERS EXTERIOR e JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION S33-2— MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SOD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DWC N0. F.A. 08-00503 s" NTS DATE 02/23/09 ISHET7 OF 9 SIGNED: 1012712015 CONCRETE/ 2 1/2 MIN. MASONRY EDGE DISTANCE BY OTHERS 1 1/4" MIN. e EMBEDMENT 1/4" MIN. 1/4" MAX. EMBEDMENT i SHIM SPACE II •I 1 OPTIONAL 2 1/2" MIN. 1X BUCK EDGE DISTANCE To BE 7MAX INTERIOR PROPERLY JSECUREDZ" SEE NOTE 3 7777rrr^nnnSSSSI SHIM SPACE a _. SHEET 1 3/16 TAPCON ' . 3/16" TAPCON I b I CONCRETE/MASONRY EXTERIOR I INTERIOR BY OTHERS , I I 3/16" TAPCON REVISIONS REV I DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/112 IR.L. B REVISED PER NEW TES-INC 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/05/13 R.L. I D REVISED INSTALLATION DETAILS 08/05/15 R.L. J - 14f SILL TO BE SET IN I EXTERIOR A B=D OF APPROVED SEALANT I 1 I j OPTIONAL 1X BUCK TO BE PROPERLY JAMB INSTALLATION DETAIL SECURED CONCRETE/MASONRY INSTALLATION SEE NOTE 3 SKEET 1 MASONRY/ CONCRETE I BY OTHERS za .• - T 1 1/4" MIN. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, e e.• 5_' a EMBEDMENT NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT SY OTHERS TO BE c • DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION 2 1/2" MIN. t CONCRETE/MASONRYINSTAtLATlON EDGE DISTANCE L, `S c SIGNED: 1012712015 MI WINDOWS AND DOORS LLC \1ti111111II, 1900 LAKESIDE PARKWAY \ij i5RL FLOWER MOUND, TX 75028 =v •yXGENs 9J' SERIES 430/440 XIX SGD Mr• o- b1 t 143" x A REINFORCED MyFLANGEINSTALLATIONDETAILS , TAT OF zz i.C` ti` • DRAWN: DING NO. REV i F (pRlOp:• DAEE NTS DATE 02/23T5/0908- OO83OF 9 D REVISIONS REV DESCRIPIIO14 OATS APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATiONS 12/06/13 R.L. EDGE DMIN15/8" MIN. I D !REVISED INSTAL.TION DETAILS 08/06/75 I R. TR Dd a 1 1/4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS 1X BUCK BY OTHERS, HOOK STR;P iX BUCK TO BE 3/4" WK. _ PROPERLY SECURED METAL STRUCTURE I BY OTHERS EDGE DISTANCE f 3/i6" TAPCON RIM EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION INTERIOR MASONRY/CONCRETE HOOK STRIP INTERIOR TRIM 10 SELF DRILLING i SCREW Ii 1/2" MIN. `— ?ANEL EDGE DISTANCE EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE 1 3/8" MIN. EMBEDMENT I HOOK STRIP J S10 Wool) SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2X SUCK/WOOD FRAMING NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED HOOK INSTALLATION DETAILS DRAWN' DW'G NO. F.A. 08-00503 CALL- NTS DATE 02/23/09 1 S"ECT9 OF 9 SIGNED: 1012712015 r----,,---- BCIS Home Log in user Registration Hot Topics Submit Surcharge Stats & Facts Publications .FBC Staff BCIS Site Map Links Search dbprCA Product Approval USER: Public User i 6000 Anurckrl M't - > PIT}yJcaor Apnfrr+Uan <varcn > Aval-rntn:n i;s: > Application Detail FL # FL15080-RI Application Type Revision Code Version 2014 Application Status Approved i Comments Archived Product Manufacturer WINDSOR DOOR MFG. LLC / DBA WINDSOR DOOR Address/Phone/Email 5800 SCOTT HAMILTON DR. LITTLE ROCK, AR 72209 501) 570-9253 RBELKNAP@WINDSORDOOR.COM Authorized Signature RODNEY BELKNAP RBELKNAP@ W INDSORDOOR. COM Technical Representative Address/Phone/Email i Quality Assurance Representative Address/Phone/Email I Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the JOHN SCATES Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA; Inc. Quality Assurance Contract Expiration Date 08/28/2018 Validated By Kurt Dietrich PE Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Validation Checklist - Hardcopy Received f 54080R, i?I Cgr of nd: Scdes 2015 s cdf Standard ANSI/DASMA115 DASMA108 Year 2005 2005 FL # odel, Number or Name RESIDENTIAL Description i 15080.1 PAN DOORS MODELS 724, 426, 735, 750, i755 Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL1,5080 Rl II 99A%I-revF JambAttach s odf Impact Resistant: No ELIgQ80 R! IT 9 A075 Lock s odf FL15080 f21 IT 99Rt Deslgn Pressure: +22.9/-26.4 n,--rPVR Verified By: 3OHN E. SCATESj PE FL 51737Other: +22.9/-26.4 LISTED IS FOR THE 9- 0" X 7- 0" OTHER Created by Independent Third Party: YesSIZESANDPRESSURESARELISTEDONTHEDRAWINGSEvaluationReports FL'a.5080 RI AE Eval Reoorti ResPan rla s odf Created by Independent Third Party: Yes 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 6/16' % 1-1 /2' LAG SCREWS 3/4' X 1-1/2" X 13 GAGE MIN. 1/4- X 1/2- LONG GALV. STEEL HORIZONTAL ANGLE. CARRIAGE BOLT k NUT 1/44-EX 3/4• HEX READ SELF ORILLINC/ gSCREWSHEET2) _ E1TAL'SCREVIS' 16 GAGE GALV. STEEL 5 STRUTS TOP BRACKET WITH 14 GAGE ROLLER HOLDER '3" 20GA WIDE IB X 7) SEE DETAIL 0. 3' 180A WIDE 18 X 6) A SEE DETAIL A) LOWSTRTOPUTJUSTBRACKET. OPTIONAL SSB GLASS UGHTS ALTERNATE CONSTRUCTION USING {2) STRUTS a 2' ROLLER WITH O 7' OR 8' 2' GALV. STEEL 2' GALV.. 5113•.L HORIZONTAL TRACK 16 GAGE OR 13 GAGE 7//6" DIA. STELA. TIRE: $ A. B VERTICAL TRACK 16GA BASED ON THE WEIGHT OF THE DOOR. 16 X 7) 7 BALL SHORT STEM B BOLTED TO 4 16 X 8 10 BALL LONG STEMIj TRACK BRACKETS WITH tJ/a -20 x TDETAIL D OPTIONAL LOCK HIM H77FTF-71 5/8" TRACK BOLTS. STRUT ON UPPER PART OF q 63- (16 x 7) SECTION EVER HINGE LEAF. (SEE DETAIL 8). 16'(DOUBLE CAR)— OPENINGHEIGHT GAIN. STEEL (14 GAGE) COMMERCIAL 4" X 16' AIR VENTS NOT OVER b4 T7ENDHINGEA ACHED WITH 5 FASTENERS. O4 REO'D, f120 S0. INCH MIN. TOTAL OPEN DPnONALLONGPANEL D HEIGHT) AREA}. OPTIONAL. CENTER $TILES (5 COLUMNS EMBOSSES 42' (16 X 7) GLVANIZEO STEEL STRUT ATTACHED USE ONE EXTRA SELF DRILLING SCREW THROUGH CENTER HINGES j3 COLUMN) 50' (16 X 8) WITH 1/4" X 3/4- LONG HEX HEAD TOP LEAF OF HINGE, a3 SELF DRILLING SCREW 2 PER VERTICAL STILE) END STILE A: RAIL. TYPICAL FOR EACH 1 25" -- END HINGE I '- 20 GAGE END STILES BRACKETS EACH SE)E 2i" {16 % 7) 1/Y" POLYSTYRENE 24" {16 x 8) INSIAATIONSTANDARD FOR MODEL 735. STRUT ON UPPER PART Of SECTION OVER HINGE LEAF. (SEE DETAIL B). 3' 20 GAGE END ' t N3 5 1-3/8' POLYS 21' OR 24" HIGH INSULATION OP 20 GAGE END STILES - FAWNED WITH PANEL GALV. AND FOR MOO. 724 TOG -I -LOGS TO PANEL USE ENO GP PREPAINTED STEEL 750, 755. 42E OVER END STILES. (SEE DETAIL C) 25 GAGE ALL STOP MOULDING NAILED EVERY 9" MODELS EXCEPT STRUT ON BOTTOM 6-D TYPE MAIL MN. _ - 24 CAGE MODEL 750, 755 13 GAGE GALV. STEEL BOTTON BRACKET ATTACHED WITH 22 - LAG SCREW 5/16' X 1-1/2^ FASTENERS. BOTTOM SCREW CAN BE ABOVESECTIONB-B 20 GAGE GALV. STEEL CENTER STILE SECTION A -A OR BELOW ROLLER. TOG-L-LOC OR POP RIVETED TO PANEL. 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL 40GA. COMMERCIAL GALV. STEEL TRACK BRACKETS, SEE ABOVE FASTENED WITH (4) 1/4' X 3/4' FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16' X1-1/2' HEX HEAD SHEET METAL SCREWS. LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. P.S.F. TABLE -- SIZE,... OESXM.PRESSURE TEST. PRESSURE WIDTH HEUGFiT PG611NE NEGATIVE POSITIVE NEGATNE 16'=0" 7'-0"+18.7 20.8 28.1 31.2 16'-0" 8'-0" 18.7 20.8 28.1 31.2 NOTE, ALL NON -DESCRIPTIVE FASTENERS SHOWN TO BE g1IIIIIII(p 1 /4' 4-20 XX3/4HEXH 5lONC EOEEADSHEETMETALSCREWS. S & NUTS OR\`\ / 6ENj•w No. 51737 w • John E ScatesRGATE PE w t 3121 ikon TX OR. . Carrollton TX 75007 " M DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES TX -PE M308-F-2203 LISTED OVE VIA TESTING TO ASITESDIS MTHE DETERMNATIONTOFESUITABILITY FORSPCIRCRESPONSIBILITYOFOTHERS. N.f1p al I « e wind lOOd ovnsHu U! detnlla. o I— 2.75' l ENE DETAIL A IAL30. 0 DETAIL CO •MRA-ILS 3' 2DGA WIDE STRUT 16 X 7)) 3" 18GA WIDE STRUT ( 16 X 8) Q tACKET O lH DETAIL B NOTE: DOOR MUST BE INSTALLED WITH ERHER qN ELECTRIC OPERATOR 1 1 V 1 OR A LOCK (MUST ENGAGE BOTH I X TRACKS ON DOORS WITHEXTENSIONSPRINGS). NOTE: GEARING DOES NOT SATISFY IMPACT DEBRIS REQUIREMENTS IN FBC 1 7 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B NEXT LEVEL DATE: DWG. NO. 12/15/11 RLB TOLERANCE FRAC.31/64' DEC. t .015 2866 3 10 OB RL8 2848 11/1/07 RLB NG 3 1' 11 1 07 99-8-079 E.C.N. DATE: APPRCIV. SCALE NONE PLOT SCALE DRN. BY 6H SHT 2 OF 3 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET FASTEN TO WOOD JAMB WITH 5/16' X 1-1/2" LAG SCREWS — 2" GALV. STEEL VERTICAL TRACK 16GA BOLTED TO OPENINGHEIGHT OVERDORNOTHEIGHT) n rrn n r 11 4 BRACKETS EACH SIDE 3/4' X 1-1/2" ( 3) 1/4' CARRIAGE BOLTS X 13 GAGE MIN. GALV. STEEL HORIZONTAL ANGLE. 1/4' X 3/4' SHEET METAL EXTRA SCREWS 1/4' X 3/4' V110HEXHEADSELF 2" GALV. STEEL HORIZONTAL DRILLING SCREW TRACK 16 GAGE OR 13 GAGE DETAIL DBASEDONTHEWEIGHTOF THE DOOR. 1.25" 63" 18 X 7) 74" (18 X 8) 3' SEE DETAIL "E' f --- DETAAI ALA 42' (18 X 7) 3" 18GA WIDE STRUT 20 GAGE END STILES - FASTENED WITH TOG-L-LOCS TO PANEL. USE END CAP OVER END STILES. ( SEE DETAIL C) STOP MOULDING NAILED EVERT 9" 6-0 TYPE NAIL MIN. 1 SECTION B-B \ 13 GAGE GALV. STEEL WINDLOAD TRACK BRACKETS. SEE Al FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1- LAG SCREWS & WASHERS. PREPARATION OF JAMBS BY OTT SEE DETAIL 'E". P.5.F. TABLE DOOR SIZE DESIGN PRESSURE TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 18'-0" 7'-D" 18.7 20.8 28.1 31 .2 18'-0" 8'-0" 18.7 20.8 28.1 31.2 2 1/2" POLYSTYRENE INSULATIONSTANDARD FOR MODEL 735. — 6 STRUTS GAGE GALV. STEEL TOP BRACKET W 3" 18GA WIWITH10GAGEROLLERHOLDER. NOTE THAT ROLLER HOLDER (SEE DETAIL A) CURL IS TURNED DOWN. SEE DETAIL D. STRUT JUST BELOW TOP BRACKET. 1 ` 2" HURRICANE ROLLER WITH B 7/16" DIA. LONG STEM. TIRE: STEEL 10 BALL OPTIONAL LOCK—/ ALTERNATE CONSTRUCTION USING (2) STRUTS OPTIONAL SSB GLASS LIGHTS iulu uwu ulu u n l0I111IE-I III lElIII nIII F=_iW-0 IIIF=__iM- e aa e, I I— III.1 111 1(IIo7 11 1, ME 1 7 M. TWO W 1J 11L:JoL ILEMIL`VI' STRUT ON UPPER PART OF SECTION OVER HINGE LEAF. (SEE DETAIL B). GALV. STEEL ( 14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 6 FASTENERS, SEE DETAIL B 4y") X 16" AIR(( VENTS UPPPART EROFINCHRMIN. TOTAL OPEN SECTION OVER LEAF. (SEE DETAIL B. AREA). OPTIONAL. 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 PREPAINTED STEEL 750, 755, 426. 25 GAGE ALL STRUT IN MIDDLE OF MODELS EXCEPT BOTTOM SECTION. 24 GAGE MODEL 750. 755. 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 3 FASTENERS. BOTTOM I SCREW CANBE ABOVE OR BELOW ROLLER. CCrTITINI A 20 GAGE GALV. STEEL CENTER STILE TOG-L-LOC OR POP RIVETED TO PANEL. 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL FASTENED WITH (4) 1/4" X 3/4" HEX HEAD SHEET METAL SCREWS. NOTE: ALL NON - DESCRIPTIVE FASTENERS SHOWN TO BE 1/4:-20 X 5/8" HEX BOLTS & NUTS OR 1/4 X 3/4" LONG HEX HEAD SHEET METAL SCREWS. 21 DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES I IA -FL x3ud-r-au3 LISTED IN THETABLEABOVEVIATESTINGTOANSI/DASMA 108-05. - FL-PE-51737 972 492-9500 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Proresslanol Engln Zi seal Wiovided only rorverirdetailsorndloodconstruction details. SCREWSVTHROUCH NINGE LEAF, END STILE & RAIL AS SHOWN. TYPICAL EACH END HINGE. OPTIONAL LONG PANEL EMBOSSES CENTER STILES ( 7 COLUMNS) CENTER HINGES (3 COLUMNS) 20 GAGE END STILES 16 GAGE END CAP e" o0e DETAIL C NOTE: DOOR MUST BE INSTALLED RAILS WITH EITHER AN ELECTRIC OPERATOR OR A LOCK MUST ENGAGE BOTH Y TRACKS ON DOORS WITH EXTENSION 0 SPRINGS). DETAIL B 81 X 7' L.H. NOTE: GLAZING REQU REMEN SATISFY PACT IN FBCD DEBRIS 1XTFL15080 2/ 15/ 111 RLB 2866 13/10/031 RIB 2848 11/1/07 E. C.N. I DATE: APPROV. P.O. BOX 8915 LITTLE RD R 72219 8915 AR J (5D1) 562-1872 MODELS: 724, 426, 730. 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR TOLERANCE W1 B DECFRA• t1a15 NEXT LEVEL I DATE: DWG. NO. AND. t V 11 1 07 99-B-079 SCALE PLOT SCALE DRN. BY NONE I I BH SHT 3 OF 3 2" GALV. STEEL HORIZONTAL TRACK. 16 GAGE OR 13 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 SCREW 3/4" X 1-1/2" X 13 GAGE MIN. GALV. STEEL HORIZONTAL ANGLE. 13 GAGE GALV. STEEL TRACK SPLICE 2MEIA(( )) / OR FLAG BRACKET. FASTEN TO WOOD SHEETL"SCRUMS' 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) 2 BRACKETS EACH fCOMMERCIAL (9 X 7) 42' (9 X 7) 1/2" POLYSTYRENE 37" (9 X 8) (3 BRACKETS EACH SIDE) INSULATION STANDARD COMMERCIAL (9 X 8) FOR MODEL 735 -\ 20 GAGE END STILES - FASTENED WITH TOG-L-LOCS TO PANEL. USE END CAP OVER END STILES ON 9 X e. 21" OR 24" SEE DETAIL C. HIGH PANEL STOP MOULDING NAILED EVERY 12"` GALV. AND PREPAINTED STEEL 6-D TYPE NAIL MIN. 25 GAGE ALL MODELS EXCEPT 24 GAGE MODEL 750. 755 2 7— LAG SCREW - 5/16" X 1-1/2" SECTION B—B 20 GAGE GALV. STEEL CENTER STILE TOG-L-LOC OR POP RIVETED TO PANEL. 10GA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL SECTION A — FOR SPACING, FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2" FASTENED WITH (4) 1/4" X 3/4" LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. HEX HEAD SHEET METAL SCREWS. P.S.F. TABLE DOOR SIZE DESIGN PRESSURE TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 9'-0" 7'-0" 22.9 26.4 34.4 39.6 9'-0" 8'-0" 19.2 22.2 28.8 33.3 NOTE: 1 4"N20 X 5/8" HEX BOLTSN& NUTS ORERSSHOWN TO BE 1/4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES FL-PE-51737 LISTED IN THE TABLE A90VE VIA TESTING TO ANSI/DASMA 108-05. 972 492-9500 Pro(esslan.1 En91n 's seal DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPDNSIBIUTY OF OTHERS. Provided only for verificationndloadconstructiondalatln. 16 GAGE GALV. STEEL TOP BRACKET OPTIONAL SSB WITH 14 GAGE ROLLER HOLDER GLASS LIGHTS A SEE DETAIL D) 2" ROLLER WITH 7/16" DIA. STEM. TIRE: NYLON OR 7 BALL STEEL. (9 X 7). E3 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 IAT CONSTRUCTION 2 STRUTS OPTIONAL LONG PANEL EMBOSSES B 7' OR 8" I OR A LOCK (MUST ENGAGE BOTH 3 STRUTS 9 TRACKS ON DOORS WITH EXTENSION (SINGLE CAR) SPRINGS). 3" 20CA CENTER STILES SEE DETAIL A) 4" X 16" AIR VENTS AND HINGE 2) REQ'D. (60 SQ. ( 1 COLUMN INCH MIN. TOTAL OPEN GALV. STEEL END HINGE COMMERCIAL AREA). OPTIONAL. ATTACHED WITH 5 FASTENERS. 1 25" 14 GAGE. (SEE DETAIL C). GALVANIZED STEEL STRUT. ATTACHED WITH 1/4" X 3/4" LONG HEX HEAD SELF DRILLING SCREWS. 3" 2 PER VERTICAL STILE) THIS STRUT ON HINGE USE ONE EXTRA SELF LEAF. (5EE DETAIL C) J DRILLING SCREW THROUGH OTHER STRUTS IN MIDDLE TOP LEAF OF HINGE, OF TOP & BOTTOM SECTIONS. .. 275" --I END STILE & RAIL. DETAIL A 20 GAGE END STILES 3" 20CA WIDE STRUT 1-3/8" POLYSTYRENE INSULATION 0 OPTIONAL FOR MOD. 724, 730 s 750, 755, 426. 0, 0 O.4 0, 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 2 FASTENERS BOTTOM SCREW CAN BE ABOVE OR RAILS BELOW ROLLER. 20 GAGEENDCAP USED ON L.H. 9 X 8 DOOR ONLY NOTE: GLAZING DOES NOT SATISFY IMPACT DETAIL C 9 X 7 A DEBRIS REQUIREMENTS IN FBC FL 15080 9 X g P.O. BOX 8915 E ROCK. Wn DOR 72219 8915 AR 501) 562-1872 MODELS: 724, 426, 730, 735, 750, 755IPARTNAME: WINDLOAD RESIDENTIAL PAN DOOR Wi B 12/15/11 RLB TOLERANCE 2866 3/10/08 RLB FRAC.t 1/64" DEC. t .015 ANG t 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 8H S HT 1 OF 3 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16" X 1-1/2- LAG SCREWS 2" GALV. STEEL VERTICAL TRACK 16GA BOLTED TO 4 TRACK BRACKETS WITH 1/4"-20 X 5/8" TRACK BOLTS. OPENING HEIGHT H4 NOOVER DCOTHEIGHT) 3 4 BRACKETS EACH SIDE 3/ 4' X 1-1/2" X 13 GAGE MIN. 1/4' X 1/2" LONG GALV. STEEL HORIZONTAL ANGLE. CARRIAGE BOLT h NUT USE EXTRA 1/ 4" X 3/4' HEX HEAD SELF DRILLING SCREW SHEET2LE AL"SCR WS, 2" GALV. STEEL HORIZONTAL TRACK 16 GAGE OR 13 GAGE BASED ON THE WEIGHT OF THE DOOR. DETAIL D 63" ( 15 X 7) 74" ( 16 X 8) 42" ( 16 X 7) 50" ( 16 X 8) 21" ( 16 X 7) 24" ( 16 X 8) H3 5. 20 GAGE END STILES - FASTENED WITH TOG- L-LOCS TO PANEL. USE END CAP OVER END STILES. ( SEE DETAIL C) STOP MOULDING NAILED EVERY g" 6- D TYPE NAIL MIN. 2 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" 18.7 20.8 28.1 31 .2 1 6'-0" 8'-0" 18.7 20.8 28.1 31 .2 16 GAGE GALV. STEEL 5 STRUTS TOP BRACKET WITH 14 2020G4 WIDE3" DE (16 X GAGE ROLLERHOLDER3" WIDE (16 X SEE DETAIL D. SEE DETAIL A) STRUT JUST BELOW TOP BRACKET. 2" ROLLER WITH r 7/16" DIA. STEM. TIRE: ST EB L 16 X7 7 BALL SHORT STEM 8 16 X 8) 10 BALL LONG STEM OPTIONAL LOCK STRUTONUPPER PART OF SECTION OVER HINGE LEAF. (SEE DETAIL B). GALV. STEEL (14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 5 FASTENERS. GALVANIZED STEEL STRUT ATTACHED WITH 1/4" X 3/4" LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) 1/2" POLYSTYRENE INSULATION STRUT ON UPPER PART OF STANDARD FOR MODEL 735. SECTION OVER HING LEAF. DETAIL SEE 8). 1-3/8' POLYSTYRENE 21" OR 24' HIGH INSULATION OPTIONAL PANEL GALV. AND PREPAINTED STEEL FOR MOD. 724, 730. 750, 755, 426, 25 GAGE ALL STRUT ON BOTTOM BRACKET MODELS EXCEPT 24GAGEMODEL 750, 755 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 2 LAG SCREW 5/ 16" X 1-1/2" FASTENERS. BOTTOM SCREW CAN BE ABOVE SECTION A —A OR BELOW ROLLER. 20 GAGE GALV. STEEL CENTER STILE TOG-L-LOC OR POP RIVETED TO PANEL. 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL FASTENED WITH (4) 1/4" X 3/4" HEX HEAD SHEET METAL SCREWS. NOTE: ALL NON - DESCRIPTIVE FASTENERS SHOWN TO BE 1/4"-20 X 5/9" 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 TX -PE 56308-F-2203 LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/OASMA 108-05. FL-PE-92-9 50 972 451737 DETERMINATIONOFSUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Prof esston.I Engineer's seal Wtowded only for verification nd bad constructiondetails. CON5TRUCTION STRUTS A OPTIONAL SSB GLASS LIGHTS 16'( DOUBLE CAR) X 16" AIR(( VENTS 4")) WHRMIN. OPTIONALLONG PANEL X INIERSTILES TO?ALOOPEENAREA). OPTIONAL. 5 COLUMNS EMBOSSES CENTER HINGES (3 COLUMN) USE ONE EXTRA SELF DRILLING SCREW THROUGH TOP LEAF OF HINGE, END STILE !< RAIL. J TYPICAL ,r 1.25' FDR EACH -I a,._I 20GAGEEND STILES 20 GAGE END. CAP o 3" Ot tI— 2. 75" , I 0. DETAIL A DETAIL C 3" 20GA WIDE STRUT (16 X 7) 3" 18GA WIDE STRUT 16 X 8) I L.H. NOTE: DOOR MUST BE INSTALLED WITH EITHER ANELECTRIC OPERATOROR A LOCK GEXTBENSION16MUSTDETAILBDOORSTRACKSONWITHSPRINGS). NOTE: GLAZDEBRIISGDOES NOT TISFY PACT REQUIREMENTS N FBC 16' X 8' FL 15080 w P.O. BOX 8915 LTTLE ROCK, AR SOR DOOR 722 9- 8915 501) 562-1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR B 12/15/11 RLB TOLERANCE W1 B A 2866 3/10/ 08 RLB FRAC.f 1/64" DEC. t .G1s NEXT LEVEL DAT: E DWG. N0. 2848 11/1/07 RLB ANG t 1" 11 1 07 99—B —079 REV. E.C.N. DATE: APPROV. SCALE NONE PLOT SCALE I DRN. BY 8H SHT 2 OF 3 Florida Building Code Online FL17676.9 Page 1 of 4 ti on CV } +a BCIS Home ; Log In i User Registration Hot Topics s Submi[ Surcharce Stats &Facts Publications ( FBC Staff BQS Site Map i Links Search a t'np . ofessirkai l *USER: Product Approval Pr Public User Regulationf Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE Z Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 11 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Building Code Online Page 2 of 4 FL # Model, Number or Name 17676.1 3540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Description . 3604 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.pdf 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.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 5H 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FI- 7676 R2 C CAC APC 3540 Fin 40x66.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.5 13540 SH 144x72 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-47 Other: R-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x72.Ddf Quality Assurance Contract Expiration Date 08/01/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x72.1)df Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 1 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.pdf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x84.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgVFGYZsjrZFR6fG 1... 5/26/2016. 1 all Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 II Install - 3540 SH Fin 52x84.odfASTME1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854E 1252.pdf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 4402 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.p 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 511988E 1371.ndf Created by Independent Third Party: Yes 117676.12 13540 SH 152x62 Finless Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.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_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 6 Created by Independent Third Party: Yes J 17676.13 13540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance. Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(072016) Approved for use outside HVHZ: Yes Rev.pdfImpactResistant: No Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Ddf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.Ddf Verified By: American Architectural ManufacturersASTME1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Contact Us :: 1940 North Monroe Street. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to 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: CreditI.R.;1 https://floridabuilding.org/pr/pr_app_dti-aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Val'idator / OpeMbWrP Adriiin tx) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION: PROGRAM AUTHORmAnON fOR plt006CT CERI ICAMN The prWuct de lbw is hereby approved for flstmg in Me bod issue of the AAMA Lamed Peoduds Directory . The approval is based on sucbessiul camp! don of tests, and the reporting tq the Administrator ofthe msulis vt ts,, atoampanied by related drawings; by an. AAMA Accredited Laboratory. 1 _ The listing below will be added to the neat published AAMA Certified Products Directory. SPECWICA71ON RECQRD Of PRODUCT TESTEDAAMAlVt/DbWCSA 1p11 1.S.Z/A i40-08 LC-PG40'-Q14x2134 (31bM)4M Negative Design Pressure = •50 psf COMPANY AND CODE CPv NO. SERIES MODEL'S PRODUCT DESCRIPTION MAXIMUM -SM TESTED 3540 SH (FINLESS) FRAME SASH Mt Windows, LLC 7157 PVCx4TX}(lG)(INS Gi.) 914 mm x 2134 MM 867 mat x 842:mm Ccde M fL RIr NFXfiLT)(ASTM) 310" x 71011) 2'1V x X11") 2..This Ge0cation xrill expire July 27, 2020 (extended from July 27,1016 per AAMA,103-14) and requires validation until: then by continued list rig. in the, current AAMA Certified Products Directory. 3" Product Tested and Reported by. Architectural Testing, Inc.. Report No,:. B1910.01-109-47 Date of Report: August 15, 2011 Validated for Certification 4ocl6boratories, Inc. Date: April 16, 2015 Authorized for Certification Cc:. AAMA JGS ACP-04 (Rev. 1111) Ameri.Architectural Manufacturers Association 109 36' MAX. FRAME WIDTH I 4" MAX. ANCJIORS TG BE I EQUALL' SPACED, SEE ) ANCHOR CIIART SHEEEi:'r 1 FOR UNIT j SIGC AND ANCHOR \ QUANTITY O 64" MAX 0 I FRAME: HEIGHT i I MAX.. SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATNG 40.0/-50.OPSF NONE Number of anchors requ et each amb Haight in) PanelwidtA En 24.0 1 30.0 136,0 24.0 2 2 1 2 30,0 2 1 2 1 2 36.0 3 3 3 42.Q. 3... 3 3 48.0 3 3 3 54.0 3 3. 4 60.0 4 4 4 06.0 4 4 4 72.0 4 4 5 78,0 4 4 5- 84,0 1 4 5 5 rl,B.:::.. t1F..._CQNI:ENT:i SHEET NO. DESCRIPTION 1 ELEVATIONS. ANCHORING :A.YOUrS AND NOTE; 5 INSTALLATION DF rAlt S DESCRL T,ON DATEI -MROvED NOT ES: 1) THE: PRODUCT SHOWN HEERUN IS DE3IGINEi:D AND MANUFACTURE:D TO COMPLY WITH REQUIREMENTS Or: TEHE FLORIDA BUILDING CODE. 2) WOOD FRAMING AND MASONRY OPENING '1'0 BE DESIGNED AND ANCHORED TO PEiOPERL' f TRANSFER ALL LOADS TO STRUICTURE. FRAMING AND MASONRY OPENING IS THE;. RE:SPONSIBILI'1'Y OF THE: ARCHITECT OR E.NGINE;EN OF RECORD. 3) IX (BUCK OVEI 1 MASONRY/C011ICPE'TE IS OP110NAL. WHERE: IX BIUCK IS NOT USED DISSIMILAR MATERIALS MUS`r BE SEPARATED WPH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF I' HIE: APCHITF..CT OR ENGINEER OF RECORD. 4T ALLOkNABLE STRESS INCREASE' %F" ? /3 WAS NOT USED IN THE DESI(;N C) THE PRODi1C' T SHOWN HEREIN. WINE.? i..CA, DURATION FACTOR C,d-1.6 WAS USED FOR WOOL) ANCHOR C.ALCULATON_. FRAtvE MATERIAL: EXTRUDED RIGIO P'vC. g) SASH UNITS MUST BE. REINFORCED WITH GVL-451-020 `iTEEi. REINFORCEMENT. MEETING RAILS MUST BE REINFORCE[; WITH RF-- 104S- 02.0 STF..F..E.. REINFORCEMENT. I;) blrT'S MUSi' BE GLAZE() PER AS'I'M E130004. 8) APPROVED IMPACT PROTECTIVE SYSTEM 'j,1`'.._'LU Rif 1. FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 9) SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH t..OAD REAR NG SHIM. SHIM WFIEERE SPACE' OF 1/ 16" OR GRREATER OCCURS. MAXIMUM .ALLOWABLE SFilm FTACK.10 BE 1/4" 10) FOR ANCHORING INTO MASON RY%CONkCRFTE: USE 3/16" TAPCONS WITH SUFF[CLFa' LENGTH TO ACHIEVE A 1 1/4" MINIMUM LMBEDMI_NT INTO SUBSTRATE' WITH 2 5/8' MINIMUM EDGE niSTANCE. LOCt:TE. ANCHORS A5 SHOWN IN E.L.F.:VATEOINS AND INSTALLATION. DETAILS. - 11) FOR ANCHORINNG INTO WOOD FRAMING OR 2X, BUCK USE #8 WOOD SCREW WITH SUFFICIENT LE: NGI'II 'TO ACi-IIEVE'.: A 1 .3/16"MINIMUM E1,BET)ME:NT IW(.) iUEISTRAI"E. LOCA.IE ANCHORS AS SHOWN IN ELLV.IS AND IN`iTALLA7"1C I DETAILS. 12) ALL. FASI'ENER;ii TO BE. CORROSION RESISTANT. 13) INSIALLATION ANCHORS SHALL BE INSTALLED EN ACCORDANCE WITH ANCHOR MANUFACTURER'S iNSTAI LATION i NSTRU CTONS. AND ANCHORS SHALL NOT BE: USED IN ' SUBSTRATF-i WITH S`+.RENGTHS LESS THAN THE. MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MiNIMUM11 SPFCIPC GRN•ATY OF G:-0.47 R. tCON+ CRETE. MINIMUM COMPRESSIVE: STRENGTH OF 3,192 PSI, C. MASONRY •.. STRENGTH C(,NF'ORMAN(:E:' 'TO ASTM C.._90, GRADE N, TYPE 1 <"R GREATER.). SIGNED: 10/ 2V2011 MI WINDOWS AND DOORS 0 1111ir1ryff 650 WEST TREET S0370 GRANTZ, PAA1R7030KETr\G6+Y Q p ip 0 6 SERIES 3540FINLESSPVCSINGLEHUNGWINDOWSTEELREINFORCED — NON —IMPACT 36" X. 84 LAYOUT AND NOTES p ELEVATION, ANCHORINGp <tt 11 DRAWN: DWG NO. Rai V.L. LE 08 j, ii1`.,;;\\`` RATE a0E 372 NTS 10/ 17/11 1 OF 3 Q 9 DUCK/WOOD ,. ec,.xB<U yx <scaw r » 3 E Be a Ea « SEALANT EXTERIOR d" my j sm, u c y A,, e, J ! eG OF m m. R I a` MAX. r 2w a wz9 v t- eee g yy g VERTICAL £oss$ roR y moray u», ae KMmoF G ramN r»ww BY 2X x To Er.RL: ma ! w z+ d MAX. wWO OD y .ce Z / INTERIOR Exr Ro@ R7gy na , w PROVE) ! HORIZONTAL CROSS SECTION mcKIWmoFRAMING INSTALLATION NOTF: Rm AND E Rc mass By OTHERS, 9m; c mx W WINDOWS AND DOORS 0\111HIII//l/ 650 P f%/ STREET0 N SERIES ,wnFINLESS PVC SINGLE mm ¥Nmw 2¥- , «2 SEE ewmRe- m w&c 9`x& m70 \ INSTALLATION Ems II* OF zz wv @g> 2 am, U qsm 10 92, 2 OF 3 AAAJONR>/,',OrJCREI E BY C)THERS P I:01JA.. 1X. BUCK BY OTHERS, iX SUCK TO BE NOT," 3 SHEET 1 ANC;E TO BE Sf.':TAV BE[) Of APPROVFO S.,EA .ANT EXTERIOR F'LANC3E '.'^ 3E ETIN (3E:0 ()F' APPP.OVED SEALANT OP710NAL ':X Bi.JCK BY OTHERS, IX H.1C.K. 10 3E PROPERLY SE.CUREI:). SEE. NOTE 3 `>HE:ET 1 t t< 4" MAX HEAD TO BE SEI' iN A BED OF A.PPROVF..D CON -;--RUCTION SEALANT INTERIOR O.E. SEI !N BED OF APPROVED ADHESIVE f i 1 /." MAX. SHit,4L . r:_....... .st..._J VERTICAL CROSS SECTION MASONRY%CONCRETE INSTALLATION pf."gs1,44s F.Sf:R pi.4)N t /4` 1.11.Ei. : /4" t.44X. LM3Ef)h'E'J1 fIAr -ON MASONRY,/ MASONRY,/CONC RETEi BY _; THEM'.` I, INTERIOR If L .. I OPTIONAL IX FOUCK BY ..... EXTERIOR OT!.. IE:(t5, IX B!Jfl-K TO 3f_ ` PRC! PERLY SECURED. SEE `...1'LANGE TO BE APHRO,,: EU SEALANT HORIZONTAL CROSS SECTION MASONRYICONCRETE INSTALLATION UTF: I ;lPPir m.!) NOTE: INTERIOR A!4D EXiER!OR FINISHE.tS, T3'r OI"HEPRi. Pd:' Oh!E NOT SHOWN FOR 'CLARITY. C) THI iRS MI ANDDOORS SS P,i11L/0 /,'// 650'WES TWMARKETS GRANTZ. PA 17030-0370 J\ v.,•,r,GEAt6, 9s SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW 0 51 *= STEEL REINFORCED — NON —IMPACT 36" X 844 DETAILSAT ; aVi INSTALLATIONG. Wi`:: C1WC !,c:.';ORMt J , OE 08 01372 — V.L, zMmNALT X`` c, Tr: NT510/17/11 3 OF 3 L. Roberto Lomas P.E. 1432'Woodford Rd. Lewisville, NC 27023 336-945-9695 rllomas@lrlgmaspe.com Manufacturer: MI Windows and floors 650 West Market Street Grantz, PA 17030-0370 Engineering Evaluation Report ProducnLine: Series 3540 Finless PVC Single Hung Window— Non -Impact Report No.:: 51198.9 C:+ompRance: The above mentioned. product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per, Rule 9N-3. The product listed herein complies with requirements of the Florida Building Code. Supporting TachnkW Documentation,• 1. Approval ,document drawing number 0"1372, titled. Series 3540 Finless PVC Single Hung Window - Non - signed and.sealed_by Luis Roberto Lomas P.F- 2 Test report No.: 81910;ov-10947, signed and sealed by Michael D. Stremmel, P.E. Architectural Testing,.1= York, PA 4AibMA/WDMA/CSA 101II.S.21A440-05 Design :pressure: {40.101-50.13paf Wafer penetration resistance 6.06psf 3. Ancl='caicuiations* report number 511989-1 j prepared, signed and sealed by Luis Roberto Lorrias P.E. Limitations and Conditions of use: Maximum design pressure.. }40.0 :50.0 psf Maltimum unit size: 36" x 84' Units must be glazed per ASTM E 1300-04. Frame and sash material: Extruded Rigid PVC. Sash:stile and rails and fixed meeting rail.teinforcenent Roll formed steel. This product is nonrated to be used in the HVHZ. This product is not impact resistant and requires impact protection In wino borne debris .regions. Installation Units must be installed in accordance with approval document, :08-013V OaMpfrcation 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 outer entity involved" M tilt approVal process of the listed producgsj. 1 of 1 r'o TAT OF 'c= v! f,jil"fVALl,l1>>, Luis: R. Lomas, P.E. FL No., 62514 11/07/2011 I Florida Building Code Online FL17676.16 Page 1 of 4 Professional RegulationBusiness rp BQS Home 1 Log In User Registration Hot Topics Submit Surcharge ' Slats & Facts Publications FBC Staff BQS Site Map ; Links Search I Busines productApproval Profess I USER: Public User Regulation y 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 Add ress/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE M Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 t of Products FL # I Model, Number or Name Description 17676.1 13540 SH 36x74 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.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.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.Ddf 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.r)df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be a_lazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.pdf ASTM E1300-01. Verified By: American Architectural ManufacturersIAssociation 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.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.odf ASTM f1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created -by -Independent Third Party: 17676.5 3540 SH 44x72 fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.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.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. 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 SIi rin 44x04.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/prlpi_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units_ must be glazed in accordance with FL17676 R2 II FL17676 RI II Install - 3540 SH Fin 52x84.odf Verified By: American Architectural Manufacturers ASTM E1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252 odf Created by Independent Third Party: Yes 17676.9 13540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +40/-50 Other: LC-PG40 17676.10 13540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-47 Other: LC-PG35 17676.11 13540 SH 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 36x84 Finless Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 36x84.odf Quality Assurance Contract Expiration Date 07/27/2020 Installation Instructions FL17676 R2 II 08-01372 511989.12df 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 44x72 Finless Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 44x72.odf Quality Assurance Contract Expiration Date 08/28/2017 Installation Instructions 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 48x96 Finless Frame Certification Agency Certificate F1.17676 R2 C CAC APC 3540 FLS 48x96.12df Quality Assurance Contract Expiration Date 08/28/2017 Installation Instructions FL17675 R2 II 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.odf Created by Independent Third Party: Yes 17676.12 3540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.orglprlpi_app dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGl... 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 13540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.Ddf Approved for use outside HVHZ: Yes Quality_ Assurance Contract Expiration. Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH 52xB4 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.1)df 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 512141.3df Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.pdf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No fL17676 R2 C CAC APC(12775)A2726.01-109-47- R2 C7326.01 3540.AWS,IG.fIN.48X72,R35.(072016) Approved for use outside HVHZ: Yes Rev.DdfImpact -Resistant: No Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units.must.be glazed in accordance with 07/20/2016 ASTM E1300-04. installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Ddf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. FL17676 R2 II Install - 3540 SH CHS Fin 108x74.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Bade Next Contact Us :: 1940 North Monroe Street. Tallahassee fL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The 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 Chapter455, F.S., please click here . Product Approval Accepts Credit Carri SAFE' https://floridabuilding.org/pr/pi _app dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG1... 5/26/2016 V idatot f Cpe dr>s Adrr+inistratior MI Windows & Doors, Inc. P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA c8RTIFICATION PROGRAM ItMORIZATION FOR PRODUCTCER'11FICATION rite prodUot desceted,bdow is hereby approved for listing In the nerd issue of the AAMA Certified Prbdvrls Diredory. Tile approval Is Based on sum' o mpletbq Vff I-.sts, and the reporting t4 the Admirilstrator of the results; of #ests, ac =gpanied. by related drawings. by an ~ Arcred'rted Laboratory. 1 _ The lisrrng below will tie added to the next published AWA. Certr W Products -Directory. SPECIFICATIGi+i. AAMA1iNDMN0S41Q%S; 2IA44"8 LC4PGW 2731*1"7 tlOW4) Negative Design:Preswre =-50.pst COMP NY,MD COPS U1 Windows & Doors, Inc. Ockde: NITL RECORD OF PRODUCT TESTED M NO. SERIES tiAOi]a. S PRODt#C ' . tNAXlmum SIZE TESTED OESCMPTION 3540 TRIPLE SM (FIN) 110817 {P1cx00LIDMOM(m) .. tMS GLXRMF)(MT)(ASTM) FRAME 2731 titM X 1810:111m f!VxV2) SASH 860 ttitq x 919 rnM 2'10" x W). 2 `thins .0e0 nvAII etpire April 12, 2017 and requires validation urn then .l y continued listing In the current AAMA C ertiied Producis'Direetory. 3. Product Tested: and Reported by: Architectural Testing, Inc. Report No.: G7327-04-109-47 Date of Report: May 7, 2013 Validated for Certification A ted Laboratories; Inc. Date: May 8, 2013 Authorized for Certification CC: AAMA JGS ACP-04 (Rev.1111) American Archftectural Manufacturers Association ELEVATION 2" typ I ^ I Max 2" typ. FLASH BY OTH' 2" o.c. Max. Anchor See section Detaits) t;xaeRr Min;. Edge" Y I Y IAFLFOURRANCE IDES) 1 SHWHING Min 'Edge Distance *" JAMB DETAIL LIM,,1 SiLL DETAIL HEAD DETAIL SIZE HEADER AS NEEDED Caulk under ENTIRE perimeter. of, Nalling fih before fastening: SHiM AS REQUIRED . 6.X 1-5/8 SCREW (SHOWN WITH i/2" SHEATHING) MUST ACHIEVE 1'-1/4" PENETRATION:INTO.5TU0. Notes! 1. Installation depicted: based off of structural test report C7327.01-109-47. 2. Wood screws shall satify the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S-P-F (0-0.42) or denser.. Buck width shall be greater than the window frame. width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4; Wood screw lengths shall be sufficient to guarantee 1-1/4" penetration into wood buck. 5. Maximum shim. thicknesa. of 1/4" permitted at each fastenod location. Shims shall be load bearing, nan- compressibie type. 6. These drawings depict the details necessary to most structural load requirements. They do riot address the air infiltration, water penetration, intrusion or. thermal. performance requirements of the installation. 7. Installation shown:ls that -of the test Window for the slzal shown and the design pressure claimed. For window sizes smaller than shown, locate fasteners approx. 2" from comers and no more than 12" oh canter, Desigri pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN. PRESSURE CHART FASTENER TOE, AND ;SPACING SHOWN WILL ALLOY! DESIGN PRESSURES UP TO +35/-5D UNITS. UP TO 108" x 74" SEE TEST REPORTS FOR INDIVIDUAL UNIT:SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) eW FIN — I 5540 .Single Hung WindowsB Dobr># Continuous Head and Silli3ratz, PA V, M. R. 3-'20-09 A E NONE a' 3546 5H a" FIN REVISIONS I - I DESCRIPTION I DATE I APPROVED NOTES: 15. ALL FASTENERS TO BE CORROSION RESISTANT. 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR REQUIREMENTS OF THE FLORIDA BUILDING CODE. MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 17. GEOMETRIC SHAPES ARE ALSO APPROVED, APPROVED GEOMETRIC SHAPES DIMENSIONS 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18. THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 350OPW, 3500T, ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED 350OSDUTES, 3500SP, 3540PX, 3540T, 3540SDLITES, 3540SP, 3250PZ, 3250T, INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO 3250SDLITES, 3250SP, 3240PW, 3240T, 3240SDILITES, 3240SP, 3500HPPW, 3500HPT, MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 3500HPSDLITES, 3500HPSP, 358OWP, 3580T, 3580SDLITES, 3580SP, S-350OPW, S-3500T, 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY S-3500SDILITES, SP, S-3540PW, S-3540T, S, S-3540SP, FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY 0OPW, S-350 M-3500PW, W-3500PW, W-3500T, 540T. S-35- 354540T, W-3540DLITESBEANCHOREDTHROUGHFRAMETOSECUREDWOODBUCKINACCORDANCEWITH D 12555P, 1255PW, 1255SP, 1280PW, 910SP, 1255HPPW, 125SHPT, 1255HPSDLITES AND 1255HP5P. 125540PW, 125 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.TIZ)w G SIGNED: 0211712016 MI WINDOWS AND DOORS \1111111I ii, 650 MARKET T ri S\CENS*.''pGRATZ,SPA 17030 50370T v F' SERIES 3500 FIXED WINDOW _ *• , 10 6/1 TABLE OF CONTENTS 96" X 60" NON -IMPACT d st07` SHEET NO, DESCRIPTION NOTES NOTES 10 TAT OF NO. REV %'oFs; clOR1 P1DRAWN: DWG GN 08 - //s/ONA11 N X\\ 2 ELEVATIONS 50 859 DATE 3 INSTALLATION DETAILS sac NTS 02/04/16 1 OF 3 2" K FF HE 96" MAX. FRAME WIDTH MAX — 10 MAX —{ O.C. 2" MAX 2" MAX J 10" MAX 10" O.C. AX. GHTIGH SEI FOI OFOF SERIES 3500 FIXED WINDOW EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 50.01-60.OPSF NONE NOTES: 1. MAXIMUM D.L.O.: 92" X 56" 2. (2) 1" X 1/8" WEEPSLOT AT 2" FROM EDGE OF SILL FACE CHART #1 I Height 1 36.00 1 42.00 1 48.00 2" MAX —I CHART #1 NUMBER ANCHORS REVISIONS DESCRIPTION DATE I APPROVED Z.Pr fi't -T, "'z 8vt-sl MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON —IMPACT ELEVATION DRAWN: DWG NO. N.G. 08-02859 SCALE NT$ I DATE 02/04/16 ISHEF2 OF 3 SIGNED: 0211712016 11CI0 q i r•'\GENS' ss fir• ii'FS•S(0 IO1 TOPF OORREvIONAj1V. G\••`= APPROVED SEALANT BEHIND FIN 6 WOOD SCREW 3/8" MIN EDGE DISTANCE EXTERIOR 3/8" MIN EDGE DISTANCE 6 WOOD SCREW APPROVED SEALANT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR WOOD FRAMING BY OTHERS 1/4" MAX. SHIM SPACE WOOD FRAMING BY OTHERS 6 WOOD SCREW 1 1/4' MIN. EMBEDMENT i APPROVED SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE 1/4" MAX SHIM SPACE INTERIOR EXTERIOR REVISIONS DESCRIPTION DATE APPROVED JAMB INSTALLATION DETAIL 1/4" MAX WOOD FRAMING OR 2X BUCK INSTALLATION SHIM SPACE NOTES: 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. WOOD FRAMING 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE ' DESIGNED IN ACCORDANCE WITH ASTM E2112 •'j"'ry. BY OTHERS l. y SIGNED: 0211712016 MI WINDOWS AND DOORS tu1111rrIIi Y R L't1,yi 650 WEST MARKET STREET GRATZ, PA 17030-0370 J J S GENSF. p SERIES 3500 FIXED WINDOW 00 61261 96" X 60° NON -IMPACT tt( lr , FIN INSTALLATION DETAILS STATE OF ; DRAWN: DWG NO. REV i p' jS'cC4Ri0P N.G.O8 - ii7S ONALt 502E859ENTSDATE02/04/16 3 OF 3 Florida Building Code Online 18504.2 Page I of 3 Ellis= rA BCIS Home Log In j User Registration f Hot Topics ; Submit Surcharge Stats & Facts } Publications FBC Staff ; BCIS Site Map € Links i search z Product Approval USER: Public Userr n iear•ti +":tv Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL18504 Application Type New Code Version 2014 Application Status Approved Comments Archived ti Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 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 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL18504 RO COI FL COI.odf 1710.5.3 Method 2 Option B https:Hfloridabuilding.org/pr/pi_app_dtl.aspx?param=wGEVXQwtDgs9°/`2f%2ftCOhpJQgi... 9/6/2016 1t/I 3/8" COM13INE0 w10T#I w1- W2. 3" 8 FRAME HEIGHT WINDOW WINDOW MULLION PAN) J 107 3/8" COMBINED WIDTH 10% 3/8" W COMBINED WIDTH wtw2 83" FRAME ' WINIIOW HEIGHT WINDOW MULLION '! SPAN) 3 83 d WINDOW FRAME WINDO // / WINDO HEIGHT MULLION I Wii-- w2 10? 3/A" COMBINED WIDTH assfgn pmmIre raBng (PSO Untfs. anchored Into wood framing Mullion span ( in) frbutaryWidth 18. 11 240 3800 142.00 n I A8:00, 5213 25, 00 130.0 130.0 130,0 130.0 130.0 130,0 3T.. 38 130:0 13 A 127.2. 127.0 127:0 4$. 63 120.7 94:3 77.9 73.8 72.1 72.0 62. 00 92.4. 70.6 48:6 , 47.4. 05, 63 `:86;5 65:8.. C45.e4i 4C4,. 43:0 72 00 T7,6 58 7 38:6 37,084 0062:1 46: 26;3 1 24:9 107 3,/8" CC) MBiNEL1 wlDTl1 wiyy2-- I FRAME NDOW 1NDOW HEIGHT------ --..._.. -- Muu- ION SPAN) COMBINED WIDTH Wi I W2 _......... _.... FRAME IEICH T IYILYQf2iy WINDOW MULLION PAN) W t I I-- W2 107 3/8" COMBINED WIDTH REVISIONS Rev I DESCRIPTION I DATE I APPROVED ' 1 A I REVISED INSTALLATION DETAILS 08/07/15 I R.L. 107 3/8" COMBINED WIDTH WI .._. 1................ _. W2 .-............... r I 83 WINDOW FRAME HEIGHT - CHIN WINDOW MULLION / SPAN) W1 -- iF' w2 - 107 3/8" COMBINED WIDTH APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED 7OGE7H n AS LONG AS COMBINED WIDTH DOES NOT EXCEED T07 3/0" AS SHOWN HEREIN, l. leslgrr pro=- rating (050 Urilts. ancho(ed Into masonry/eoncn3to mullion. Van ( in). Ttrbu taffy width(in) 18. f3; 2400 00 4&00 32.43 26. 00 130.0 130.0 0, 0 130.0 130.0 37. 38 130.0 130:0 0 130,101 130.0: 49 63 130 0 130:0 D 0 130 0 T30.0 61. 00 130 0 115.4 3 9. 73. 9 71 5 f3fk 83 ,.. 130 0 98.0.. 5 60.5 58.299.372,4 8.1 44,o 42,0 62, 1 45.09.1 26.3 24.9: LARGE AND SMALL MISSILE -IMPACT. LEVEL D, WIND MNE3 0IMEp4sIONS IN CHARTARE FRAME DIMENSIONSAND DO NOT INCLUDE FLANGE MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND DP CHARTS DRAWN: DWG NO, V. L. 08-01 445 SCALE NTS DATE O 1 / 1 1 / 12 57- 2 OF 3 SIGNED: 08/ 07,'2015 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 of Business and Professional Regulation for Statewide Acceptance per Rule 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E_ Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 1 /8" x 84" Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind -Rome Debris Regions, up to Wind Zone 3. Design pressure of mulled units shalt 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 P, L dtil TAT 51 OF rQF°:clORO" Ililtl Luis R. Lomas, P.E. FL No.: 62514 08/07/2015 Florida Building Code Online , Page 1 of 2 Business & Professio 61 Regulation Mein " Bcrs Home I Log In User Registration I Hot Topic Submit Surcharge Slats & Facts I Pubiicatlons FBC Staff BCIS Site Map Links Search Bue Product{ PVtUSER: Public UserJMa Regu tori I PFQP4 2abw enu y =o4vct crAcdlmticu Search > &Mice i>;,,q MtlingNon DCW FL # FL12019-R5 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Subcategory Compliance Method 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 Product Approval Method American Construction Metals 5140 W CLifton Street Tampa, FL 33634 813) 884-0444 lyle, pestow@acm-metals.com Vivian Wright rickw@rwbidgcDnsultants. com Panel Walls Soffits Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer V! Evaluation Report - Hardcopy Received Lyndon F. Schmidt, P.E. PE- 43409 Keystone Certifications, Inc. 03/ 02/2020 Ryan 1. King, P.E. Validation Checklist - Hardcopy Received Standard. ASTM E330 Method 1 Option D Year 2002 https:// www.floridabuilding. org/pr/pr_app_dtl..aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 5140 West Clifton Street Tampa, f133634 TRIPLE 4" & "QUAD 4" 1 J 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 constructlon, by others, must be designed properly to receive loads from the soffit and/or 7' x 7' baffen strips. 5. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TABLE OF CONTENTS SHEET# DESCRIPTION 1 T ical elevations & Eeneral notes 2 Panel details 3 Soffit details & design pressures 4 Soffif detcns & desl n ressures 5 Soffit details, design pressures & bill. of rnatedOls TRIPLE 1(T4) TJ-0t 2 (.0)1 S THICK) T -014 (A1351MCIQ QUAD 4 Q4 Q4,012 (.01IS-THICK( a-4014 I1)I3117THCKI 4$ f n ySNVW 1M 0 1" MN•t cw 767 a muaR F cz EkjINC BY. JK m av: LFS 9NG'N1: - IC P Tt- tzots.t a N i y o SPAN " A " ROOF OVERHANG SPAN..' A ROOF OVERHANG ROOF OVERHANG SPAN." A w1 k i y m ROOF ROOF ROOF, r ` i m . F.. Nfi... _ FRAMING .,..*- FRAMING FRAMI r'' i p flit o o m Z ALUMINUM _ . - z m Z ALUMINUM L FA$C14. v FASCIA TRIM tTRIM / N "" m a a 4 1 EMU OR `.._. -SOFFIT .. [MU.iOR V Cz it SOFFIT— T CMU OR _ SUFFI7 WOOD WOOD v° WOOD WDETAIL'C" FRAMED . SEE DETAIL "A" FRAMED lal SEF. DETAILS A FRAMED SEEDETAIL"8 ////// SEE.DEtA4°D SEEDEIAR."C" + SIDE VIEW - SINGLE SPAN w/F-CHANNEL. SIDE VIEW - SINGLE SPAN w 7-CHANNELS SIDE VIEW - SINGLE SPAN w/7-CHANNEL Shown w/ truss/Traming cantilever) (Shown wl huWmaming cantilever) (5hlnvn wl truss/karniirJ cantilever) „AZ) SINGLE SPAN LENGTH A' DESIGN PRESSURE (PSF) POSITIVE NEGATIVE B" 70.0 141.0 10^ 60.0 60.0 12" 50.0 50.0 14' 38.5 39.5 30.0 30.0 NU It: WVUv rRnm" 'n .-.v,.,.- -...•`.-- DESIGNED BY THE ARCHITECT OR ENGINEER OFRECORD DETAIL " B " F-Channel TRIM NAIL ATTACHED THROUGH FASCIA NOTE: @ 16" O.C. MAX. FOR SQUARE CUT OVERHANG, TRIM AGAINST BOTTOM N L FASCIA FLAT n .-A STAPLES INSTALLED @ ENDOFPANF.LAND W MAX. O.C. SEE DETAIL "J ", SHEET 5) L119' MAX. DETAIL " A. Fascia STAPLES INSTALLED @ 24" O.C. (INTO WOOD) ON F-CHANNEL LEG OR T-NAIL @ IT O.C. INTO WOOD OR MASONRY) STAPLES INSTALLED @ ITO.C. (INTO WOOD) IN F-CHANNEL SLOT OR T-NAIL @ 17 O.C. INTO WOOD OR MASONRY) STAPLES LOCATED 24" O.C. INTO FRAMING 41 MAX. 6 `: V MAX. . STAPLES INSTALLED @ IT O.C. (INTO WOOD) IN J-CHANNEL SLOT OR 1-14AIL @ I Z' O.C. DETAIL" D" J- Channel Fascia STAPLES INSTALLED @ 12" O.C. (INTO WOODI IN J-CHANNEL SLOT OR T-NAIL @ 17' O.C. INTO WOOD OR MASONRY) STAPLES LOCATED ( \ 24" O.C. INTO FRAMING __7 (" MAX. MRDETAIL„CJ- Channel A D 1f9 0 04 z 5^ 4%: MT.S. a 5 bwc. a^ JK m SUBSTRATE NOTES: JMW, LFS ? I. WOOD SUBSTRATE: G = 0,42 OR BETTER onaK ua ao,: 2. MASONRY SUBSTRATE: 3,000 PSI CONCRETE (ACI 301) FL-- 1201 R.1 H OR HOLLOWBLOCK (ASTM C90). mu 3 . or n 5. ITEM DESCRIPTION MATERIAL 1 FASCIA .0215' THK. AL. 3105 - H14 ALUMINUM 2 J" CHANNEL .0155" THK. AL. 3105 - H24. ALUMINUM 3 F"CHANNEL.0155-THK.AL. 3104-H19 ALUMINUM S QUAD 4PANEL[DI 15OR.0135"THICK) AL.3105 ALUMINUM 6 TRIPLE 4 PANEL (.6115 OR .0135' THICK) AL. 3TD5 ALUMINUM 7 15 x 13/4" TRIM NAIL S.S. 8 18" GA. X 1%4" SS STAPLE w/ 7!8" MIN. EMBEDMENT STEEL 9 7'X,7'BATIENSTRIP (G-=A2ORBETTER) WOOD 10 APA B-C- GROUP 1 EXT.15/327 PLYWOOD OR BETTER WOOD 11 097' DIA. T-NAIL w/ 5/8" MIN. EMBEDMENT . STEEL 1 /C12dX3-1 I X2 VERDCAL H.D. GALV, FRAMING (G>=0.42) COMMON NAIL @ 24" O.C. ATTACH w/ 2 8d COMMON NAILSw/ 1-31N' MIN. EMB. TOP TO ROOF FRAMING DETAIL" H " STAPLES INSTALLED END OF PANEL AND W MAX. O.C. SEE DETAIL -J ") MAX. IJCIATL" J.." DETAIL" I " ROOF CVERHANG ROOF FRAMING S O M LL m of n n ems` > " m 0Nmi SEE DETAIL.B" SHEET3) ZO EA m o l m mda 5F cZ' Hb.. 12dX3-114' ( __R t. — _ _ EMU GR H.D.GALV.STEEL ' i WOOD COMMON 14AIL@24"O.C. SEE DETAIL" I FRAMED . w/1-3/4-MIN. EMB. (SHE_T3) fff CONTINUOUS SEE DETAIL' H BATTEN @ CL SPAN STAPLES INSTALLED@ , SIDE VIEW DOUBLE SPAN w/BATTEN.. END OF PANEL AND (Shown w/ truss/framing cantilever) 8" MAX. O.C. SEE DETAIL "J ") TWIN SPAN LENGTH w/CONTINUOUS BATTEN aa DESIGN PRESSURE (PSFJ POSRNE NEGATIVE tb•' 70.0 70.0 IV, 66.5 66.5 2W 60.0 60.0 22, 54.5 54.5 24" 50.0 ROOF OVERHANG SEE DETAIL"G" SHEET 4) SEE NOTE 2 1 CMU O 8:yT1 FRAMEDSEEDETABJ* 1 SEE DETAIL " A" SHEET 3) SIDE VIEW -DOUBLE SPAN w/BATTEN . Shown w/ truss/framing overhang) CONNECTOR NOTES: 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGINEER OF RECORD 1. WOOD SUBSTRATE: G = 0.42 OR BETTER 212d COMMON NAIL OR 3116" TIW TAFCON CONCRETE - SCREW 2 MASONRY SUBSTRATE 3,000 PSI CONCRETE (ACI301) IMIN. 1-1 /4" EMBEDMENT) 0 26' ON CENTER OR HOLLOW BLOCK (ASTM C90). l off' lip nN z. t ° c LE: N.T.S. BY: JK m or: LFS VM MNo.: ° D FL-- 12019:i °o Nrr . 5 . or..5. 6 Florida Building Code Online Shingles Page 1 of 2 BCIS Home ( Log In j User Registration Hot Topics a Submit Surcharge Stats & Facts i Publications i FBC Staff BCIS Site Map I Links 1 Search Florida Product ApprovalSUSEWPublicUser i•,•raKN.''ss Product Approval Menu > Product or Application Search > Application List > Application Detail FL# FL16305-R4 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RiverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollins@atlasroofing.com Authorized Signature Meldrin Collins mcollins@atiasroofing.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Locke Bowden C-i Validation Checklist - Hardcopy Received Certificate of Independence FL16305 R4 COI ATL13002.4 2014 FBC Product Evaluation Shinoles.odf Referenced Standard and Year (of Standard) Standard ASTM D 3161 ASTM D 3462 ASTM D 7158 TAS 100 TAS 107 Equivalence of Product Standards Certified By Sections from the Code Year 2009 2009 2008 1995 1995 https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJBMjgU 1 j3N 1 TGPl... 8/9/2016 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option D 06/28/2015 06/29/2015 07/05/2015 08/19/2015 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 FL16305 R4 II ATL13002.4 2014 FBC Product Evaluation Shingles.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 FL16305 R4 AE ATL13002.4 2014 FBC Product Evaluation Shingles.Ddf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to 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: eChc Crecrit Card Safe https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJBMjgU l j3N 1 TGPI... 8/9/2016 Certificate of Authorization No. 29824CREEK17520EdinburghDr Tampa, FL 33647 TECHNICAL. SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 6T" EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770)612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity 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 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATL-116-02-01 ATL-118-02-01 ATL-119-02-01 ATL-123-02-01 ATL-125-02-01 ATL-127-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 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 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 1'995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page 1 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. ATLAS ROOFING CORPORATION CREEK Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerrield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMasterO Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 Page 2 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. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMasterO 30 & Basic Wind Speed (V,jt): Tough-MasterO 20 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 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 36" Nails 12" 12- — --12- 12" "1 Figure 1. GlassMastert 30 & Tough -Master@ 20 4 Nail Pattern (Non-HVHZ only) 36" Nails C/SM 4 12"---12"--12" -- Figure 2. GlassMaster® 30 & Tough -Master@ 20 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 3 of 9 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 r TECHNICAL SERVICES, LLC ProLAMTm Architectural Basic Wind Speed (Vat): 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 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. 39 3/8" An 12 ga paned roofing nail with min 318" head r 121rz` 1 — TW Q =3 0 C LQ Q cm 0 CD M C Figure 3. ProLAMTm Architectural Shingle 4 Nail Pattern (non-HVHZ only) Iln. 12 913R' W.ntnd, dng 0-* roofing neej— W" min. he W T 7T2' 111J t' i — 1 TYP i 61 I Figure 4. Pro-LAMTm Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 4 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. I CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & StormMaster® Shake Basic Wind Speed (V„u): 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 'A Nail Pattern" or "6 Nail Pattern" detailed below. 39 W Mtn. 12 y, 9.W.nbad nwAing MII 0 mW 3A' haed 12f TYP r nr Figure 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) 39318, M. 12 B3 pWarmied nng shank nas w1M mIn!W head f' /--------1 7 1 W 1• 6 718• Figure 6. Pinnacle® Pristine and StormMaster@ Shake 6 Nail Pattern 14- ATL13002.4 FL 16305-R4 Page 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. CREEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (Vu„): Basic Wind Speed (Vag): 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. T l Figure 7. StormMaster® Slate 4 Nail Pattern T 9" I Figure B. StormMaster@ Slate 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify 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 it): Basic Wind Speed (Veld): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ):` ATLAS ROOFING CORPORATION Asphalt Shingles Max, 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in, plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below. 36' 12" N 12 ge, 1-112" ring "A mil 4 _ Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-R4 Page 7 of 9 This evaluation report is provided for State of Florida product approval under Rule 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 Pro -Cut® Hip & Ridge Basic Wind Speed (V it): Basic Wind Speed (Vmd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ and non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 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. Installed with 5-5/8 inch exposure in accordance with RAS 115 (HVHZ only) and manufacturers published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12" - t 12 ga. 1-112" ringI r shank nail I I 6" Ll I I 1 Figure 10. Pro -Cutts Hip & Ridge ATL13002.4 FL 16305-R4 Page 8 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein, R 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 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5t" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. Y\ PaYt tR t i 2015.06.2 No 74021 ' 9 12:55:48 04'00' P:• STATE OF •: i •: Q R. 0••',,` Zachary R. Priest, P.E. Florida I### t{ Organization No. Registration 21 ANE9641 ttt CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT ATL13002.4 FL 16305-R4 Page 9 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. CREEK TECHNICAL SERVICES, LLC EVALUATION REPORT 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 Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813)480-3421 FLORIDA BUILDING CODE 5T" EDITION (2014 Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity 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 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATL-116-02-01 ATLA 18-02-01 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) 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 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 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page 1 of 9 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 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 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ATLAS ROOFING CORPORATION CREEKAsphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA 72-02-01 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 (TST5B78) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster,& 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, Pro -Cut@ Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. 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. ATL13002.4 FL 16305-R4 Page 2 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. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (Vui,): Tough -Master@ 20 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 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 36" Nails 12----#+--12" 12 Figure 1. GlassMaster® 30 & Tough-MasterfD 20 4 Nail Pattern (Non-HVHZ only) 12" --b i — 12" 12n'I Figure 2. GlassMaster® 30 & Tough-MasterCla 20 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 3 of 9 This evaluation report is provider! 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 ProLAMTm Architectural Basic Wind Speed (V„u): Basic Wind Speed (Vasa): Deck (HVHZ): r 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. 0S13 existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12, Installed with 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. 39318, i Asa 1298 9alva a d 1W19.0 wh— 3/8"heed 1. f I12112" YP 14' ca o 0 0 0 0 0 0 0 0 0 0 0 0 0 o Sim, Figure 3. ProLAMTm Architectural Shingle 4 Nail Pattern (non-HVHZ only) m1n. 12 o..tidrM6wd. dnp shale rvoAnp nN j wN nM. L1''Mi0 1 tI r Tw E3 C 69 t_=-.} - p er Figure 4. Pro-LAMTm Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 4 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. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (V ic): StormMaster@ Shake Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either 'A Nail Pattern" or "6 Nail Pattern" detailed below. 39 W Figure S. Pinnacle@ Pristine and StormMasterO Shake 4 Nail Pattern (Non-HVHZ only) 39 3W Adtt 120' pA?A—,l nng 6l krWil lr 9 1C=1 O O t--.D O O O O M= O O O O C O O O CD Gf 0 0 cz 0 0 0 O 1 1 O O CI O O CllO O P O 6 7.- Figure 6. Pinnacle@ Pristine and StormMaster@ Shake 6 Nail Pattern ATL13002. 4 FL 16305-R4 Page 5 of 9 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 StormMaster® Slate Basic Wind Speed (V ic): 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 manufacturers published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 1" 1-MI ._ 9" Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StormMaster® Slate 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 6 of 9 This evaluation report 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. 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. 36' J tee.--_. - ®.®.-. -. --._._._._._ I. 12 ga, 1-1/2" ring shank mil zz Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-R4 7of9 This evaluation report is provided for State of Florida product approval under Rule 61G20 1 The manufacturer shall notify"CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (VLjt): Basic Wind Speed (Vesd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ and non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 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. Installed with 5-5/8 inch exposure in accordance with RAS 115 (HVHZ only) and manufacturers published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12"..._ I 12 ga. 1-1/2" ring shank nail 1 i t Figure 10. Pro -Cut® Hip & Ridge ATI-13002.4 FL 16305-R4 Page 8 of 9 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. ATLAS ROOFING CORPORATION CREEK0AsphaltShingles TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck, 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturers published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3, COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5'" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. t tYi 1 iP# E N i No 74621 cc Z STATE OF ' U1r `` s, ml%% CERTIFICATION OF INDEPENDENCE 2015.06.2 912:55:48 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. ATL13002.4 END OF REPORT FL 16305-R4 Page 9 of 9 lotify CREEK eport is valid. s that are not specifically addressed herein. Florida Building Code Online Pagel of 2 on flt e Log In ( User Registration f HotToplcs { Submit Surcharge I Stats a Facts I Publications { Fk Staff tcts Site MapBCISHome 'I { Links ! Search { 1SIMS.. A 'Product Approval PfOSI USER: Public User Regulation P194stRa Senn. s rnt tx.pfkaa+m oe ia: FL # FL15216-112 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozano@interwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 1 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 56- Validation Checklist - Hardcopy Received Certificate of Independence F 5215, R3 COI 2U15 01 001 Nieminen-W 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/pi_app_dti.aspx?param=wGEVXQwtDgv3yWKJZ l Q... 7/20/2015 Page 1 of 1 Florida Building Code Online U(CAer e. YMNOtbt ticiS Home I fog 1n I User Registration i Hot Topics I Submit Surcharge I Scats & Facts Publications- I FBC staff I BCIS Site Map I finks I Search I Btusines t c rod Pub Approval LSER: PubliccUsUser Regulation yioe reJ :acerovvai tantt s 1,.£L,Ar.ttf doo.t Y°. Refine arch: Search Criteria . 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 ALL mearcn.:r}siawma FL n..+....4 Tvoe Manufacturer ._ Yalidatad By . Status FL1 216 R2 Revision InterWrap, Inc. - John W. Knezevich, PE Approved History Category: Roofing 954) 772-6224 Subcategory: Underlayments Contact Us tteiifiiitertiteE5tt&t TaliratslietiffxaMftfiL-&-- The State of Florida is an AA/EEO employer.; c`ev td__'2lIGT-ki!k S7ate.-nt nonda.privacy Statement :: p,csibillN Statement :: Refund Statement Under Florida low, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not sendelectronicmalltothisentity. Instead, contact the office by phone or by traditional mail: If you have any questions, please contact 850.487.1395. 'Pursuant toSection455.275(i), Florida statutes, effective October 1, 2012. licensees licensed under Chapter 455, F.S. must provide the Department with an email address etheyhaveone. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email addressddr55, eb which can be made dick here . available to the public. To determine if you are a licensee under Chapter ProductApprov}is,! A=Wt : ME WIN, , N cY dicSAFE https://www.floridabuilding.org/pr/pK-apPjst.aspx 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Sutitlrld'. : of Products FL 0 Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See ER Section 5 for Limits of Use. Instaliation Instructions FL15216 R2 II 3015 04 FINAL ER INTERWRAP RHOOROOF FL15216_- R2.odf Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Evalustion.Reports. r; i:S,21:l 92 At 2415 04 'Flikk ER NI TERMft-P RfdINOROf1F fl.i52 R2.ndf Created by Independent Third Party: Yes Contact s :: pop:"6sori_r++ SkrA TlBahMee 14.3 S.111= 85U-4121$24The State of Florida is an WIRM empioVer..' vMa: hrQQz j ltl odrdorida,.:: :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not.send electronicmailtothisentity. Instead, contact the office by phone or bV traditional mail. If you have any questions, please contact 850.487.1395. 406r ttit to Section455.275(1), Florida Statutes, effective October 1, 2011Z. licensees ficanskd under Chapter455, F.S. must provide the Department with an afiilid,o9.dAss If theyhaveone. The emaits provided may bo4r".1or o' tidacoatiuNteg6o volth the licensee. 14e*eirer ema8 44fpfe 5 are public record. If you do not wish to whidr cantaeYpDlta',r+rAiiaWe0p31Mr rc To determine if you are a licensee under supply apersonaladdress, Please Drovide:tlle'6eDertli7ent with`;1t 131IlM.tid+:. t _ CNkP i AP; r- please dick Product Approval Accepts, IN Credit Caind 77 SAFEh4s://www. floridabuilding-org/pr/pi_app dtl.aspx?param=wGEVXQwd)gv3yVVKJZIQ... 7/20/2015 rNr- I 1 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 140516.02'12-R2 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 611320-3 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.- - DEscitiPTiow RhinoRoof Underlayments LASEUNG: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named products) 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. TrinitylERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADvERTisEmEKr The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation. Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P,6on04127/2015: This does not serve as anelettroniallysigned document: Signed, seaied hardcepies have been transmitted to the Product Approval Administrator and to the named diem 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 I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity 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. rTRNITY 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, 250753, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3,1507.95 on Heating 1507.2.3,1507.5.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507,93 Heating, Uquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ 006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT 1DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type 11 felt or D4869 Type 11 felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in.Various other sizes. S. UMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report, refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the 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 Wood Shakes Slate or Asphalt Nail -On Tile Foam -On Tile Metal Underlayment Shingles &Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No _.. . 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longerthan 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 0226, Type I or it or D4869, Type If underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLG Evaluation Report 140510.OL12-R2 F Certificate of Authorization +#9503 Revision 2: 04/27/24/27Jz01515 Page 2 of 3 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. any dust and debris prior -to application. 6.4 ifirlbitbof UFI 6.4.1 Fasteners: TRINITY ERD Sweep the substrate thoroughly to remove For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 14nch diameter plastic or metal cap nails or FBC HVHZ nails « 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 fiiiivid3 aviar RtlbfSlotle > 4 32: End (vertical) laps shall be minimum 64nches and side (horizontal) laps shall be minimum 4-inches. Referto Interwrap, Inc. recommendaiions 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 DCCif; Lacier 2°12ttrcif3 p eE4•2 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 startef 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. 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-RZ Certificate ofAuthorization #9503 FL15216•R2 Revision 2: 04/27/2015 Page 3 of 3 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization tl9503 353 CHRISTIAN STREET, UNIT#13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT - Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way F1.15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 611320-3 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 5nt 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. TrinitylERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3 Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 The facsimile seal appearing was authorized by Robert Nlemim:n, PZ on 04/2712015, This does not serve as an electronically signed document. signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named cllem CERTIFICATION OF INDEPENDENCE: 1. Trinity lERD does not have, nor does it intend to acquire or will it acquire, a financial interest In any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of -following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section-. Properties Standard year 1507.23,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.83,1507.9.3,1507.9E on Heating 1507.2.3,1507.5.3,1507.83, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entitw Examination Reference, A. ITS (TS71509) Physical Properties 100539395C04006 10/.27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2012 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection -Report 12/17/201:4 4. PRoDUcr DESCRIPTION: 4.1 RhinoRoof U20 is a-multilayered polymer woven coatedsynthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type 11 felt or D4869 Type If felt. RhinoRoof Underlayment is available in 424nch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5. 1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5. 2 This Evaluation Report is notfor use in the HVHZ. 5. 3 Fire Classification is not part of this Evaluation Report, refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product 5. 4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced Within FBC approval documents. if not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5. 5 Aliowabie roof covers applied atop RhinoRoof Underlayments are follows: RooF COVER OPnotis Underlayment Asphalt Shingles Nail - On Tile Foam -On Tile Metal Wood Shin Shakes . Shin Slate or Simulated Slate RhinoFtoof 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. INSTALLATION: 6. 1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Sections 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 li or D4869, Type 11 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certificate of Authorization #9503 FL15216-RI Revision 2: 04/27/2015 Page 2 of 3 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 %safe 142ver Rob .Std19e>.A -: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 44nches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum SO -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 Qpuble taxer' 2 '< Roof. pe <.4c12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc: ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Certiflcate of Authorization #9503 Evaluation Report 140510.02.12-112 FL15216-R2 Revision 2: 04/27/2015 Page 3 of 3 Speelalty Structural EnglnPerinq CBUCK, Inc. Certificate of Authorization #8064 Evaluation Report MMI-2" Off Ridge Vent Ridge Vent Assembly Manufacturer: Millennium Metals, Inc. 10200 Eastport Road Jacksonville, FL 32218 877) 358-7663 for Florida Product Approval FL 16568.1 R1 Florida Building Code 5th Edition (2014) Per Rule 61G20-3 Method: 2 - B Category: Roofing Sub - Category: Product: Material: Support: Roofing Accessories that are an Integral Part of the Roof System MMI-2" Off Ridge Vent Steel Wood Deck Prepared by: James L. Buckner, P.E., SECB Florida Professional Engineer # 31242 Florida Evaluation ANE ID: 1916 Project Manager: Youry Demosthenes Report No. 14-104-MM12-StORV-ER-14 Date: 2 / 26 / 15 Contents: Evaluation Report Pages 1— 7 S.— Electronic Semi for Elearonk Submbtal ttllltltllr// P ..•• tce.nrs ••. F,p No 31242 / STATE OF 4U S/O N A`i-e\\\' llrrlllltt' Digitally Signed by: lames L Buchner, P.E. CBUCK, Inc. 2015.03.02 10:57:51-05'00' 1399 N. Killian Drive, Suite 4, West Palm Beach, Florida 33403 Phone: (561)491-9927 Fax: (561)491-9928 Website: www.cbuckinc.net FL #: FL 16568.1 R1 Date: 2 / 26 / 15 i ri Report No.: 15-104-MM2-St0RV-ER_14 Page 2 of 7 Speciait j 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.) Slope: Description: 15/32 (min.) or greater plywood, or Wood plank (min. specific gravity of 0.42) 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 Report No.: 15-104-MM2-StORV-ER_14 Page 3 of 7 Speeialttj 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 a 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". Oation for application outside "Limitations and Conditions of Use" Rule 61G20-3.005(1)(e) allows engineering analysis for "project specific approval by the local authorities having jurisdiction in accordance with the alternate methods and materials authorized in the Code". Any modification of the product as evaluated in this report and approved by the Florida Building Commission is outside the scope of this evaluation and will be the responsibility of others. Refer to applicable building code section for ventilation requirements. Design of support system is outside the scope of this report. Fire Classification is outside the scope of Rule 61G20-3, and is therefore not included in this evaluation. This evaluation report does not evaluate the use of this product for use in the High Velocity Hurricane Zone code section. (Dade & Broward Counties) Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in accordance with the Florida Building Code and Rule 61G20-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through Keystone Certifications, Inc. (FBC Organization #: QUA 1824). FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 Page 4 of 7 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8054 Components/Materials Ridge Vent: "MMI-2" Off Ridge Vent by Manufacturer): Material Type 1: Steel Thickness: -26 gauge (min.) Yield Strength: 40 ksi min. Corrosion Resistance: In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel Nominal Dimensions: Width: 24" Height: 4-1/2" Lengths: 2' , 4', 6', 8' and 10' Fastener(s): Base Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Annular Ring Shank Roofing Nails Size : 11 gauge x 1-1/2" Corrosion Resistance: Per FBC Section 1506.5 Standard: Per ASTM F 1667 Alternate Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Hex -Head Wood Screw Size : #10 x 1-1/2" (min.) Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4 Standard: Per ANSI/ASME B18.6.4 Roof Cement: Type: Asbestos -free asphalt based roof cement w/ SBS rubber Application Size : 1/4" thick minimum Standard: Per ASTM D 3019 Type III and ASTM D 3409 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Installation: Installation Method: Refer to drawings on Pages 6-7 of this report.) Prepare deck opening by trimming any shingles & nails that may interfere with ridge vent installation. Apply roof cement to the underside, back and side flanges of the ridge vent. Cement should be a 1/4" thick and extend 2" onto roof underlayment. (Install cement in compliance with manufacturer's installation guidelines.) Position vent flange beneath loosened shingles and align with deck opening. Attach vent top, bottom and side flanges to deck with nails or screws spaced 4" o.c. and 1-1/2" from each end. a Minimum fastener penetration thru bottom of support, 3/16". Install the "MMI-2 Off Ridge Vent" assembly in compliance with the installation method listed in this report and applicable code sections of FBC 5th Edition (2014). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. ASTM E330-02 Uniform Static Air Pressure Difference Test Architectural Testing, Inc.(FBC Organization #TST ID: 1527) Report #: D0249.02-450-18, Report Date: 8 / 29 / 13 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID: 1824) Millennium Metals Licensee # 423 3. Certification of Independence By James L. Buckner, P.E. @ CBUCK Engineering FBC Organization # ANE 1916) FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 Lj Page 6 of 7 Specialty Structural EnginPPring CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 4 1/2 in. Profile Drawings r,-1 /7" 1 /8") 18-1 /4" I _ 3" Side View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws MMI-2" Steel Off Ridge Vent Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Plywood Deck Lower Slope Front) Typical Side View (Not To Scale) Higher Slope Back) r FL #: FL 16568.1 R1 Date: 2 / 26 / 15 ring Report No.: IS-104-MM2-StORV-ER_14 Page 7 of 7 1\ 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) Nominal Lengths 4 Ft. 6 Ft. ti 5` Se 8 Ft. a e et 9 10 Ft./ Typical Ridge Vent Assembly Isometric View (Not To Scale) Florida Building Code Online T"uss P Ia+ems Page 1 of 3 truc x t o eo-L H tT ics Submit Surcharge i Stats & Facts i Publlcatio s I FBC Staff I BC75 Site Map Unks Search nRoi& BCIS Home 1 Log In 1 User Registration . o op ProduclApprovai Pro LJ { Public Userj&USER: ROgulafo t t ltaffon Scorch > Aool'witon i3st > Application Detail FL * Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence FL2197-RS Revision 2014 Approved Approved by DBPR Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. MiTek Industries, Inc. 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext7480 dwert@mii.com David Wert david.c.wert@mii.com David Wert 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mii.com David Wert 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mii.com Structural Components Truss Plates Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC Quality Auditing -Institute Ltd. 12/31/2015 ICC Evaluation Service, LLC. FI >> 97 R5 col Ceriifi ate of tndeoandence for 6valy 0 l Referenced Standard and Year (of Standard) and r Year ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVxQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 Cre it°rarSLlA https://www.floridabuilding.org/pr/pr_app_dtl.aspx?pamm--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 L;Q" Reissued June 2015 This report is subject to renewal June 2017. www.icc-es-oral l (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 63--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www. wri.com.. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mll 20, M-20 HS, Mll 20 HS, AND MT20HS'm 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006 International Building Code (IBC) il 2012, 2009, 2006 international Residential Code® (IRC) s 2013 Abu Dhabi International Building Code (ADIBC)t The ADIBC is based on the 2009 IBC. 2oo9 IBC code sections referenced in this report are the same sections in the ADIBC: Property evaluated: Structural 2.0 USES MiTeke metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek® M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 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 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/A4nch (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 Mll 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3..8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6,4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HSTm: Models M-20 HS, Mil 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3144rich-by-14rich (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-v0de (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-ES Evaluation Reports are not to be construed as representing Is aes7 use. or any ocher attributes not specifically addressed, nor are they to be construed as an endorsement of the subject ofthe report or a recommendation for its use. 7here is no tvarranly by ICC Evaluation Sen ice, r LC, express or implied, as to anyfinding or other matter in this report, or as to any product covered by the report. page 1 of 5 Copyright 0 2015 ESR-1311. 1 Most Widely Accepnted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lblin=!PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND MII 16 Douglas fir -larch 0.5., 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir Southern pine 0.42 0. 11 55 . 127 174 82 126 75 147 107 122 M-20 and Mil 20 Douglas fir -larch Hem -fir 0.5 0.43 220 7 185 195 148 180 129 190 145 5pruce-Pine-fir Southern pine 0.42 0 55 . 197 249 144 190 143 184 137 200 M-20 HS, Mill 20 HS and MT20HS Douglas fir -larch _ Hem fk 0.5 0.43 165 139 .. - 1 46 . 111 135 143 97 109 .. Spruce -Pine -fir Southem pine DA2 0.55 148 187 108 143 107 103 138 150 For SI: llbfire = 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 Fes, = 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 loadAlitrussplatesarepressed,into Ihewood for the full depth of theirteeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfolio -wed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND M1120 M-20 HS, M1120HS AND MT20HS Efficiency PoundsliinchlPair of Connector Plates Efficiency PoundslinchtPair of Connector Plates Efficiency PoundsllnchlPaii of Connector Plates Tension Values in Accordance with Section 5A.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 00 Tension @ 900 0.70 2012 0.50 0.36 1013 0.47 880 820 0.59 0.48 1505. 1219 Tension Values in Ac-CC. ance with TPI-1 with a DEviation jtee Section 5.4.9 (e)] Maitimum itlet Section Occurs over the Jolnf Tension @ 00 Tension @ 900 0.68 0130 1945 1 0.62 1091 849 0.48 841 0.67 6.52 1716. 1321 Shear Values Shear @ 00 Shear @ 300 Shear @ 600 Shear @ 90° 0.54 0.61 0.73 0.55 0.48. 0.35 1041 1173 1402 1655 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 11 4 792 608 537Shear@1200 Shear @ 150 For St: 1 ibfinch = 0.175 Nfmm, 1 inch = 25.4 MM. NOTES: Minimum Net Section -A line through the plate's tooth pattern With the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes.. on. For these 2Maxmu,m. Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientati plates, this line passes through a section of the plate with no holes. ESR-1311 I Most -Widely Accepted and Trusted Page 5 of 5, 0,12V 0.2W 0,5W 0, Wr 32MM 64rW, 127mn 93mm DOD goo goo Dori ODD GDO ODD goo ODD 050 000 Goo DOB VIA OOOl__4_ M-20 HS, Mil 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MM. K CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report E5R-1311 r-tjU aupplemerll Reissued June 2015 This report is subject to renewal June 2017. www. icc-es.ong 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. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 vrww. mii.com EVALUATION SUBJECT: MiTeeTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mill 20, M-20 HS, MII 20 HS, AND MT20HS- 1. 0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HSTm, recognized in [CC -ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 0 2014 and 2010 Florida Building Code —Building It 2014 and 2010 Florida Building Code —Residential 2. 0 CONCLUSIONS The Mi fek®Truss Connector Plates M-16, Mit 16, M-20, MII 20, M-20 HS, M1120 HS, and MT20HS'"", described in Sections 2. 0 through 7.0 of the master evaluation report ESR-1311. comply with the 2014 and 2010 Florida Building Code —Building and the 2019..an' 10 1=1L'ntla BullcTtt 9 Code—ReStdel7Ua1,. provided the design and installation are in accordance with the lntemaftonal $ uttdtrtg _Code (IBC) provisions noted in the: master report. Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, M1120 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. ICC- ES Evaluation Reports are rro! to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they lobe construed asanendorsementofthesubjectofthereportorarecommendationfor'its use..There is no warranty by ICC Evaluation Service, LLC, express or implied as to any findingor other matter in this report. or as 10 airy product covered by the report ^ Page 1 of 1 Copyright ® 2015 IMES Evaluation Report '"' ' Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orr 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 DO -WOOD, PLASTICS AND COMPOSITES Section: 06 17 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 WWW.Mll.com.. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MI116, M-20, MII 20, M-20 HS, Mll 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: P. 2012, 2009, 2006 International Building Code® (IBC) a. 2012, 2009, 2006 international Residential Code® (IRC) 2 2013 Abu Dhabi International Building Code (ADIBC)t 1The 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 MiTeke m-16 and MI116: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 100575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10A005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point The teeth are additionallyshapedintoatwistedconcaveform, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/,4nch (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 [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 14nch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0..45 inch 11.4 mm) long and 0.125 inch (3.2mm) 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 (QA mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end_ Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HSTIA: 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 3/44nch-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, CC-FS Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they io be construed as an endorsement of the subject ofthe report or a reconmiendation for its use. There is no warranty by ICC Evaluation Smice, LLC, express or implied, as p to any fnding or other matter in this report, or as to any product covered by the report. page I of 5 Copyright 0 2015 E.SR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (ib/in2/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND MII 16 Douglas fir -larch 0.5 121, 137 126 Hem -fir 0.43 119 64 102 08 Spruce -pine -fir 0.42 127 82 5 107 Southern pine .. 0.55. _ 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 .. . 195 180 15 Hem -fir 0.43 185 148 129. 14 Spruce -pine -fir 0.42 197 144 143 137 Southern pine._ 5 249 190 184 no0.5 M-20 HS, Mil 20 HS and MT20HS . Douglas fir -larch 0.5 165 146 135 143 Hem-Hem-fir0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 10 Southern pine 0.55 187 143 138 150 For SI: 11bM` = 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, pi a tes must be installed on opposite sides of joint. ZAA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood.grain_perpendicular to load EE = Plate perpendioular'to load..woed.grain perpendicular to 102dAIItrussplatesare. pressed into the vmW. for the full depth of their teeth by hydraulic -platen embedment presses, multiple totter presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller prdsseSand 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 Efficiency Poundslinch/Pair of Connector Plates M- 20 A Efficiency PoundslinchfPair of Connector Plates Efficiency PoundslinchlPair of Connector Plates . Tension @ 0° Tension Values in Accordance Wth Section 5.4.4.2 of TPI-1 tMinimum Net Section over the Joint)' 0. 70 2012 0.50 880 0.59 1505 Tension _ @ 90° 0.36 _. 1013 0.47 820 0:48 Tension Values mAceordance vgtth TPI-1 with a Deviation [see Section 5.4.9 (e)] Maziititrm fVet Section Occurs over the Joinf 1219 Tension @ 0° 0.68 1945 0.62 1091 0.67 1716 0. 30 849 0:48 841 0.52 1321 Tension @ 900 Shear Values Shear @ 0° Shear @ 300 Shear @ 60° Shear @ 90° 0. 54 0. 61 0. 73 0. 55 1041 1173 1402 1055 0. 49... 574 0. 63 738 0. 79 936 0. 55 s45 0. 43 0. 61 .. 0. 67 0. 45 .. 761 1. 0..85 .. 1184 792 0. 48 914 0.42 490 0.34 608 Shear @ 120.60. 35 _. 672 0.45 544 0.3 537 . Shear @ 150° .... For SI: 1 IbCnch = 0.175 N/mm, linch = 15.4 mm. NOTES: MinimumNet Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation, For these plates, this line passes through a line of holes. 2Ma)& num Net Section - A line through the plate's tooth pattern vft the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 0.125' . 0 2S T' 0.5W 0.3w 3:2mm 64mm 12.7mm 93mm 0D0 C90 o' ,00Ono Ono 11: 1000Goo A 000 0n0 00 20 HSI Mll 20 IDSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report CCfI(-1J 1 I +-o" Reissued June 2015 This report is subject to renewal June 2017. wwwJcc-es.orla 1 (800) 423-6587 1 (562) 699 0543 A Subs ldlary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 yyrvw.Mli.com EVALUATION SUBJECT: MiTeV TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, M1120, M-20 HS, MI120 HS, AND MT20HS- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTele Truss Connector Plates M-16, Mil 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: a 2014 and 2010 Florida Building Code —Building A:2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeO Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTMbed in Sections descri2. 01hrough 7:0 Of the rrsaster evaluation report EW 13:11, comply with the 2014 and 2010 Florida Building Code —Building and t ie 2014 and -2010 It id d auflding Cad - Residen#ral Provided the design and installation are in accordance with the international Huildipg.-Code ,(IBC) provisioris.notedin the toaster report. Use of the MiTeleTruss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 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 prai'dizcis faAhV under Monda Rule 9144, verik;cfp that. the f0pari hokiei's geaolfymspecoos being ooiiducted ram is au. ditedb#Ite qualtfjr assurance eriftty approved. by the Florida Building CommisSI . for the tyA roved validation emit (or the code. vffi ' 41 when. the i'e aft holder does. not possess. an approval by respAi}siblilty of a0 app y P the Commission) This supplement expires concurrently with the master report, reissued in June 2015. ICC ESEvaluation Reports are not to be construed as representing aesthetics or any other attributes not specif:catty addressed, nor are they to be construedas as an endorsement of the subject ofthe report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, mY to any finding or other matter in this report, or as to any product covered by the report, Page I of 1 Copyright 0 2015 ICC-ES Evaluation Report t5K-141 1 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0643 A Subsidiary of the international Code Council` DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mll 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 20061ntemational Building Codee (IBC) ttt 2012, 2009, 2006 International Residential Code (IRC) a 2013 Abu Dhabi International Building Code (ADIBC)t IThe ADIBC is based on the 2009 IBC..2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MII 16: Model M-16 and Model Mll 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 (3135 mm), and lengthwise in 11/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mil 20: Model M-20 and Model Mll 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)J, ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side, (0.W 3 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,a mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details.. 3.3 MiTek® M-20 HS, Mll 20 HS, and MT20HSTm: Models M-20 HS, Mll 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-l-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal,, Each module has three slots, OA5 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each. module is separated by a 0.25-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 6A mm). Each slot has a 0.334nch4ong (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details; 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC-r;S El oluation Reports are not to be construed as representing aesthetics or any other allribufes not specifically addressed, nor are they to be construed - as an endorsement of the subject of the report or a recommendation for its use, There is no warrant b ICC Evaluation Service, LLC, express or implied. as ` to arty finding or other matter in this report, or as to any product covered by the report. + - Page 1 of S Copyright m 2015 Page 3 of 5 ESR-1311. 1.. Most Widely Accepted and Trusted TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin2IPLATE) LUMBER SPECIES SG AA EA_ AE EE. M-16 AND Mn 10 Douglas fir -larch 0:5 176 121 137 102 126 98 Hem -fir 0.43 119 64 82 75 107 Spruce -pine -fir 0.42 . 127 . , 126 147 122 Southern pine 0.55 174... M-20 and Mll 20 Douglas fir -larch 0.5 220 195 180 129 190 145 Hem -fir . _._. 0.43 185 148 144 143 137 Spruce -Pine -fir 0.42 197 190 184 200 Southern pine 0.55 249. M-20 HS, MII 20 HS and MT20HS 0.5 165 146 135 143. Douglas fir -larch 111018 97 1 W Hem -fir 0.43 139 107 10 3 Spce- pine=fir 0.42 0. 55 148 187 143 138 150 Southern Dine For SI: 1lbfin2 = 6.9 kPa. NOTES: Toothholdingunits = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE Piaie perpetitSKx+1i 3p tpa¢, vrood grain perpendicular to load 3All t= Pl 6 per en pressed. i oad, + e wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that usepartialembedmentfollowedbyfull -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 MI116 Efficiency PoundslinchlP< of Connector Plates Tension Values in Accordance with.: Tension @ 0° 0.70 2012 Tension @_90° 0.36 101 Tension @ 0° Tension Values in Accordai MaA mun 0. 68 1945 Tension @ 90° 0.30 849 Shear @ 0°__ 0.54 6. 61 1041 1173.. Shear @ 30° Shear @ 60° 0.73 1402 Shear @ 00' 6.55 1055 Shear @ 120° 0.48 914 Shear @ 15o° 0.35 672 M- 20 AND MII 20 M-20 HS, Mil 20HSAND MT20H5 it Efficiency Poundslinch/Pair Efficiency P of Connector'r of Connector Plates Platesiection 5.4.4.2 of TPIA (Minimum Net Section over the Joint)' . 0. 50 880 0.59 1505 0. 47 820. 0.48 1219 TPI- t with a Deviation Isee. Section 5.4.9 (e)] withNet Section occursover the Join . 0.62 1091_EFO.67 1716 0.48 841 0.52 1321 Shear Values 0.49 761 0. 63 1085 M574O. 430. 79 1184 0. 55 792 608 0. 46 544 0.3 537 For SI: 1 Iblincn = u.1 to Nimm, unu i - • NOTES: Minimum NetSection - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 2Ma)dmL rn 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. Most Widely„Accepted and -Trusted 0.125' 0.2W 0.8W fl 39S 3.2}mm SA-mm 93mn1-2—wm RDo 0,00 BOO DOD Goo 000 050 000 000 00 100 0 o M-20 HS, Msl 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in Inches) (Continued) 5.of5 IMES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. www.ice-es.org (800) 423-6587 (562) 699 0543 A Subsidiary of the International Code Council DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www-mn.com. EVALUATION SUBJECT: MiTeleTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mll 20, M-20 HS, Mil 20 HS, AND MT20HST" 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek®Truss Connector Plates M-2Q Mll ort ESR-1311, have allsoso 20, M-20 HS, MII 20 HS, and MT20HSTM', recognized in IMES master repbeen evaluated for compliance with the codes noted below, Applicable code editions: 2014 and 2010 Florida Building Code —Building Ir 2014 and 2010 Florida Building Code —Residential 2. 0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, Mll 20 HS, and MT20HSTM', described in Sections 2.O:thrs gt1.7.0 of th..masWr:sualuatton 1eport FSRA3'11, comply with the 2014 and 2010 Flotrtl2 Building Code —Building and #toe 0`i4:errd 201fl Flonda BtrAdrng OOde—Rasiden.&I, provided the design and installatrpin are in accordance with the lntematlonalBurWtiiCode' (18q proAslons noted .in.tl a master report: Use of the MiTele Truss Connector Plates M-16, Mil 16, M-20, Mll 20, M-20 HS, Mll 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. ro rarn-i :::audried:by a qualitForprodticts fathtlgfinder1=1orid ftute 8N-, verification Cotthe mmissionrtfo lthe+. type Of being condbcted 'is: ttre quali#y assur+nc::errtit +approved bjr. the Flgrida Building vat:>} respa lsrbrt of art approved validation entity (or the .code official when the .repott.holder does not possess. an appro.. Y the Commission). This supplement expires concurrently with the master report, reissued in June 2015. express or im hed os CC -ESLraluationReportsarenottobeconstruedasrepresentingaestheticsoranyotherattributesnotspecificallyaddressed, nor are they ro he construed as an endorsement ofthe subject of the rep or a recommendation for its use; There is no warrantyby ]CC Eiviluation Sen'ice, LL C, P P ct covered by the -Part- to a#' findingorothermatierinthisreport, or as to any Prod" Page 1 of 1 Copyright © 2015 IMES Evaluation Report L.%J F%-'"' ' Reissued June 2015 This report is subject to renewal June 2017. www.icc-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: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mi120, M-20 HS, M1120 HS, AND MT20HSTm 1.0 EVALUATION SCOPE Compliance with the following codes: l0 2012, 2009, 2006 /ntemational Building Code (IBC) r 2012, 2009, 2006 international Residential Code (IRC) 0 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 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionallyshapedintoatwistedconcaveform, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4-8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples, See Figure 1 of this report for details. 3.2 MiTek® M-20 and M1120: 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 gaivaniization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, M1120 HS, and MT20HSTm: Models M-20 HS, Mil 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.:125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth, Each module is separated 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-ES Evaluation Reports are not to be construed as representing aesthetics orally other attributes not specifically addressed, nor are they to be construed /i as an endorsement of the subject of the report or a recommendation jot its use. There is no iearranly by [CC Evaluation Service, I.LC, express or implied, as IF \-/ to anyfinding or other matter in this report, or as to any produce covered by the report Page 1 of 5 Copyright ® 2015 Page 3 of 5 ESR-1311 Most Widely Accepted and Trusted _ TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in'lPLATE) LUMBER SPECIES SG 11111111EA .... AE EE M-16 AND MII 16 176 121 64 137 102 126 98Douglasfir -larch 0.5. Hem -fir 0.43 119 127 82 75 107 Spruce -pine -fir 0.42 174. 126 147 122 Southem pine 0.55 ._. M-20 and Mill 20 . . Douglas fir -larch .. 0.5 220 195 146 180 129 190 145 0.43 185 .. Hem -fir., ... 197 144 143 137 pruce-Pine-fir 0.42 _.. 24.9 190 184. 200 Southern pine 0.55 M=20 HS, Mill 20 HS and MT20HS Douglas fir -larch 0.5 165. 146 111 135 97 143 109 0:43, Hem -fir _ 0 42 148 108 107 103 Spruce -Pine -fir 1$7 143 0.55 138 150 Southern pine For SI: 11brO = 6.:9 kPa. lesNOTES: Tooth = for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, p aholdingunitspsi must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to loadtoload. wood grain parallel to loadEA = Plate perpendicular AE = Plate parallel to load, wood grain perpendicular to loadEE = Plate perpendreulai ra load, wood grate perPeridict4ar to loadorthe* full depth of their teeth by hydraulic platen :embedment presses multiple roles presses thatAlftrussplatesare.pressed,to the +moodfoil-embedment rollers. or. WMIJInations of partial embedrnent roltei presses: and ftydraultc Platen Pressesusepariial.errsbedment %stowed bythatfeedtrussesintoastationaryfinish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES M-20 AND_Mll 20 M-20 HS, MII 20HS AND MT20HS DPROPERTYM-16 ANMII 16 FORCE Efficiency PoundslincEfficiency h/PairEciencyPoundstinch/Pair Efficiency r'r Poof ConnectorundDIRECTION of Connector of Connector Plates Plates Plates Values in Accordance with Section 5.4.4:2 of TPI-1 (Minimum Net Section over the J0rnt)' Tension 0.702012 0.50 880 0.59 1505 Tension.0° 0. 4ti 0.47 82p.. 1219 Tension @ 90' 0.36 1013 .... TPIA meth a Deviation [see Section 5.4.9 (e) Tension Values inAccordancevdithMaximumNetSectionOccursovertheJoine10910.67 0:62 Tension @ 0° 0.68 0.52 1716 1321 841 L:: E1945Tension@90° 0.30 849 0,48 __.._. . Shear Values 0. 54 0. 49 574 0.43 1041 Shear @ 0° 0.61 1085 738 0.610. 63 Shear 301 1173 .._ 936 0.67 1184 Shea_r @ 6010.73 1402 0.79 U 645 0: 45 792 1055 _55.. Shear @ 900 0•55 490 0.42 ... (). 34608Shear 1200 0. 48 914 544 0.46 0.3 537 Shear @ 150° 0.35 672 For Sk 1 Ibrinch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: with the minimum amount of steel far a specified orientation. For these plates, tooth Minimum NetSection - A line through the plate's pattern this line passes through a line of holaS: tooth pattern with the maximum amount of steel for a specified orientation. For these 2Maximurh Net Section - A line through the plate's plates, this line passes through a section of the plate with no holes. Page 5 of 6 ESR-1311 I Most Widely Accepted a,n,d. Trusted 012V 0.2W 0.5W 0. 30, S2mm 15Anvn 127mm 9.3 an P , 'GO0ru, A A o .000 Onoo F000 000 Ono BOB Aga Ono 000 DTI, M-20 HS, Mil 20 IDS, MT20H.S FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report E5K-1 s7 J-rst, aupplemen11. Reissued June 2015 This report is subject to renewal June 2017. WWW.iCC-es.org 1 (800) 423-6687 1 (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii•com. EVALUATION SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mill 20 HS, AND MT20HS'"' 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek®Truss Connector Plates M-16, Mil 16, M-20, MII20, M-20 HS, MII 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: IN 2014 and 2010 Florida Building Code —Building t 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, 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 —Buildingandthe2014.ai d 2010 Florida Bufidiltg: Code —Residential provided the design and installation are in accordance with the International 8uiiding Codp (IBC) provisions noted in:the.master report. Use of the MiTeleTruss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTm has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes nor specifically addressed, nor are they to be construedasanendorsementofthesubjectofthereportorarecommendationfaritsuse. There is no u-arranty by ICC C+ aluation Service, I L C, express or intpiied, as to any finding or other matter in this report, or as to any product covered by the report. Page 1 of 1 Copyright 0 2015 Florida Building Code Online6 AC-7'(fbD'0"—) Page l of 2 ud a Aeol Se rffi > 1k&06ft > imNon D atsif: i ... 6t,itLy._,.:: ail&— .. :.. D ,. 3 FL # FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer BMP International Inc. Address/Phone/Email 4710 28th Street N St. Petersburg, FL 33714 727)458-0544 benmeng8@yahoo.com Authorized Signature Xianbin Meng benmeng8@yahoo.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Structural Components Subcategory Anchors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Wi Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Frank L. Bennardo, P.E. 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 PE-0046549 National Accreditation & Management Institute 12/31/2018 Ted Berman, PE iW Validation Checklist - Hardcopy Received a .- StandardYear ASTM D1761-06 2006 ASTM D1761-88 2000 Florida Licensed Professional Engineer or Architect F"4230 R3: 9991 Ei7utv.ndf. https://www.floridabuilding. org/pripr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online Page 2 of 2 1 It Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products . Method 1 Option D 04/23/2015 04/30/2015 05/06/2015 06/23/2015 FL # Modes 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 FLA4239 R9 II..f 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 FL14239 R3 AE 'Eval:odF system. The required site -specific design pressure (demand) Created by independent Third Party: Yes shall be calculated by others for use with this design. Eatlt No I Contact Us :: li"0 fk-m pigs fe Strgd TaIL•ti'^R a FtJ23o9 Ph : 8 497-ifl24 The State of Florida is an AA/EEO employer. Cdpydaht 2007-2013.State V FlWa. c. Peom State4letlt.:: 8ffMSS@E16LSla :: 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 ellRrorw mall to this entity. Instead, aoniact-the office by phone or by traditional mail. 1t you l ave any questions, please contact-OSQ.437.13 5. 'Pursuant to Se"ri_455.27S(1). flwWa 64atvltr.-efrkllve oR6ber:1; 2012. tt&jS c 4censa0 tp+4er Chapter 455, FS..must provide the Department with am email t4ilmss It they hava,0M.Tha ern&ns prOvWd may be use far Official carrtadn0tk; r wlththe hear ..lbvieveremjh.addresses are pubtk record. if you 40 not Wish to supply a- pelsonaipmvloe the -Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 45S,. F.S., please click herr— Product Approval Accepts: sct:uritc. rnnrc https://vvww. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOS Cei... 7/20/2015 BMP INTERNATIONAL, INC:. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS CENTER OF GRAVITY ASTO ACT AT THE GEOMEI RIC CEN"I"ER OF THE MECHANICAL UNIT. uj 3 y MECHANICAL UNLI MUST BE. u V SQUARE OR RECTANGULAR,. r NO IRREGULAR SHAPES. xoEw N C AMA%„, TYP, HOST STRUC"i'URE DESIGN' BY OTHERS SEE DES1 SCIIEDULES FOR ALLOWABLE SUDSTRATES 75LB MIN'. WEIGHT, MECHANICAL UNIT PER SEPARATE CERT'IFICAIION, TYP. tCEN1E.R OF 3' MAX TYR MECHANICAL UNIT 1 . TIE -DOWN ISOMETRIC 1 1+ = I"o* 150ME'I'RIC SFF DESIGN SCHEDULE FOR MAXIMUM SURFACE AREA AND DESIGN PRESSURE, TYP, STEEL TIE -DOWN CLIPS. I-.2 SEE DETAIL. 113 &213jPORCLIPINfORM:1T7ON, J YF, J MAX- TYP 4I A l 4 PfR CORNER WILL VARY 1'1Ff1 CONN%C?tON 7.Yy_S CI_ ON 5HEE'F 2 TIE -DOWN CLIP DIRECTIVE EXAMPLE THE FOLLOWING E?tAMPLE ILLUSTRATES. THE' PROCEDURE USED TO DEfEHMi E THE MAXIMUM ALLOWABLE ROOF TOP INSTALLATION HEIGHT, li, FOR ANY GIVENMECHANICAL. UNIT 1 AT CONFORMS TO THE DIMENSION RESTRICTIONS AND DESIGN CRVENA LISTED HEREIN. SEE SHEETS 4-5 FOR DESIGN SCHEDULES.) MECHANICAL UNIT CRITERIA: ONSIOFR HE INSTALLATION OF (1) MECHANICAL UNIT WITH THE FOLLOWING CRITERIA= Volt I70 MPH, EXPOSURF'S' 40" TAI1 x 48" BEEP X 48"'WIDE, 100 LB (WEIGHT AS VERIFIED BY OTHERS) INSTALLED TO 3000 PSI MIN CONCRETE WITH (I' 2` CLIP AT EACH CORNER OF (.NIT (TOTAL OF (4) CLIPS) PROCEDURE STEP RESULT — 7 UE7ERMINE THE CONNEL"TIG'N "TYPE BASED ON THE Of "tt— S.ON SHEET'= CON ECRON TYPE 3- 2 DLTERMINE WHICH DESIGN SCHEDULE TABLE TO USE THIS INSTALLATION IS INTENDED FOR A Vl,R 1'70 MPH, EXPOSURE S'. 1HIS DESIGN CRITERIA CORRESPONDS TO TABLE 5 T 4 RETIiRT)NE LARGEST FACE ARCH OF MECHANICAL UNITTO DE [NSTMLEU CHECK MAXIMUM UH2iHEIGHT NESTRIC"TION 9B'x4UNIT HE" - - IM THIS UNITHEIGHTOF48' T5 EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF 98", MOTE: THIS PRODUCT APPROVAL ALLOWS THE UNIT TO BE INSTALLED ON TOP OFANAIC STAND TWAT ISA MAXIMUM 30"TALL. IFAH A/C STAND IS UTIL3ZED, CHECK TO SEE THAT THE STAND DOES NOT EXCEED 30'IH HEGGHT R CHlOt WMHy0t1 UM 1--LN'f'm ::. DE'ERMINF THE ALLOWABLE ROOF, FOP HEIGHT OF THE INSTALLATION - DIM S# 3 W1 - EA THAN 1 MUMALLOWADRWI ..... - THIS UNIT MAY BE INSTALLED AT ROOF HEIGHTS I.E.55 THANOR EQUAL'I'O 35 FT. ADDITIONALLY, THIS UNIT MAY BE INSTALLED ON ROOFTOP HEIGHTS GREATER THAN 60FT AND LESS THAN 100 FT. SEE () ON TABLE 5 FOR THE NUMERICAL T VALUES OF THIS DESIGN EXAMPLE DESIGN NOTES: 5 * 111i THIS PRODUCTHASBEENDESIGNEDINACCORDANCE. WITH ASCE 7.10 AND THE_& Flo BUILDING CODE FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE tDN THE HEIGHTS LISTED IN THc ULSLbN xntut, , Hcr ncxnC , nc nu.., - •. • ..• THE BUILDING. THIS PRODUCT" APPROVAL ALLOWS FOR EACH UNIT TO B IHS TAILED ON P " WNy W-.'1, MAXIMUM 30 " TALL A!C STAND (CERTIFICATION BY OTHERS) ON FOP OF THE HEIGHTS 3 _ LISTED IN THE DESIGN SCHEDULES, In, 10 GENERAL NOTES:° L THIS PRODUCT HAS BEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE & ASCB 7-SA. THIS PRODUCE MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE. 2. NO 33-V3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. V DESIGN IS BASED ON CLIENT PROVIDED PRpok ..T AND DIE SI JEETS FROM TEST Z REPORTS LIBl.. SII. a 9 0''- 8y TE5TLNC EVALUATION LABORATORIES, -1 I. . NO S41a3TTTIma95 T WRRTEILAPPROVAL BY THIS ENGINEER SHALL BE G PERMITTED. J z 4. MAXIMUM & MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL xx 3 CONFORM TO SPECIFICATIONS STATED HEREIN. ALL MECHANICAL SPECIFICATIONS CLEAR SPACE, TONNAGE, ETC.) SHALL BE AS PER MANUFACTURER RECOMMENDATIONS Z p n G AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR z w 5. FASTENERS TO BE Y12 X %" OR GREATER SAE GRADE .5 UNLESS NOTED OTHERWISE. O TAPCONS REFERRED TO HE.RE.INSHALL BE ITW BUILDEX BRAND, CARBON STEEL. ONLY, INSTALLED TO 3000 PS: MIN GONCRETc`. SEE ANGLOR SCHEDULE FOR ANCHOR Q' REQUIREM.EN IS; AU FASTENERS SHALL HAVE APPROPRIATE CORROSION PROTECTION _ Z `.0 PREVENT ELECTROLYSIS. to 6. ALL STEEL CLIPS SHALL BE AS IM A283 STEEL (GRADE 0) WITH Fy,.,33 KSI OR BETTER n ALL STEEL MEMBERS SHALL BE PROTECTED AGAINST CORROSION VJ17N AN APPROVED Lu p a -.Q COAT OF PAINT, ENAMEL OR OTFIER APPROVED PROTECTION; G9D-RATED COATING F— n tJ REQUIRED FOR ALL COASTAL INSTALLATIONS. Z Q 7: ALLCONCRETESPLCIFIEDHEREINISNOTPAREOFTHISCERT.FICP.IION, AS A MINIMUM, 1-•9 S ALL CONCRETE SHALL BE STRUCTURAL CONCRETE 4" MIN, THICK AND SHALL HAVE y1 MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI, UNLESS NOTED OTHERWISE. n. Y 8. THE CONTRACTOR IS RF..'PONSIBL.E TO INSULATE ALL MEMBERS FROM OISSLMILAR MATERIALS TO PREVENT ELECTROLYSI'>. 9. EL£ MCA6 GROUND, WNt3't IIEQt.IIRED TOTE DESiGM£D 5 INSTALLED 8TY OTHERS; 10, THE ADEQUACY OF. A#, EXISTING STRUGitNiE TO.WtTH$TAN9 5VPERIMFOSp WADS SHALL 88 VERIFIER BYTHS ONSIT@ HIGH PRWFESSIOHAI. AND JS NOT TFKLU ND IN THIS CERTIFICATION, EXCEFT AS EXPRESSLY PROVIDED HEREIN, NV ADDITIONAL CE'RTIFICATION5 OR AFFIRMATIONS ARE INTENDED. »•'.k, -- 11.'THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECIFIC SITE. FOR SITE CONDITIONS DIFFERENT FROM THE CONDITIONS DETAILED - HEREIN, A LICENSED ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE SPECIFIC. DOCUMENTS FOR USE IN CON)UNCRON WITH THIS OOCIIMENT. 12, WATER - TIGHTNESS OF EXISTING HOST SUBSTRATE SHALL BE THE FULL RESPONSIBILITY OF THE INSTALLING CONTRACTOR. CONTRACTOR SHALL E.NSLIRE THAT ANY REMOVE" OR ALTERED WATERPROOFING MEMBRANE IS RESTORED AFTER FABRICATION AND INSTAL' A72N OF STRUCTURE PROPOSED HEREIN. THIS 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 It CONTRACTOR. I 13. FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPANY THE VVIt WIND I SPEEDS USEDINTHISAPPROVAL, SEE SECTION 26-7.3 OF ASCE 7-10• Lt?`9trlRFW. Nq:.QNr7tl 15-2378 NT P, A4# I#SLT3.0S7 II 3 5}}yy1 an`A i 3" MAX v cups TVP. I" cLin t - Tyro. "•`^,. -TW. r MAX .. rJ~ l ' Y 3' MAX TVP P.t.- y ' ANCHOR SCHEDULE: 1" CLIPS 2" CLIPS SUBSTRATE DESCRIPTION 1) /16'0 CAARONSTEEL ITW BUILDER TAPCON, CONCRETE: 2Ys" FULL EMBED TO 4' THICK MIN, CONCRETE, 3W MIN. 3000 PSI MIN.) EDGE DISTANCE, 3i'i MIN. SPACING TO ANY A DJACHNT ANCHOR t )d 14 SAE GRADE 5 ALUMINUM' 11,125 MIN, THICK, 061-T6 MIN, ALUMINUM) SHEET METAL SCREW TO ALUMINUM, PROVIDE (5) PITCHES MIN. PAST THREAD PLANE STEEL: 1)-#14 SAE. GRADE S 0.125" MIN.. SHEET METAL SCREW TO TNT", 33 KSI STEEL, PROVIDE (5) mm STEEL) PITCHES MIN, PAST THREAD PLANE SUBSTRATE DE5GRIPTION1 I.)-5/16-OCARBONS TW RUN DEX TAPGO{. L CONCRETE Zy" FULL EMSEU TO E 4• TTIICK. MIN, 3000 PSI MIN.) CA2.,'KRBTIy 3 j";M1N. EUG•_ OSSTANCE, Ski' NlN, y PACING TO ANY ADIACENT ANCHOR. ALUMINUM: 0M3N. 2)-PU SAE GMfE 5 SHEET METAL SCREWS TO ALUMINUM, PROVIDE (5) 4Y m3 -• THICK, 6Ufi1=1'6 PITCHES MIN. PAS J IA CL - - MIN ":ALUMINUM) THREAD PLANE P ww s STEEL: 2)-s14 SAE GRAPE 5 O.12S MIN. SHEET METAL SCREWS TO THICK, 33 KSI STEEL, PROVI ll 11) n IN,.STEEML} PITCHES MIN, PAST THREAD PLANE Pi P"1 1, EMBEDMENT AND EDGE DISTANCE EXCLUDES FINISHES, IF APPLICABLE. z 1, ENSURE MINIMUM EDGE D151-ANCE AS NOTED IN ANCHOR SCHEDULE, 3,SEE DETAILS ON SHEET 3 FOR ANCHORS ATTACHING TO MECHANICAL UNIT. Z o Q CONNECTION TYPE C1 CONNECTION TYPE C2 _ z ci c2 " UTILIZE (1) AT EACH CORNER FOR A TOTAL OF (4) PER: UNIT 1- CUP .. UTLLIZE (2) A7 EACH CORNER FOR A TOTAL OF (8) PER (JNTT uj UNIT WIDTH z z \ 6" MAX V yy 6" MAX Z zz 0l0CLIPOFFSET --CUP PAIR SPACING CUP OFFSET L"J vt if i m u W r r £ - 3 P-CP MECMAN1CAi. CLIP -CUP UtftT PER SPACING SEPARATE z Z CERTIFICATION Ti f rMA31 r. CLIPS 4'.MAX `, TT. _ - •• .• It _ 3' MAX L'TI,IZE (4) CL?PS E4 SIDE TIP, - TT'P OF UNIT FOR A TOTAL OF y . 6) PER UNIT I$ r MAX'.q/ 3 MAX IYPY rYP. VtA '• 3' M i TIP:. K 15-2378 CONNECTION TYPE C3 CONNECTION TYPE C4 5 ALTERNATE(8) CLIP DETAIL x S P.,d.•:unuaE (1l AT EACli WR o'K'F" A,r0TAL OF {4 PER 1jliiT cum -. %7nUzE (2) AT Lu)-I CORNEA F°RA-TOTAL.w L`lAgN—N ?: 3 N.T.S. PLAN VIEW THIS DETAIL MAY BE USED AS AN ALTERNATE GEOMETRIC - .. PATTERN FOR ALL CONNECTION r(PES THAT UTILIZE (21 &. CLIPS AT EACH CORNER FOR A TOTAL OF (8) CLIPS PER UNIT: FOR ANY CLIP LONGER THAN 1.0" 0. 19" UTILIZE (5)-512 SAE TVp,GRADE 5 SHEET p. METAL SCREWS, TYP. 0 058" Tr1To( ASTM k263 0' STEEL, Tm p u Cq (3)4i2 SAE GRADE 5 p '-., O SHEET METAL SCREWS FOR CLIPS UP TO S" rµ > 0 it LONG. UTILIZE (5)-#12 SHEETMETALSCREWSf iJ1 g FOR CUPS LCNIGEA"---- C' . THAN 5', TYP. SnOHOLE, van I., u W'I ANCHOR FROM I* CLIP ANCHOR " 5Ct1EDULE, 'I' VP. OTHER DIMENSIONS t: M375' SIMILAR) 3IP.y U 1 1" CLIP ISOMETRIC DETAIL 3 -N T,S, - ISOMETRIC 7 it 0. 113" THICK. ASTM A283 STEEL, TYP. a (3)-#12 SAE GRADE 5 SHEET METAL SCREWS FOR CLIPS 4" LONG. UTILIZE (4)-# 12 SHEET METAL SCREWS FOR ry _ LIPS LONGER THAN 4", TYP, Y Y," P HOLES, NOT TO USED FOR ANCHORS, TYP. 0.75` , sue 00 0.5ir so. FACTORY - MILLED V'O HOLES; yam r UTILIZE (1) OR (2) ANCHORS.''. . N. FROM 2" CLIP ANCHOR SCHEDULE, TYP. 11 0. 50' 1 2" CLIP ISOMETRIC DETAIL_. g -1,{ N,T.S. ISOMETRIC MECHANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SMALL BE 6063-T6 MIN, ALUMINUM SHEET WI1 H FtV=30 KSI, p.12S MIN. THICKNESS, STEEL HOJSSNG UN1T5 (3)-# 2 SAE GRADE 5 SHEET SHALL HE ASTM A653 Fy=33KSI MIN METAL CREWS FOR GIPS UP TO STEEL, GRADE 33, 22GA MIN, (t-0.0299) t :i S" LONG: UTILIZE (5)-#12 SHEET ME'I AL SCREWS FOR CLIPS J / LONGER THAN S". PROVIDES) PITCHES MIN. PAST THREAD PLANE 0.068. THICK ASTM / FOR EACH SMS, TYP. A283 STEEL CLIP TYP / ANCHOR PER BASE OF LNITSMALL ANCHOR. BE FLUSH WITH BAS3I&. SCHEDULE OF CLIP, NO SPACE r/ / PERMITTED, TYP r ' 4j SUBSTRATEPER ANCHOR SCHEDULE VARIES) r 1" TIE - DOWN CLIP 3 ANCHOR DETAIL 3 3- = 1'-0* DETAIL ti CLIP IS D;:SIGNEO FOR FULL CONTACT WI I H THE BASE OF EACH Illl MECHANCCAA(. UNIT, TVF. MECHANTCAI.. UNIT BY OTHERS, ALUMINUM HOUSING UNITS SHALL BE 6(163-T6 MIN, ALUMINUM SHEET WITH Ity=30 KSI, 0 125": 3)-#12 SAE GRADE 5 SHEET MIN.'IHI( XNESS, STEEL HOUSING UNITS METAL SCREWS FOR CLIPS 4" SHALL BE ASTM A653 Fy-33KSI MIN. LONG. UTILIZE (4,1412 SHEET STEEL, GRADE. 33, 22GA MIN.. (t:::0.0299) METAL SCREWS FOR CLIPS LONGER THAN 4" PROVIDE (5) PITCHES MIN, PAS THREAD PLANE 0.D72' OR 0 lA3/> FOR EACH SMS, TYP, THICK ASTM A263 y - STEEL CLIP TYP BASE OF UNIT SHALL F L) OR (2)ANCHORS BE FLUSH W 1111 RASE 7f PER ANCHOR ylti'./ SCHEDULE OF CUP, NO SPACE PERMITTED, TYP 1 1 SUBSTRATE PER C,HOR y ttiERlil, VARIES) 2" TIE - DOWN CLIP a ANCHOR DETAIL 3 3" = " 0. DF.IA[L L1 IS DESIGNED UL CONTACT WITH WITH THEHA SI, F OFF:ACH CLIP ME HAN CAI. UNIT, IYP, li E 3ej j j 1# yyt#ti4 l A 15-2378 le TABLE 1: Vutt=175 MPH, EXPOSURE C TABLE 2 : Vuit=175 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY Il STRUCTURE IN'THE HIGI- VELOCITY I IURRICANE ZONE') ( FOR USE VAT'H A RISKCATEGORY II STRUCTURE IN THE HIGH VELOCIT.' HURRICANE ZONE') In N F HI A1OAlW8R O---ALLOWABLERUGIPTC HTYP(E) TIE Ori/ N 0NFIGiCAFl0NTYVE TfOWRIF1,TOAMAXIMUM MAXIMUM r i! 0 SURFACE AREA OFUNIT" } UNIT ( SURFACEAREAOF, UNIT UNIT C.. C2 E C3 - f4 C C2 C3 C4 UNIT"' S ARGEBT HEIGHT WIDTH cF I UNIT LARGEST HEGHT 4ADTH ( _ FACE _ FACE 41C 6FT' 12A MAX12. MtN NfA A1 GRAttE«. PTGAADE 70f1R 6FT-x 24"MAX 12 MIN N/A^» AT ai1ADf AT GRADE Hf 2flD f7 .1 .LiL NIA HSHOFT I GFT 32` h1A%;15'"M1":IN N(A- AT GkAOE giT'x 32'MAX ]. MW N(A ATGRADE A7 GRADf H56C FT ..fj 4 Fi+ AT GRADE H2U0rTATGRADEH3200fT4E^' AT' H<RiTFT Ni IDO FT 22 6FT AT GRADE HSA4 FT { AT GRADE HS240 f1 FF.x N(A IIi] 5 FT AT URADE H5IC0 FT 48" MAX 11" MINE NIA ATGRADE. ,tj AT GRADE. , H,S 3EA FT + 2 FT 2M1" MIN NIA..~ AT_GRAD, c ATGRADE AT® Lq 1.: _.G A . ..T_ GR rT } g FITxn 148" MAX ... , AT GRADE Df T AF GRAL'IE I vl 12 , 1 N/ A AT GJUUf ! ATGRAf)E 11540 FT - SB FP ._w N/A ,.: AT RAUE._.{.....: A... „_..>_.. - I.._ ...».. 20R N/A AT GpADt NJA AT GRADE _! b u0. 70 FT ! NfA Afi GRAM. NIA AT GRIPE .. AT GRADE r NM AT GRAOE. , S 1' MAX Mf NM N(A NIA aT CRA(`F . i 00 MAX 46 MIN i — } 0 R G X N AT GRADE 30 F7". NIA N/A At GRADE- 36 f7'. _ { ._.._. w. NfA NIA." LfA A GRAD LS FT' .nIA N/A. NIA. ATGRADi i tHtS-TABLE ISPE, MIS518LE TO 8E USEDWITHI.. I HE HVH2 WHL.H CUNTAINSBROWARO AhO TNtS TABtf.15T ERMIS518LE 0BE USED WITHIN THE HVH2 WHICH CONTAINS dROWARD ALJG U MlAMI-GAGE COUNTIES, CHECK WITH LOCAL AUTHORITY HAVING JURISDI—:ON FOR THE APPLICABILITY FAMMI-DADECOL'NTIES, CHECK WITH LOCAL AIIHORI IY HAVINGIURISUICHON FOR THE APPLICABILITY Z a OP THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES-. Of THIS TABLE WITIJIN CERTAIN FLORIDA COLRJTIES.. fti J z z O TABLE 4 : Vuit= 17o MPH, EXPOSURE D r TABLE 3 : VL]It=170 MPH, EXPOSURE C -- w FOR USE W17H A RISK CATEGORY' II STRUCTURE") ,Q m FOR USE WITH A RISKCATEGORYIISTRUCTURE") z ALLOWABLC ROOF -TOP HEIGHT !HI ALLOWABLE CIOF T0P HF EH'{E) ry z TIE -DOWN CONFIGURAT ION TYPE T,E-DOWN CONFIGURATION TYPE C'NFIG W ti nMaxauM MAXiMTLM ` Z ^v G SUR4ALC AR AO' UNIT UNIT ` SURF ACE AR[A OF UNITUNIT C] ' C2 C3 CM1 T UNITS LARGEST HEIGFIT WIDTH Cl C2 C3 C4 HI V UNI S A I&ST HEIGHT WIDTH I FALL _ ATCRADE i 6FT 24 MAX 1T"MIN N/A t — RA H52C0FI 6 FT - 24 MAX; 12MIN N/A ) - H <_ 2G0 R ,. GO FT H < 160 FT H lOU F I m ... _. H 5 ».».»._ -_ H571T0R ATGRADE AT GRADE CUR 80f` (' Q 1 o F" 32' MAX is"DfiN' ? NIA FI <_ 1 FT AT GRADE µH s 200 FT g FT i MAX ]S' MIN N(A , N/A V H S 2,.0 FT t....._.»........,.- w.. ..... ..... ... ... _. ._ C 200 FT A GRACE T 5 200 FT H52C0FT AT GRADEH5200 FT Hs 200 FT H 200 F'1 4FT CO FT Hf100 FT,6D 2 H52O0 FT 6F'x 1 AT GRADE H_<200 FT I H'200FT 6FI" MIA H 200 FT H SR H52CU Fi q stE t t I60 FT H 200 F* 6C ET < H 200 R C 9 HS15FT,.,. ,.,,_,._....,..,_______,.,._..,.. BFTx 48 MAX, 24'M'N NIA H520D FT =60ffT.mi;EQFT N;4200 Ft I 9fTx 48'MAX , 2A"MIN' NIA '60 FT 4as200 FT. AT GRADE. H5200F7 jj AT kRADE AT ( RAGE N A H i i00 fT 12 FT' tJIA. H / 12 FT' - G0 iT4 3120 Ft N" H52C0 F7 4' N,!A 60 FT< H5200FT{ / ; 16 FT' 1JJA j AT GRADE .. N/A Hs 200 FT 16 R' N/A WA'.. , N/A H 5 40 Fl fJ FI4H 2U'1R zz ...:....- .( .... .:... 20 F" _ N/ A, . AT GRADE NIA' H 5 200 FT ! ZU FT° N/A AT GAAOE _. N/A Hs40R N/A i N/A N/A H' 30FT ! 25 R' N;'A NIA. MIA 60FT<HR5200FT 15 23 75 FT' GD PT < H S 200FT _ MAX 48 MIN `. '.. ..`". - _. ' ..,... . a0" MAX 48" MINI .,._ i......... , . _ ... AT GAADE _.. AT GRADE i 30 Fcrx !- fQA- 1 1/ A N/ A F. H_SW FT .... 60" 30 fT' N/A NfA N!A < i6 F 1 N, A N/A N/ A 0 AT C'RADF 1 35 Rx NfA- : N/ A NJA. Al'. GRAOE .. _. AS AN EXAMpt I.., THIS TABLE 15 PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY, CHECK WITH LOCAL AS AN EXAMPLE, THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALM BEACH COON TV,CHECK WITH LOCAL AIiTHORI7Y HAVING JURISDICTION FOR THE APPLICABILI n OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. AUTHORITY HAVING JU RISDILTiON FOR THE APPLICABILITY OF THIS TABLE A. THIN CERTAIN FLORIDA COUNTIES: d TABLE S : Vult=140 MPH, EXPOSURE B FOR USE WITH A RISK CATEGORY II STRUCTURE') I ALLOWASLERow-Top .MEKrM("I 9 rf ooWN CO,YFIGSmiloMTYPE MAXIMUM SURFACE AREA OF UNIT UNIT Cl C2 C3 C4 UNIT' S LARGEST HEIGHT WIDTH FACE 6FT2 24`MA%.'12"MIN H< 515 FT { 60 FT H 220 FT' H52DOFT Hs 200 FT H6200 FT 9 F7' 01 MAX 15"MIN ATGRADE 1 H9200 FT i H5200 FT H5200 FI 4 FT' H S 200 FT H S 200 FT H 5 200 FT -- i H S 200 FT I~ F 6 FT' H S 40 FT H5200 FT H520017 H1200 FT 160 FT <H 5200 FTx 24" MIN ATGRADE 60 FT<H KAO FT H5200 FT H5200 FT H5200 FT 9FPi48" MAX 12 FT' AT GRADE H S 200 FT H540FT 60F,< H 5200 FT N s 200 FT , 16 FT' N/A H5200 FT H515 FT q F7<Hs100 FT H5200 FT 20 FT NIA H S 200 FT HSISFI 60 fT<H 5180 FT H 5 200 FT 25 FT i H540 FT N/ A :60 FT < H 5 200 FT ATGRADE 60 FT H. 5 80 FT H 5 200 FT a .. w..,..... 3 60" MAX 48" MIN ..».,.. .. w...» H<5' FT 30 FT' N/A H 516. UFI` 60FTATGRADE H5200 FT 36 Fr' f N/ A ATGRADE ATGRADE H5200 FT i 60 FT<H 580 FT; TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE') ALLOWABLE ROOF -TOP HEIGHT (H) Tic- n- mm FIf.I IRATIDN TYPF MAXIMUM SURFACE AREA OF UNIT t UNIT ' 1 ClC2 i C3 3 G45 UNI75LARGESTHEIGHTFACE WIDTH i a -.....,.....»».»._.«..-,......:..® w 6 FT' 24" MAX 12"MIN ' ATGRADE H S 200 FT H <_ 200 FT r' iC H 5 200 FS% 9 FT 32" MAX 15" MIN N/A H 5 200 FT H 515 FT 161FT<H520017 H 5 200 FT 3 4 FT' i H s 200 FT H 5 200 FT ? H 5 2001T H s 200 FT ' 0. TM 6FT' ATGRADE. 160 FT H 5180 ITT H5200 FT H5200 FT 3 H5200 FT 9 FT' !48"MAX 24"MIN AT GRADE'i. 40 FT H6200FT60<H 5200 FT HS200 FT 12 f T' a 16 FT2 N/A N/A AT GRADE H 5 200 FT 60 FTcH s140FT H515Ff 6O FT < H 5 200 FT ATGRADE-, H 5 200 FT H 5 200 FT 20FT N/ A H 5 30 FT AT GRADE i60 FT <145200 FT HS200 FT N/A ATGRADE ADE AT GRH <200 FT 25 Fi... I60 FT 5H S140 FTJ 60'MAX48' MIN .. 30 F12 N/A ATGRADE N/A: H 5 200 FT i g6 FT' - N/A i ATGRADE yy/R i 115 30 FT 66FT<H 5200 FTC TABLE 7 : Vult=140 MPH, EXPOSURE D FOR USE W ITH A RISK CATEGORY II STRUCTURE-) ALLOWA86F-ROOFTOP HEIGHT'(H) TIE -DOWN CONFIGURATION TYPE MAXIMUM SURFACE AREA OF tINTT UNITS Cl C2 C3 C4 UNIT'S LARGEST ) 4E(GNi WIDTH FACE 6FT' • 24" MAX 12" MIN N/A H5200 FT H530 FT ) H5206 FT 60 FT< H_200 FT: 9 FT' 32" MAX 15" MIN N/A H 5 200 FT ATGRADE.» H 5 200 FT 6DF1 Hs14U Ff`. 4 FT' HS40 FT H5200 FT H5200 FT I H5200 FT I 60 fT< H5200 FT- 6 FP AT GRADE 60 FT c H 5100 FT H s 200 FT H 5 200 FT I H s 200 FT 9 FP 48" MAX 24" MIN N/A H 5 200 FT W S HSS FTH 5 200 FT 60.FT H 5 200 FT e 12 FT' N/A H540 FT 80 FT< H5200TT ATGRADE ' H5200 FT 60 FT< H 580 FT) if fir N/A ATGRADE 56 FT < H5200 F9' N/A H5200 FT jp FT': N/A. ATI ATGRADE E H5200 FT 60 fT< H52. $2E00 FT25 FT' - N/A ATGRADE 6OFT< HSBOFT- WA ! H S 200 fT ' 60" MAX 48" MIN .. .._ _... . 4 ._: N 30FT' N/A N/A N/A H!; 2C-0 FT 60 FT < H 5 AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE USED WITHIN w..... N/A AT GRADE N/A t60 FT < H <_ 200 FT i BREVARO COUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FT' N/A FLORIDAFLURIOA COUNTIES. - FOR THEApPIICABI111YOFPHISTABIfWITHINCERTAIN615-2378 75 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 accordan standards per test report(s);#TEL 01:970387A and #T'EL 019703878by 1 Inc. n. STRUCTURAL ENGINEERING CALCULATIONS ft fSeq t~n ear s Structural engineering calculations have been prepared which ZPager 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 fir, 3. Minimum Unit Weight PE0046°9 4. Maximum Allowable Unit Surface AreaRtittttt4' 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 5W 12T" AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WW W.ENGEXP.COM i 1-88 test oratorie Valid f4 2s ENGINEERING 4/ 14/2015 BMP International — Steel Tie Down Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (Le. engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ) 160 SW 12T" AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM CITY OF SANFORD BUILDING & FIRE PREVENTION v PERMIT APPLICATION Application No: Documented Construction Value: S V 200 Job Address: "t ' .,/ Historic District: Yes No 0 Parcel ILD: X1 Residential Commercial El Type of Work: New Addition Alteration Repai 0 Demo Change of Use Afove Description of, Work: Plan Review Contact Person: Phone: Fax: Title: Email: Property Owner Information Name ; Street: City, State Zip: Yha' 6.g /l Phone: Resident of property? Contractor Information Name L' ` L Phone: —79-ai I t' ( Street: ; Fax City, State Zip: r( -71 State License. No.: (,-M j} 7-7(,7 Name: Street: City, St, Zip: Bonding Company: Address: Architect/Engineer Information Phone: Fax: E-mail: T4ortgage Lender: Address: WARNING TO ON NER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING T«'ICE 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 «rITH 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 Nvork, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed kith the date of application and the code in effect as of that date: 5`h 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 cormty, and there may be additional permits required from other govenmmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that T will notify the owner of the property of the requirements of Florida Lien Lazar, 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 fieured 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 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 `vork will be done in compliance with all applicable laws regulating construction a CLzon ncr. signature of Ocvmer/Aeent Date Print ONvner/Acent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally K 1b n to Me or Produced ID Type of 1D Print STEPHANIE RALLO Commission # FF'175017 Expires November 9, 2018 Boadod Tlvu Troy Fein 1, r cn 804385 Date Contractor/Agent is Personally KnoNvlm.to Me or Produced ID y Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COA11\lENTS: UTILITIES: FIRE: Plumbing - # of Fixtures Fire Alarm Permit: Yes NTo WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application UNIVERSAL ENGINEERING SCIENCES Consultants In; Geotechnical Engineering - Environmental Sciences Geophysical Services - Construction Materials Testing - Threshold Inspection Building Inspection -Plan Review -Building Code Administration 3532 Maggie Blvd, Orlando, 32811 • P: 407.423.0504 . F: 407.423.3106 UES Project No: 0110.1401008.0000 Workorder No: 9358547-1 Report Date: 2/22/2018 In -Place Density Test Report l 1= 36 Ifq Client: - UES Technician: Carmelo Cuadrado Pa 2600 Lake Lucien Drive Suite 350 ry Maitland, FL 32751 Date Tested: 02/22/2018 rraProject: Thornbrooke 40s & 50s, SF House Lots Area Tested: Lot 162 ( 500 Rose Red Lane) Type of. Test; Material: Native Field: ASTM D-2937 Drive Cylinder Method Reference Datum: 0 = Bottom of Footing Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range aximumptimum Density pcf) Moisture Field Dry Density pcf) Field Moisture Soil Compaction Native Depth inch) Pass or Fail 1 South Footer 0-1 ft 105A 11.8 101.7 9.9 96 N/A Pas: 2 West Footer 1-2 ft 105.4 11.8 104.1 10.3 99 N/A Pas: 3 North Footer 1-2 ft 105.4 11.8 102.3 10.8 97 N/A Pas: 4 Southeast corner of Pad(TOF) 1-2 ft 105.4 11.8 101.5 9.2 96 N/A Pas: 5 Northwest comer of Pad(TOF) 2-3 ft 105.4 11.8 101.9 9.6 97 N/ Pas: Remarks: (TOF)=Top of Fill r- _'#ohBoh m 4d 1 n kF Hn #- H,e D"AG, onil nu...cL.on all _n framo..hm;4fed o ....nA4#;ol i.rn h. of..... n/;nnon -a DESCRIPTION AS FURNISHED: Lot 162, THORNBROOKF °,PHASE. 4, os recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED T0: Taylor Morrison of Florida, Inca -7- <56 30' UNNAMED PLATTED ROAD B.B.) S 00°1221 " E 40.00' 10' LANDSCAPE, WALL FENCE ESMT. 19.38' 19.39_ LOT 162 90 o ry A. 5.00' 15.7' o o; rn 5.00' 1 14.3' • l 8" RECESS FOR POCKET SLIDER M N FORMBOARD FOUNDATION TOP OF FORMS=23.94' CO w w O 5O LOT 161 to 0:1 Ia CO .M 5.00, 5.0' CP 21.3' 25.20' 25.20' I 10' UTIL. ESMT F S 00*10'44" E 40.00' 5.00' LOT 163 9 0 (P.l.)' ON LOT AREA CALCULA7IONS: LOT = 4,784 SO. FT LIVING = 1,467 SOFT. GARAGE = 455 SQ.FT. ENTRY = 71 SO.FT. LANAI = 139 SQ.FT. RED ROSE LANE BREEZEWAY= N/A SQ.FT. 501 WIDE RI W DRIVEWAY = 403 SQ.FT. A/C PAD = 18 SQ.FT. WALKWAY = 68 SQ.FT. IMPERVIOUS= 54.8 2,621 SO - FT. SOD = 2163 SOFT. 0 OF LOT AREA CALCULATIONS: , aG OQ05 R/W = 440 SOFT, QF PROPOSED = FINISHED SPOT GRADE ELEVATION APRON = 114 SIDEWALK = SQ.FT. SQ.FT. PER DRAINAGE PLANS . BUILDING SETBACKS: 26SOD126 SOFT. PROPOSED DRAINAGE FLOW FRONT.- 25' TOTAL AREAS: LOT, GRADING TYPE A * REAR. = 15' PROPOSED INFORMATION SHOWN AREA = 5,224 SQ.FT. PROPOSED F.F..PER PLANS = 23.9' + SIDE = 5,0' BASED ON SUPPLIED PLAN DRIVEWAY = 517 SQ.F1•, SIDE CORNER = 10' AND/OR INSTRUCTIONS PER SIDEWALK = 268 SOFT. s=PROPOSED GRADE PER CONSTRUCTION PLAN + CLIENT NOT "FIELD VERIFIED SOD -2,289 SQ.FT. CR(JSENML`-rM?—,S'COTT Lac ASSOC" INC. — LAND SUR V'YORS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1438 P • PLAT PAL • POINT ON LINE F FIELD TYP. • TYPICAL IRON PIPE PRL • POINT OF REVERSE CURVATURE NOTES: 1., THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OFI.P. I.R. IRON ROD P,CL •POINT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN.CHAPTER W-17 FLORID ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027. FLORIDA STATUES C.M, • CONCRETE MONUMENT RAD. •. RADIAL 2, -UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL- "$ED .SEAL: THIS. SURVEY MAP OR COPIES ARE N0T VALID. SET 6R. . 1/2' LR. •/BLB 4596 N.R. 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 P•oH. •POINT OF HEGINNING CALL CALCULATED DR.EASEMENTS T14Q.APFECT THIS PROPERTY. -- - - ' NO'UNDERCROUNDdMPROVEUENfS HAVE BEEN:LOGTED UNLESS OTHERWISE SHOWN., P,tl•C POINT OF COHNENCEMENT PR'K • PERMANENT. REFERENCE MDNUMCNT FT. - •.FINISHED FLOOR ELEVATION 8: THIS. SURVEY IS PREPARED FOR THE SOLEBENEFITOF THOSE. CERTIFIED TO AND.SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. QCENTERLINEN& • NAIL t DISK BSL BUILDING SETBACK LINE _ S., DIMENSIONS SHOWNFORTHE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO,RECCNSTRUCT BOUNDARY LINES, R/W RIGHT-OF-WAY - B.K BENCHMARK Z BEARINGS, -ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) ESMT.. = EASEMENT B.B. BASE BEARING -- 8. ELEVATIONS• IF SHOWN, ARE BASED ON NATIONAL GEODETIC DTUM Or 1929, UNLESS OTHERWISE NO1FD. DRAIN, DRAINAGE UTIL. • UTILITY 9. CERTIFICATE.'OF AUTHORIZATION N.. 4SU8 . CLTC. CHAIN LINK FENCE WRFC. • WOOD FENCE C/B CONCRETE BLOCK SCALE I- 1+ 20'-- DRAWN BY: P.C. POINT OF CURVATURE P.T. POINT OF TANGENCY CERTIFIED BY., LUTE ORDER No. DESC. DESCRIPTION R - RADIUS PLOT PLAN 11-15-17 5039-17 ARC LENGTHFORMBOARD D =DELTA FOUNDATION/£LEVS, 02-14-18 869-18 C a CHORD C.B. CHORD BEARING NORTH THIS BUILDING/ PROPERTY ODES. NOT LIE .WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM' TO GRUSENM "ER R.L.S. 1 4714 ZONE X" MAP / 12117C 0055 F. JAM. W' SCOTT R.L.S 1 4801 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1 Documented Construction Value: S l7t' f-7 --6'X41-A Job Address: V50e) LICL edlQkl Historic District: Yes NoY Parcel I D-. jK0 r t'1 1-7 Type of Work: New Addition :Alteration Repai.r—" De Description of NAlork: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Phone: Name Street: City, State Zip: Fax: Email: P ro p e rty'Q wniml nfo rm ati o n Phone: Residentiad Commercial El Change of Use Move ride: Resident of property? : Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2082 Street: 6310 MABLETON PARKWAY SUITE 1000 City, State Zip: MABLETON, GA 30126 Name Street: Cite, St, Zip: Bonding Company: Address: Fax: (770) 941-9522 State License No.: CFC1426562 Arch itect/Eng !nee r Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR hAILURE TO RECORD A NOTICE OF COMNIENCEMENT MAY RESU1 1' IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE TIIE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF CONCEIT ENCEMENT. Application is hereby madc_ 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 dale: 5`!' Edition (2014) Florida Building, Code Revised: Rine 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 oi'this county, and there may be additional permits required from other govermnental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner ofthe property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ]CC Valuation Table in eftect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured offthe 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 bone in compliance with all applicable laws regulating construction an4zom g. Signature of Outer/Agent Date Print 0xviler/Agent's'Name Signature orNotarg-State of Florida Date Owner/Agent is Personally Known to Me or Produced 1:1) Type of ID Signature ofCorafftor/Agent va In Print ContractctrlAge tt's Name tv0pUttutnfill, pi SPNSignatureorNotary- StatextfFlorida Date-zz" EXPIRES GEORGIA JUNE S, 2020 Contractor/ Agent is Personally Known Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: "Electric -# of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: UTILITIES: ENGINEERING: FIRE: COMMENTS: Revised: June 30. 2015 Flood Zone: of Stories: Plumbing - # of Fixtures, Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Permit Application CITY OF SANFORD APR 0 5 BUILDING,.& FIRE=PREVENTION PERMIT APPLICATION 3 LIqApplicationNo: ' Documented Construction Value: $ Job Address: - c i Historic District: Yes No Parcel ID: ResidentiaLo Commercial Ul Type of Work: New-0. Addition Alteration Repair Demo Change of Use El Move Description of Work:I, 11 (" Plan Review Contact Person: Title: Phone: `tU1-6158OW Fax: Email; Email: ky , 4,r 6bnn Name t-W Street: C>(1U City, State Zip: Name Street: (53 City, State Zip: Name: Street: City, St, Zip: Bonding Company: Address: Property Owner Information Phone: DIN Resident of roePP rh' ' NV Information Thone ` 0 tax: LION"- 2,'F 53 State License No Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, 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°i 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 iat , work will be done in compliance with .all applicable -laws regulating construction and:zo g.- 0 Signature of Owner/Agent Date S Print Owner/Agent's Name P ''t Contractor/A ent's Name 45 jl Signature of Notary -State of Florida Date Signature of No ry S,t*,of Florida bate, CHERYL D AKERS MY COMMISSION # FF998962 ` riw- EXPIRES June 05, 2020 t407),148 0153, RdfldaHotarySewtce:.tem:- Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to;Me or Produced ID Type of ID- Produced ID Type of ID _. BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: I # 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: WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application di Na Nit -A., (ATtNG_,A!AjCa" 5/19/2D16 d" tit, ft 64, 1 Ill- t DA: LM It 44- Pin TqTl_ ll M1,111 sm nwL IRI VIP, sF aG I TKI F_!lIl 14an uvS 194 tt?. AC r t V-_tlr,-, 3ol Z 1-3 zz 14Jr 1— V_- till tv uk-- j'k m 3t, tit, o- 1! n Lf 71;z Oil It— j- IC, t s/ I111.16,M:NA.