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505 Red Rose Ln 17-3653; NEW HOMECOUNTY OF SEMINOLE IMPACT FEE STATEMENT 19,-3 43 STATEMENT NUMBER: 17100009 BUILDING APPLICATION #: 17-10000911 BUILDING PERMIT NUMBER: 17-10000911 DATE: December 14, 2017 UNIT ADDRESS: RED ROSE IN 505 21-19-30-510-0000-3080 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: 3SUBDIVISION: TRACT: 7hPLATBOOK: 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: 505 RED ROSE LANE THORNBROOKE PH 4 LOT 308 SFR FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing 00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD Single Family Housing SCHOOLS CO -WIDE ORD 54.00 1.000 dwl unit 54.00 Single Family Housing 5,000.00 1.000 dwl unit 5,000.00 PARKS N/A LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: SIGNATURE: PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE 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 POP 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 THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST.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. 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. r.:TZ : 0r= C 1r'+: _:1 1 Gf3UR T '. (:0NPTR0L_1_ER I`.' ! w i LERK'S 0..2017126003 JCS '% L 1.a! {_1.L. {;ti 1{; s131 P1I r*'01KE.l.rii, 1 EEr.:, $j(i 00 R `: i:i:.;.l iti,{'_I. i.) 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 `-- , according to the plat thereof, as recorded in Plat Book L r Page IL71of the public records of Seminole County, Florida. Addresses : °) U:`J ej e 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: J n Asa Wright aylor Morrison of Florida c-/ Sworn to and subscribed before me this by John Asa Wright wh is onally known to me. Notary Public DA ClarkSg\dat Z0 9 My commission expires: 6/27/19 Serial No. FF 2P9108 _ Notary Signature: P ot DC C1 ' tr rw r r i^ ': a Z i TY OF SANFO BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: I - 3(q 5 3 Documented Construction Value: $-- Ir 3'iS186. Job Address: 5-65 P-e-d Pam Ca 1& Historic District: Yes No Parcel ID: 19-30- S(U -0000- 3or 0 Residential 5 Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: LOT NUMBER: .30g Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: daghne(PermitsPermitsPermits com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone 407-629-0077 Street: 151 SOUTHHALL LANE #200 Resident of property? City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 City, State Zip: Name: Street: City, St, Zip: _ MAITLAND FL 32751 Bonding Company: NIA Address: Fax: NO 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: 511 Edition (2014) Florida Building Code \ Revised: June 30, 2015 S (J L Permit .Application wn (3q3, NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. i, K 2,,0 Si / , ture of Owner/Agent Date TAYLOR MORRISON OF FLO I A INC Print Owner/Agent's Name Signature of Notary -State H a c~ pueuc !( xQ\PAN e`NomH o Se r Owner/ Agent is YFS peOF rsonallyKnown to Me or Produced ID N/A Type of ID 121-( fli7 gnatureofContractor/Agent Date JOHN ASA WRIGHT Print Contractor/Agent's Signature ofNotary-State FZpg1 Date i4' vuac * ' Q ,ES•• No H 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 1Z Mechanical [r Plumbing' Gas[] Roof Construction Type: Total Sq Ft of Bldg: 43 3a -\- I Occupancy Use: fZ3 Flood Zone: X _S c TT4G+ tGV Min. Occupancy Load: t —1 # of Stories:? - New Construction: Electric - # of Amps L 0 0 Fire Sprinkler Permit: Yes No ;C # of Heads APPROVALS: , ZONING: 111AA UTILITIES: COMMENTS: ENGINEERING: ML FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. 1j o i Ayiao Sr, , (xP_ Plumbing - # of Fixtures ZZ Fire Alarm Permit: Yes No WASTE WATER: BUILDING: ' 5 Z•?.6-Ig Revised: June 30, 2015 Pennit Application F' m i 4 vs D DEC 14 2017 f y , 4 i CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No • 1-7— Documented Construction Value: $ ';6 Job Address: 6_" Pe d Po5,0- Ca P- Historic District: Yes No Parcel ID: 19-30-5(0 -0000-,30r 0 Residential [) Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: 30 Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: re•S1 -E)'- 11 M k 11 kw, IT 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: 407- 257-6940 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: CBC1257462 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROYEIVIENTS 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'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 befoundinthepublicrecords -of this county, and there may be additional permits required from other governmental entities such as watermanagementdistricts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. a,/((//-) Si atureofOwner/Agent Date TAYLOR MORRISON OFLOINCPrintOwner/Agent's:Name Signature of Notary -State a Owner/Agent is OfYFSWeisonally Known to Me or Produced ID N/A Type of ID gnature of Contractor/Agent Date JOHN ASA WRIGHT Print Contractor/Agent's 2/rr/(7 Signature of Notary -State of,+ gFF 109 Date D 19 PIIBUc MASS W" o?'fro 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 APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures of Heads Fire Alarm Permit: Yes No UTILITIES: Z4 /Z 69 WASTEWATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application N-4p1=-'.5 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: 505 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-3080 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: E 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) O.FFICIALUSE ONLY Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: 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# 17-3653 Reviewed by: Michael Cash, CFM Date: January 2, 2018 Application for Right -of -Way Use for Driveway,walk& Landscape 0 R I D wa y F —1877 —11 Department of Planning & Development Services www,sanfordfl.gov 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the o attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the size and location of the existing right—of-way and use shall be provided or application could be delayed. OOKnow all t' sbe below. Call before you dig. 1. Project Location/Address: 505 K)_e d a 2. Proposed Activity: V Driveway Walkway Other: 3. Schedule of Work: Start Date //'] ,IV, Completion Date Emergency Repairs 4. Brief Description of Work: ,0.41 *FaaAY 19 IV,Gj d , ISFR. This application is submitted by: Property Owner. Signature: XPrint Namee:r®V y fl Address: soar A & 44/Q A14 ANO Art 1X ICA Date:' tPhone:%9S7-6 f4O Fax c?( Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installationfimprovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improve- ment and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City' s right -of --way. I have read and understand the above statement and by signing this application 1 agree to its terms. I hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: Date: 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 xvvV use unveway.par 0 SCPA Parcel View: 21-19-30-510-0000-3080 http://parceldetail.scpafl.org/ParceiDetaillnfo.aspx?PID=2119305 100... Jdut= ,CIA Parcel Information Property Record Card Parcel: 21-19-30-510-0000-3080 Owner: TAYLOR MORRISON OF FL INC Property Address: 505 RED ROSE LN SANFORD, FL 32771 Value Summary Parcel 7 21-19-30-510-0000-3080 Owner j TAYLOR MORRISON OF FL INC Property Address 505 RED ROSE LN SANFORD, FL 32771 Mailing j 151 SOUTHALL LN STE 200 MAITLAND, FL 32751 Subdivision Name I THORNBROOKE PHASE 4 Tax District 1 S1 -SANFORD DOR Use Code 00-VACANT RESIDENTIAL Exemptions 120 0 308 120 or Seminole County GIS 8 We Values Valuation Method Cost/Ma Number of Buildings 0 Depreciated Bldg Value Depreciated EXFT Value Land Value (Market) $26,050 Land Value Ag I Just/Market--Value $26,050 Portability Adj Save Our Homes Adj 0 Amendment 1 Adj 24,241 P&G Adj 0 Assessed Value 1,809 Tax Amount without SOH: 2017 Tax Bill Amount Tax Estimator Save Our Homes Savings: Does NOT INCLUDE Non Ad Valorem Legal Description LOT 308 THORNBROOKE PHASE 4 PB 81 PGS 70-71 Taxes Taxing Authority Assessment Value Exempt Values County General Fund 1,809 0 Schools 26,050 0 City Sanford 1,809 0 SJWM(Saint Johns Water Management) 1,809 0 County Bonds 1,809 0 Sales Description Date Book Page Amount QTualified No Sales 1 of 2 12/11/2017, 10:05 AM REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # i 1 z. 2 BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Prepour 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection y 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Reside c AddrPcc! <Lr— 7d*- I>-- e ELECTRICAL PERMIT' Min Max Inspection Description 10 Electric Underground 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final UNIBING r, a>,zui Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1 1000 Plumbing Sewer 1000 Plumbing Final s. 5 MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot308ThornbrookeAnastasiaGRS Builder Name: Taylor Morrison Street: 5j6,%fl( (bL r.a- Permit Office: City, State, Zip: FL , GP. Permit Number: S## 3 6 UIN53Owner: Jurisdiction: 691500DesignLocation: FL, Orlando County:: Seminole (Florida Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types (3145.8 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1380.60 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 244.22 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1482.0 sgft.) Insulation Area a. Under Attic (Vented) R=30.0 1482.00 ft2 6. Conditioned floor area above grade (ft2) 2582 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(344.9 sgft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 272.92 ft2 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 72.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEER:16.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 21.8 HSPF:8.50 SHGC: b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 3.018 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2582.0 sgft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 1102.00 ft2 None c. other (see details) R= 13.00 ft2 15. Credits Pstat Glass/Floor Area: 0.134 Total Proposed Modified Loads: 70.34 PASSTotalBaselineLoads: 75.84 1 hereby certify that the plans and specifications covered by Review of the plans and VE S74Tfi this calculation are in compliance with the Florida Energy specifications covered by this ti Code. - calculation indicates compliance with the Florida Energy Code. PREPARED BY: Before construction is completedf DATE: 11/1.0/_17 __ _ _ __- __ _ ___ this building will be inspected for compliance with Section 553.908 t A I hereby certify that this building, as designed, is in compliance Florida Statutes. Col) with the Florida Energy Code. WE"i4 OWNER/AGENT: BUILDING OFFICIAL: G%' - - DATE: - -- - - - - ^' ( DATE: __L . $ 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. 11/10/2017 2:41 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot308ThornbrookeAnastasia Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2582 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: Taylor Morrison Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Family Type: Single-family FL , New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp v Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL ORLANDO INTL AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Block1 1467 13643.1 2 Block2 1115 10035 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1467 13643.1 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1115 10035 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor -_-- ---- 13 ft2 19 0 0 1 2 Slab -On -Grade Edge Insulatio 1st Floor 147.9 ft 0 1467 ft2 0.49 0 0.51 3 Floor Over Other Space 2nd Floor _-__ ____ 1102 ft2 0 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1655 ft2 370 ft2 Medium 0.85 N 0.85 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1480 ft2 N N 11/10/2017 2:41 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 13 ft2 0.11 Wood 2 Under Attic (Vented) 2nd Floor 30 Blown 1469 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Ornt T_o W_ all_T_ype Space R-Value F_t-_In___F_t_ In_ Area R-Value-Eraction-Absor.-Grade% 1 W Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 2 W Exterior Concrete Block - Int Insul 1st Floor 4.1 53 0 9 4 494.7 ft2 0 0 0.6 0 3 SW Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 45.9 ft2 0 0 0.6 0 4 S Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 5 S Exterior Concrete Block - Int Insul 1st Floor 4.1 5 6 9 4 51.3 ft2 0 0 0.6 0 6 E Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 7 E Exterior Concrete Block - Int Insul 1st Floor 4.1 54 6 9 4 508.7 ft2 0 0 0.6 0 8 N Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 9 N Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 ft2 0 0 0.6 0 10 Garage Frame - Wood 1st Floor 13 26 2 9 4 244.2 ft2 0 0.23 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 Wood 1st Floor None 25 2 7 6 8 17.2 ft2 2 SW Wood 1st Floor None 25 3 8 24 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang y Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 W 1 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 W 1 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 3 W 2 Vinyl Low-E Double Yes 0.34 0.31 5.0 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 4 W 2 Vinyl Low-E Double Yes 0.34 0.31 19.3 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 5 S 4 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 6 E 6 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 It 0 in 1 ft 0 in Drapes/blinds None 7 E 7 Vinyl Low-E Double Yes 0.34 0.31 39.1 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 8 N 8 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 9 N 8 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 10 N 9 Vinyl Low-E Double Yes 0.34 0.31 58.6 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 11 N 9 Metal Low-E Double Yes 0.58 0.32 72.0 ft2 10 ft 8 in 0 ft 0 in None None 11/10/2017 2:41 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE 1 Floor Area Ceiling Area 455 ft2 455 ft2 Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000291 1973.2 108.32 203.72 .2618 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump Split Split HSPF:8.5 21.8 kBtu/hr 1 HSPF:8.5 21.8 kBtu/hr 2 sys#1 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit Split Split SEER: 16 25.2 kBtu/hr cfm 0.75 1 SEER: 16 25.2 kBtu/hr cfm 0.75 2 sys#1 sys#2 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft2 DUCTS V # 1 2 Supply ---- Location R-Value Area Attic 6 293.4 ft Attic 6 223 ft2 Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT QN RLF Attic 73.35 ft Default Leakage 2nd Floor (Default) (Default) 2nd Floor 55.75 ft Default Leakage 2nd Floor (Default) (Default) HVAC # Heat Cool 1 1 2 2 11/10/2017 2A1 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin an j Feb Mar A r [ Ma X Jun X Jul Au Se Oct Nov Dec JanHeating d lX Feb MarApr l May E Jun l JuI Au XjXj Sep 1 Oct lX] NovDec Ventin Jan Feb X Mar A r [ Ma Jun Jul Aug Se[1 Oct X] Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 11/10/2017 2:41 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 1380.60 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 244.22 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1482.00 ft2 6. Conditioned floor area (ft2) 2582 b. N/A R= ft2 7. Windows" Description Area c. N/A R= ft2 a. U-Factor: Dbl, U=0.34 272.92 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 6 223 b. U-Factor: Dbl, U=0.58 72.00 ft2 SHGC: SHGC=0.32 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a. Central Unit 25.2 SEER:16.00 SHGC: b. Central Unit 25.2 SEER:16.00 d. U-Factor: N/A ft2 13. Heating systems kBtu/hr EfficiencySHGC: a. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 3.018 ft. b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average SHGC: 0.312 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation a. ElectricR=0.0 1467.00 ft2EF: 0.95 b. Floor Over Other Space R=0.0 1102.00 ft2 c. other (see details) b. Conservation features R= 13.00 ft2 None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: K Address of New Home: 56 j P-eG( 45-e- Cd 4, City/FL Zip: 3-a4,t S6 3 xn 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. 11/10/2017 2:41 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 For: Taylor Morrison Design Conditions Outdoor design DB: 92.5°F Sensible gain: 18543 Btuh Entering coil DB: 76.5°F Outdoor design WB: 76.3°F Latent gain: 3450 Btuh Entering coil WB: 63.2°F Indoor design DB: 75.0°F Total gain: 21993 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: SplitASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 21080 Btuh 114% of load Latent capacity: 1628 Btuh 47% of load Total capacity: 22708 Btuh 103% of load SHR: 93% Design Conditions Outdoor design DB: 41.7°F Heat loss: 19771 Btuh Entering coil DB: 69.5°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230"++TDR Actual airflow: 840 cfm Output capacity: 22379 Btuh 113% of load Capacity balance: 39 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.0 kW 86% of load Temp. rise: 50 °F Meets are all requirements of ACCA Manual S. t Wri htSOft 2017-Nov-1014:35:48 g Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 1 AC'CA...eAnastasiaGRS\Lot308ThornbrookeAnastasiaGRS.rup Calc = MJ8 House faces: S Job: Lot308ThornbrookeAna... L- Manual S Compliance Report Date: 6/4/2014 1- HEATING AIR CONDITIONING ah u 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone:407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Design Conditions Outdoor design DB: 92.5°F Outdoor design WB: 76.3'F Indoor design DB: 75.0°F Indoor RH: 50% Sensible gain: 16091 Btuh Latent gain: 2941 Btuh Total gain: 19032 Btuh Estimated airflow: 840 cfm Entering coil DB: 78.0°F Entering coil WB: 63.9°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 18134 Btuh 113% of load Latent capacity: 2831 Btuh 96% of load Total capacity: 20965 Btuh 110% of load SHR: 86% Design Conditions Outdoor design DB: 41.7°F Heat loss: 13620 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 165% of load Capacity balance: 30 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 3.5 kW 87% of load Temp. rise: 13 °F Meets are all requirements of ACCA Manual S. wri htsofts 2017-Nov-10 14:48 9 Right-SuileC' Universal 2017 17.0.23 RSU24011 Page 2 eAnastasiaGRS\Lot308ThornbrookeAnastasiaGRS.rup Calc = MJ8 House faces: S Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range ff) - 17 ( M Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft Btuh/rf-F ft-F/Btuh BtuhV Btu Btuh/W Btu Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2" x4" wood frm, 16" o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk, NFRC rated (SHGC=0.31), 50% drapes, medium; 1 ft overhang (5 ft window ht, 1 ft sep.), 6.67 ft head ht 2A-2omd: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, cir innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, cir innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.3 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, 1 ft overhang (3 ft window ht, 1 ft sep.); 6.67 ft head ht n 200 0.091 13.0 2.58 515 2.34 469 e 461 0.091 13.0 2.58 1186 2.34 1079 s 240 0.091 13.0 2.58 618 2.34 562 w 470 0.091 13.0 2.58 1209 2.34 1100 all 1370 0.091 13.0 2.58 3528 2.34 3210 n 150 0.201 0 5.69 851 4.35 651 e 470 0.201 0 5.69 2671 4.35 2044 s 51 0.201 0 5.69 292 4.35 223 sw 24 0.201 0 5.69 134 4.35 102 w 470 0.201 0 5.69 2675 4.35 2046 all 1164 0.201 0 5.69 6623 4.35 5067 227 0.091 13.0 2.58 583 1.44 327 n 30 0.340 0 9.62 289 10.6 317 n 40 0.340 0 9.62 385 10.6 423 e 30 0.340 0 9.62 289 30.4 911 s 30 0.340 0 9.62 289 10.8 323 w 15 0.340 0 9.62 144 30.4 455 all 145 0.340 0 9.62 1395 16.8 2430 n 72 0.580 0 16.4 1182 16.8 1213 n 58 0.340 0 9.62 561 10.6 617 e 39 0.340 0 9.62 374 30.4 1180 all 97 0.340 0 9.62 935 18.5 1796 w 6 0.340 0 9.62 58 30.4 182 t Wr2017- Nov-1014:35:48 lhtsoft` 9Right -Suite® Universal 2017 17.0.23 RSU24011 Page 1 CQ.. eAnastasiaGRS\Lot308ThornbrookeAnastasiaGRS.rup Calc - MJ8 House faces: S 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 5 0.340 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.67 ft sep.), 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 19 0.340 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 ft window ht, 11.67 ft sep.), 6.67 ft head ht Doors 11 DO: Door, wd sc type sw 23 0.390 n 17 0.390 all 40 0.390 Ceilings 16B-30ad:Attic ceiling, asphalt shingles roof mat, r-30 cell ins, 1/2" 1483 0.032 gypsum board int fnsh Floors 20P-19t: Fir floor, frm fir, 12" thkns, r-19 cav ins, gar ovr 13 0.050 22A-tpi: Bg floor, light dry soil, on grade depth 148 0.989 0 9.62 48 30.4 152 0 9.62 185 30.4 585 0 11.0 250 12.0 272 0 11.0 190 12.0 207 0 11.0 440 12.0 478 30.0 0.91 1343 1.74 2574 19.0 1.41 18 0.71 9 0 28.0 4140 0 0 wri htsoft 2017-Nov-1014:35:48 g Right -Suited Universal 2017 17.0.23 RSU24011 Page 2 MCA .. eAnastasiaGRS\Lot308ThornbrookeAnastasiaGRS.rup Calc = MJ8 House (aces S EL Component Constructions Job: Lot308ThornbrOOkeAna... Date: 6/4/2014 HFATING4AIR CGNDMONMG 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 (OF) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: Daily range ff) - 17 ( M ) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft Btu h/ft-F ff2-°F/Btuh Btu h/ft' Btu BtuhM Btu Walls 13A- 2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 150 0.201 0 5.69 851 4.35 651 board int fnsh e 470 0.201 0 5.69 2671 4.35 2044 s 51 0.201 0 5.69 292 4.35 223 sw 24 0.201 0 5.69 134 4.35 102 w 470 0.201 0 5.69 2675 4.35 2046 all 1164 0.201 0 5.69 6623 4.35 5067 Partitions 12C- Osw: Frm wall, r-13 cav ins, 112" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A- 2omd: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, n 1/ 4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 2A- 2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/ 8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft e overhang ( 6.3 ft window ht, 11.67 ft sep.); 6.67 ft head ht all 2A- 2ov: 2 glazing, cir low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 1/ 8" thk; NFRC rated (SHGC=0.31), 5O% drapes, medium; 1 ft overhang ( 3.17 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A- 2ov: 2 glazing, cir low-e outr, air gas, vnl frm mat, cir innr, 1/4" gap, w 1/ 8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang ( 6.25 ft window ht, 11.67 ft sep.), 6.67 ft head ht 227 0.091 13.0 2.58 583 1.44 327 72 0.580 0 16.4 1182 16.8 1213 58 0.340 0 9.62 561 10.6 617 39 0.340 0 9.62 374 30.4 1180 97 0.340 0 9.62 935 18.5 1796 5 0.340 0 9.62 48 30.4 152 19 0.340 0 9.62 185 30.4 585 Doors 11 DO: Door, wd sc type sw 23 0.390 n 17 0.390 all 40 0.390 wrightsoftx Right -Suite® Universal 2017 17.0.23 RSU24011 ACCA... eAnastasiaGRS\Lot308ThornbrookeAnastasiaGRS.rup Calc = MJ8 House faces: S 0 11.0 250 12.0 272 0 11.0 190 12.0 207 0 11.0 440 12.0 478 2017- Nov-10 14:35:48 Page 3 Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceiI ins, 1/2" 13 0.032 gypsum board int fnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 FF wrightsoft' Right -Suite@ Universal 2017 17.0.23 RSU24011 ACCk...eAnastasiaGRS\Lot308ThornbrookeAnastasiaGRS.rup Calc = MJ8 House faces 30.0 0.91 12 1.74 23 0 28.0 4140 0 0 2017-Nov-10 14:35:48 Page 4 Component Constructions Job: Lot308ThornbrookeAna... DEL-AIRDate: 6/4/2014 HEATING - AIRCONDITIONING ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range ('F) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area IJ-value Insul R Htg HTM Loss Clg HTM Gain ft Btu h/ft-F ft2-°F/Bluh Btu h/W Btu Btu hV Btu Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 200 0.091 13.0 2.58 515 2.34 469 fnsh, 2"x4" wood frm, 16" o.c. stud e 461 0.091 13.0 2.58 1186 2.34 1079 s 240 0.091 13.0 2.58 618 2.34 562 w 470 0.091 13.0 2.58 1209 2.34 1100 all 1370 0.091 13.0 2.58 3528 2.34 3210 Partitions none) Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft n overhang (5 ft window ht, 1 it sep.); 6.67 ft head ht e s w all 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3 It window ht, 1 it sep.); 6.67 ft head ht 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 30 0.340 0 9.62 289 10.6 317 40 0.340 0 9.62 385 10.6 423 30 0.340 0 9.62 289 30.4 911 30 0.340 0 9.62 289 10.8 323 15 0.340 0 9.62 144 30.4 455 145 0.340 0 9.62 1395 16.8 2430 6 0.340 0 9.62 58 30.4 182 1469 0.032 30.0 0.91 1331 1.74 2551 13 0.050 19.0 1.41 18 0.71 9 ti _rFWrl htSOfts 2017-Nov-1014:35:48 C% g Right -Suited Universal 2017 17.Q23 RSU24011 Page 5 eAnastasiaGRS\Lot308ThornbrookeAnastasiaGRS.rup Calc - MJ8 House faces S Project Summary Job: Lot308ThornbrookeAnaGZDEL- l ... Date: 6/4/2014 xEnnHc au rAtaorratrra e 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 Heating Summary Sensible Cooling Equipment Load Sizing Structure 26189 Btuh Structure 23627 Btuh Ducts 7202 Btuh Ducts 11008 Btuh . Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 33391 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 34635 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 4165 Btuh Ducts 2225 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling Area (ft2) 2582 2582 Equipment latent load 6390 Btuh Volume (ft3) 26938 26938 Air changes/hour 0.41 0.21 Equipment Total Load (Sen+Lat) 41025 Btuh Equiv. AVF (cfm) 184 94 Req. total capacity at 0.70 SHR 4.1 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a AHRI ref n/a Coil n/a AHRI ref n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 F 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. Wrigf7tso t" Right -Suite@ Universal 2017 17.0.23 RSU24011 2017-Nov-1014:35:48 Page 1 C...eAnastasiaGRS\Lot308ThornbrookeAnastasiaGRS.rup Calc = MJ8 House (aces: S L.: Project Summary Job: Lot308ThornbrookeAna... AIR Y Date: 6/4/2014 1 HEATING - AIRC.ONUITIONINO ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 2/1/16 JA LS 3/8/16 LS 6/21/16 JA LS 10/27/16 JA LS 11/1Q/17 JA LS 3/2 ?t Ar: Orlando Intl AR FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 16866 Btuh Structure 14297 Btuh Ducts 2905 Btuh Ducts 4246 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 19771 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 18543 Btuh Method Construction quality Fireplaces Simplified Average 0 Heating Cooling Area (ft2) 146g 146 Volume (ft3) 13715 13715 Air changes/hour 0.38 0.20 Equiv. AVF (cfm) 88 45 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AH R I ref 10258598 Latent Cooling Equipment Load Sizing Structure 2611 Btuh Ducts 839 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 3450 Btuh Equipment Total Load (Sen+Lat) 21993 Btuh Req. total capacity at 0.75 SHR 2.1 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBA27UHE-024-230'++TDR AH R I ref 10258598 Efficiency 8.5 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 47°F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.042 cfm/Btuh Air flow factor 0.045 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.84 Capacity balance point = 39 OF Backup: Input = 5 kW, Output = 16909 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. ICJfIt50ft' 2017-Nov-10 14:35:48 WI Right-Suile@ Universal 2017 17.0.23 RSU24011 ACCA Page 2 eAnastasiaGRS\Lot308ThornbrookeAnaslasiaGRS.rup Calc = MJ8 House faces: S Q E' , Pro ect Summar Job: Lot308ThornbrookeAna... Y Date: 6/4/2014 HEATING- AIR CONDITIONING ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Heating Summary Structure 9323 Btuh Ducts 4297 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 13620 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heating Coolingg Area (ft2) 1115 1115 Volume (ft3) 13223 13223 Air changes/hour 0.44 0.22 Equiv. AVF (cfm) 97 49 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AHRI ref 10258598 Sensible Cooling Equipment Load Sizing Structure 9330 Btuh Ducts 6761 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 16091 Btuh Latent Cooling Equipment Load Sizing Structure 1554 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh pone) Equipment latent load 2941 Btuh Equipment Total Load (Sen+Lat) 19032 Btuh Req. total capacity at 0.75 SHR 1.8 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil. CBA27UHE-024-230'++TDR AHRI ref 10258598 Efficiency 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 °F Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.062 cfm/Btuh Air flow factor 0.052 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.85 Capacity balance point 30 °F Backup: Input = 3 kW, Output 11784 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. t wrightsoft' Right-Suitee Universal 2017 17.0,23 RSU24011 2017-Nov-10 14:35:48 Page 3 ACCK...eAnastasiaGRS\Lot308ThornbrookeAnastasiaGRS rup Calc = MJ8 House faces: S TQDEL-AIR Right-M Worksheet HEATWO - AIR COM"UMS 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: Lot308Th orn b rookeAnastas Date: 6/4/2014 By: FJIF 1 Room name Entire House ahu 1 2 Exposed wall 316.9 It 147.9 It 3 Room height 9.2 It 9.3 It 4 Room dimensions 5 Room area 2939.3 ft2 1470.0 ft2 Ty Construction U-value Or HTM Area (I t2) Load Area (w) Load number Btuh/ft2_0F) B tUhjft2) or perimeter (f t) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 2A-2oV 2B-2fv 0.091 0' 0.340 n n .....9-62 n': 2 M 9.62 2.34 10.58 10.58 30 40 200 z 0 515 289 3 469," 0 o F""" 0 t";'o 0 0 0 o 0 0 13A-2ocs 0.201 n 5.69 4.35 280 150 851 651 280 150 851 651 1 2A-2omd 0.580 n 16.41 16.85 72 0 1182 1213 72 0 1182 1213 2A-2ov 0.340 n 9.62 1058 58 0 561 617 58 0 561 617 L_'G 12C70SW'I', 2A-2ov 0 .091, 0. 340 2 8 9 4 23 1677M3 9) 30r39 t '0 '461 0 1079 001 i" •' ob 0 t-1, 13A-2ocs 0.201 e 5.69 508 470 5081 4701 2671 204426712044 2A-2ov 0.340 1 e 9.62 0 274 1180 39 0 374 1180 I 3A-20CS 4:Jb 46 134 102 11DO 0.390 rsw ")11.04 1:99 23 23 250 "23 250 -f'''272 V i012c- 0sw 0.091 w 2.58 2.34 491 470 1209 1100 0 0 0 0 2A-2 v 0.340 w 9.62 30.36 6 0 58 182 0 0 0 0 2A-20V 0.340 w 9.62 30.36 15 0 144 455 0 0 0 0 0 201 5.6! 470 2675 20,4613A-2ocs"'11`111' 9 _4 35,,__ 494 `470 2675 "2046 . .. .... _,,494 0 40 30.3639.62 "N.3402A-2ov 41,CFA 52 0 '152 9.62 W36 9 j85 0 _1850' F I 2C-Osw 0.091 12.58 1.44 244 2271 583 1 327 244 2271 583 327 D 11DO 0.390 n 1.04 11.99 171 17 190 2071 171 17 190 207 6 c) AED excursion 0 0 Envelope loss/gain 20478 18023 14149 9641 12 a) Infiltration b) Room ventilation 5711 0 1809 0 2717 0 861 0 13 Internal gains: Occupants @ 230 Appliances/other 6 1380 2415 6 1380 2415 Subtotal (lines 6 to 13) 26189 23627 16866 14297 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 1 28% 470/ol 0 0 0 26189 7202 0 0 0 23627 11008 171% 30% 0 0 0 16866 2905 0 0 0 14297 4246 Total room load Air required (c1m) 33391 16801 34635 1680 19771 840 18543 840 Calculations aoiDroved by ACCA to meet all reauirements of Manual J 8th Ed Ad-wrightsaft- 2017-Nov-10 14:35:48 CK Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 1 AnastasiaGRS\Lot308ThornbrookeAnastasiaGRS.rup Calc = VJ8 House faces: S 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: Lot308ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name ahu 2 2 Exposed wall 169.0 It 3 Room height 9.0 It 4 Room dimensions 5 Room area 1469.3 ft2 Ty Construction U-value Or HTM Area (it2) Load Area Load number (Btuh/ft? °F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter Heat I Cool I Gross I N/P/S Heat I Cool I Gross N/P/S Heat I Cool 6 12C Osw 0.091 ri & 2.34 2Z0 200 '515 2Ai . - 0.340 n 9.62 10.58 ;30 0 289 2B2fv. l 0.340 n .. .. 9.62 10.58 40 . 0 ,.... 385 13A-2ocs 0.201 n 5.69 4.35 0 0 0 11 2A-2omd 0.580 n 16.41 16.85 0 0 0 LL 2A-2ov 0.340 n 9.62 10.58 0 0 0 1V 12C-Osw 0 091 ee 2 58 2.34 491 .. 461 1186 I-L =2A 2ov ' 0 340 ear_ ' M2 "' 30.36 ' r30 0 =1': 289 V/ 13A-2ocs 0.201 e 5.69 4.35 0 0 0 G 2A-20v 0.340 e 9.62 30.36 0 0 0 12C-Osw 0.091 w 2.58 2.34 491 470 1209 1100 2A-2ov 0.340 w 9.62 30.36 6 0 58 182 2A-2ov 0.340 w 9.62 30.36 15 0 144 455 2A-2ov 0 201 01340 w w ' 5 69 9,62 4.35 30.36 0 0 0 0 0 0 0 0' U13A- 2ocs RN , 2A-20y,.._; 0 340 w 9.62 .. 30.36 0 0 0 0_ 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 C --- 11 DO 16B-30ad - - 0.390 0.032 n 1 0.91', 11.04 11.99 1 74 0 1469 0 1469 1331 255f F 20P-19t 0.050 1.41 0.71 13 13 18 9 q ,. • F r.'22A-tp 0 989 1'',27 99 m0_00 r,..p 0 0 a::0 r 6 c) AED excursion 0 Envelope loss/gain 63291 8382 12 a) Infiltration 2994 948 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 1 0 Appliances/other 0 Subtotal (lines 6 to 13) 9323 9330 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 9323 9330 15 Duct loads 1 469/. 72% 4297 6761 Total room load I 13620 16091 Air required (c1m) 1 1 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w r ig hts cAll 2017-Nov-10 14:35:48 4'-Ck Right -Suite@ Universal 2017 1Z0.23 RSU24011 Page 2 eAnastasiaGRS\Lot308ThornbrookeAnastasiaGRS.rup Calc = MJ8 House faces: S DEL -AIR Right-M Worksheet ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot308ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name ahu 1 mstr mn 2 Exposed wall 147.9 It 42.0 it 3 Room height 9.3 It 9.3 It heat/cool 4 Room dimensions 17.0 x 15.5 it 5 Room area 1470.0 ft2 263.5 ft2 Ty Construction U-value Or HTM Area (It2) Load Area (ft2) Load number Btuh/ft2-OF) 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 Q 091 n - 0.00 0.00 0 0 0 0 0 0 0 A 2A-2ov 034D n 0.00 0.00 0 0 0 0 0 0 0 0 t 2B 2fG " " 0.340 n0.00 0.00 0 0 0 0 0 13A-2ocs 0.201 n 5.69 4.35 280 150 851 651 145 86 491 376 11 G 2A-2omd 0.580 n 16.41 16.85 72 0 1182 1213 0 0 0 0 L-G 2A-2ov 0.340 n 9.62 10.58 58 0 561 617 58 0 561 617 VW 12C-0sw2. 0091 e 0:00 0.00 D 0 z.. ;;: D 0 0 0 0 0' a r,,. 80 5VL--G 3 5.69 539 470 2374 80 4 380I-G 2ocs 0. 201 e 34.35 80 Uf/ 12C-Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 4! 13A 2ocs . 0 201 w " 5.69 4'.35 494 470 2675 2046 159 159 902 690 C 2A 2ov° 0.340 w 9.62 30.36' 5 0 48 152 0- 0 ` 0 0 G '2A-2ov _ , 0 340 , w __9,62 %30.36 ' 19. » ,0 185 585 0 0 12C-Osw 0.091 2.58 1.44 244 227 583 327 0 0 0 0 D 11DO 0.390 n 11.04 11.99 17 17 190 207 0 0 0 0 61 c) AED excursion 1 0 1 -184 Envelope loss/gain 14149 9641 3634 1884 12 a) Infiltration 2717 861 771 244 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 1 230 Appliances/other 2415 600 Subtotal (lines 6 to 13) 16866 14297 4405 2958 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 16866 14297 4405 2958 15 Duct loads 17% 30% 2905 4246 17% 30% 759 879 Total room load 19771 18543 5164 3837 Air required (cfm) 840 840 219 174 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 41, wrightso1Ft' 2017-Nov-10 14:35:48 CK Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 3 eAnastasiaGRS\Lot308ThornbrookeAnastasiaGRS.rup Calc = MJ8 House faces: S DEL -AIR Right-M Worksheet HMMr M COMMMIN 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: Lot308ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name mstr bth mstr wic 2 Exposed wall 12.0 it 0 it 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 Room dimensions 12.0 x 8.0 it 6.5 x 7.5 it 5 Room area 96.0 ft2 48.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2 °F) Btuh/ft2) or perimeter (it) Btuh) or perimeter it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V 12C-0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0; 0 2A-2ov 2B 2fv 0.340 0.340 n n 0:00 0.00 0.00 0.00 0 0 f.. 0 0 0 0 0 0 0 0 0 0 0' 0 0'. 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 2A-2omd 0.580 n 16.41 16.85 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 9.62 10.58 01 0 0 0 0 0 0 0 W 12C Osw 0 091 e 0 00 O.DO 01, 0 0 0 0 0 0 0; 2X-'2ov 0.00 0 0 0 0 0 Ur/ 13A-2ocs 0.201 e 5.69 4.35 0 0 0 0 0 0 0 0 L-G 2A-2ov 0.340 e 9.62 30.36 0 0 0 0 0 0 0 0 t 12C Osw 0 091 s" 0:00 0.00 0 0 0 0 0 0 0 0 0.00 0 0 p 0 0, W 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 13A 2ocs 0.201 sw 5.69 4i35 a0 0 0 0 0 0 0 0 flb6l" ' w__ 11.04_ 11.99 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 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 13A 2ocs 2A 2ov- 0201 0 340 w- w 5.69 9.62 4 35 30 36 1121: 0 112 D 637 0 487 0 0 0° 0 0 0 0 0 0 n2A 2ov 0 340 w 9.62 v 30.36 0 0 0 0 .. 0 0 0' 0'. q-D 12C-Osw 0.091 2.58 1.44 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 C 16B 30ad F, 0 032 0.91 1.74 0 D 0 0 0 0 w , • .x ; .. 0! 0' F 20P-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A'tpl" ._., x':', 0 989 2, 27 99' 0.00 96 12 336 p 49 4 0' d.. 6 c) AED excursion 33 0 Envelope loss/gain 973 455 0 0 12 a) Infiltration 220 70 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 1 1 0 Appliances/other 01 15 Subtotal (lines 6 to 13) 1193 524 0 5 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1193 524 0 5 15 Duct loads 1 17 % 30 % 206 156 17 % 30 % 0 1 Total room load 1399 680 0 6 Air required (cfm) 59 31 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 41- wrightsoft' 2017-Nov-1014:35:48 i4GCA Right -Suite® Universal 2017 17.0.23 RSU24011 Page 4 eAnastasiaGRS\Lot308ThornbrookeAnastasiaGRS.rup Calc = MJ8 House faces S QDEL AIR Right-M Worksheet MAT=- AIR WNOMOMiNB 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: Lot308ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name I mstr we study 2 Exposed wall 0 it 21.0 It 3 Room height 9.3 ft heat/cool 9.3 It heat/cool 4 Room dimensions 5.5 x 3.5 It 1.0 x 146.5 It 5 Room area 19.3 ft2 146.5 ft2 Ty Construction number U-value Btuh/ft2-°F) Or HTM Btuh/ft2) Area (ft2) or perimeter (ft) Load Btuh) Area (ft2) or perimeter (ft) Load Btuh) Heat I Cool Gross I N/P/S Heat I Cool 1 Gross I N/P/S Heat I Cool 6 12C Osw 0 091, n 0.00 0.00 0 0 0, 0 0 0 0 0 2A-2ov0=34,0 n 0 00' 0.00 0 0 0 0 0 0 0 0 s28.2fy 0.340 n 0.00 0.00 0 0 0 0 0 0 0 ram _- " O 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 2A-2omd 0.580 n 16.41 16.85 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 W 0.00 0 022ov- 0:0340 e 0.00' 0.00' 0 o D 0 0 nE ...3 0 0, Uhl 13A-2ocs 0.201 e 5.69 4.35 0 0 0 0 0 0 0 0 I---G 2A-2ov 0.340 e 9.62 30.36 0 0 0 0 0 0 0 0 12C Osw sT', 0.00', 0.00 0 0 0 0 0 0 2A 2ov,?1,1 f," s om 0 00 0 0 0 0 0' 0 W 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 51 51 292 223 a ocs 0 O0 0 0 0 0 0 I11D0 fir" s0 390... SN 15.04I 11.99 0 0 0 0._._ 0 0 0 0' V J 12C-Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 C 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 C 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 13A 2ocs 2A 2ov0 0,201 340 w 5.69 9.62 4.35 30.3fi 0 0 0 0 0 0 0 145 0 1'25 0 713 0 545 0' w 0= 1 a 2A 2ov,. 0:340 w 9.62 30.36 0 W 0 0 9 0 185 585 0.091 2.58 1.44 0 0 0 0 0" 0 0 012C-Osw D 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 6 c) AED excursion 1 01 1238 Envelope loss/gain 0 0 1778 1592 12 a) Infiltration 0 0 386 122 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 0 Subtotal (lines 6 to 13) 0 5 2164 1714 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 2164 1714 15 Duct loads 17% 30% 0 1 17% 30% 373 509 Total room load 0 6 2536 2223 Air required (cfm) 0 0 108 101 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- 2017-Nov-10 14:35:48 AGCR Right-SuiteRO Universal 2017 1Z0-23 RSU24011 Page 5 eAnastasiaGRS\ Lot 308ThornbrookeAnastasiaGRS.rup Calc = MJ8 House faces: S DEL -AIR Right-JO Worksheet WATING- AIR RORINTRNINR Q 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: 1_ot308ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Roam name util pwdr 2 Exposed wall 4.0 it 4.0 it 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 Room dimensions 4.0 x 11.5 it 4.0 x 11.5 it 5 Room area 46.0 ft2 46.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (it) Btuh) I or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw ; 0.091 n. 0.00 0 00 0 D 0 0 0 0 0 0' 2A 2ov ,r 0.340 n 0.00 0.00 0 0 0 0--- 0 0 0 0 2B-2fv ". ..,. .. 0.340 n 0.00 0.00 D 0 0.I 0 i„ 0 0; 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 2A-2omd 0.580 n 16.41 16.85 0 0 0 0 0 0 0 0 LL 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 12C;Osw 0:091 n 0.00 0.00 0 0 0 0 0 0 0 A I2A.2ov. 0.34D e 0.00 0.00 0 0 ' D 0 0 0 0' 0; 2A 213A-oocs 0.340I e 9.62 30.36 0 0 0 OI 0 0 0 O Val 12C-0sw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 C 2A-20 v 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 13A 2ocs" 0 201 w 5.69 4.35 37 37 212 162 37 32 184' 141, 2A 2ov - - - M O 340 yy 9.62 30.36 0 0 0 0 5 - 0 48u2A,2ov .. 0.340 w 'd 9.62 30.36 T-D12C-Osw 0.091 - 2.58 1.44 0 0 0 0 0 0 0 O 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 01 6 c) AED excursion Envelope loss/gain 12 a) Infiltration b) Room ventilation 13 Internal gains: Subtotal (lines 6 to 13) Less external load Less transfer Redistribution 14 Subtotal 15 Duct loads Total room load Air required (cfm) Occupants @ 230 Appliances/other 3241 11 73 0 0 6C 398 74 0 0 0 398 74 17 % 30 % 691 22 466 9` 20 4 66 344 359 73 23 01 0 0 0 0 417 382 0 0 0 0 0 0 417 382 17 % 30 % 72 113 489 495 21 22 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed w rig h tsoft" 2017-Nov-10 14:35:48 Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 6 eAnastasiaGRS\Lol308ThornbrookeAnastasiaGRS.rup Calc = MJ8 House faces: S DEL -AIR Right-J® Worksheet i„HEATNiB+AIRCONiHT10NiN8 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: Lot308ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name family rm dining rm 2 Exposed wall 35.0 It 10.0 it 3 Room height 9.3 If heat/cool 9.3 If heat/cool 4 Room dimensions 20.5 x 14.5 It 1.0 x 210.0 It 5 Room area 297.3 ft2 210.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat I Cool I Gross I N/P/S Heat I Cool I Gross I N/P/S Heat I Cool 61 c) AED excursion 1-2021 1 330 Envelope loss/gain 3609 2118 963 1747 12 a) Infiltration 643 204 184 58 b) Room ventilation 0 0 01 0 13 Internal gains: Occupants @ 230 4 920 1 230 Appliances/other 0 0 Subtotal (lines 6 to 13) 4252 3242 1147 2035 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 4252 3242 1147 2035 15 Duct loads 17% 30% 7321 963 17% 30% 198 604 Total room load 4985 4205 1345 2639 Air required (cfm) 212 190 1 1 57 120 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed w rig h tsoft': 2017-Nov-10 14:35:48 CCU. Right -Suite@ Universal2017 17.0.23 RSU24011 Page 7 eAnastasiaGRS\Lot308ThornbrookeAnastasiaGRS.rup Calc = MJ8 House faces: S DEL -AIR Right-M Worksheet MATIMI x AM iOl1MOKIN6 ah u 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot308ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area pantry 0 it 9.3 ft heat/cool 6.0 x 3.5 ft 21.0 ft2 kitchen 19.9 It 9.3 ft Iheat/cool 1.0 x 275.8 ft 275.8 ft2 Ty Construction number U-value Btub/ft2-°F) Or HTM Btuh/ft2) Area (ft2) or perimeter (ft) Load Btuh) Area (ft2) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 12COsw 2A 2ov 2B72fv _ 13A-2ocs 2A-2omd 2A-2ov 0,091' 0.340 OW3ao 0.201 0.580 0.340 rr= n n n- n n 0.00 0.00 0:00 5.69 16.41 9.62 000 0:0d 0.00 4.35 16.85 10.58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 h 0 0 0 0 0 0 0 0 0 0 F 0 0 0 W 0 0 0 0 0 0 0 0 0 0, d 0 0 0 0 0 0 0' 0 0 0 12C Osw 2A 2ov._ '" " 0.091 0:340 e e _ 0.00 0.00 0.00 0.00 0 0,, 0 0 0"-,-,- 0 0 0' J G 13A-2ocs 2A-20v 0.201 0.340 e e 5.69 9.62 4.35 30.36 0 0 0 0 0 0 0 0 135 0 135 0_ 770 0 589 0 W 12COsw'. 2A 2ov, _-.. ! .. 13A-2ocs 0091 0.340 0.201 s- ti,.., s - s 000 0.00 5.69 0.00 0.00 4.35 0 0 0 0 u- . mod. 0 0 0 r. '' 0 0 0 0 0 o 0 0 0,0 0 0 R .. 0 0 0: p 0 13A 2ocsa Al DO, : 0b, .20•sw,$ 0.390 5.69 11,04 4:35 11.99 0 0 0 0 x 0 46 23 24 23W0650' 134 102' V)/ 12C-Osw 2A-2ov 2A-2ov 0.091 0.340 0.340 sw_ w w w 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 IL-D 13A 2665" 2A 2ou 2A 2ov .,v 12C-Osw 11 DO 0.201 0.340 0.091 0.390 w w n 5.69 9 62 2.58 11.04 4.35 303fi 3036 1.44 11.99 0 A 0 0 0 0 0, 0 0 0 0 0 0 0 0 0 0 5 0 244 17 5 @ 0 W 227 171 r 27 Q 583 190 2,0 a0 0 327 207 C F 16B-30ad i 20P-19t 0.032 0.050 0:91' 0.00 1.74 0.00 0 0 0 0 0 0 0 0 13 0 13 0 12• 0 23 0 22A tpl i 0 989 27 99 0 6 c) AED excursion 0 168 Envelope loss/gain 0 0 2523 1372 12 a) Infiltration b) Room ventilation 0 0 0 0 366 0 116 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 5 0 0 1200 Subtotal (lines 6 to 13) 0 5 2889 2688 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 17 % 30 % 0 0 0 0 0 0 0 0 5 1 17 % 30 % 0 0 0 2889 498 0 0 0 2688 798 Total room load Air required (cfm) 0 0 6i 0 3387 144 3486 158 Calculations aDoroved by ACCA to meet all reauirements of Manual J 8th Ed wrightsoft'" 2017-Nov-1014:35:48 AGC-P. Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 8 eAnastasiaGRS\Lot308ThornbrookeAnastasiaGRS.rup Calc = MJ8 House faces- S DEL --AIR Right-J® Worksheet 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: Lot308ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name ahu 2 rm 2 2 Exposed wall 169.0 It 39.5 ft 3 Room height 9.0 ft 9.0 it heat/cool 4 5 Room dimensions Room area 1469.3 ft2 14.5 x 15.5 ft 224.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat I Cool Gross I N/P/S Heat I Cool I Gross I N/P/S Heat I Cool 61 c) AED excursion 1183 114 Envelope loss/gain 6329 1330 1356 12 a) Infiltration 2994 700 222 b) Room ventilation 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 9323 93301 2030 1578 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 9323 9330 2030 1578 15 Duct loads 1 46% 72% 4297 6761 46% 72% 936 1144 Total room load 13620 16091 2966 2722 Air required (ctm) 840 840 183 142 Calculations approved by ACCA to meet all reauirements of Manual J 8th Ed w rightsoft- 2017-Nov-10 14:35:48 AGGA Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 9 eAnastasiaGRS\Lot308ThornbrookeAnastasiaGRS.rup Calc - MJ8 House faces: S 11C r„ DEL --AIR Right-JO Worksheet Pahu 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: Lot308ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name I bth 2 I bth 3 2 Exposed wall I 9.0 it 11.5 It 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 Room dimensions 9.0 x 6.0 It 11.5 x 6.0 it 5 Room area 54.0 It' 69.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft? °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 G 12C Osw 2A 2ov "' 0 091 0 n= 2 58 2.34, 0 fi 00' 0 0 0 0 0 G 2B 2fv ' „+ 340 0. 340 n n 9. 62 9. 62 10. 58 10. 58 0 0 0, .,.,,.,: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0. 11 2A 2omd 0.580 n 0.00 0.00 0 0 0 0 0 0 0 0 2A 2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 12C- Osw 0091' e 2.58 2.34 0 0' b D 0 0 0 0_a 2A " 2ov 0.340 e 9.62 30:36 0 0 r4... ... 0 0 0 0 0' o V/ 13A-2ocs 12A-2ov 0. 201 e 0.00 0.00 0 0 0 0 0 0 0 0 L- G 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 J 12C'Osw 0.091: s 2.58 2,34 0 0 0 6 0 0 0: 0 G 2A,,2ay . r 0 3e-s9.82 10 77. s.0 1 0 0 p .,. p p W 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 UfJ 13A 2ocs 0.201 sw 0-00 0.00 0 s,0 0 0 0 0 0 0. D 0.390 sw 0:00 0.00 p 0 p 0 ._... 0 0 0'. Val 12C Osw 0.091 w 2.58 2.34 81 75 193 176 104 104 267 243 F - C 2A 2ov 0.340 w 9.62 30.36 6 0 58 182 0 0 0 0 L- C' 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 13A 2ocs 2A 2ov 0 201 0 340 w w" 0. OQ 0. 00 00 0. 00 0 0 0 0 0 0 0 0 0 04 0 0; 0 0 0 0 12A2ov-' 0.340 w 0,00' 0,00 xt,. 0 0 0 0 p 0 0! 0 I- D Y 12C- Osw 0.091 0.00 0.00 0 p 0 o. o 0 0 0 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 G 166-30ad 0.032 n,. 0.911 1.74 _ 54 54 49 94 ,._ 69 69 a"w,. ..62C 41,201 F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 0: 00 4 0 0 _=___ 0 0 F,`•, a y. ,. .:. fix;: Y,, .,.,,. '.: aaa,x,,._ 6 c) AED excursion 66 29 Envelope loss/gain 300 518 329 334 12 a) Infiltration 159 50 204 65 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 1 0 0 0 Appliances/ other 10 0 Subtotal ( lines 6 to 13) 459 568 533 398 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 459 568 533 398 151 Duct loads 1 461/4, 72116 212 412 46% 72% 246 288 Total room load 671 980 778 687 Air required (cfm) 41 51 48 36 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed w riig h tsoft - 2017-Nov-10 14:35:48 ALGA Right- SuileO Universal 2017 17.0.23 RSU24011 Page 10 eAnastasiaGRS\ Lot308ThornbrookeAnastasiaGRS.rup Calc = MJ8 House faces: S DEL -AIR Right-JO Worksheet 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: Lot308ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name rm 4 rm 3 wic 2 Exposed wall 28.0 It 7.0 it 3 Room height 9.0 ft heat/cool 9.0 it heat/cool 4 Room dimensions 14.0 x 14.0 It 9.5 x 5.0 it 5 Room area 196.0 ft2 47.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-0F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw 0 091 n 2.58 2:34 0 0 0 0 0-" 0, 0; 0 61 2A 2ov 0.840 n' '" 9.62 10 58 0 0 0 0 0 0" 0 0' 213-2fv ,,..,",,, . , 0.30 ;,, r <,. 9.62 10.58 0 0 0 D' J 11 d 2A 2ov 0.340 nV 0.00 0.00 0 0 01 0 0 0 0 0' W 12C'"Osw 0.0 91 e 2.58 2.34 0 0 0 0 0 0 0; 0' 0 30 e'` ' 0.62 30.36 0 0 ,. .,M 0 p p p 0yf/'2A'2ov G 2A 2ovcs 0.340 e 0.00 0.00 OI 0 0 0 0 0 0 0 12C-Osw 0.091 w 2.58 2.34 126 111 286 260 18 18 46 42 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-20v 0.340 w 9.62 30.36 15 0 144 455 0 0 0 0 13A 2ocs 0.201 w 0.00 0.00 0'°" "' D0 0 0 0 0 0 2A 2ov 0.340 w 0 00 0.00 0 0 0IV 0 0 0 0 0 n r o f2A2ov "_._ _ 0.340 w ;, 000 . , , .0:00 ,,,,.; 0 0 _ Q _.._ 0 0 s ,,.. 0 0' 0 12C- Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 ID 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 171 19 Envelope loss/gain 1038 1549 221 219 12 a) Infiltration 496 157 124 39 b) Room ventilation 10 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 1534 1706 345 259 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1534 1706 345 259 151 Duct loads 46 % 72%1 707 1236 46%1 720% 159 187 Total room load 2241 2942 504 446 Air required (cfm) 138 154 31 23 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed wrightsoft"' 2017-Nov-1014:35:48 ALGA Right - Suite@ Universal 2017 17.0.23 RSU24011 Page 11 eAnastasiaGRS\ Lot308ThornbrookeAnastasiaGRS.rup Calc - MJ8 House faces: S DEL -AR aR LthJ® Worksheet 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: Lot308ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name rm 3 loft 2 Exposed wall 24.0 If 11.5 If 3 Room height 9.0 It heat/cool 9.0 it heat/cool 4 5 Room dimensions Room area 13. 0 x 11.0 it 143. 0 ft2 11. 5 x 11.0 If 126. 5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F)I Btuh/ ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat I Cool Gross I N/P/S Heat Cool Gross I N/P/S Heat I Cool 6 12C Osvv" 0 091 n 2.58 2.34 0 0 0 ..:0 " 0 0 0 0 2A- 2ov 0 340 n I' 9.62 10.58 0 0 0 0 0: 0 0 ;0, 282( v £n 6.340 n' 9.624 10.58_ 0 0 0 0 0 0'`' .. 0 13A- 2ocs 0.201 n 0.00 0.00 _ ._0 0_ 0 0 0 0 0 0 11 2A-2omd 0.580 n 0.00 0.00 0 0 0 0 0 0 0 0 II 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 12C Osw 0.091 e 2.58 2:34 wy. 117 117 <301 274 104 ; 74 ' 189 172 l-( : 2A2ov;;r,,. 0.340 e 9.62 3036 0 0 '`","0 '0,',``-30 J 13A-2ocs 0.201 e 0.00 0.00 0 0 0 0 0 0 0 0 t- G 2A-2ov 0.340 e I 0.00I 0.00 0 0 0 0 0 0 0 0 W 12C-Osw 0.091 w 2.58 2.34 0 0 0 0 0 0 0 0 f-- C 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A- 2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 V J -2ocs ; 0.201 w 0:00 0:00 "' 0 D 0 0 0 0 0 0 G1;, 13A 2A 2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0L--G'.2A 2ov 0.340 , ,w,' 0.00 , 0- 0- 0 0 R 12C-Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 W V _.....0 6 c) AED excursion Envelope loss/gain 12 a) Infiltration b) Room ventilation 13 Internal gains: Subtotal ( lines 6 to 13) Less external load Less transfer Redistribution 14 Subtotal 15 Duct loads Total room load Air required (cfm) Occupants @ 230 Appliances/ other 793 425 0 0 1218 0 0 0 1218 46% 1 729/6 561 1780 1 110 51 237 330 593 1540 135 204 65 0 0 0 0 0 0 0 0 365 796 1605 0 0 0 0 0 0 0 0 0 365 796 1605 399 46% 72% 3671 1163 364 1163 2767 87 72 144 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed w r ig h tsOft 2017-Nov-10 14:35:48 4GG1 Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 12 eAnastasiaGRS\ Lot308ThornbrookeAnastasiaGRS rup Calc = MJ8 House faces: S DDEL -AIR Right-JO WorksheetE Alft CRINNTIUMIN6 ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot308ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name I open to below stairs 2 Exposed wall 35.0 It 3.5 It 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 5 Room dimensions Room area 20.5 x 14.5 It 297.3 ftz 1.0 x 311.3 It 311.3 ftz Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ftz°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross I N/P/S Heat I Cool Gross I N/P/S Heat I Cool 6 W 12C Osw 0A91, n 2.58 2.34 131s 91. ' . 233 212 0 0 0 0' 2A 26u. 0 340 • n 9.62 10.58 ;0 0. 0 0 0 0 0 07z. 2B-2fv 0 340 n 9.62 ..._ 10.58 40 0 385 423 ..,..; 0 0 0,;., 0 W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 IG 2A-2omd 0.580 n 0.00 0.00 0 0 0 0 0 0 0 0 L 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 12C Osw 0 091 e 2.58 2?34 185 185 , 475 . 4432 D 0 0 0` G dr0340Vie_. 9:62 3&36 . 0 0 ,•., 0 0 0 0 01 W 13A-2ocs 0.201 e 0.00 0.00 0 0 0 0 0 0 0 0 C 2A-2ov 0.340 e 0.00 0.00 0 0 0 OI 0 0 0 0 UV 12C-Osw 0.091 w 2.58 2.34 0 0 0 0 32 32 81 74 I_( C 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 13A 2ocs 0 201 w 0.00 y0:00 A D 0 0 0 =- 0- 0 0 2A 2ov 0 340 #Qhw GOAD 0.00, 0 f0 s 0 ' 0 1- 0 0""' 12A 2ov,.----0.340 w 0.00 0'00-._._4 0 0 0 0 Q _ '0' 12C-Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 0I-D 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 120 43 Envelope loss/gain 1362 1464 363 572 12 a) Infiltration 620 196 62 20 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 01 0 Subtotal (lines 6 to 13) 1982 1660 425 591 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1982 1660 425 591 15 Duct loads 46%1 729/ 914 1203 46% 72°/ 196 428 Total room load 2896 2863 621 1020 Air required (cfm) 179 149 38 53 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed 4 vvrightsOft' 2017-Nov-1014:35:48 ACCt Right-SuileO Universal 2017 17.0.23 RSU24011 Page 13 eAnastasiaGRS\Lot308ThornbrookeAnastasiaGRS.rup Calc = MJ8 House faces S DEL -AIR Duct System Summary HEATING -GIN CMDrTiOMG ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Heati n g External static pressure 0.30 in H2O Pressure losses 0.06 in H2O Available static pressure 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O Lowest friction rate 0.148 in/100ft Actual air flow 840 cfm Total effective length (TEL) Job: Lot308ThornbrookeAna... Date: 6/4/2014 By: FJF Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.148 in/ 100ft 840 cfm 162 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Mat] Actual Ln (ft) Ftg.Egv Ln (ft) Trunk dining rm c 2639 57 120 0.196 6.0 Ox 0 VIFx 27.1 95.0 SO family rm h 4985 212 190 0.183 8.0 Ox 0 VIFx 36.2 95.0 SO kitchen c 3486 144 158 0.212 7.0 Ox 0 VIFx 18.1 95.0 SO mstr loth h 1399 59 31 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 mstr rm h 5164 219 174 0.148 9.0 Ox 0 VIFx 52.0 110.0 st3 mstr we c 6 0 0 0.164 4.0 Ox 0 VIFx 36.7 110.0 st3 mstr wic c 6 0 0 0.159 4.0 Ox 0 VIFx 41.1 110.0 st3 pantry c 6 0 0 0.209 4.0 Ox0 VIFx 19.6 95.0 St1 pwdr c 495 21 22 0.194 4.0 Ox0 VIFx 28.6 95.0 st1 study h 2536 108 101 0.195 6.0 Ox0 VIFx 27.8 95.0 SO util c 959 20 43 0.191 4.0 Ox0 VIFx 30.9 95.0 SO Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st3 Peak AVF 279 205 0.148 511 10.0 0 x 0 VinlFlx SO SO Peak AVF 840 840 0.148 602 16.0 0 x 0 VinlFlx WI'1 htsoft` 2017-Nov-1014:35:50 9 Right-SuiteOO Universal 2017 17.0.23 RSU24011 Page 1 I CCK...eAnastasiaGRS\Lot308ThornbrookeAnastasiaGRS.rup Calc = MJ8 House faces: S Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb3 Ox 0 840 840 0 0 0 0 Ox 0 VIFx wri htsoft` 2o17-Nov-10 14:35 50 g Right -Suite® Universal 2017 17.0.23 RSU24011 Page 2 MCA...eAnastasiaGRS\Lot308ThornbrookeAnastasiaGRS.rup Calc = MJ8 House faces: S 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 0.202 in/100ft 840 cfm Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.202 in/ 100ft 840 cfm 119 ft Sup IyyBranch De ail Table r 21 p A,... Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk loth 2 c 980 41 51 0.318 4.0 Ox 0 VIFx 5.5 70.0 bth 3 h 778 48 36 0.311 4.0 Ox 0 VI Fx 7.1 70.0 loft c 2767 72 144 0.203 6.0 Ox 0 VIFx 33.0 85.0 st2 open to below h 1448 89 75 0.274 6.0 Ox 0 VIFx 17.5 70.0 open to below -A h 1448 89 75 0.286 6.0 Ox 0 VIFx 14.0 70.0 rm 2 h 2966 183 142 0.270 7.0 Ox 0 VIFx 18.8 70.0 rm 3 h 1780 110 87 0.206 6.0 Ox 0 VIFx 31.5 85.0 st2 rm 3 wic h 504 31 23 0.202 4.0 Ox 0 VIFx 33.7 85.0 st2 rm 4 c 2942 138 154 0.281 7.0 Ox 0 VIFx 15.5 70.0 stairs c 1020 38 53 0.306 6.0 Ox 0 VIFx 8.6 70.0 91 Supply'Trurik Deta i Table a Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st2 Peak AVF 213 255 0.202 576 9.0 0 x 0 VinlFlx Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb2 Ox 0 840 840 0 0 0 0 Ox 0 VIFx wri htsoft` 2017-Nov-1014:35:50 9 Right-Suite(D Universal 2017 17.0.23 RSU24011 Page 3 ACCK ..eAnastasiaGRS\Lot308ThornbrookeAnastasiaGRS.rup Calc = MA House faces: S FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot308ThornbrookeAnastasiaGRS 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 11/10/2017 2:39 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, e-ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than "default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge@ - USRCSB v5.1 11/10/2017 2:39:03 PM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot308ThornbrookeAnastasiaGRS Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2582 sq.ft. Cond. Volume: 23678 cu ft. Envelope Leakage Test Results Regression Data: C: n: Single or Multi Point Test Data HOUSE PRESSURE a Leakage Characteristics CFM(50): FLOW: ELA: 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. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: U7711111114 11/10/2017 2:39 PM Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: OF EKE sT4 W-E EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential vvnole bUHa[ng Perrormance and Prescriptive Methods ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 L/s/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 L/s) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 11 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.2.2 Sealing (Mandatory)NII ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 L/min) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 L/min) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 L/min) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 11/10/2017 2:39 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 3 % inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). 0 R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 60°C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. 0 R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal, and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 0 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 11/10/2017 2:39 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 11/10/2017 2:39 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Corn Page 3 of 3 WINDOW SCHEDULE o WINDOW WIDTHS # ee LA19 n:m u.0 . 1s 1 n• 1 31' 0 pp _ cr n3E UNse.. ran. c,w b s¢ren..,,s wry° I1N rty' j{ I I rmnma ro,¢.,oa wvsva WINDOW CALL -OUTS 0 m,uPu^ ernemv LJ \O 25N 41315H li5N 315N une ur,s aea,aT vM O- s co x2uae z7 0 \S-, OSN 0335P }35N J15N rr Q vnnxw,mvaav wID,via"`°. U O s TRAY CEILING SECTION ® N Ap w SN N N SN 1. SN 3<&+ Tl rae rr ro . . '. rransser aw ts/ lees sl:ea In CALI. TOP.,,eN 65N V)A5N 15 S! 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Ci/Is.N.®r W.4'lti,N1 Q \ xB ro b'ae ,•)vP ,O Iµ:bKlrr CR ka>1G mn rL rnat[ I .YeCnE YYI pM1p Vb Y.ViG YµL " Q J W LL reµ su"IswLL rN ` mm 4 w e I r 14b., ea. d ly rw4 n cn OAUW4RFR71E M * rUls z STAIR SECTIONuW4ua e s wa m a J O 5 Q O_ Mu.,-- ve n inu 4 inches around the air hnndl rgy code. All duct has nn r=6 Insuln tlon value. CID I1 J UJ tE11EiKN MAY vERY FSR F_GFICAiKMS. O T Fit smE awINXW 1, C45E11EM-L511, OR FIXED E mcW y9 I y R A4. l 9• LOF} BEDR ti O ma775 a a. o tOx6 a3ra. Iwcd N O a cE — O O SMUCNRAL NOTES s rE lb.xa iN u wu ,o s ccboesc vcw ,w j tOx6 Iw1.-1x610 1 75 10.6 11c5d5 1 2 rog 85 nva w+.u[ x 8x4 lwcd Bulkier will he ed to ma' vLL.c 25 rr_ provide o/c d-t chose r+n 9' 4x144' I 6 16 I t t t w r 6 I055 cd afue j tumavers n. n.n u,wo . . . . . .. wcd s,xIw 6' 12x12 12xbI40 BEDROOM? 7' Iyl 71]2556 1 ROOM4 e- a ,v.r ac. O o 0 o Fur an x 4 s i oar 8. 4 wc9 O' nk 4IIF. wwe,naw 2. 0 TON W/5KW 2240V IPH,rr 18x10PIotform byO 3° bath duct Transfer ducts/grilles sized 1, bldr t0 Y'OOf Ca p coBW"hl Code thFI M1602.4 eBolancetl W/ f an Return Al,g• a ceptions 1-3. Bulkier Nutone 696RNB St provide unrestricted 1 Inch under t an doors to hnbltnbt, Must have a minimum dearnnce of 4 Inches around the air handler per the State Energy code. AU duct has an r=6 Insulation value. l Q DE' N m O O Q aw z ON ti LJ LLJ cv r Vq" P. o nn9 M LLJ O z O L, J mY o Q o O z M CC) ry F=— QoP o o zCU Q z o z Q - J DLL Rating z or N m 4- LU > z o z iL a o a COIL J (n n 0 TALOR MORRISON HOMES THORNBROOKE HOUSE TYPE: ANASTASIA LOT 308 W/ OPTIONS WATER SOFTENER 1ST FLOOR I 4, V I i MASTER BATH AAV KITCHEN WAMSTACIK FROM ?Nv Fcoo,, WATER SOFTENER 6! L^l 0 V1 C04 Iwo w/lm rvl PGVVDER BATH TALOR MORRISON HOMES THORNBROOKE HOUSE TYPE: ANASTASIA LOT 308 v W/ OPTIONS WATER SOFTENER 2ND FLOOR 3" VJASTU 3TAC((Frl() M 2ND FLOOR CLRANNAi'INw Yn THC UT FLOOR f Lr.v BATH 2 ate - A DESCRIPTION AS FURNISHED: Lot 308, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Poges 70 thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 287 LOT 286 1 I I LOT 288 I 1 N; 00014'55" W N 00010'44'1 W 24.07' 16.07' I 19.78' 19.80, A/C LOT 308 5.12' 5.00' 15.7' D COVERED L v PATIO j 14.3' 1 r>a W LO E LO O o PROPOSED RESIDENCE LOT 309 ti MODEL: ANASTASIA a ti LOT 307 I ' 03 2 CAR GARAGE RIGHT iJl C,I ZONIN ATE 11R 66'. 5.06' 5.0' ENTRY Ok to construct single family home with setbacks and impervious area o shown on plan. 55 `/o irvl(• asfa`a1 G 21.3' 5.00' 16' DRIVE 1 25.21 25.20' 2 10' UTIL. P.C. OF A9, ESMT• LOT 298 WALK ON LOT AREA CAi.CU1_A770NS-- 369.58' LOT = 4,809 SQ.F7- LIVING - r,:;tt> ;O.Fi GARAGE 405 SO.["T ENTRY = 71 SO,F1', CURB LANAI =139 S0. F?. BREEZEWAY = N 00014 55 W S 00010'44 " E ORIVEWAr = 403 24.00' 16.DO' A/C F'AD YALK,V4Y = 68 T. G RED I'OkS'.' _LA11 E hl1PEFAVIOUS- 55 2,622 4 F (PRIVATE ROAD)(50' WIDE) SOD- -' 2,_18_0. 5 5 OFF LOT AREA G'.4LCULA?!U!:IS: pQ ' R/W = 440 SO.r 7. Q PROPOSED = FINISHED SPOT GRADE ELEVATION APRON = 110 PER DRAINAGE PLANS BUILDING SETBACKS: *PLOT PLAN ONLY*. S10 WALK 200 PROPOSED DRAINAGE FLOW FRONT = 25' SOD _: r..3(i _,`.:•F. NOT A SUkVF..;Y Z57ai=:_f if'=' _. ---.._...__........I........... LOT GRADING TYPE A REAR 15' PROPOSED INFORMATION SHOWN ARFA 149 S IPROPOSEDF.F. PER PLANS = 24.3" } SIDE 5.0" BASED ON SUPPLIED PLAN DRIVEWAY - 513 >C;.F'7'. SIDE CORNER f0' AND UR IttISTRr.ICTIONS PF..-R SIDE'AA1..K - 'G8 50."7'. PROPOSED GRADE PER CONSTRUCTION PLAN + CLIENI' NOI' 1:7E10 VLi'1'?1f7EO) SOO = 2 ,(I I CRIISLTNMEKER-SCOTT & ASSOC, INC. - LAND SURVF_Y01?S1. LEGEND - LEGEND - P = PLAT PAL • POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 F = FIELD TYP. • TYPICAL NOTES: I.P. IRON PIPE PR.C. POINT OF REVERSE CURVATURE. I. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRAC77CE SET FORTH BY THE FLORIDA BOARD OF IR. _ [RUN ROD P.C.C. • POINT OF COMPOUND CURVATURE PROFESSIONAL. SURVEYORS AND MAPPERS IN CHAPTER S1-17 FLORIDA ADMINISTRARVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES L.H. = CONCRETE MONUMENT RAD. •RADIAL 2. UNLESS EMBOSSED MTN SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL THIS SURVEY MAP OR COPIES ARE NOT VAUD. SET LR. 1/2' IR. w/BLB 4596 NR. NON -RADIAL J. THIS SURVEY WAS PREPARED FROM TIRE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONSREC. • RECOVERED V.P.• WITNESS POINT OR EASEMENTS THAT AFFECT THIS PROPERTY, POINT OF BEGINNING CALL •CALCULATED S .C. = POINT OF COMMENCEMENT PRA • PERMANENT REFERENCE MUNURENT 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOF.ATED UNLESS OTHERWISE SHOWN. E = CENTERLINE F.F. FINISHED FLOOR ELEVATION S. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTRY' NLD = NAIL i DISK BSA BUILDING SETBACK LINE B. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. RIW+ RIGHT-OF-WAY BA + BENCHMARK ESMT. EASEMENT B.B. BASE HEARING 7• BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (S.D.) ESMB. ELEVATIONS,. IF SHOWN, ARE' BAS D ON NATIONAL GEODETIC DATUM OF 1929, UNLESS OTHERWISE NOTED. 11RAIN. DRAINAGE ' UTIL. = UTILITY 9. CERTIFICATE OF AUTHORIZATION No. 4590. CLFC. CHAIN LINK FENCE WD. FC. • VODD FENCE _---- - C/ D CONCRETE BLOCK SCALE Ems- 1 - 20 DRAWN BY: MLT P. C. = POINT OF CURVATURE P. T. •POINT OF TANGENCY DATE OROER No. ESC. DESCRIPTION CERTIFIED BY: R = RADIUS L = APC LENGTH PLOT PUN 1 1-13-1 J 4909- T D = DELTA C = CHORD C. R. CHORD BEARING NORTH GRUSEI THIS BUILDING/PROPERTY OOES.NOT UE WITHINTHE ESTABLISHED100YEARFLOODPLANEASPER 'FIRM" , R.L.S. j 4714 20NE • X• MAP / 12117C 0055 F. J S 1 4801 STATE CERT .LIC EC13003715 ELECTRICAL SERVICES, INC. A.._ HOLDER: JOSEPH STRADA 3400 St Johns Pkwy NEC 2011/FBC 107 SANFORD,FL a"T RA DAN877-906-1113 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 Cooktop Microwave 1 Dryer 1 Disposal 1 Pool misc TOTAL OTHER LOAD FIRST10KVA@100% 10,000 REMAINDER @ 40 % 9742 LARGESTLOAD 15572 TOTAL LOAD 35 3 44 V.A./ SIZE RECOMMENDED 200 SERVICE SIZE: 240VOLTS= 1 147 — 1 MINIMUM PER 150 NEC 8 7755 4500 1500 1500 4500 8000 0 0 1100 5000 500 0 34355 IUN '.:uIT Ilvv 2 4032 10000 6500 0 2.5 5040 1.0000 6500 0 3 5280 10000 6500 0 3.5 6168 8000 5200 0 4 6888 8000 5200 0 5 8160 10000 6500 0 10 KW SETUP 0 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 PO,Q PREWiR S,'. QTY,. `AMPS 4 4fJ 241 1tlQ 240 n Note: This Load Calc is base an the information provided by the builder. The recommended service size will be installed leaving sufficient usage for future homeowner. MiTek® f Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely oh lumber values established by others. RECORD COPY RE: TB0308 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Taylor Morrison Project Name: TB0308 Model: Anastasia Tampa, FL 33610-4115 Lot/Block: 308 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: FBC2014ITP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 45.0 psf Floor Load: 55.0 psf This package includes 58 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name I Date No. Seal# Truss Name Date 1 T12625043 I C1A 11/30/17 18 T12625060 F04 11/30/17 12 1 T12625044 1 C1 B 11/30/17 1 19 I T12625061 I F05 1 11/30/17 1 13 1 T12625045 C3A 11/30/17 20 1 T12625062 F06 I V30/17 1 14 1 T12625046 C313 11/30/17 121 T12625063 F07 1 11/30/17 1 15 1 T12625047 1 C5A 1 11/30/17 122 T12625064 F08 11/30/17 16 T12625048 1 C513 1 11/30/17 123 I T12625065 I F09 11/30/17 17 1 T12625049 1 CJ1 1 11/30/17 124 I T12625066 I F10 1 11/30/17 1 18 1 T12625050 1 CJ3 1 11/30/17 125 I T12625067 I F11 1 11/30/17 1 19 1 T12625051 1 CJ5 1 11/30/17 126 I T12625068 I F12 1 11/30/17 110 1 T12625052 1 E7A 1 11/30/17 127 J T12625069 I F13 1 11/30/17 1 11 IT126250531E713 1 11/30/17 128 IT12625070(F14 111/30/171 112 1 T12625054 1 EJ2 1 11/30/17 129 I T12625071 I F15 11/30/17 1 13 1 T12625055 ( EJ7 1 11/30/17 130 I T12625072 I F16 11/30/17 114 I T12625056 1 F01 11/30/17 131 1 T1 2625073 1 FG1 11/30/17 115 1 T12625057 1 F02 11/30/17 132 1 T12625074 1 1-17A 1 11/30/17 1 116 I T12625058 I F02A 11/30/17 33 T12625075 H7B 1 11/30/17 1 117 I T12625059 I F03 1 11/30/17 134 1 T12625076 1 HJ2 1 11/30/171 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: 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. a 3653 11111111111 JER P, P, p 00- N0 28 9 0: STATE OF 00 iF . O R I V P' N` 111111 Walter 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: TB0308 - Site Information: Customer Info: Taylor Morrison Project Name: TB0308 Model: Anastasia Lot/Block: 308 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. Seal# Truss Name Date 135 J T12625077 HJ7 11/30/17 1 136 I T12625078 I T01 1 11 /30/17 1 137 I T12625079 I T02 11 /30/17 1 138 I T12625080 I T03 11 /30/17 139 1 T12625081 I T04 1 11/30/17 1 140 T12625082 1 T05 1 11 /30/17 1 141 I T12625083 I T06 1 11 /30/17 142 I T12625084 I T07 11 /30/17 143 I T12625085 1 T08 1 11 /30/17 1 144 I T12625086 I T09 11 /30/17 1 145 I T12625087 I T10 1 11/30/17 1 46 I T12625088 I T11 11/30/17 147 T12625089 J T12 1 11/30/17 148 I T12625090 I T13 1 11/30/17 1 149 I T12625091 I T14 1 11 /30/17 J 150 T12625092 J T15 1 11/30/17 1 151 I T12625093 I T16 1 11/30/171 152 I T12625094 I T17 1 11/30/17 1 153 I T12625095 I T18 1 11/30/17 1 154 1 T12625096 V01 1 11 /30/17 1 155 1 T12625097 V02 1 11 /30/17 1 156 1 T12625098 1 V03 1 11 /30/17 1 157 1 T12625099 VO4 11/30/17 158 1 T12625100 V05 11 /30/17 2of2 Job Truss Truss Type Qty Ply T12625043 TBO308 CIA Jack -Open 1 1 i Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 1-0-0 ADEQUATE SUPPORT REQUIRED. 2x4 — 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 TCDL 15.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 * Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (fb/size) 1=44/Mechanical, 2=34/Mechanicat, 3=10/Mechanical Max Horz 1=22(LC 12) Max Upliftl=-5(LC 12), 2=-23(LC 12) Max Grav1=44(LC 1), 2=34(LC 1), 3=20(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:48,27 2017 Page I ID:0837CakNCJU5ySDiQmC Ddnyd 11 m-wbsCbcyiuex 1 LVgJ 1 W duumph6trAtMt6ja9dCZyDyvY Scale = 1:7.1 w 0 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.00 1 >999 240 MT20 244/190 Vert(TL) -0.00 1 >999 180 Horz(TL) -0.00 2 n/a n/a Weight: 3 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 5 lb uplift at joint 1 and 23 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f0/03/ O15 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a Truss system. Before use, the building designer must verity the alV scability of design paramelers and properly incorporate This design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord rnernbeis only. Additional temporary and permaneni bracing d Welk` is always required for stability and to prevent collapse with possible personal injury and roperly darnoge. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tn1SSeS 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, 2113 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12626044 TBO308 C1B Jack -Open 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:48:27 2017 Page 1 ID:0837CakNCJU5ySDiOmCDdnydl 1m-wbsCbeyiuexlLVgJ1 Wduumpg_trBtMt6jagdCZyDyvY 1-0-0 1-0-0 Scale = 1:6.2 2x4 = 1-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 2 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 5 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-1 1 /Mechanical, 2=159/0-8-0, 4=9/Mechanical Max Horz2=34(LC 8) Max Uplift3=-11(1-C 1), 2=-102(LC 8) Max Grav3=18(LC 8), 2=159(LC 1), 4=18(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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 11 lb uplift at joint 3 and 102 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII-7473 rev. l aV312015 BEFORE USE. Design valid for use only with Mllekm connectors. This design is based only upon paramelers shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. A•-ddltlonal temporary and permanent bracing MiTek' prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, se.eANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Truss Truss Type Qty Ply T12625045 TB0308 C3A Jack -Open 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 2x4 = ADEQUATE SUPPORT REQUIRED. 3-0-0 3-0-0 3-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:48,27 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl1 m-wbsCbcyiuexl LVgJt WduumpeOtgstMt6ja9dCZyDyvY Scale = 1:12.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.00 1-3 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 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=101/Mechanical, 3=29/Mechanical Max Horz 1=63(LC 12) Max Uplittl=-17(LC 12), 2=-65(LC 12) Max Gravl=129(LC 1), 2=101(LC 1), 3=58(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown 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 17 lb uplift at joint 1 and 65 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -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 Betatrusssystem. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of IS always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street. Suite 312, Alexandria- VA 22314. Job Truss Truss Type Qty Ply T12625046 TBO308 C313 Jack -Open 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:48:28 2017 Page 1 I D:0837CakN CJ U5yS DiQmC Ddnyd 11 m-OoQaoyzKfy3tzfO VbD87QzMq?HANcp7FxEuBk?yDyvX 1-0-0 3-0-0 1-o-0 3-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 TCDL 15.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014tTP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=67/Mechanical, 2=234/0-8-0, 4=26/Mechanical Max Horz 2=61(LC 8) Max Uplift3=-43(LC 12), 2=-114(LC 8) Max Grav3=67(LC 1), 2=234(LC 1), 4=52(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:9.6 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.00 2-4 >999 240 MT20 244/190 Vert(TL) -0.01 2-4 >999 180 Horz(TL) -0.00 3 n/a n/a Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.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 43 lb uplift at joint 3 and 114 lb uplift at joint 2. 6) "Semi=rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekns connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. &acing Indleaied Is to prevent tucking of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the M iTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625047 TBO308 GSA Jack -Open 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 5-0-0 5-0-0 ADEQUATE4= SUPPORT REQUIRED. 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:48:28 2017 Page 1 I D:0837CakNCJU5ySDiQmCDdnydl 1 m-OoQaoyzKWtzfOVbD87QzMjoH7ycp7FxEuBk?yDyvX 16 Scale = 1:17.3 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 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 FBC2014RP12007 Matrix) Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing: REACTIONS. (lb/size) 1=219/Mechanical, 2=1 7 1 /Mechanical, 3=49/Mechanical Max Horz 1=106(LC 12) Max Upliftl=-31(LC 12), 2=-109(LC 12) Max Grav 1 =219(LC 1), 2=171(LC 1), 3=98(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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) 0-0-12 to 3-0-12, Interior(1) 3-0-12 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 1 and 109 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - 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® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" IS always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and 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 Oily Pry T12625048 TB0308 C58 Jack -Open 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 TCDL 15.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ibisize) 3=148/Mechanical, 2=314/0-8-0, 4=46/Mechanical Max Horz 2=89(LC 8) Max Uplift3=-85(LC 12), 2=-124(LC 8) Max Grav3=148(LC 1), 2=314(LC 1), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:48:29 lot I Page 1 I D:0837CakNCJ U5yS DiOmCDdnyd l l m-s_y01ryQFBkbpzh9wgMzBvx6gTjLGN PAuekHSyDyv W 5-0-0 5-0-0 Scale = 1:12.9 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.03 2-4 >999 240 MT20 244/190 Vert(TL) -0.07 2-4 >820 180 Horz(TL) -0.00 3 n/a n/a Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 3 and 124 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MilekO connectors. This design is based only upon parameters shown, and is for an individual !wilding component, not o truss system. Before use, the building designer must verify the applicability of design paramefersand properly incorporate this design Into the overall building design. Bracing Indicated is to Iwckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW preventis always required for stabil0y 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 buss systems, see-ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625049 TB0308 CJ1 Jack -Open 19 t Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 Mi I ek Industries, Inc. Thu Nov 3o 15:48:29 201 t Page 1 ID:0837CakNCJU5ySDiQmCDdnyd11 m-s_y01zyQFBkbpzh9wgMzBvORgXeLGNPAuekHSyDyvW 1-0-0 1-0-0 2x4 — 1-0-0 Scale = 1:7.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-5/Mechanical, 2=154/0-3-8, 4=10/Mechanical Max Horz2=38(LC 12) Max Uplift3=-5(LC 13), 2=-48(LC 12) Max Grav3=13(LC 8), 2=154(LC 1), 4=19(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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 5 lb uplift at joint 3 and 48 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE, e V Design valid for use only with MiTek& connectors. [his design is based only upon parameters shown, and is for an Individual building component, not tl a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and perrnaneni bracing it MiTek' prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and muss systems, ,-(,ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625050 TB0308 CJ3 Jack -Open 15 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:48:30 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-KAXLDe_aBZJbDZYuieBbWORAK4sr4jdYPYNHpuyDyvV 1-0-3-0-0 1-0-00 3-0-0 Scale = 1:12.3 2x4 = 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 2-4 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.01 2-4 999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (ib/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. (Ib) - 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. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 3 and 56 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, The building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent truckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with rx>ssible personal injury and property cRtmage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seo-ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 2231& Tampa, FL 33610 Job Truss Truss Type Qty Ply r12s2sosl TB0308 CJS Jack -Open 15 1 Job Reference (optional) Builders Firsl3ource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:48:30 2017 Page 1 I D:0837CakNCJ USyS DiQmCDdnyd 11 m-KAXLDe_aBZJbDzYuieBb W 0R4y4pb4f dYPYN HpuyDyvV 1-0-0 5-0-0 1 0-0 5-0-0 Scale = 1:17.3 20 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.03 2-4 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(TL) 0.08 2-4 727 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0. Code FBC2014/TP12007 Matrix) Weight: 18 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=158/Mechanical, 2=305/0-3-8, 4=48/Mechanical Max Horz 2=121(LC 12) Max Uplift3=-104(1_C 12), 2=-62(LC 12) Max Grav3=158(LC 1), 2=305(LC 1), 4=96(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3 and 62 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for on individual bullding component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall Indicated Is to buckling individual truss web and/or chord memt ers only. Additional temporary and permanent bracinq MiTekbuildingdesign. Bracing prevent of is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the. fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSIITPII Qualify 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 T12625052 TB0308 E7A Jack -Open 6 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 3x6 = ADEQUATE SUPPORT REQUIRED. 7-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:48:30 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-KAXLDe_aBZJbDzYuieBbWOR?D4kh4jdYPYNHpuyDyvV Scale = 1:22.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 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 FBC2014/-FP12007 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 purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=309/Mechanical, 2=217/Mechanical, 3=92/Mechanical Max Horz 1=148(LC 12) Max Upliftl=-44(LC 12), 2=-129(LC 12) Max Gravl=309(LC 1), 2=217(LC 1), 3=135(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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 44 lb uplift at joint 1 and 129 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Illy Design valid for use only with MiTek© connectors. This design is based only upon parameters shown, and is for an individual building component, not - - y a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporaie this design into the overall ll building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord rnernbers only. Additional temrxxary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property darnoge. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and 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 TJob T12625053 TBO308 E713 Jack -Open 4 Reference (optional) Builders FirstSource, Tama, Plant City, Florida 33566 3x4 = LOADING (psf) SPACING- 2-0-0 CSL TCLL - 20.0 Plate Grip DOL 1.25 TC 0.76 TCDL 15.0 Lumber DOL 1.25 BC 0.52 BCLL 0.0 Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SPNo.2 REACTIONS. (lb/size) 3=205/Mechanical, 2=400/0-8-0, 4=83/Mechanical Max Horz 2=117(LC 8) Max Uplift3=-106(LC 12), 2=-140(LC 8) Max Grav3=205(LC 1), 2=400(LC 1), 4=127(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 7.640 s Aug 16 2017 MITek Industries, Inc. Thu Nov 30 15:48:31 2017 Page 1 D:0837CakNCJU5ySDiQmCDdnyd11 m-oN5jR_7CytRSg674GLig2c_CcU54pAtidC7rLKyDyvU 7-0-0 7-0-0 Scale: 3/4"=1' DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.10 2-4 >825 240 MT20 244/190 Vert(TL) -0.27 2-4 >295 180 Horz(TL) -0.00 3 n/a n/a Weight: 23 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; VuIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 Ib uplift at joint 3 and 140 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - 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(b connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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 tnrss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tama, FL 33610 Job Truss Truss Type Qty Ply T12625054 T60306 EJ2 Jack -Open 6 1 Job Reference (optional) Builders FirstSource, Tampa, Plant city, Florida 33566 7.640 s Aug 16 2017 Mi I ek Industries, Inc. I nu Nov 30 15:46:31 201 ( rage 1 I D:0837CakNCJ U5ySDiQmCDdnydl 1 m-oN5jR_?CytRSg674GLig2c_MxUDipAtidC7rLKyDyvU 1-10-8 - 1-0-0 1-10-8 Scale = 1:9.4 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 8 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=44/Mechanical, 2=175/0-3-8, 4=18/Mechanical Max Horz2=56(LC 12) Max Uplift3=-33(LC 12), 2=-46(LC 12) Max Grav3=44(LC 1), 2=175(LC 1), 4=37(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 3 and 46 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 101032015 BEFORE USE. Design valid for use only with MITek@ connectors. This design is based only upon parameters shown, and is for an individual building component. not --- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall iiiVVVIII 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 guidarlco regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625055 TB0308 EJ7 Jack -Open 16 1 Job Reference o tional Builders FirslSource. Tampa, Plant City, Florida 33566 1-0-0 ti4U s Aug iti zul ( Mi eK industries, Inc. Thu Nov 30 15:48:32;m 7 rage 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-GZf5eKOgjAZJSGiGg3D3bpXNwuQgYd6rsssOtnyDyvT Scale = 1:22.2 6-4-2 6-4-2 7-0-0 0-7-14 . LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/1ell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.06 2-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.10 2-5 >643 180 BCLL 0.0 Rep Stress Incr YES 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 puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. Ali bearings Mechanical except (jt=fength) 2=0-8-0, 5=0-11-5. Ib) - Max Horz2=163(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 5 except 3=-124(LC 12), 4=-121(LC 1) Max Grav All reactions 250 lb or less at joint(s) 3, 4 except 2=359(LC 1), 5=306(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5 except Qt=lb) 3=124,4=121. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design pammeten and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10IV312019 BEFORE USE. Design valid for use only wilh MilekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not - V a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord rnemt rs only. Additional ternparary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property dk3fflUge. For general guidance regarding the fatxication, storage, delivery, eieclion 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 T12625056 TB0308 F01 Floor 1 1 Job Reference (optional) aunoers rnsrooume, 1 ampa, riam urry, rronaa as000 r.ovv s mug to ev i r mi i — nwusuies, inc. i nu rvov ov WAO ev 1l raye i I D:0837CakNCJ U 5ySD iQmCDdnyd 11 m-klDTsg 1 SU U iA4QHTOmkl713Uc I q B HvF_5W cyQ DyDyvS 0-1-8 p, g 3.p H1 1-4-00"1 0 0 i 3' 1 Scale = 1:33.4 1.5x3 II 1.5x3 = 3x4 = 3x4 = 3x6 FP= 3x4 = 1.5x3 11 1.5x3 II 5x6 = 3x4 = 3x4 = 5x6 11 1 2 3 4 5 6 7 8 9 10 1112 13 26 0o u 1.5x3 = 3x6 FP— 5x6 11 3x6 FP— 6x8 = 9-8-0 ate LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) 0.02 16 999 360 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) PLATES GRIP MT20 244/190 Weight: 133 lb FT = 20%F, 11°i 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 Qt=length) 13=0-3-0. Ib) - Max Grav All reactions 250 lb or less at joint(s) except 25=407(LC 3), 13=1326(LC 4), 24=880(LC 3), 23=756(LC 3), 21=905(LC 1), 20=1916(LC 1), 20=1916(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=0/363, 4-5=0/363, 5-6=0/973, 6-7=0/973, 7-8=0/973, 8-9=-875/0, 9-1 0=-1 717/0, 10-11= 1040/0, 11-12=-1048/0, 12-13=-1040/0 BOT CHORD 24-25=0/278, 22-23=-468/0, 21-22=-468/0, 20-21=-973/0, 17-18=0/1711, 16-17=0/1711, 15-16=0/1703 WEBS 12-15= 355/0, 13-15=0/1494, 2-25=-385/0, 2-24=-634/0, 3-24— 537/0, 3-23=-758/0, 5-23=-291/237, 5-21=-931/0, 6-21= 304/0, 10-15=-966/0, 9-18=-1255/0, 8-18=0/1332, 8-20=-1803/0 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x6 MT20 unless otherwise indicated. 3) Bearing at joint(s) 25 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 14-25=-10, 1-13=-320 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. _ Design valid for use only with Mllek® connectors. This design is based only upon paramelers shown, and is lot an Individual Wilding component, nor -- El a truss system. Before use, the building designer must verify the aphlicablilty of design parameters and properly incorporate this design Into the overall law tAAd(ng design. Bracing indicated Is to prevent tackling of Individual truss \veb and/or chord members only. Additional temporary and permanent bracing MITek' is always required for stability and to prevent collapse with possitAe personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625057 TBO308 F02 FLOOR 1 1 Job Reference (optional) rsuuaers r-vsroource, T ampa, ram "'y. nunaa aa000 -.1 ,- —, , , 111- . . 11— -- ._. . ID:0837CakNCJU5ySDiQmCDdnydllm-Dynr3?15FoglhasfxUFYgEcgGhOo0S48KALVyfyDyvR 0-1-8 H 7 q_p t-9-4 Q 30 Scale = 1:33.3 1.5x3 II 1.5x3 = 1.5x3 = 1.5x3 11 1 2 3 4 5 6 24 7 25 8 23 22 3x6 11 3x6 11 9 10 11 1.5x3 11 3x6 - 1.5x3 11 11-8-0 3-2-0 Plate Offsets (X,Y)-- 6:0-1-8 Edgej [18:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) 0.18 18-19 756 360 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(TL) 0.28 18-19 483 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.03 13 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) 18-5-41 a-8-12 PLATES GRIP MT20 244/190 Weight: 104 lb FT = 20°i F, 11°i E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-7-4 except (jt=length) 11 =0-3-0,16=0-4-0, 14=0-4-0. Ib) - 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. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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/O, 8-15=0/358, 7-15=-380/0, 7-16=-212/252, 6-16=-879/0, 6-17=0/260 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verify design parameters and READ NOTES ON TH1S AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual (wilding component, not - a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Welk' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent braising ry elk` Is always required for stability and to prevent collapse with possible personal injury and property darnarge. 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, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625058 TBO308 F02A Floor 1 1 i Job Reference (optional) uumers rrrstaource, i ampa, nam i.ny, nonoa --- 0-1-8 H i 140 22 21 Scale = 1:33.3 1-9-4 1.5x3 II 3 4 5 6 ID:0837CakNCJU5ySDiQnICDdnydllm-Dynr3?15FoglhasfxUFYgEcgOhOu0S08KALVyfyDyvR 3Q,--81 3 0 3x6 3x6 11 23 7 24 8 9 10 11 1.Sx3 11 3x6 = 1.5x3 11 18-5-4 Plate Offsets (X Y)-- 6:0-1-8 Edgej [17:0-1-8 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 0.91 Vert(ILL) -0.18 17-18 >770 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(TL) -0.28 17-18 >492 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.03 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 104lb FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No-2(flat) TOP CHORD Structural wood sheathing directly applied or 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. Ib) - Max Grav All reactions 250 lb or less at joint(s) except 11=292(LC 11), 20=751(LC 11), 14=759(LC 11), 15=368(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1038/0, 3-4=-1590/0, 4-5=-1463/0, 5-6=-1463/0, 6-23=-956/0, 7-23=-956/0 BOT CHORD 19-20=0/633, 18-19=0/1431, 17-18=0/1671, 16-17=0/1463, 15-16=0/1463, 14-15=0/641, 13-14=0/287 WEBS 11-13=0/285, 2-20=-942/0, 2-19=0/619, 3-19= 601/0, 4-17=-315/0, 8-14=-272/0, 7-14=-741/0, 7-15=0/528, 6-15=-875/0, 6-16=0/259 NOTES- (7) 1) Unbalanced floor live loads Have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 7) "This manufactured product is designed as anindividual building component. The suitability and use 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 MITek0 connectors. This design is based only upon parameters shown, and is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 pior erty damage. For general guidance regarding the fatxtcation, storage, delivery, erection and bracing of trusses and tnrss 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 T12625059 TB0308 F03 Floor 8 i Job Reference (optional) ounoers nrsraowce, Tampa, norm any, nonoa ss000 0-1-8 HI 140 1.5x3 II 1.5x3 = 1.5x3 = 4x6 = 1 2 22 21 3 r.o90 s r ug o zo rmii—ma--s, mc. ,nury—IJ:9L5:SJ ZU 1/ rage, I D:0837CakNCJ U5yS DiQmC Ddnyd 11 m-h8LE HL2j05yuJ kRrVBmnDS9wC5001ghHYg52U 5yDyvQ 1-9-4 1.5x3 li 4 5 6 30 $ Scale = 1:33.3 3x6 4x6 7 8 9 10 11 4x6 = 1.5x3 11 4x6 = 1.5x3 11 18-5-4 i A_S-A 0ocpN 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 CS]. DEFL. in (loc) I/deft 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 FBC2014/TP12007 Matrix) Weight: 104lb FT = 20%F, 11Ai 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.i(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.lMax. 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, B-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 - 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 shoum, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage., delivery, 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 T12625060 TBO308 F04 Floor Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 0-1-8 H1 140 1.5x3 II 1.5x3 = 1.5x3 = 4x6 = 23 122 194 1.5x3 11 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15,48:36 2017 Page 1 I D:0837CakNCJ U5yS DiQmC Ddnyd 11 m-9Kvc U h3LnP41xuO23vI Olfh?BVhLU D 1 RnUgcOYyDyv P 3 Scale = 1:33.3 4x6 3x6 5x6 11 8 24 9 10 11 0oc? u 4x6 = 3x8 MT20HS FP = 1.5x3 11 5x8 = 1.5x3 11 1.5x3 SP= 14-3-4 18-5-4 18-8-i12 14-3-4 4-2-0 0-3- 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/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) 0.22 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Vert(TL) 0.34 15-16 >645 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code FBC2014lTP12007 Matrix) Weight: 108 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) *Except* end verticals. 12-18: 2x4 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 11=1377/0-3-8, 21=1093/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1651/0, 3-4=-2753/0, 4-5=-3477/0, 5-6=-3477/0, 6-7=-3421/0, 7-8=-2860/0, 8-24=-2857/0, 9-24=-2883/0, 9-1 0=-1 197/0, 10-11=-1197/0 BOT CHORD 20-21=0/944, 19-20=0/2327, 18-19=0/3181, 17-18=0/3181, 16-17=0/3477, 15-16=0/3477, 14-15=0/3295, 13-14=0/2388 WEBS 11-13=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 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 MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This deslgn Is based only upon parameters shown, and Is for an Individual building component, nor a truss system. Before use, the building designer must verify The applicability of design parareters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI] Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625061 TBO308 F05 Floor 1 1 Job Reference (optional) owraers rusnoource, i ampa, Warn i,ny, nonaa asaoo 0-1-8 H 1 1-4-0 19 18 3x4 = 2 i.oYvar uy iv cv i nni cn viwau va, u. iuu luau ov i.Yo.ov <.. , ayo I D:0837CakNCJ U5ySDiQmCDdnyd 11 m-9Kvc U h3LnP41xu023vI01fh 1 U VkZUJ_RnUgcOYyDyv P 1-11-0 i 9r4-0T0 Scale = 1:26.3 3x4 = 3x4 = 1.5x3 II 1.5x3 II 4x6 = 3x6 II 4x6 II 3 4 5 6 7 8 9 10 3x4 = 3x4 = 3x4 — 3x4 = 4x6 = 4x6 = 1.50 II 1 Plate Offsets (X Y)-- j10:0-3-0 Edgel [13 0-1-8 Edge] [14:0-1-8 Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) 0.19 14-15 887 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) 0.29 14-15 588 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) *Except' TOP CHORD 8-10: 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.1(flat) BOT CHORD WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 10=788/0-3-8, 17=788/0-7-4 FORCES. (Ib) - 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 Weight: 84lb FT=20%F,11%E Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/201S BEFORE USE. Design valid for use only with MITek9 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Indicated Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing till M iTek' building design, Bracing prevent of is always required for slability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricatkrt storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type city Ply T72625062 TB0308 F06 Floor 1 1 Job Reference (optional) 8mlaers rlrstsource, I ampa, elan ary, rlonaa asobb /.640 s Aug i 6 2OI7 MI I ek Industries, Inc. i nU Nov 30 ra:4o:sr co , rage i ID:0837CakNCJU5ySDiQmCDdnydl 1 m-dXT_hl4zYjCcY 1 aEdcpFltEAjv6cDo?a08agZ_yDyvO 0-1-8 1-4-0 2-1-12 0 1 8 17 16 1.5x3 1.5x3 = 1.5x3 i 1.5x3 = 1.5x3 1.5x3 = 1 2 3 4 5 6 7 8 0 II i 14 13 12 11 10 3x6 = 18 14-10-12 14-10-12 Plate Offsets (XY)-- j6:0-1-8 Edged f12:0-1-8 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 WB 0.34 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 82lb FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(tlat) 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 M?EK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. qw Design valld for use only with MilekO connectors. this design Is based only upon parameters shown, and is for an Individual building component. no[ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' IS always reyutred for stability and to prevent collapse with possltAe persorxil injury and property dcnnage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of musses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute. 218 N. Lee Street, Suite 312. Adexan drlo. VA 22314. Job Truss Truss Type Oty Ply T12625063 T80306 F07 Floor Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:48:37 2017 Page 1 ID:0837CakNCJU5ySDiOmCDdnydl1m-dXT_hl4zYjCcYtaEdcpFItELXvALDrja08a9Z_yDyv0 1-4-0 3x4 = 0I 1 30 II 2 3 3x4 = 4 3x4 Scale = 1:10.0 3x6 = 3x6 = 3-7-15 3-7-15 Plate Offsets (X,Y)-- 1:Edge.0-1-81, j2:0-1-8,Edgel, (3:0-1-8,Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well 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 FBC2014lTP12007 Matrix) Weight: 27lb FT = 20°i F, 11°! E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-15 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=569/Mechanical, 5=494/0-3-8 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-539/0 BOT CHORD 7-8=0/539, 6-7=0/539, 5-6=0/539 WEBS 2-8=-708/0, 3-5=-708/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 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 (pit) 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 MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MllekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall design. Bracing Indicated Is to tackling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' building prevent I,. 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 thus systems, seeANSl7TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply T12625064 TB0308 F08 GABLE 1 i Job Reference (optional) ounoers nrsraource, i ampa, Warn any, nonaa owoo yuy i raye ID:0837CakNCJU5ySDiOmCDdnydl 1 m-51OMvN4b10KTAB9QAJKUg4nYOlcjyK6kEoJj5QyDyvN oN8 Scale = 1:25.5 1 2 3 4 5 6 7 8 9 10 11 12 i 13 28 i 30 I 0 27 I 29 26 25 24 23 22 21 20 19 18 17 16 15 14 i 1-4-0 M-Cr 4-0-0 5-4-0 6-8-0 8-0-0 9-4-0 10-8-0 12-0-0 13-4-0 14-8-0 15-G 1-4-0. 1-4-0 1-4-0 1-4-0 4-0 410i1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 14 n/a n/a BCDL 5.0 Code FBC2014ITP12007 (Matrix) Weight: 76 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 15-6-8. Ib) - Max Grav All reactions 250 lb or less at joint(s) 26, 14, 25, 24, 23, 22, 21, 20, 19, 18, 17, 16, 15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for an individual building component, nor a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to buckling of individual truss web and/or chord mernbers only. Addlikinal temporary and permanent bracing nil iTek' prevent is always required for stability and to prevent collapse with possible personal injury and property dOT110ge. For general guidance regarding the 6904 Parke East Blvd. fabricatk n, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type city Ply T12625065 T60308 F09 Floor 5 1 Job Reference optional) ounuer> 1-1—... e, .a V., -y, ri . - 0-1-8 H 1 1-40 18 117 ID:0837CakNCJU5ySDIQmCDdnydt 1 m-SOMvN4bI0KTAB9QAJKUg4nNulNgyF9kEoJj5Qy0yvN 1-9-8 1 1-0-0 018 Scale = 1:26.9 1.5x3 1.5x3 1.5x3 = 1.5x3 = 1.5x3 = 1.5x3 1.5x3 11 1.5x3 = 1 2 3 4 21 5 6 7 8 9 Plate Offsets (X Y)-- 13:0-1-8 Edge], j14:0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0.16 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(TL) -0.25 12-13 >740 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 86lb 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, Except: 2-2-0 oc bracing: 12-13. REACTIONS. (lb/size) 16=834/0-7-4, 10=834/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1177/0, 3-4=-1979/0, 4-21=-1979/0, 5-21=-1979/0, 5-6=-1979/0, 6-7=-1868/0, 7-8=-1189/0 BOT CHORD 15-16=0/713, 14-15=0/1636, 13-14=0/1979, 12-13=0/2038, 11-12=0/1649, 10-11=0/709 WEBS 2-16=-1062/0, 2-15=0/709, 3-15=-702/0, 3-14=0/648, 4-14= 342/0, 8-1 0=-1 056/0, 8-11=0/734, 7-11=-703/0, 7-12=0/335, 6-12=-261/0, 6-13=-281/244 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1070372015 BEFORE USE. _ Design valid for use only with MiTek® connectors. This design h based only upon parameters shoum, and is for an individual Wilding component, not _ Y a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MOWTbuildingdesign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional lernporary and permanent bracing I VII IG W is always required for stability and to prevent collapse with possible personal injury arxi pxoperty, 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, Sufle 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T12625066 TB0308 F10 Floor 4 1 Job Reference (optional) 8miders Flrsibource, I ampa, flan Uity, Florida 336ti6 r.tiau s Hug it, zvi r ml i ex mausmes, inc. i nu rvov su u:assa zur r rage r I D:0837CakNCJ U5yS DiQ mC Dd nyd 11 m-Zvak6j5D3KSKoLkck 1 rjN IJYsij hhiatTS3GdtyDyvM 0-1-8 iI 11 1 018 H 0 S11l Scale = 1:26.3 2 1.5x3 1.5x3 II 3 4 5 6 7 1.5x3 1.5x3 = 8 9 19 0ro 3x6 = 15-2-12 Plate Offsets (X Y)-- 13:0-1-8 Edge], f14:0-1-8Edgej LOADING( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.15 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(TL) -0.22 12-13 >822 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 85 lb FT = 20°i F, 11°i 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. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1154/0, 3-4=-1920/0, 4-5= 1920/0, 5-6=-1920/0, 6-7=-1827/0, 7-8=-1186/D 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, 8-1 0=-1 050/0, 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 MII-7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with MiTek® connectors. [his design is based only upon parameters shown, and Is for an Individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web 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 trusses and Imss 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 rizszsos7 T80308 Fit Floor Girder 1 1 Job Reference (optional) Dwweia niaiauw anlpa, rani Uny, H—w 33566 7.640 s Auy is e01 r rvni ek ind-hi s, wo. inu "" u.va.3a"i r rays i I D:0837CakNCJ U5yS DiQmCDdnyd 11 m-Zvak6j 5D3KSKoLkckl rjN IJ VKiighg PtTS3GdtyDyvM 0-1-8 1_ 4-0 1912 080 0,1-8 Scale = 1:26.3 18 17 1.5x3 II 1.5x3 = 1.5x3 II 1.5x3 = 3x6 = 3x6 = 1.5x3 11 1.5x3 11 3x4 = 3x4 = 4x6 = 1.5x3 = 1 2 3 4 5 6 7 8 9 3x4 = 3x6 = 3x4 = 3x4 = 3x4 = 4x6 = 3x6 = 15-2-12 Plate Offsets (X,Y)-- j13:0-1-8 Edgel (14:0-1-8,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.17 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.27 12-13 >672 240 BCLL 0.0 Rep Stress Incr NO W B 0.48 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 85 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No. 1(flat) TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc purlins, except BOT CHORD 2x4 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=1039/0-3-8, 16=906/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1299/0, 3-4=-2274/0, 4-5=-2274/0, 5-6=-2274/0, 6-7=-2358/0, 7-8=-1590/0 BOT CHORD 15-16=0/777, 14-15=0/1827, 13-14=0/2274, 12-13=0/2422, 11-12=012227, 10-11=0/935 WEBS 2-16=-1158/0, 2-15=0/797, 3-15=-807/0, 3-14=0/805, 4-14=-419/0, 8-1 0=-1 358/0, 8-11=0/1001, 7-11=-974/0, 6-13=-539/0, 5-13=-20/330 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 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 loads) 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Milek© connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is 10 buckling of individual truss web and/or chord members only. Additional temporary and permanent brining MiTek' prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and 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 T12625068 T60308 F12 Floor 1 1 Job Reference o tional bunoers F[rstbource, iampa, runt cny, Ftonaa ssbbb 0-1-8 r-i 1F--0 7 6 y Aye , ID:0837CakNCJU5ySDiQmCDdnydttm-1687K36rgeaBPVJplkMywVskp686Q9gOi6op9JyDyvL i 0-8-0 ,q 0i 130 Scale = 1:19.9 1.5x3 11 1.5x3 = 1.5x3 = 3x4 = 3x4 = 1.5x3 11 1.5x3 11 4x6 = 3x6 3x6 11 1 2 3 4 5 6 7 8 9 i 14 13 12 11 10 A — Zvd = .Ri ri = 1 swl I 1 3x4 = 0 11-1-0 i1-5-U 11-1-0 0-4-0 Plate Offsets (X Y)-- 12:0-1-8 Edgej [13 0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.08 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(TL) -0.12 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014(TP12007 Matrix) Weight: 67lb FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=596/0-3-8, 15=596/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-774/0, 3-4=-999/0, 4-5=-999/0, 5-6=-999/0, 6-7=-483/0, 7-8=-490/0, 8-9=-483/0 BOT CHORD 14-15=0/499, 13-14=0/1005, 12-13=0/999, 11-12=0/803 WEBS 9-11=0/710, 2-15=-744/0, 2-14=0/421, 3-14=-353/0, 6-11=-477/0, 6-12=0/549, 5-12=-384/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 or; and fastened to each truss with 3-1 Old (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 MIP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek© connectors. this design is based only upon parameters shown, and is for an individual building component, not a Truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of busses 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 T12625069 TB0308 F13 Floor Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 t.64U s Aug to zui i mi i ex mousmes, Inc. Thu Nov 30 15 48 40 zui r rage i I D:0837CakNCJ U5yS DiQmCDdnyd 11 m-1687K36rcleaBP VJpl kMywVss56E?QC20i6opgJyDyvL 1.4-0 3x4 76-n-3 i r ry 1 3x4 - 2 3 3x4 = 4 3x4 Scale = 1:10.0 3x6 = 3x6 = 3-5-3 3-5-3 Plate Offsets (X Y)-- f1:Edge 0-1-81 f2:0-1-8 Edgej f3 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 0.19 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 WB 0.13 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 26 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-3 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=437/Mechanical, 5=412/0-3-8 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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 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 mass. 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 - 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 MilekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not Sol' a truss system. Before use, the building designer must verify the applicability of design pofarneters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI] Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T72625070 TB0308 F14 Floor 5 1 Job Reference (optional) vunaers rnsraource, i ampa, rianr uny, rionaa as000 5 4 o-1-s 1-4-0 r' r r .ovu n r uy io cu a rvn nR uuwuins, uw. nm wuv ov o.wo.Yv cv i r rays i ID:0837CakNCJU5ySDiQmCDdnydllm-1687K36rgeaBPVJpIkMywVsmG645QBK0i6""9 DyvL oT1,8 Side= 1:19.6 1.50 1.5x3 = 1.5x3 11 1.5x3 = 1.5x3 11 1.5x3 = 1 2 3 4 5 6 7 3x6 — 16 11-4-12 11-4-12 Plate Offsets (X Y)-- 5:0-1-8 Edged f11:0-1-6 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.11 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(TL) -0.15 11-12 >866 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 65 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 8=603/0-3-8, 13=610/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-799/0, 3-4=-1046/0, 4-5=-1046/0, 5-6=-834/0 BOT CHORD 12-13=0/512, 11-12=0/1039, 10-11=0/1046, 9-10=0/1046, 8-9=0/503 WEBS 2-13=-763/0, 2-12=0/439, 3-12=-367/0, 6-8=-729/0, 6-9=0/506, 5-9=-536/0 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or f 0-0-0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual txiilding cornponent not a truss system. Before use, fhe building designer must verify the applicability of design paramelers and properly Incorporate this design Into the overall bullding design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTekprevent Is always required for slability, and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tama, FL 33610 Job Truss Truss Type Qty, Ply T72625071 TBO308 F15 Floor 10 1 Job Reference (optional) twnaers I-irstsource, I ampa, rant cny, rwriaa j3bbb 0-1-8 n 1-4-0 b4u s Aug lb 2V1 / MI 1 eK InausRles, Inc. I nu Nov 3v 1 t,:4u:91 evi t rage i I D:0837CakNCJ U5yS DiQmCD dnyd 11 m-V IiVXP7Ubxi 11 fu?sStBSjOvP W U F9c2AxmYNilyDyvK 0-8-0 f1 3-8 1-3-0 Scale = 1:19.9 1.5x3 1.5x3 = 1.5x3 = 3x4 = 3x4 = 1.5x3 11 1.5x3 1 i 4x6 = 3x6 3x6 11 1 2 3 4 5 6 7 8 9 7 6 I I II I 14 13 12 4x6 = 11 10 3x4 = 11-1-4 1i1 i 11-1-4 O- 4-1 2 Plate Offsets (X,Y)-- f12:0-1-8,Edgej, f13:0-1-8,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.08 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.60 VeR(TL) -0.12 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 9 n1a n/a BCDL 5.0 Code FBC2014lTP12007 Matrix) Weight: 67lb FT=20%F, 11ai E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pUrlins, except BOT CHORD 2x4 SP No-2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=597/0-3-8, 15=597/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-776/0, 3-4=-1003/0, 4-5=-1003/0, 5-6=-1003/0, 6-7=-485/0, 7-8=-493/0, 8-9=-485/O BOT CHORD 14-15=0/500, 13-14=0/1008, 12-13=0/1003, 11-12=0/805 WEBS 9-11=0/713, 2-15=-745/0, 2-14=0/422, 3-14=-355/0, 6-11=-477/0, 6-12=0/554, 5-12=-388/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 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 M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekm connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent txacing M iTek' Is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage., delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type aty Ply T12625072 TBO308 F16 Floor 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:48:41 2017 Page 1 ID:0837CakNCJU5ySDiOmCDdnydl 1 m-VliVXP7Ubxi11 fu?sStBSjOy2W U29YBAxmYNilyDyvK 0-1-8 i 1-4-0 i 1-8-4 0- 8-0 P-3-8 Scale=7'1:18.9 1.5x3 11 1.5x3 = 1.5x3 = 3x4 = 4x6 = 1.5x3 11 4x6 = 3x4 = 1 2 3 4 5 3x4 = 6 7 3x4 = 4x6 = LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP M 31(flat) BOT CHORD 2x4 SP M 31(flat) WEBS 2x4 SP No.3(fiat) 06 = 4x6 = 8-2-4 11-1-4 11-4-1 7-10-4 2-11-0 -3-8 1-81(11:0-1-8,Edgel CSI. DEFL. in loc) I/dell Ud PLATES GRIP TC 0.57 Vert(LL) -0.06 10 >999 360 MT20 244/190 BC 0.61 Vert(TL) -0.12 10 >547 240 WB 0.59 Horz(TL) 0.03 8 n/a n/a Matrix) Weight: 64lb 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. REACTIONS. All bearings 0-4-0 except Ot=length) 12=5-6-9, 11=5-6-9, 8=Mechanical. lb) - Max Uplift All uplift 100 Ib 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 (Ib) 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=-109910, 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: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads ( plf) Vert: 8- 13= 10, 1-7=-450 3) 1st Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads ( plf) Vert: 8- 13= 10, 1-4=-450, 4-7=-188 Continued WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101VX2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not a Truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall bulldirlg design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T12625072 TBO308 F16 Floor i 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 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 1.64U S AUg 16 LUl / mi I eK mdUstrie ,inc. I nu Nov JU 1 bAU:41 LUI / vage L I D:0837CakNCJ U5yS DiOmCDdnyd 11 m-V IiVXP7Ubxi 11 fu?sstBSjOy2 W U29YBAxmYN it yDyvK 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® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not _ a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Abuildingdesign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabric:alion, storage., delivery, erection and bracing of hisses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insfitule. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625073 TBO308 F61 Flat Girder 1 Lr>, Job Reference (optional) owiueis niaauw mnpa, Haul wry, 1-1. -j Ay= I D:0837CakNCJ U5yS DiQmCDdnyd 11 m-SggFy4Bk7ZylGy2OztwfXBU EfJA3d POTO41 U meyDyvl 2-8-6 5-1-8 7-11 9-11-9 -4-9 14-11-12 17-6-15 20-2-2 20-10-9, 2-6-8 2-5-0 62-5-0 2-5-0 2 12- 5-0 2-7-3 2-7-3 2-7-3 0-e-6 8x14 MT20HS = 2x4 11 2x4 11 5x8 = 2x4 11 6xl2 MT20HS WB = 1 4x12 = 2 3 4 5 g 7 Scale = 1:36.2 3x8 = 5x12 = 2x4 11 3x4 11 8 9 10 11 22 23 - 24 -- 25 26 -- 27 18 28 -- 29 30 16 31 1 32 33 34 35 13 4x6 11 7x10 = 3x6 11 5x12 5x6 = 2X4 11 5x12 = 2X4 11 7x10 - 3x4 11 2X4 11 20-10-9 2-6-6 51-8 7-6-8 9-11-9 12-4-9 14-11-12 17-6-15 20.2-2 20 4-15 D 2-5-D 2-5.0 2-5-0 24-3 2-7-3 2-7-3 0- - 3 0-5-9 Plate Offsets (X Y)-- f6:0-5-9 Edge1 f 10:0-3-8 0-1-81 f 14:0-5-0 0-4-41 f 19:0-3-12 0-2-01 f20:0-4-8,0-1-81, f 21:0-4-8,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.14 19-20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.23 19-20 >626 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.77 Horz(TL) 0.02 16 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 5-7-12 oc purlins, 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(1-C 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- 207/7289, 3-211=- 3231/95, 3-20=0/2090, 3-19=-2406/73, 5-19= 197/7074, 5-17=-14/1006, 5-16=-9297/ 272, 7-16=-519/96, 8-16= 6959/186, 8-15=-11/1198, 8-14=-96/4059, 10-14=-57/ 2990, 10-13=-863/91 NOTES- (14) 1) 2-ply truss to be connected together with 1 Old (0,131"&') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph ( 3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 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 page 2 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Milek6 connectors. This design is based only upon parameters shown. and Is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into The overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing arm MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T72625073 TB0308 FGi Flat Girder 1 2 Job Reference (optional) Builders Rrstbource, I ampa, Plant Gay, Florida 33Sti6 r. s rrug i o —, r mi i ek nruuar iea, in, i,v v - ya 2 I D:0837CakNCJ U5yS DiQ mC Ddnyd 11 m-Sgq Fy48k7ZylGy2OztwfX8U EfJA3d PoTO41 U meyDyvl NOTES- (14) 6) Concentrated loads from layout are not present in Load Case(s): #3 Dead + Uninhabitable Attic Without Storage; #4 Dead + 0.6 MWFRS Wind (Pos. Internal) Left; #5 Dead + 0.6 MWFRS Wind (Pos. Internal) Right; #6 Dead + 0.6 MWFRS Wind (Neg. Internal) Left; #7 Dead + 0.6 MWFRS Wind (Neg. Internal) Right; #8 Dead + 0.6 MWFRS Wind Pos. Internal) 1st Parallel; #9 Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel; #10 Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel; #11 Dead + 0.6 MWFRS Wind Pos. Internal) 4th Parallel; #12 Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel; #13 Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel; #18 Dead + 0.75 Roof Live bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left); #19 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right); #20 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel); #21 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel). 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) WARNING: Required bearing size at joint(s) 16 greater than input bearing size. 10) Provide metal plate or equivalent at bearing(s) 16 to support reaction shown. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 22, 296 lb uplift at joint 16 and 70 lb uplift at joint 13. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1877 lb down at 18-8-13, and 86 lb up at 18-8-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-11= 70, 12-22=-20 Concentrated Loads (lb) Vert: 19=-143 16=-253 15=-143 23=-396 24=-396 25=-143 26=-253 27=-253 28=-143 29=-253 30=-143 31=-143 32=-253 33=-253 34=-143 35=-823(e=-794) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. pp Design valid for use only with MITek0 connectors. this design is based only upon parameters shown, and is for an individual building component nor - p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Ifi building design. &acing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for siabtiity and io prevent collapse with possible r)(,rsonal injury grid property (kunage. For general grxd(s)ce regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/M I Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625074 T60308 H7A Diagonal Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:48:43 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnyd 11 m-SggFy48k7ZylGy2OztwfX8UIdJBadVCT041 UmeyDyvl 5-1-9 9-10-1 5-1-9 4-8-7 I` 0 2x4 = 2x4 11 4 3x4 = Scale = 1:22.3 5-1-3 4-8-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.04 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.11 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=445/0-4-3, 3=170/Mechanical, 4=380/Mechanical Max Horz1=147(LC 22) Max Upliftl=-96(LC 4), 3=-108(LC 4), 4=-107(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-925/234, 7-8=-888/247, 2-8=-829/232 BOT CHORD 1-10= 330/832, 10-11=-330/832, 6-11=-330/832, 6-12=-330/832, 5-12=-330/832 WEBS 2-6=0/308, 2-5=-903/358 NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed 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 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 110lb up at 7-0-14 on top chord, and at 1-4-15, at 1-4-15, 15 lb down at 4-2-15, 121b 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 (Ib) Vert: 7=42(B) 8=-2(F) 9=-1 31 (F=-72, B=-59) 11=-O(F) 12=-40(F=-20, B=-20) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. Design valid for use only wilh MiTek® connectors. This design Is based only upon parametersshown, and Is for an individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall i building design. &acing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' IS always required for slabillly and to prevent collapse with possible personal injury arxi property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625075 T60308 H7B Diagonal Hip Girder 1 i Job Reference (optional) builders rirst5ource, I amps, slant Gny, Flonda 33561i /.U9u s Aug 10 Zul r MI I eK Inousirles, Inc. I nu Nov 3V 1J:98:94 Zul / rage 1 ID:0837CakNCJU5ySDiQmCDdnydllm-wtOd9Q9Mus4cu6daXaRu4LOUajXpMyPcdkm114yDyvH 1-5-0 5-3-15 9-10-1 1-5-0 5-3-15 4-6-1 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 TCDL 15.0 Lumber DOL 1.25 BC 0.54 BCLL 0.0 Rep Stress Incr NO WB 0.43 BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 Scale = 1:21.1 10-1 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.03 6-7 >999 240 MT20 244/190 Vert(TL) -0.12 6-7 >984 180 Horz(TL) 0.02 5 n/a n/a Weight: 40 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=158/Mechanical, 2=513/0-10-15, 5=339/Mechanical Max Horz2=117(LC 22) Max Uplift4=-89(LC 4), 2=-154(LC 4), 5=-66(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-1051/218, 8-9=-1030/230, 3-9=-996/238 BOT CHORD 2-11=-297/998, 11-12=-297/998, 7-12=-297/998, 7-13=-297/998, 6-13=-297/998 WEBS 3-7=0/278, 3-6=-1043/310 NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 lb uplift at joint 4, 154 lb uplift at joint 2 and 66 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb down and 110 lb up at 1-4-15, 78 lb down and 110 lb up at 1-4-15, 42 lb down and 38 lb up at 4-2-15, 42 lb down and 38 lb up at 4-2-15, and 86 lb down and 90 lb up at 7-0-14, and 86 lb down and 90 lb up at 7-0-14 on top chord, and at 1-4-15, at 1-4-15, 12 lb down at 4-2-15, 12 lb down at 4-2-15, and 36 lb down at 7-0-14, and 36 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4— 70, 2-5=-20 Concentrated Loads (lb) Vert: 8=94(F=47, B=47) 10=-97(F= 49, B=-49) 13=-36(F=-18, B=-18) WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall wilding design. Bracing indicated Is to buckling of Individual truss web aril/or chord members only. Additional temporary and permanent bracing Welk' prevent is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidcalce regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625076 T60308 HJ2 Diagonal Hip Girder 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:48:45 2017 Page 1 ID:0837CakNCJU 5ySDiQmC Ddnyd 11 m-03xON mA_fACTW GCmSly7dZZig7zV5V KIrOW arW yDyvG 1-5-0 2-7-1 Scale = 1:9.2 2x4 = 2-7-1 271 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 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 Horz 2=68(LC 4) Max Up1ift3=-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. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 69lb down and 94lb up at 1-4-15 on top chord, and at 1-4-15, and at 1-4-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 2-4=-20 Concentrated Loads (lb) Vert: 5=80(F=40, 13=40) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. IOIV312016 BEFORE USE. IRA Design valid for use only with MITek0 connectors, this design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall build(ng design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing a M iTek' prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625077 TBO308 HJ7 Diagonal Hip Girder 7 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-5-0 5-1-9 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15,48,45 2017 Page 1 I D:0837CakNCJ U 5yS DiQmCDdnyd 11 m-03xONmA_fACT W GCm5ly7dZZex7sA5P HIrO W arW yDyvG Scale = 1:22.4 Io - 1 3x4 = rxv 11 5 3x4 = 5-1-9 9-10-1 5-1-9 4-8-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.04 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.11 6-7 >999 180 BCLL 0.0 ` Rep Stress Incr NO WB 0.39 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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=-11 O(LC 4), 2=-148(LC 4), 5=-89(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=-835/191, 8-9=-767/210, 3-9=-757/196 BOT CHORD 2-11=-2781756, 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 47 lb up at 4-2-15, 44 lb down and 47 lb up at 4-2-15, and 95 lb down and 110 lb up at 7-0-14, and 95lb down and 110 lb up at 7-0-14 on top chord, and at 1-4-15, at 1-4-15, 12lb down at 4-2-15, 12lb 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, 8=45) 10=-118(F=-59, B=-59) 13=-39(F=-20, B=-20) WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1070372015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component not Y a Truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall wilding design. Bracing Indicated is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing i MiTekpreventof 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 BC51 Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPtaleInstitute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply T12625078 TB0308 T01 Hall Hip Girder i t Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries. Inc. Thu Nov 30 15:48:46 2017 Page 1 I D:0637CakNCJ U 5yS DiQmCDdnyd 11 m-sFVOa6BcOUKK70nze?TM9m6rAX9?gnPv42F8NzyDyvF 1-0-0 3-10-14 7-0-0 10-6-4 14-4-0 14-8-p 1-0-0 3-10-14 3-1-2 3-6-4 3-9-12 -4- 4x6 = 10 3x4 = 5 11 12 Scale = 1:26.4 3x8 = 3x4 = 3x8 = "` 3x6 11 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 TCDL 15.0 Lumber DOL 1.25 BC 0.75 BCLL 0.0 ' Rep Stress Incr NO WB 0.72 BCDL 10.0 Code FBC2014/TP12007 Matrix) 14-4-0 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.07 2-9 >999 240 MT20 244/190 Vert(TL) -0.22 2-9 >760 180 Horz(TL) 0.04 7 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 7=1327/0-4-0, 2=1115/0-8-0 Max Horz2=119(LC 19) Max Uplift7=-350(LC 4), 2=-333(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2420/627, 3-4=-2182/541, 4-10= 2054/531, 5-10=-2054/531, 5-11=-1626/436, 11-12=-1626/436, 6-12=-1626/436, 6-7=-1235/380 BOT CHORD 2-9= 649/2227, 9-13= 436/1626, 8-13_ 436/1626 WEBS 3-9=-266/243, 4-9=0/364, 5-9=-128/523, 5-8=-847/351, 6-8=-505/1879 Weight: 71 lb FT = 20% Structural wood sheathing directly applied or 3-7-1 oc pUrlins, except end verticals. Rigid ceiling directly applied or 7-3-15 oc bracing. NOTES- (9) 1) Wind: 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) x This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 350 lb uplift at joint 7 and 333 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 135 lb down and 125 lb up at 7-0-0, 135 lb down and 125 lb up at 9-0-12, and 135 lb down and 125 lb up at 11-0-12, and 135 lb down and 125 lb up at 13-0-12 on top chord, and 3741b down and 83 lb up at 7-0-0, 87 lb down at 9-0-12, and 87 lb down at 11-0-12, and 87 lb down at 13-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-6=-70, 2-7=-20 Concentrated Loads (lb) Vert: 4=-135(B) 9=-374(B) 10=-135(B) 11=-135(B) 12=-135(B) 13=-63(B) 14=-63(B) 15=-63(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and Is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. &acing indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent is always required for stability and to prevent collapse with possible persorrjl 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. Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type City Ply T12625079 TBO308 T02 Hall Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 4-10-14 4-10-14 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:48,47 2017 Page i ID:0837CakNCJU5ySDiQmCDdnyd1 l m-KS3moSBEBnSBIaL9Ci_bi_eOyxW4ZL72Ji?hvPyDyvE 9-0-0 14-4-0 _ — — 16-8-9 4-1-2 5-4-0 6-4-6 4x6 = 10 Scale = 1:26.2 3x4 = ror5 0 3x6 = 3x8 = 2x4 11 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014ITP12007 CSI. DEFL. in (loc) I/dell Ud TC 0.41 Vert(LL) 0.14 2-7 999 240 BC 0.70 Vert(TL) 0.38 2-7 440 180 WB 0.30 Horz(TL) 0.02 6 n/a n/a Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=619/0-4-0, 2=721/0-8-0 Max Horz2=147(LC 8) Max Uplift6=-174(LC 8). 2=-225(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=-1258/587, 3-8=-1226/598, 3-4=-800/332, 4-9=-707/352, 9-10=-706/352, 5-10= 706/352, 5-6=-587/342 BOT CHORD 2-7=-696/1151 WEBS 3-7=-468/356, 5-7=-388/791 PLATES GRIP MT20 244/190 Weight: 69 lb FT = 20% Structural wood sheathing directly applied or 4-9-14 oc purlins, except end verticals. Rigid ceiling directly applied or 7-0-4 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 9-0-0, Exterior(2) 9-0-0 to 13-2-15 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 6 and 225 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev, 1010312015 BEFORE USE.MINI" Design valid for use only with MiTek® connectors. this design Is based only upon parameters shown, and is for an Individual building component. not anabusssystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property 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 City Ply T12625080 T60308 T03 Common 4 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MITek Industries, Inc. Thu Nov 30 15.48:47 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-KS3moSBEBnSBIaLgCi_bi_eOFxYOZMk2Ji?hvPyDyvE 1-0-0 5-7-4 10-8-0 15-8-12 21-4-0 1-o-0 5-7-4 5-0-12 5-0-12 5-7-4 31 Scale = 1:38.3 4x6 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 0-1 7-3-8 14-0-8 21-4-0 7-3-8 6-9-0 7-3-8 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014f-FP12007 CSI, DEFL. in (loc) I/dell Ud TC 0.39 Vert(LL) 0.06 6-7 999 240 BC 0.57 Vert(TL) 0.21 6-7 999 180 WB 0.20 Horz(TL) 0.05 6 n/a n/a Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 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 PLATES GRIP MT20 244/190 Weight: 96 lb . FT = 20% Structural wood sheathing directly applied or 4-2-15 oc purlins. Rigid ceiling directly applied or 8-5-15 oc bracing. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0 zone;C-C for members and forces & 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 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 MI1-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabilify 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 BNd. 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 T12625081 T80306 T04 Common 1 7 Job Reference (optional) rs tnSrJOUlGe, I amp., r nr V rty, "orma "s .o /A14U s Hug 1 b LUI / MI I eK Inaustnes, Inc. I nu Nov 3U 15:48:48 2U1 / vage 1 D:0837CakNCJ U5ySDiQmCDdnyd 11 m-oed8?oCty5a2N kwLmQVq EBBCGKuRI p4CYLkESryDyvD L1-0-0 5-7-4 10-8-0 15-8-12 21-4-0 22-4-0 1-0-0 5-7-4 5-0-12 5-0-12 5-7-4 1-0-0 Scale = 1:38.5 4x6 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 7-3-8 6-9-0 7-0-8 ' Plate Offsets (X,Y)-- 2:0-1-0,Edge], [6:0-1-0,Edge] LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.06 2-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.20 2-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 98 lb FT = 20°i LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1023/0-8-0, 6=1023/0-8-0 Max Horz2=98(LC 11) Max Uplift2=-228(LC 12), 6=-228(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1578/565, 3-11=-1503/579, 3-12=-1379/565, 4-12=-1290/576, 4-13=-1290/576, 5-13=-1379/565, 5-14=-1503/579, 6-14=-1578/565 BOT CHORD 2-10=-402/1323, 9-10=-182/892, 8-9_ 182/892, 6-8=-421/1323 WEBS 4-8=-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; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 2 and 228 lb uplift at joint 6. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T12s25082 T80308 T05 Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 T640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:48:48 2017 Page 1 I D:0837CakNCJ U5yS DiQmC Ddnyd 11 m-oed8?oCty5a2NkwLmQVq EB BBj K ral gSCY LkESryDyvD 1-0-0 4-9-4 9-0-0 12-4-0 16-6-12 21-4-0 22-4-0 100 4-9-4 4-2-12 3-4-0 4-2-12 4-9-4 1-0-0 Scale = 1:39.0 4x6 = 5x8 = IT0 3x6 = 3x6 = 3x8 = 4x6 = 3x4 = 9-0-0 12-4-0 21-4-0 r 9-0-0 3-4-0 9-0-0 Plate Offsets (X,Y)-- j5:0-6-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.15 7-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.43 7-9 >583 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 105 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1023/0-8-0, 7=1023/0-8-0 Max Horz 2=84(LC 11) Max Uplift2=-217(LC 12), 7=-217(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-1559/696, 3-12= 1518/711, 3-4=-1242/561, 4-5=-1049/564, 5-6=-1241/561, 6-13=-1517/711, 7-13=-1559/696 BOT CHORD 2-11=-538/1332, 10-11=-290/1049, 9-10=-290/1049, 7-9=-544/1332 WEBS 3-11=-334/289, 4-11=-80/319, 5-9=-76/319, 6-9=-335/289 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 12-4-0, Interior(1) 16-8-11 to 22-4-0 zone;C-C for members and forces & 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 11471-7473 rev. laV3/2015 BEFORE USE. Design valid for use only with MllekO connectors. this design is based only upon parameters shown, and Is for an individual [wilding component, not - f a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury aril 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 T12625083 T60308 T06 Hip Girder 1 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MITek Industries, Inc. Thu Nov 30 15:48:50 2017 Page 1 I D:0837CakNCJ U5ySDiQnICDdnyd 11 m-11 IvQU E7Uirmc I4ktrYIJcGXC8Yumj5V?f DL W kyDyvB 1-0-0 7-0-0 10-8-0 14-4-0 17-6-12 _ 1 21-4-0 22-4-0 1 3-2-12 3-8-0 3-8-0 3-2-12 , 3-9-4 1-0-0 Scale = 1:39.0 4x6 = 3x8 = 4x6 = 4 14 5 15 6 3x6 = 3x8 = 3x4 = 2x4 11 3x8 = 3x6 = 10-8-0 21-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 VeR(LL) 0.12 11 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(TL) 0.21 8-10 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 109 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1442/0-8-0, 8=1467/0-8-0 Max Horz2=-67(LC 6) Max Uplift2=-842(LC 8), 8=-865(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6-3 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2444/1590, 3-4=-2262/1576, 4-14=-2000/1461, 5-14=-1999/1460, 5-15=-2045/1500, 6-15=-2045/1501, 6-7=-2315/1623, 7-8=-2496/1636 BOT CHORD 2-13=-1380/2085, 13-16=-1640/2251, 12-16=-1640/2251, 11-12=-1640/2251, 11-17— 1640/2251, 10-17= 1640/2251, 8-1 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; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 (plf) Vert: 1-4=-70, 4-6=-70, 6-9=-70, 2-8=-20 Continued on WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MilekO connectors. leis design Is based only upon parameters shown, and Is for an Individual Wilding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Wilding design. Bracing indicated Is to prevent buckling of Individual truss web aril/or chord members only. Additional temporary and permanent tracing 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 BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. am MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625063 TB0308 T06 Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 Mi I ek Industries, Inc. 1 hu Nov 30 15:48:50 2011 Nage 2 1 D:0837CakNCJ U5ySDiQmCDdnyd 11 m-11 IvQ U E7Uirmc 14ktrYIJcGXCBYumj 5V?fDL W kyDyvB 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=-1 24(F) 15=-1 24(F) 16=96(F) 17=96(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK 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 verity the applicability of design parameters and properly Incorporate this design Into the overall Dot 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 stabllity and 10 prevent collapse with possible personal injury arld property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T12625084 T80308 T07 Half Hip Girder t 1 Job Reference (optional) relbource, I ampa, Flam fitly, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:48:50 2017 Page t ID:0837CakNCJU5ySDiQmCDdnydl 1 m-111vQUE7UirmcI4ktrYIJcGWM8d6mkSV?fDLWkyDyvB 1-0-0 3-9-4 7-0-0 10-10-7 1-0-0 3-9-4 3-2-12 3-10-7 4x6 = 3x4 = Scale: 1/2"=l' 3x4 = 7 6 2x4 11 3x8 = 7-0-0 0-4-19 3-5-2 0-0-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.05 2-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL L25 BC 0.36 Vert(TL) -0.13 2-7 >618 180 BCLL 0.0 Rep Stress Incr NO W B 0.14 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 58 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=77/0-4-15, 2=362/0-8-0, 7=1067/0-11-5 Max Horz2=165(LC 8) Max Uplift6=-129(1_C 4), 2=-70(LC 8), 7=-481(LC 8) Max Grav6=100(LC 34), 2=362(LC 1), 7=1067(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-279/176, 4-7=-476/275 NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconCUrrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift 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 (plf) Vert: 1-4_ 70, 4-5= 70, 2-6_ 20 Concentrated Loads (lb) Vert:4=-124(B) 7=-325(B) 8=-124(B) 9=96(B) WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek8 connectors. This design is based only upon parameters shown, and is for an Individual bolding component. not a truss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design into the overall building,design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord memtx rs only. Additional Temporary and permanent bracing iii MiTek is always required for stability and to preveni collapse with possible personal injury and property drrnage. For general guidance regarding the fabficallolL storage, delivery, erection and bracing of hoses and truss systems, seeANSI/TPl I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T12625085 TBO308 T08 Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MITek Industries, Inc. Thu Nov 30 15:48:51 2017 Page 1 ID:0837CakNCJU5ySDi0mCDdnyd11m-DDJHdpEIEOzdEBfwRY3XsgpkwYuvVBIeEJzv2AyDyvA 1-0-0 3-9-4 7-0-0 11-10-12 15-8-0 _ _i _16-8-0J 1-0-0 3-9-4 3-2-12 1-8-0 3-2-12 3-9-4 r 1-0-0 3 4x6 = 4x6 = Scale = 1:29.5 3x4 i 3x4 — 3x4 Offsets (X.Y)-- 1`2:0-2-10.0-1 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2014/TP12007 15-8-0 1-8-0 CSI. DEFL. in (loc) I/deft Ud TC 0.28 Vert(LL) -0.07 2-10 >999 240 BC 0.64 Vert(TL) -0.20 2-10 >927 180 WB 0.16 Horz(TL) 0.05 7 n/a n/a Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1197/0-3-8, 7=1197/0-3-8 Max Horz 2=67(LC 7) Max Uplift2=-552(LC 8), 7=-552(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2048/1054, 3-4=-1810/999, 4-5=-1583/920, 5-6=-1810/999, 6-7=-2048/1055 BOT CHORD 2-10=-929/1774, 9-10=-817/1583, 7-9=-868/1774 WEBS 3-10=-293/211, 4-10=-206/425, 5-9=-207/425, 6-9=-294/211 PLATES GRIP MT20 244/190 Weight: 74 lb FT = 20% Structural wood sheathing directly applied or 3-11-0 oc purlins. Rigid ceiling directly applied or 6-1-5 oc bracing. NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 552 lb uplift at joint 2 and 552 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 243 lb down and 258 lb up at 7-0-0, and 243 lb down and 258 lb up at 8-8-0 on top chord, and 250 lb down and 228 lb up at 7-0-0, and 250 lb down and 228 lb up at 8-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4— 70, 4-5=-70, 5-8=-70, 2-7= 20 Concentrated Loads (lb) Vert:4=-196(F) 5=-196(F)10=-229(F) 9=-229(F) 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 wifh Milek® connectors. This design Is based only upon paramelers shown, and is for an Individual building component not a truss system. Before use, the building designer must verify the appllcability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent IS always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fatxication, storage, delivery, erection and bracing of misses and muss 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 T12625086 TBO308 T09 Common 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 7-10-0 4x6 = 7.640 s Aug 16 2011 MI I eK Industries, Inc. I hu Nov 3U 15*46:bZ Z01 I Page 1 ID:0837CakNCJU5ySDiOmCDdnydl l m-hPtfr9FN?K5UrLE6?GamPl MkeyCOEdnnSziSbeyDyv9 7-10-0 1-0-0 Scale = 1:29.3 I 0 3x6 = 2x4 11 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 TCDL 15.0 Lumber DOL 1.25 BC 0.71 BCLL 0.0 Rep Stress Incr YES WB 0.15 BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=772/0-3-8, 4=772/0-3-8 Max Horz2=-74(LC 10) Max Uplift2=-174(LC 12), 4=-174(LC 13) DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.11 2-6 >999 240 MT20 244/190 Vert(TL) -0.29 2-6 >642 180 Horz(TL) 0.02 4 n/a n/a Weight: 59 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-7=-994/360, 7-8=-872/368, 3-8=-844/382, 3-9=-844/382, 9-10=-872/368, 4-10=-994/360 BOT CHORD 2-6=-180/77514-6=-180/775 WEBS 3-6=0/384 NOTES- ( 7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS ( envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-10-0, Exterior(2) 7-10-0 to 10-10-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 2 and 174 lb uplift at joint 4. 6) " Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. - IH + Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall truss members only. Additional temporary and permanent bracing MiTek buildingdesign. Bracing Indicated Is to prevent buckling of individual web and/or chord IS ahaays required for stability and to prevent collapse with possible personal injury and property darnoge. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Job Truss Truss Type Qty Ply T12625087 T60308 T10 Common 3 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 r 100 6.00 12 3x6 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:48:52 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-hPtfr9FN?K5UrLE6?GamPI MkmyCrEdnnSziSbcyDyv9 7-10-0 15-8-0 7-10-0 7-10-0 Scale = 1:28.7 4x6 = 2x4 11 9 3x6 = 7-10-0 7-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.11 4-5 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(TL) 0.31 4-5 604 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 57 lb FT = 20°I LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied. 3-4: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=693/Mechanical, 2=779/0-3-8 Max Horz2=77(LC 12) Max Uplift4=-145(LC 13), 2=-175(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-1012/367, 6-7=-890/375, 3-7=-862/389, 3-8=-857/407, 8-9=-888/391, 4-9=-1008/389 BOT CHORD 2-5=-227/791, 4-5=-227/791 WEBS 3-5=0/386 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2). Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-10-0, Exterior(2) 7-10-0 to 10-10-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 4 and 175 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valld for use only with Milek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to p4event buckling of individual truss web and/or chord members only. Additional temporary and permanent txacirlg 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 IRM,-S and lntss systems, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T72625088 TBO308 Tit Monopitch Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:48:53 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydllm-9CQ12VG?mdDKTVpJZz5?xFu4bLXMz_1xhdS?73yDyv8 3-7-8 7-0-0 3-7-8 3-4-8 Scale = 1:22.4 dxb 11 4x6 = 7-8 3-4-8 Plate Offsets (X,Y)-- 5:0-4-8,0-1-81 LOADING (psf) SPACING- 2-0-0 C$I. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.02 1-5 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL) 0.06 1-5 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.53 HorZ(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=1319/0-3-8, 4=1303/Mechanical Max Horz 1=142(LC 8) Max Upliftl=-278(LC 8), 4=-346(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1824/358 BOT CHORD 1-6=-421/1596, 5-6 421/1596, 5-7=-421/1596, 4-7=-421/1596 WEBS 2-5=-270/1392.2-4=-1793/472 Structural wood sheathing directly applied or 4-1-6 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 278 lb uplift at joint 1 and 346 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 673 lb down and 165 Ib up at 1-4-12, and 673 lb down and 165 lb up at 3-4-12, and 673 lb down and 165 lb up at 5-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 1-4=-20 Concentrated Loads (Ib) Vert: 5=-673(B) 6=-673(B) 7= 673(B) WARNING - Verily design parameter and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. f0/032015 BEFORE USE. Design valid for use only with MiTek® connectors. ]his design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall indicated is to buckling Individual truss web and/or chord members only. Additional ternporary and permanent bracing MiTek' building design. Bracing prevent of is always required for stability and to prevent collapse with possible personal injury orxl rxoperty darnage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage., delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Job Truss Truss Type Qty Ply T12625089 TB0308 T12 Hip Girder 1 1 Job Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 t 640 s Aug t ti zut / Mi ex industries, Inc. Thu Nov 30 15.48.542017 Page! I D:0837CakNCJ U 5yS DiOmCDdnyd l l m-do_PGrH dXxLB5fOV6gcE US RAultl iQx4wH BZf VyDyv7 rt-0-0 3-9-4 7-0-0 12-4-9 17-7-7 23-0-0 26-2-12 30-0-0 $1-0-q 1-00 3-9-4 3-2-12 5-4-9 5-2-13 5-4-9 3-2-12 3-9-4 1-0-0 4x6 = 5x8 = 3x4 = 5x6 6.00 4 5 16 6 17 18 7 2x4 2x4 8 3 Scale = 1:54.9 9 1 10 o ' 15 14 13 19 20 12 21 22 11 3x8 i 6x12 MT20HS = 3x12 MT20HS 5x8 = 5x6 = 5x8 = 2x4 11 I 0 7-0-0-12-4-9 17-7-7 23-0-0 30-0-0 7-0-0 5-4-9 5-2-13 5-4-9 7-0-0 Plate Offsets (X Y)-- j2:0-2-10 0-1-81 (7:0-3-12 0-2-121 [9 0-2-9 0-1-8]j12 0-3-0 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.30 12-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.68 12-14 >523 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.62 Horz(TL) 0.13 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 2-4-13 oc purlins. 4-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-11-11 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 5-15, 6-11 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2157/0-3-8, 9=2469/0-3-8 Max Horz2=-67(LC 32) Max Uplift2=-741(LC 5), 9=-1108(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4171/1559, 3-4=-3928/1526, 4-5=-3539/1412, 5-16=-5962/2850, 6-16=-5962/2850, 6-17=-4141/2146, 17-18=-4141/2146, 7-18=-4142/2146, 7-8= 4594/2336, 8-9=-4821/2350 BOT CHORD 2-15=-1393/3663, 14-15= 2272/5514, 13-14=-2272/5514, 13-19=-2272/5514, 19-20= 2272/5514, 12-20=-2272/5514, 12-21=-2782/5962, 21-22=-2782/5962, 11-22=-2782/5962, 9-11=-2043/4241 WEBS 4-15= 550/1429, 5-15=-2426/1167, 5-14=-101/644, 5-12=-831/695, 6-12=-104/555, 6-11=-2223/901, 7-11=-669/1428, 8-11=-283/227 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 741 lb uplift at joint 2 and 1108 lb uplift at joint 9. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 139 lb up at 16-11-4, 124 lb down and 139 lb up at 18-11-4, and 124 lb down and 139 lb up at 20-11-4, and 243 lb down and 258 lb up at 23-0-0 on top chord, and 1282 lb down and 366 lb up at 15-8-12, 24 lb down and 141 lb up at 16-11-4, 24 lb down and 141 lb up at 18-11-4, and 24 lb down and 141 lb up at 20-11-4, and 250 lb down and 228 lb up at 22-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard Continued on Dage 2 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 101032015 BEFORE USE _- Design valid for use only with MITek@ connectors. This design is based only upon parameters shown, and is for an individual building component. not - a truss system. Before use, The building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Racing Indicated Is to rxevent buckling of individual truss web andfor chord members only. Additional iernporary and permanent bracing MiTek' is always required for stabilily and to prevent collapse with possible personal injury and properly darnage. kx 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 T12625089 T60308 T12 Hip Girder 1 1 Job Reference (optional) builders I-Irstbource, I ampa, Plant Uny, Flonaa 33566 f.04V s Aug 1 o Zut / MI I eK man5IT1e5, InG. I nu I- ov IY.-- Zv I l raye Z ID:0837CakNCJU5ySDiQmCDdnyd11 m-do_PGrHdXxLB5fOV6gcEUSRAultliQx4wHBZfVyDyv7 LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 70, 4-7= 70, 7-10=-70, 2-9=-20 Concentrated Loads (lb) Vert: 7=-196(F) 11=-229(F) 16_ 124(F) 17=-124(F) 18=-124(F) 19=-1282(F) 20=96(F) 21=96(F) 22=96(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010MOIS BEFORE USE. Design valid for use only with Milek® connectors. This design Is based only Upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Biacing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625090TJ.b TBO308 T13 Hip 2 eference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 /.4540 s Aug is 2u1I mi i eK maustnes, inc. i nu rvov su rsve:bb zur i rage i ID:0837CakNCJU5ySDiQmCDdnydllm-5_YoTBIGIFT2iozhgO7TOg_L59BsRu5E9xx6BxyDyv6 r1-0-0-0-0 15-0-0 21-0-0 25-2-12 30-0-0 0-00-0 1-0-0 4-9-4 4-2-12 6-0-0 6-0-0 4-2-12 4-9-4 1-0-0 Scale = 1:53.5 4x6 = 3x8 = 4x6 = r 15 0 16 6 13 11 w 3x6 = 3x6 = 3x4 = 3x8 = 3x8 = 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 TCDL 15.0 Lumber DOL 1.25 BC 0.90 BCLL 0.0 Rep Stress Incr YES W B 0.56 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) 2=1417/0-3-8, 8=1417/0-3-8 Max Horz 2=-84(LC 10) Max Uplift2=-262(LC 12), 8=-262(LC 13) 2x4 11 21-0-0 DEFL. in (loc) I/deft L/d Vert(LL) -0.17 2-13 >999 240 Vert(TL) -0.51 2-13 >700 180 Horz(TL) 0.13 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 150 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-3-5 oc bracing. FORCES. (Ib) - 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, 5-1 5=-1 874/891, 5-16=-1874/891, 6-16=-1874/891, 6-7=-2148/920, 7-17=-2424/1076, 8-17=-2470/1060 BOT CHORD 2-13=-865/2148, 12-13=-765/2228, 11-12=-765/2228, 10-11= 765/2228, 8-10=-872/2148 WEBS 3-13=-334/295, 4-13=-172/602, 5-13=-540/244, 5-10=-540/244, 6-1 0=-1 72/602, 7-10=-334/295 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; 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 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 on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing III 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 hoses and truss systems, seeANSi/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T72625091 T60308 T14 Hip 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MITek Industries, Inc. Thu Nov 30 15:48:55 2017 Page 1 I D:0837CakNCJ U 5ySDiOmCDdnyd 11 m-5_YoTBI GI Fr2iozhgO7TOg_Lu9FM Rx4E9xx6BxyDyv6 11-0-0 19-0-0 24-2-12 30-0-0 ,31-0-0, 1-0-0 5-9-4 5-2-12 8-0-0 5-2-12 5-9-4 1-0-0, 5X8 = 1617 4x6 = Scale = 1:53.5 m la6 3x6 = 13 12 lu 9 3x6 = 2x4 3x4 = 3X6 = 3x8 = 2x4 11-0-0 19-0-0 5-2-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0,54 Vert(LL) 0,12 10-12 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(TL) 0.40 10-12 889 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.13 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-5: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 7=1417/0-3-8 Max Horz 2=-101(LC 10) Max Uplift2=-280(LC 12), 7=-280(LC 13) PLATES GRIP MT20 244/190 Weight: 151 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-6-9 oc bracing. WEBS 1 Row at midpt 4-10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14= 2496/984, 3-14=-2411/998, 3-15=-1972/850,.4-15=-1824/868, 4-16=-1701/854, 16-17=-1701/854, 5-17=-1701/854, 5-18= 1825/868, 6-18=-1972/850, 6-19=-2411/998, 7-19=-2496/984 BOT CHORD 2-13=-785/2139, 12-13=-785/2139, 12-20=-524/1700, 11-20=-524/1700, 10-11=-524/1700, 9-10=-794/2139, 7-9=-794/2139 WEBS 3-12= 515/300, 4-12=-74/465, 5-10=-73/465, 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MilekO connectors. This design is based only upon parameters shown, and is for an individual Ixrilding component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design into the overall Individual truss chord members only. Additional temporary and permanent bracing MiTek` building design. Bracing Indicated is to prevent buckling of web and/or Is always required for stability and to rxevent collapse with possible personal injury and property darnage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and tnISS systems, se.eANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T1262SO92 T60308 T15 Hip 2 1 Job Reference (optional) bunters Firstsource, I ampa, t'tant Grey, Florida 33586 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:48,56 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl1m-ZB6AhXlu3YbvKyXuE5fiZtWVXZafAJANNbggkOyDyv5 i1-0-0, 6-9-4 13-0-0 17-0-0 23-2-12 30-0-0 31-0-q 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 13 12 10 9 3x6 = 2x4 3x4 = 3x8 - 2x4 11 3x4 = 6-9-4 13-0-0 17-0-0 23-2-12 30-0-0 6-9-4 6-2-12 4-0-0 6-2-12 6-9-4 Plate Offsets (X,Y)-- j4:0-6-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.10 12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.31 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(TL) 0.13 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 157lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 7=1417/0-3-8 Max Horz 2=118(LC 11) Max Uplift2=-296(LC 12), 7=-296(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-14=-2466/937, 3-14=-2372/955, 3-15=-1782/773, 4-15=-1670/794, 4-5=-1503/793, 5-16= 1671/794, 6-16=-1783/773, 6-17=-2371/955, 7-17=-2466/936 BOT CHORD 2-13=-737/2107, 12-13= 737/2107, 11-12=-416/1502, 10-11= 416/1502, 9-10=-746/2106, 7-9=-746/2106 WEBS 3-13=0/295, 3-12=-702/368, 4-12=-125/444, 5-10=-149/445, 6-10=-700/368, 6-9=0/293 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to 17-0-0, Interior(1) 21-2-15 to 31-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 296 lb uplift at joint 2 and 296 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. laV3/2015 BEFORE USE. Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, and is for an Individual Lxallding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall wilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord rnernbers only. Additional temporary and r: ermanent bracing MiTek' IS always required for stability and to fxeveni collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and taus systems, se.eANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply TB0308 T16 Common B 1 tiJobReference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 Z640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:48:57 2017 Page 1 I D:0837CakNCJ U5yS DiQmC Ddnyd l l m-1 NgYutJ W qsj my664opAx653cwzvivq kXcFQDGgyDyv4 1 0-01 7-9-4 15-0-0 22-2-12 30-0-0 31-0-q 1-0-07-9-4 7-2-12 7-2-12 7-9-4 1-0-0' 4x6 = 6. 00F12 Scale = 1:52.6 3x6 = 3x6 = 3x4 = 4x6 = 3x4 = 10- 2-3 19-9-13 30-0-0 10- 2-3 9-7-11 10-2-3 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 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 0.42 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 137 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 7-7-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1417/0-3-8, 8=1417/0-3-8 Max Horz2=135(LC 11) Max Uplift2=-309(1_C 12), 8=-309(LC 13) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1O.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 MIF7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek© connectors. This design Is based only upon parameters shown, and Is for an individual building cornponent not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall irldtvidual truss chord members only. Additional temporary and permanent bracing MiTek' buildingdesign. Bracing Indicated is to prevent buckling of web and/or 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 Ptate Institute, 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tarnpa, FL 33610 Job T Truss Type Qty plyT12625094 T60308 111'7ss HIP 1 1 Job Reference (optional] Builders FirstSource, Tampa, Plant City, Florida 33566 7,640 s Aug 16 2017 MiTek industries, Inc. Thu Nov 30 15:48:58 2017 Page 1 I D:0837CakNCJ U5ySDiQmCDdnyd 11 m-W ZEw5 DK8bArdaGhGLW hAelcm4MB2eAngrv9moGyDyv3 1-0-0 3-9-4 7-0-0 t1-0-14 15-0-0 18-11-2 23-0-0 26-2-12 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 Scale = 1:53.5 4x6 = 3x8 = 2x4 II 3x8 = 4x6 = 6.00 12 4 18 19 b 20 r 21 8 m6 2 10 1 11Io? v 0 5x8 = 17 22 16 23 15 14 24 13 25 12 5x8 = o 3x8 = 2x4 WO MT20HS = 2x4 11 3x8 = 3x8 = 7-0-0 11-0-14 15-0-0 18-11-2 23-0-0 30-0-0 7-0-0 4-0-14 3-11-2 3-11-2 4-0-14 r 7-0-0 Plate Offsets (XY)-- f2:0-1-11 Edgej (10:0-1-11,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Joe) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.36 14 >985 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.81 14-16 >441 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.88 Horz(TL) 0.26 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 160 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-11-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2406/0-4-0, 10=2648/0-4-0 Max Herz 2=67(LC 7) Max Uplift2=-1060(LC 8), 10=-926(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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; BCD1_=5.0psf; 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 1060 lb uplift at joint 2 and 926 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 243 lb down and 258 lb up at 7-0-0, 124 lb down and 139 lb up at 9-0-12, 124 lb down and 139 lb up at 11-0-12, 147 lb down and 149 lb up at 13-0-12, 147 lb down and 149 lb up at 15-0-0, 147 lb down and 149 lb up at 16-11-4, 147 lb down and 149 lb up at 18-11-4, and 147 lb down and 149 lb up at 20-11-4, and 265 lb down and 265 lb up at 23-0-0 on top chord, and 250 lb down and 228 lb up at 7-0-0, 24 lb down and 141 lb up at 9-0-12, 24 lb down and 141 lb up at 11-0-12, 95 lb down at 13-0-12, 95 lb down at 15-0-0, 95 lb down at 16-11-4, 95 lb down at 18-11-4, and 95 lb down at 20-11-4, and 424 lb down and 122 lb up at 22-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." uontlnuea on a e WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an individual building component not_ iatrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate This design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" is always required for stafAIlly and to prevent collapse with possible personal injury and property drrnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and miss 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 2x4 3 I 2x4 i 9 Job Truss Truss Type7 Qty Ply T12625094 TB0308 T17 HIP 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:48:59 2017 Page 2 I D:0837CakNCJ U5yS DiQmC Ddnyd 11 m-_IOIJZLmMTZ UBQGSvECPB W BxgmX H Nd 1 p4ZvKKiyDyv2 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-8=-70, 8-11=-70, 2-10=-20 Concentrated Loads (lb) Vert:4=-196(B) 8=-218(B)17= 229(8) 5=-124(B)16=96(8)14=-72(B) 6=-147(B)13=-72(B) 7= 147(B) 12=-424(B)18=-124(B) 19=-147(13) 20=-147(B) 21=-147(B) 22=96(B)23=-72(B) 24=-72(B)25=-72(B) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. am a Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not - __ a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall pp pp wilding 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 stablilly 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 inks systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Ptate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T72625095 TBO308 T18 Hip Girder 1 i Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:49:00 2017 Page 1 1 D:0837CakNCJ U5ySDiOmCDdnyd 11 m-SyLhW uL07n5LparfTxj ejjh6cAuZ64Pz I DettgyDyv 1 1-0-0 1-10-8 6-1-7 10-2-9 14-5-8 16-4-0 1-0-0 1-10-8 4-2-15 4-1-3 4-2-15 1-10-8 6x8 = 6.00 12 2x4 11 5x8 = 13 4 14 15 ° 16 6 I ,V IJ 3x6 = 2x4 11 V L, 5x8 = LL LJ LJ 6x12 MT20HS WB = Scale = 1:29.6 4x6 = n T IMa6 6x8 = 3x6 = 1-10-8 6-1-7 i 10-2-9 14-5-8 16-4-0 1-10-8 4-2-15 4-1-3 4-2-15 1-10-8 Plate Offsets (X,Y)-- f3:0-6-4,0-2-81 f8:0-3-8 0-3-01 j11:0-1-8,0-1-121 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.32 9-11 >603 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.87 9-11 >221 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO W B 0.87 Horz(TL) 0.12 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 74 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purlins. 3-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-4-10 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 1 Row at midpt 5-8 WEBS 2x4 SP No.3 *Except` 3-11,5-11,5-8: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=1785/0-3-8, 2=1519/0-3-8 Max Horz 2=31(LC 27) Max Uplift7=-374(LC 4), 2=-341(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2907/657, 3-13=-6309/1430, 4-13=-6309/1430, 4-14=-6309/1430, 14-15=-6309/1430, 5-15=-6309/1430, 5-16=-3280/709, 6-16=-3280/709, 6-7=-3529/749 BOT CHORD 2-17=-573/2505, 12-17=-573/2505, 12-18=-577/2549, 18-19=-577/2549, 19-20=-577/2549, 11-20=-577/2549, 11-21=-1484/6744, 21-22=-1484/6744, 22-23=-1484/6744, 23-24=-1484/6744, 10-24= 1484/6744, 9-10= 1484/6744, 9-25=-1484/6744, 25-26=-1484/6744, 26-27=-1484/6744, 8-27=-1484/6744, 8-28=-640/3062, 7-28= 640/3062 WEBS 3-12=-26/308, 3-11=-877/3868, 4-11=-262/142, 5-11=-455/82, 5-9=-68/674, 5-8=-3581 /827, 6-8=-268/1488 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 374 lb uplift at joint 7 and 341 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Gontlnuea on a e L WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/D32015 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 Y a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for slabllily and to prevent collapse with possible personal injury and properly darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and puss 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 Qty Ply TrussType T12625095 T60308 T18 der 1 1 Job Reference (optional) omluers nrsraource, lamp., rianr i y, r riva as000 04u S Aug 1 O LUl / MI I eK InousTrles, Inc. I nU NOV .iU I bAU:UU LU1 / rage ID:0837CakNCJU5ySDiQmCDdnydl l m-SyLhWuL07n5LparfTxjejjh6cAuZ64Pz]DettgyDyv1 NOTES- (11) 9) Ranger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 63 lb down and 29 lb up at 1-10-8, 69 lb down and 29 lb up at 3-11-4, 69 lb down and 29 lb up at 5-11-4, 69 lb down and 29 lb up at 7-11-4, 69 lb down and 29 lb up at 8-4-12, 69 lb down and 29 lb up at 10-4-12, and 69 lb down and 29 lb up at 12-4-12, and 63 lb down and 29 lb up at 14-5-8 on top chord, and 24 lb down and 14 lb up at 1-1-1, 18 lb down at 1-10-8, 109 lb down and 37 lb up at 3-1-1, 8 lb down at 3-11-4, 199lb down and 51 lb up at 5-1-1, 8lb down at 5-11-4, 289 lb down and 64 lb up at 7-0-12, 8 lb down at 7-11-4, 8lb down at 8-4-12, 289 lb down and 64lb 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 lb down at 14-4-12, and 289 lb 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 + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-6=-70, 6-7=-70, 2-7=-20 Concentrated Loads (lb) Vert: 17= 24(B) 18=-109(B) 20=-199(B) 21=-289(B) 24=-289(B)25=-289(B) 27=-289(B) 28=-289(B) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. _ _ - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - " - a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent Wckling of individual truss web and/or chord rnernbeis only. Additlonal temporary and permanent bracing MOW is always required for stability and 10 prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/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 T72625096 T60308 Vol Valley 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:49:00 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-SyLhW uL07n5Lparf rxjejjhHJA3s6H2zlDettgyDyvI 4-0-0 2x4 i 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 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 FBC2014/TP12007 Matrix) Scale = 1:13.0 DEFL. in (loc) I/deft 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 (Ib) or less except when shown. NOTES- (7) Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 lb uplift at joint 1 and 55 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the riverall iii•iYi building design. &acing Indicated Is to prevent buckling of individual truss web and/or chord rnemt:,ers only. Additional temporary and permanent bracing MiTek' is always required for stability and io prevent collapse w0h possible persorxtl injury oncf prof,=rty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI] Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625097 TB0308 V02 Valley 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:49:00 2017 Page 1 I D:0837CakNCJ U SySDiQmC Ddnyd 11 m-SyLh W uLO7n5LparfTxj ejj hKdA6e6H2zl Dett9yDyv 1 2-0-0 2-0-0 2x4 i Scale = 1:7.9 I Plate Offsets (X,Y)-- f2:0-2-13,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Veit(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=55/1-11-8, 3=55/1-11-8 Max Horz 1=26(LC 12) Max Upliftl=-8(LC 12), 3=-21(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-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 bulldIng component, not V amatrusssystem. Before use, the building desfgnei must verify the applicability of design pararneters and property Incorporate this design Into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and perrnanent bracing MiTekprevent is always required for stability and to prevent collapse with passible personal Injury and property akarna ge. for general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and mass systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type city Ply T12625098 T80308 V03 Valley 1 1 Job Reference (optional) 1-10-8 1-10-8 6.00 12 4xs = 2 4-3-8 2x4 11 3 r,uy i i <u a rays i D:0837CakNCJU5ySDiQmCDdnyd 11 m-w8v3kEM 1 u5DCRjOrl fEtGxDRdaQGrj26XtOQPbyDyvO 4-3-8 1-10-8 Scale = 1:20.5 4x6 = 4 v 0 v66 3x4 G 8 7 6 3x4 2x4 11 2x4 11 2x4 11 0-0-8 1-10-0 4-3-8 4-3-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.08 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) PLATES GRIP MT20 244/190 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 Horz 1=-11(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 8, 6 except 7=-123(LC 9) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 8=252(LC 1), 6=252(LC 1), 7=436(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-347/269 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-7-9 to 6-2-0, Intedor(1) 6-2-0 to 10-5-8, Exterior(2) 10-5-8 to 11-8-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 8, 6 except 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 Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with lvl connectors. This design is based only upon parameters shown, and is for an individual building component not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addlllonal temporaryand permanenl bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly daanage. 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 avatlabte from Truss Plate institute. 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Orly Ply T12625099 TBO308 VO4 Valley 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-10-8 6.00 f 12 3x6 - 3x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15,49,02 2017 Page 1 I D:0837CakNCJ U5ySD iQmC Ddnyd 11 m-OKTRxaNffOL32t? 1 aM16p8mbY_e6aBYGmX7_x 1 yDyv? 6-5-8 8-4-0 4-7-0 1-10-8 2 5 6 3 3x4 = 3x6 Scale: 3/4"=1' 8-3-8 8-3-8 N-0 0-b-8 Plate Offsets (X Y)-- 2:0-2-0,0-2-81,(3:0-2-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 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/fP12007 Matrix) Weight: 23 lb FT = 20°f 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 Upiift1=-67(1_C 9), 4=-67(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-635/493, 2-5=-586/466, 5-6=-586/466, 3-6=-586/466, 3-4=-635/493 BOT CHORD 1-4=-413/586 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-7-9 to 6-1-7, Interior(1) 6-1-7 to 6-5-8, Exterior(2) 6-5-8 to 7-8-7 zone;C-C for members and forces & 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 Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and Is for an individual building component, not a buss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building prevent Is always required for stablilly and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyinformationavcalabtefromTrussPlateInstitute, 218 N. Lee Street. Suite 312, Alexandria VA 22314. Job Truss Truss Type Qty Ply TB0308 V05 Valley 1 1 tiJobReference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-10-8 6.00 2x4 i 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:49:02 2017 Page 1 I D:0837CakNCJ U5ySDiQmCDdnyd 11 m-0KTRxaNff0L32t? 1 aMl6p8mgt_mUaBYGmX7_x 1 yDyv? 2-51 4-4-0 0-7-0 1-10-8 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 TCDL 15.0 Lumber DOL 1.25 BC 0.13 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=138/4-3-0, 4=138/4-3-0 Max Horz 1=-11(LC 8) Max Up1ift1=-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 2x4 J DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) 0.00 4 n/a n/a 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. I1; 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 Ito uplift at joint(s) 1, 4. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. _ Design valid for use only with MiTek® connectors. ]his design Is based only upon parameters shown, and is for an individual building component, not -" - IMAM[' Y a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall / tilt building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always 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 trrss syslems, 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 Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths, Apply plates to both sides of truss and fully embed teeth. 0-r/ 1d' M For 4 x 2 orientation, locate plates 0-1/ib' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output, Use T or I bracing if indicated. Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS r) Of O U a- O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR- 1311, ESR- 1352, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 c O U n O Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 General Safety Notes 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 190/. 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, s¢e, 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. S-fil-Gl 41-LI-L1 BEARING HEIGHT SCHEDULE IRD COPY w1LDI 0 SANFORD 17 " 3653 Hanger List H1 HTU26 H2 THA422 NOTES: 1.) REFER TO HID 91 (RECOMMENDATION5 FOR HANDLING IN5TALLATION AND TEMPORARY DRACIN6.) REFER TO ENGINEERED ORAWIN65 FOR PERMANENT DRACING REQUIRED. 2.) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MUST DE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE 5RACIN6 REQUIREMENTS. 3.) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY BUILDER. 4.) ALL TRU55E5 ARE DE516NED FOR 2' o.c. MAXIMUM' PACING, UNLE55 OTHERWISE NOTED, 5.) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED TO DE LOAD BEARING. UNLE55 OTHERWISE NOTED. 6.) 5Y42 TRU55E5 MUST 5E IN5TALLED WITH THE TOP BEING UP, 7.) ALL ROOF TRU55 HAN6ER5 TO DE 51MP50N HTU26 UNLE55 OTHERWISE NOTED. ALL FLOOR TRU55 HAN6ER5 TO DE 51MP50N THA422 UNLE55 OTHERWI5E NOTED. 6.) DEAMIHEADERILINTEL (HDR) TO DE FURN15HED DY BUILDER. 5HOP DRAWING APPROVAL THI5 LAYOUT 15 THE 50LE 5OUR6E FOR FA5RICATION OF TRJ55E5 AND VOIDS ALL PREVIOL15 ARCHITECTURAL OR OTHER TRU55 LAYOUTS. REVIEW AND APPROVAL OF THI5 LAYOUT W)5T DE RECEIVED 5EFORE ANY TRU55E5 WILL BE BUILT. VERIFY ALL COMITION5 TO IN5URE AGAIN5T GHANGE5 THAT WILL RE5ULT IN EXTRA CHARGES TO YOU. fti-I'd kh-y N" Taylor Morrison Homes u00ET: Anastasia Included LE64 ApDYE55: EEYISION: TB Lot 308 56ALE: NITC, 11-30-17 1 Rick Product Approval Specificatio-f Permit f 17 3 6 5 3 Project Location Address: 505 Red Rose Ln., Lot 308 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 FI-12019-115 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-R4 Underla ments InterWrap, Inc. Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Millennium MMI-2 Off Ridge Vent 16568.1 Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5.Shutters Accordion Bahama Colonial Roll up Equipment Other 6.Skylights Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products HVAC Tie Down BMP International HVAC Tie Down FL14239-R3 Applicant's Signature Applicant's Name Please Print) June 2014 TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS i; o 20' 71' 3l' 53' WINDOW CALL OUTS H 26' L^ 12 S.i LQ 32 5H 22 54 3i 54 m 33' Q 13.54 V2 33 5H 23 54 33 S4 0 51' 63- 3 g N S4 L7 34 W 24 64 34 5'4 3 5H IR 35 5.4 25 5H 35 5'-i 12' Z_ 3 16 SH 0 36 5H ITT 36 SH GL. VERFI YASONRT C,'LTI:NS,,° FOR ALL LL DVZ", µNj WNDOU 51Hf A\D wSTALLAiiON YAY VARY PER YLAFACTL';-R A19 SPKTJCATIO:S. Oz iiER TD FLOOR PLAN5 FOR 5TttE Ck WNDOW L6ED f$'6LE RJ•Y]-54. CA'-aTNT- CS`IT, QR FrM 6L455- FfJJ k i k 3 i k ILLNTCT e_4FE 4V F, R'E\AO 110YbSktaR :Lr ONRjb PERFBC. R-BMEDIT f7C417 k k k r# i t TO FAY, RDi A TYP. 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W' • 1'*d GARAGERIGHT Florida Building Code Online Page 1 of 3 Business & Professional . e R --cm -cm < Hot Topics I Submit surcharge Stats & Facts Publications FBC Serif I BM Site map I Links I Search rAa;76.1 slL BCIS Home Log In User egis U yy 1 Product Approval 0. fe sib t USER: Public UserIN egulation hredutiAeoreraTKenoS- tKt y A;0kat+as:.nSUtl' 171-15225-113 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Thenna-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@ rwbidgconsuitants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute Validated By Ryan J. King, P.E. y , Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year 101/I.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 https://www.floridabuilding.org/prlpr app_dtl.aspx?param=wGF,VXQwLDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A other- See INST 15225.5-68 (68 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 15225-68M (6'8 Door Products Direct to Masonry) for installation instructions. Note- Glazing Shad comply with ASTM-E1300 04. (This product approval requires the use of'7" part number doors and sidelites, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate FI IS?o5 R3 ''"CAC A2I cerr't9mllf Quality Assurance Contract Expiration Date 12/ 31/2021 Installation Instructions Created by Independent Third Party: Yes Evaluation Reports 12Z5 c .6 If. "Premium Series", "Construction 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. Series" and "Benchmark by With and without Sidelites. inswing and Outswing Therma- Tru" with Transoms Limits of use Certification Agency Certificate Approved for use in HVHZ: No kt t52 R3 C CAC AS NAMi ¢arts 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 (6'8 Door Products) and ctse•°df 15225. 6-80 (8'0 Door Products) for installation instructions. INST ISM :6-BO:adf, Note - Glazing Shall comply with ASTM E1300-04) Ver'ifled By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports 1S35t dF EC/Al,?.6-6B.odf R3' AE ft 15225.E-80.odf. Created by Independent Third Party: Yes ilazk ` Contact Us :•..••••w'••-J• Mcnfft §"M Tafl+?•«,„„ox ,,:ii j PtiOfN:d S•i814 The State of Florida is an AglfFO employer. :: Privacy etateme r ::Access' at m nt :: Refund Statement Under Florida law, email addresses are public records, if you hone or bywant your mail. If addressehreleeaveany qued Instions, Pleasonse to ae conic-rectact public-records re.uest do not ant to ndeie- cb'onic man to this entity. Instead, contact the office by p Y Section 455XS(I), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If theyhaveone. The entails provided may be used for official communication with the licensee. However email addresses are public record. if you do not wish to supplyapersonaladdress, please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter4S5, FS., please click here.. Product Approval Accepts: a. Rd- ZR® CreditS. Ar https:// www.floridabuilding.orglpr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: Certification Date: NI005329-114 10/15/2003 108 Mutzfeld Road Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certificationlabelrepresentsproductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing withindi6.A. li The Ameri&n Kidiohal Standards Institute ANSI.. NAMI's Certified Product:L:istltC Configuration at;t Inswing or Outswin NRmi .t! lit ti Glazed or Q a ue Opaque NAMI MaximuJos/Neg. SizeRated 3'0" x W67/-67 s Cerhfl¢attan Design ressure F tram >s acxre Missile Impact No Test Report Number Comments 74l 107 L 209 /TTFETC-01- - 03.0/ - 7 -253F X I/S Single Opaque 3 90" x 6'8" 67/-67 No ETC -Ol-741-10703.O/L-2097/TTF-254F t O/S Single 6'0" x 618" 40/-40 No ETC-01-741-10703.0/L-2097/TTF-253F Standard Aluminum AstragalXXI/S Opaque Double 6'0" x 6'8" 40/-40 No ETC-01-741-10703.0/L-2097/TTF-254F Standard Aluminum AstragalXXO/S Opaque Double Opaque 6'0"x 6'8" 47/-47 No ETC-Of-741=10703.O/L-2097/TTF 25 F Coastal Aluminum Antra alXXI/S Double XX O/S Opaque 690" x 6'8" 47/-47 No ETC-01-741-10703.OIL-2097/fTF-254F Coastal Aluminum Astragal . _.. Double Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites 5'4" x 6'8" 5'4" x 6'8" 8'4" x 6'8" 8'4" x 6'8" 8'4" x 6'8" 8'4" x 6'8" li t't t 40/-40 40/-40 40/-40 40/40 47/-47 47/-47 1 c./4794 George No No No No No No Washington ETC-01-741-10593.0/[-2097/TTF-253F ETC-Oi-741-]0593.0/L-2097/T i F-254F ETC-01-741 10593.0/L-2097/TTF=253F Standard.Aluminum Antra al. ETC-01-741-10593.0/L-2097/TTF-254F Standard Aluminum Antra al . ETC- Coast LAluminum :Astrl- 253F ETA CoastallAluin nlum Astra a1- 254F Memoria 1.: yI><ilsyes; VA 23072 OXO/OX/XO Single w/Sidelites .... I/S OXO/OX/XO Single w/S.idelites ...:.. US OXXO Double w/Sidelites.... I/S OXXO Double w/Sidelites OXXO Double w/Sidelites.. OXXO Doubie.w/Sidelites O/S I/S O/S National Accreditation & Managementr (804) 684-5124/Fax: (894) 684-5122 ALI NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI0053M-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 certificationlabelrearesentsproductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing withinNationalStandardsInstitute (ANSI}i NAMI s Certified.Prod uct Lis.tir of m e Ica101149m. Glazed or Maximum Designg Pressure Missile impact Elated Test Report Number Configuration Inswing or Outswin .. . O a ue Size 370» X 6,8„ Pos/Ne 67/-67 No TTF252FETC61-741 1 702.0/L 2096 X I/S Opaque Sin le 3'0" x 6'8" 67/-67 0 ETC-Ol-741-10702.0/L-2096PITF251F GAS OpaqueX Single I/S Opaquer. 6'0" x 6'8" 40/-40 No ETC- SXXStandard Aluminum Atrral252F Double ._.... Opaque, 6> 0>, x 6'8" 40/-40 No ETC-01-741-10702.0/L-2096/TTF251F XX O/S Standard Aluminum Astra al. Double I/S . Opaque 6'0" x b'8" 55/-55 No ETC-01-741-11008.0/L-2151 /TTF252F XX Coastal Aluminum Astragal . Double Opaque 6'0" x 6'8" SSI-55 No ETC-01-741-11008.0/L-2151 MF251 F O/SXX Coastal Aluminum Astragal Double OXO/OX/XO I/S Opaque Door 5'4" x 6'8" 40/40 No ETC-01-741-11008.0/L-215 irrFF252F Sin le w/Sidelites ....._ Glazed Sidelites 5 4 6'8" 40/-40 No ETC-01-741-11008.0/L-2151/7TF251 F OXO/OXIXO O/S Opaque Door x Sin xle w/Sidelites Glazed Sidelites Opaque Door 8'4' x 6'8" 40/-40 No ETC-01-741 d Alumi%um As ragal 52F Standard Aluminum AstragalOXXOI/S Double wlSidelites .:. Glazed..Sidelites Opaque Door 8'4" x 6'8" 40/-40 No t FETC-S andardO/SOXXO Double wlSidelites I/S Glazed Sidelites Opaque Door 8W1 x 6'8" 55/-55 No Aluminum Ast 125 ETC-0l-741-1 l008.0/L.-215lfIIFF252F Coastal Aluminum Astra alOXXO Double w/Sid.. elates :.. O/S Glazed. Sidelites. Opaque Door 8'4" x 6'8" 55/-55 No ETC- Ol-741-11008.0/L-2151/TTF251F Coastal Aluminum Astragal . . OXXO Dou ble w/Sidelites.. Glazed. Sidelites. Management Institute, Inc./4794 George Washington es VA 23072lVlemoriay/:Flay r nlatinnal Accreditation Tel: (804) 684-5124/t ax: (bV4) ba4-axZ-4 NAMI AUTHORIZED SIGNATURE: I f 66 y mz- 4 s t MULLON 11 `MULLION 0 4 MASONRY MASONRY TYP. HEAD OPENING' 4 SHOWN FOR jYp . I f REFERENCE MASONRY_ OPENING i ) TYp'.:I:I I I SHOWN FOR i l REFERENCE i i I I z' m , 9OPENINGIIHEADp O c aJAMBSHEAD JAMBS JAMBS I I I I sL m n n BUCK: .. 112XBUCK' I a a 2X 1'1 aa. 2X BUCK I.I MULLION rs o i) SHOWN FOR REFERENCE. I I. ai 1 IIrx Z SINCI E W/SIDELITE t('•I F-CITES alerlc ANCHOplNG. p 1C C ANCHORING BUCK ANCHORING o, m MASONRY OPENING NOTES. 1.77X'buckmin. S.G.2QSS. 2X BUCK I: Z'orac>R1e anchrx 1oc at the comers may be adusted to motnfatn the min. edge dManCe to mortar joints. 2COnf:Ietl/ aflClfor 166aiirsns noted as "MAX ON CENTER' fnusf be adjusfed to mdmtotn. tfsenjin edprrdktancot*O«tort ?A addfMor+elfa4ndeteanetiers mayWte4ti1redtoelufxr' 114e107L' CENWdimeralonamsWtexceeded. 3. Concrete anchor table - ANC7fDX Af+llittdl! lL 1N.. M1M:QifARA?1GL•. 1 A ollAS!' M XPEdw kAl9fDh N At NOR 1/ M 1-1/I" r r TA CONS ILCO. 1/4* or U4iII yam . I t' ,4• 4" 4, t4. v II TYP. HEAD JAMBS.:: ASTRAGAL SHOWN FOR REFERENCE II 11 II M. i1S1.szwt— V KYaa RUCK ANCHORING 4. 11 SHOWN MULLIONFORA MULLION f; I TSiP..: I C REFERENCE M SHOWN FOR REFERENCE II HEADJAMBS 2x BUCK 41 a a fl I) s Al' AS in tiL . I I 1 SHOWN 11 la: rr i. I I I. I p II 1'I I I DOUBLE W/SIDFIITES MASONRY BUCK jNQ:iPRI.NCa OPENING oM.. tn: JK u c1lk er: LF`S3 r7 x0J . Q 1 . 211-• n C. 10 3* 7- 34- SEE NOTE 3 SHEET 3 II SEE DETAIL "J" II ASTRAGAL-' MULLIONY. SHOWN FOR E SHOWN FOR REFERENCE REFERENCE ONLY DOUBLE DOOR "IDELI ON IN 2 PAIRS 30. TYP. 6. 4 F-i PAIRS 1:1 Y`6 p. W/2X SUCK F SE INSTALLATION W IX SUCK LICK. IL INSTpldlllao- iitt = . 1 9. 0 LuW 'X HEAD cm LATION OWINSTAL 12 TYPI 10 ALL4 N HEAQ kf & JAMBS F EFERENCR E ONLY SEE N. DETAIL '4" -j SEE 00 DETAIL C, C! let, 12 9 A' VIEW llE7::mfc DOUBLE DOOR VIEW "Al-W SHOWN W1 OPnMM MRRUr.4TES FASTOMM, f" 030 MR &L SIDEUTE TO DM AMD cmNar"s) W/2X BUCK INSTALLATION W/IX BUCK INSTALLATION I W12X BUCK Item DESCRIPTION Material k 10 x 2=1 PFHWOOSCREW. STEEL, g I Q X I -;G; PFH WOOD 9CREW S C 10 x I" FH WOOD SCREW STEEL. f, 10 x 3/47 -0me) Iti/4 tEEF 10 x 2. G. P 'WOOD SCREW"STEEL STEEL 3 8 x 2-. L(;. PPM WV V Z5(.;KLW 4 x 2- ITW CONCRETE SCREW STEEL ITW PPH ON 47miJ/#- - SCREW 11911 K4 . ; 3 7J/4 .ITW PFH ON RETESCREW 15" - 4" ITW PFH CONCRETE SCREW N4 -.xA-Y4. TW PFH CONCKETE-SCREW EL 13 MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK, CONFORMING TO ASTM C90 CONCRETE 16 1/4 X 2-1/4PFH fTW CONCRETE SCREW 1-20-- HEADIER M7: 130 4A R PINE, So 0.34 NA-0 AZ--fHM5REL* 112 _ X WOUD W, STE NSTALLATION_ W11X BUCK... INSTALLATION QETAIL- ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. t DETAIL "4" 11F By.. JK Irr. UPS kv ro 15 . 2 - 25. 5 768 4 or0 EXTERIOR 2 - YML CROSS. MOON — A. n. INTERIOR LXTERIOR. INTERIOR A4 S-- N YE UCAL _C*OSS 89COON INTERIOR EXTERIOR fS MjMC—At 61SS Cif H P5 EXTERIOR INTERIOR. I I I I I Id 7 O za rNV jAVCAitROSS kCtQA ILL 2 2, S1.2 FL- 15225.5- W t 1 r- 1. L 4. MASONRY ` jyp HEADOPENING & JAMBS If 2X BUCK/o N U 6 SOg E DOOR BUCK ANCHQ@ !I a a" I V is i I MULLION MASONRY. OPENING 1 (1 11 iYP. ':I SH:.(1WN FOR REFER< NCl MASONRY OPENING 4. 1 J'• CI yyp, HEAD; HEAD JAMBS ) II 11 11: I1 00tn 166 li n v 2X BUCK t lJ C6 C; MULLION. I I OWN' REFERENCE 2X BUCK j it to11do I I i. I I { I W,(SIDELITE SINGLE W/SIDELITESSGI ANCHURING BUCK ANCHQRINQRUCK MASONRY OPENING NOTES: 2X BUCV 1,1Xbucbuck mfn. I.G. t Q55. CONCRETE ANCHOR NOTES: 1. Concrete anchor IocaHons at the comers may be adjusted to maintain The mfn. edge distance to mortar joints. Y. Concrete anchor focatfons noted as "MAX. ON CENMR" must be adjusted to mofntatn the mfn. edge dhfance to mortar joints, oddfilonat concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are riot exceeded. 3. Concrete anchor table* I® AN069 _ INCN{?:i Ark LZS f1il YAYAY 1b,AIUACtN/. gNB RM>eN1 TArCONe 114" 1-114" 2" Et 114" 1.114" 1" u CON: MASONRY I;IIp p I I MULLION a I I SHOWN FOR A MULLION I.1T'rFs.. II REFERENCE II SHOWN FOR HEAD d REFERENCE II` JAMBS I 11. ASTRAGAL II: 7_X, SHOWN FOR I1. BUCK REFERENCE II. ap DOUBLE WZSIDELITES ANC,HORING OPENING ]BUCK ANCHORING n f' Ai a .. M 1J,jIJi 1k N i Itto. 2: t: 1Z C IJ 7 z fr M m 5&®III, W n r yetof2w. n as 3' 3tl ...... jjj - 6" i f` . 4 3 - 1 G" w ti'••+.. rv ; ' I In E DETAIL "3 'I+ w/2% BUCK I W/2X BUCK .A - ^ < 4 A. INSTALLATION SEE DETAIL .INSTALLATION a OETA L ti i ° z III SEE NOTE 3 y. i) W tX BUCK SHEET 3INSTALLATION 3" i. w/:fX Bwac ... .t.• o gg IFISTAI lATi0t1. N) N, m tl S Q ttP. HEAD P. HEAD & tl; O LLo MULLION & JAMBS I' JAMBS L oZ SHOWN FOR y REFERENCE / : La ...: STRARAL j SHOWN FOR SHOWN FORER' - REFERENCE z REFERENCE - ONLY 1: b +. ONLY W. p i$ 1 OfEE I6 IL. F is o tit o iIN n' u. A" v OOUBLE DOOR DO A F DOOR W/SIDEUIES VIEW "E"-"E' "' 94L A FSMwNAVEN W/ OprIONu CDRR ALL DSIDEWETDOORdAWSCCONNENECTONS) c 1. 8 b terry DESCRIPTION Material A ' 10 )c.2-1 .Z Pill W00 SCREW SJUL . STEEL. 8 la t- W'ODS L 1. X 1 P H W D R TO x 3 4 G. PFH O 0" SCR Hine t4 Frp.rne STEEL 4 1 4' 2-3 4 PFH.ELCO OR ITW CONCRETE SGREW STEEL S 1 .z' t-3'4" ITW PF'H :CONCRETE SCREW TEFL 4 1 .4" x 3-3 4...ITW. PFH CONCRk7E SCREW EEL 11 X. FH .SCR .. 3 t 6" x 1 1 4. ITW 'P.FH CONCRETE SCREW STEEL A -..I I PFH CONCRETE 5 R MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI CONCRETE 13 3OT OR HOLLOW CONFORMING TO...ASTM C90 16 BLOCK 1.4 X.2-1 4 PFI ITW CONCRETE SCREW L WOOD. H DER JAMB PINE. SG .'' _ ..0.4 _ O 0 21 . 3 THK. PRESSURE TREATED SIOELITE PAD STEEL, 30 2" X t" X 25 GA. CORRUGATED FASTENER it t' 0 o DETAIL "4 7w.. A DETAIL 'X i 1. + ATTACH ASTRAGAL THROW BOLT Q STRIKE PLATE TO FRAME AS SHOWN. DAM '2 21 12 A scut: N.T.S. - a Dwr., er:- . JK.... -m i. .. Mg. er: LFS 3 ORxAWO NO:: - T ETAlL F'L- 15225.5-80 c n INTE @ m 'Alh i = M I EXTERIOR. USCA. CI2 EXTERIOR INTERIOR INTERIOR SV E IRMPMCA.LC 110 1" 0.1Wou cony P. rf INTERIOR v r m A EXTERIOR., o x zo q Sd z Es u M a. M rCo. oz 3. VE ON EXTERIOR INTERIOR @41,1111itrl*g CROU' M. 'N. re V BY'. JK sy-C LFS NC *04'. 15225.5-80 !a E EXTERIOR 1 tii3Rllt bii'A "RC: 2 :4p(n ranflnt hon c `` C E at. INTERIOR 3 ORIiOMAC GROSS SEGfitpN 2 Sw tlq configutallo(+ o Rf Orn tcRoss s cnoh jrvirtg cbnfrgwallon F1 I ib fi tir61(bn- INTERIOR EXTERIOR. n w, C- a o; r rimN 1641.16 HEAD s wTYP.s® HEAD j fi/.l4" EAD. - g MULUON.. 0. M SHOWN FOR REFERENCE Lj ICJAMB O 8 JAM85 16"JAMB o SEE... 16 ;. DEraL°s o 2 a E 39j1b"HEAD HEAD 1 F HEAD MULLION SHOWN FOR REFERENCE L W h i n p Gi, 6 9/16" JAMB TTP. 0 JAMBS H 44/I6" JAMB F SEE DEfAVIV VIEW "C"-"C" SINGLE DOOR W/51DELITES VIEW "E"--"E" VIEW "D"-"D" cove AucH ' of the comers maybe adjusted to maintain the mfn. edge d'io ribrititjbfnts. 2. Con&w6 ar,chorloc**ns noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortar Joints. may be required to ensure the MAX. ON CENTER' addiflonot concrete anchors dimension are not exceeded. 3. Concrete anchor fable: AitiK,tfGN A SCR j) t31 fK ibADIAGEfIF TY r TAPC9N FLCO VIC 1-1/4" U. ... T" LIRAC(sN 11YY a .3,16. Lift' AS SHOWN AS SHOWN TP SIDELITE NOTES: 1, the sidefite Is direct set into the jamb with 1121 #8 X 2" pth. wood screws - vertical There are I4J at each 67. the header at 4" n fromthe outside fromof the frame. Thereiare (2) at6the style. 4" afrom thetoutside comers. a v_ Z o=: S^ NEAD. w 'ao w r m gIM f1 TYP. 0 JAMBS 4911 V JAMB SINGLE K!/SIDELRE VIEW "B ="B", SINGLE DOOR o SEE 0 1 DEfaL" 1.. n y o 1 ma O VIEW " A"= A" a R W R W Building Consultants, Inc. Consulting and Engineering Services for the Building IndustryB C P.O. Box 23o Valrico, FL 33595 Phonc 813.659.9197 Florida Board of Professional Engineers Certificate of Authorization No. 9813 Scope: Product Tru CorporEvaluation ation, based oport issuedn Rule Chalding Consultants, pterr No. 61G20-3, Method 1A of he State ofFloridaystem ID # Product ApprovaloDept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing ordistributingtheproductorinanyotherentityinvolvedintheapprovalprocessoftheproductnamedherein. 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 Hurricane Zone". See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installations instructions of ANSI AF&PA NDS 2012. All other fastener types to be installed following fastener manufacturer' s installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specked by the fastener manufacture, but in no instance shall they be less than shown in drawing FL-15225.5-68. 5. Where shims are used, they must be a "rigid / stiff" material that complies with the requirements -of the FBC. usewithdrawingFL-15225:5-68 shall be determined by others for specific jobs in accordance 6. Positive and negative design pressure requirements for with the governing code. 7. Site conditions that deviate from the details of drawing FL-15225.5.68 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: t, :, est Risoort Nta. ETC- 0f=741-10702.0 ETC- 01-741-11008.0 TEL 01460147 2. Drawing No. No. FL-15225.5-68 3. Calculations Anchoring Test Standard ASTM E330-02 / TAS 202-94 ASTM E330-02 / TAS 202-94 ASTM E330-02 / E1886-02 / E1996-02 Prepared byRW Building Consultants, Inc. (CA #9813) Prepared by RW Building Consultants, Inc...(CA#9813) Sheet 1 of 1 Tr i1n ETC Laboratories ETC Laboratories Testing Evaluation Lab. Signed by Wendell W. Haney, P.E. Joseph L. Dolden, P.E. Lyndon F. Schmidt, P.E. SlLnk & Sealed by Lyndon F. Schmidt, P.E. tvr wtt $i 8dledbY. Lyndon F. Schmidt, P.E. itlit7t t n r s s 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 6D63—T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 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 BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8"' MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETA!LS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS, 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH: SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 1BGA, 33KSI OR ALUMINUM 6063—T5 1/8" THICK MINIMUM TABLE OF CONTENTS 1EET NO. DESCRIPTION 1 NOTES 2 ELEVATION 3 — 9 INSTALLATION DETAILS REVISIONS DESCRIPTION DATE APPROVED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION DETAILS 08/05/15 R.L. t S 3;3 -LLq SIGNED: 1012712015 MI WINDOWS AND DOORS LLC1900LAKESIDEKWAYLo FLOWER MOUND, TXR75028 f(0ryfbtSERIES430/440 XIX SGD*• 143" x 9 REINFORCED NOTES v i d' fOR1 P G` WtnwN: F. owc NO. REV 08 D i///ONAt E5005030EcAEDATENTS02/23/09 9 w 6" MAX I1 5" MAX i J- 17" MAX O.C. 96" MAX FRAME HEIGHT i i L_ 6" rMAX- I 143" MAX FRAME WIDTH { SERIES 4301440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.OPSF NONE SEE CHARTS #1 AND X2 FOR OTHER UNITS RATINGS REVISIONS REV I DESCRIPnON I OArE MPROVEO A ADDED CHARTS 03/06/12 ? R._. B REVISED PER 14EW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 6" MAX CHART#i D REVISED INSTALLATION DETAILS 08/05/15 R.L. WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET I Design pressure chart (pso Frame Height in) Single Panel and Total Frame Vddth (in) 30.0 36.0 42,0 47.7 90.00 108.00 126.00 143.00 Pos Neg PCs Neg Pas Neg Pas Neg 84.0 40.0 60.0 40.0 57.9 40.0 52.0 40.0 48.0 88.0 40.0 60.0 40.0 54.6 40.0 48.9 40.0 45.0 92.0 40.0 59.6 40.0 51.7 40.0 46.1 40.0 42.3 96.0 40.0 56.6 4'0 0 49 0 40.0 43.7 40.0 40.0 CHART q2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE,VOTE9SHEETI Design pressure chart (pso Frame SirglePanel and Total Frame Width (In) Height 30.0 36.0 42.0 in) 90.00 108.00 126.00 4142,3 Pas Neg Pas Neg Pas Neq as 64.0 60.0 60.0 57.9 57.9 52.0 520 4 08.0 60.0 60.0 54.6 54.6 48.9 48.9 4 92.0 59.6 59.6 61.7 51.7 46.1 45.1 4 96.0 56.6 56.6 49.0 49.0 43.7 1 43.7 1 40.0 1 40.0 CHART ,73 Number of anchor locations required Frame Height in) Single Panel and Total Frame VJAdth in) 30.0 36.0 42.0 47.7 90.0 108.0 126.0 143.0 H&S Jamb H&S Jamb H&S Jamb H&S 111111Jamb 84.0 6 6 7 6 8 6 9 6 88.0 6 6 7 6 B 6 9 6 92.0 6 6 7 6 8 6 9 6 96.0 6 13 7 6 8 6 9 B MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED ELEVATIONS DRAWN- DWG NO. F.A. 08-00503 SCALE NTS IWE 02/23/09 1SHE= 2 OF 9 SIGNED: 1012712015 S l III/07ji//// 4f 0 6¢5T 1r= TTAY OF i 0f- F40RM'-•' ij/10NAi11111iIE G\ 1 /2" MIN. EDGE DISTANCE l 1 3/8" MIN. WOOD FRAMING OR 2X BUCK EMBEp,UENT BY OTHERS 1/4" EMB-DHIENT J! MAX. _ l I SHIM 7410 WOOD SPACE 1/2^ MIN. SCREW I EDGE DISTANCE i EXTERIOR I INTERIOR IC WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS GV'.fC UIJ IiiIV VG VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 10 WOOD SCREW 3E SET IN F APPROVED MIN. VENT WOOD FRAMING OR 2X BUCK BY OTHERS L-- 1/4" MAX. SHIM SPACE RDAMNS REV I ESCRIPTION DAT' APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEVI TESTING 10/15/13 R.L. C ADDED F,ANGE INSTALLATIONS 112/06/13 R.L. 07 REVISED INSTALLATION DETAILS 08/05/15 I R.L. INTERIOR ME, no I a EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: OWC NO. F.A. 08—OD503 ZLe NTS DAi>: 02/23/09 ISHEETT OF 9 SIGNED: 1012712015 JCS 1RIIILr0. E 0 ., GlN SF9J STAT 5EOF D ALt\\ METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW I METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE i1/4" MAX. SHIM SPACE 3/4" MIN. I EDGE DISTANCE VERTICAL CROSS CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCORDANCE WITH ASTM E2112 1 /4" MAX. rSHIM SPACE 5/4" MIN. 1S OR EDGEDISTANCE INTERIOR RILLING 4 410 SMS OR SELF DRILLING SCREWS REVISIONS REV DESCRIPTION I GATE I APPROVED A 1 ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FIANCE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 ( R.L. I I' u Ell: TO BE SET IN BED OF APPROVED ALANT METAL STRUCTURE BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SOD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: DR•C ND. F.A. 08-00503 DALE NTS I DATE 02/23/09 1 SHEET DF 9 SIGNED: 1012712015 R I IL o O E N s-"9Lp A4TATE OF REV CtV•OR. \ 2 1/2" MIN. EDGE DISTANCE 1/4" MIN. EMBEDMENT 1 1/4" MIN. 1/4" MAX. a ° EMBEDMENT i SHIM SPACE CONCRETE/ --- MASONRY I — BY OTHERS 1 2 1/2" MIN. OPTONAL EDGE DISTANCE IX BUCK INTERIOR 7C BE PROPERLY 1/4" MAX. SECURED I _ I SHIM SPACE 3/16" TAPCON ..a SEE NOTE 3 - SHEET 1 3/16" TAPCON 1 CONCRETE/MASONRY j I BY OTHERS EXTERIOR INTERIOR 1 I SILL TO BE SET IN jf EXTERIOR A BED OF APPROVED ° 3/16" iAPCON SEALANT I 1 OPTIONAL IX BUCK MASONRY/ TO BE PROPERLY BY CONC ETE _ rx SECURED SEE NOTE 3 SHEET 1 1 1 4 MIN. EMBEDMENT e ° VERTICAL CROSS SECTION CONCRETEMASONRYINSTALLATION 2 1/2" M;N. EDGE DISTANCE REVITONS REV DESCRIPION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NE 1Y TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R.L. ME MIN 5101 7 cm - JAMB INSTALLATION DETAIL CONCRETEIMASONRY 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 ASTME 2112 1S3; l MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 15028 SERIES 430/440 XIX SOD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN; DWG NO, F.A. 08-00503 SCALE NTS JDAIE 02/23/09 1 SHEETS OF 9 SIGNED: 10/27/2015 OOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW EXTERIOR 10 WOOD SCREW WOCC FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. T EDGE DISTANCE 8'. MIN. EMBEDMENT 1/4" MAX. SHIM SPACE INTERIOR SILL TO BE SET IN A BED CF APPROVED SEALANT 3/8" MIN. EMBEDMENT 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM Eli 12 3/8" MIN. MBEDMENi 1/2" MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1 /4" MAX. SHIM SPACE REV190NS REV DESCRIPTION DATE 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. D REVISED INSTAL iAMON DETAILS 08/05/15 R.L. INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION F.A. E E NTS MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS Dwc No. 08-00503 DATE 02/23/09 SHEE76 OF 9 SIGNED: 1012712015 J`\`\51 R1 I I 0 4XOSkSF•9cP p„51 T(AfY OF ; w oFS F 0RIOQ; METAL STRUCTURE BY OTHERS 10 SMS OR S=LF DRILLING SCREW METAL STRUCTUREI9YOTHERS 3/4" MIN. EDGE DISTANCE 1/4" MAX. SHIM SPACE OR 3/4" I MIN. LUNG3/ 4" DISTANCE I EXTERIOR 11vlcrllvrl #10 SMS OR SELF DRILLING SCREWS LTOBESET IN 3ED OF DROVED SEALANT 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 SY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 METAL STRUCTURE BY OTHERS REVISIONS REV DSCRIPT70N DATE I PPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L C I ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D I REVISED INSTALLATION DETAILS I OB/05/15 R.L 1 /4" MAX. FSHIM SPACE EXTERIOR e JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION 2, L SIGNED: 1012712015 MIWINDOWSID C 1LAKESIDE PARKWAY FLOWER MOUND, TX 75028' y 5 R 11L 9d' SERIES 430/440 X1X SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS k• 0 5 *= OtJALIS?\\\\ DRAWN: owD NO. 08S00ET73OF D sCAAEE NTS DATE 02/ 23/09 9 r REVISIONS 2 1/2" MIN. REV S DESCRIPTION GATE APPROVJ CONCRETE/ ' EDGE DISTANCE A ADDED CHARTS r 03 06 72 I, R.L. MASONRY I / / 61' OTHERS + B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. a° .'• .. .. 1 1/4 MIN. EMBEDMENT 1/4" MINI. 1/4" MAX. D REVISED INSTALLATION DETAILS 08/05/15 R.L. EMBEDMENT i ! SHIM SPACE y OPTIONAL _ 2 1/2" MIN. 1X BUCK EDGE DISTANCE PROPERLY TO BE , . INTERIOR , SECUED 1/7--X SEE SNOTE EO3 4 1 SHIM SPACE .:• ' I El SHEET 1 - 3/16" TAPCON 3/16" TAPCON I I TJbi CONCRETE/MASONRY EXTERIOR I I I INTERIOR BY OTHERS I ` II II 3/16" TAPCON SILL 70 BE SET IN EXTERIOR A BED OF APPROVED ° SEALANT OPTIONAL 1 x BUCK ,IAMB INSTALLATION DETAIL TO BE PROPERLY SECURED CONCRETEiMASONRYINSTALLATION S MASONRY/ EE NOTE 3 S14EET 1 i I I I CONCRETE BY OTHERS c T NOTES! 1 1/4- MIN. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, j ° 3 5' EMBEDMENT NOT SHOWN FOR CLARITY. e • - I 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BEe a • DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION 2 1/2" MIN. CONCRETE/MASONRYINSTALLATION EDGE DISTANCE ., SIGNED: 1012712015 MI WINDOLAKESIDE OPARKWAY D LLC 19 \\\\\\ Rll ILI0 FLOWER MOUND, TX 75028 v •GENS 9J, SERIES 430/ 440 XIX SOD _ Mr• = 1 x A REINFORCED 51 T FLANGEINSTALLATION DETAILS -A • TAT OF a DRAWN: DWC ND. REv 'O F ' OZORIDP• NTS DATE 02/23/09 08-005830E 9 D /fl ssj0NAL1E?G\ INTERIOR TRIM 11 3/8" MIN. EMBEDMENT HOOK STRIP CW000 SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2X SUCIOWOOD FRAMING 1 5/8" MIN. EDGE DIST. TRIM INTERIOR MASONRY/ CONCRETE - BY OTHERS HOOK STRIP --' 1 1/4" MIN. EMBEDMENT r 1X BUCK BY OTHERS, 1X BUCK TO BE n. PROPERLY SECURED ItII I 3/16" EXTERIOR -_ PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/ CONCRETE METAL STRUCTURE - BY OTHERS T RIM REVISIONS REV DESCRIPI1014 OAT, APPROVED A ADDED CHARTS 03/06/12 R.L 8 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATi0N5 12/06/13 R.L. D !, REVISED INSTA i 4`tON DETAILS 08/05/15 3/ 4" MX EDGE DISTANCE HOOK STRIP 10 SELF DRILLING II SCREW1/2" MIN. 1 PANEL EDGE DISTANCE EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED HOOK INSTALLATION DETAILS DRAWN: DWG NO. F. A. 08-00503 CALF NTS DATE 02/23/09 sNEET9 OF 9 SIGNED: 1012712015 s It OF BQS Home Log in User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BclS Site Map Links Search d['Opr i Product Approval USER: Public User I i P"c o,xt Ara, caM Mf-11 > s_ moucr c' A^nhcaban S rr-,n a gypt.c:rgc,on s.:st > Application Detail FL # FL15080-RI Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer WINDSOR DOOR MFG. LLC / DBA WINDSOR DOOR Address/Phone/Email 5800 SCOTT HAMILTON DR. LITTLE ROCK, AR 72209 501) 570-9253 RBELKNAP@WINDSORDOOR.COM Authorized Signature RODNEY BELKNAP RBELKNAP@WINDSORDOOR.COM Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method i Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received i Florida Engineer or Architect Name who developed the IOHN SCATES Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA; Inc. 1: Quality Assurance Contract Expiration Date 08/28/2018 Validated By Kurt Dietrich PE Validation Checklist - Hardcopy Received Certificate of Independence Eusoao R' 0CiCadpf .ind Sc-atfees ?015 s.odf Referenced Standard and Year (of Standard) i Standard Year ANSI/DASMA115 2005 DASMA106 2005 Equivalence of Product Standards Certified By i Sections from the Code i is FL # Model, Number or Name Description 15080.1 RESIDENTIAL PAN DOORS MODELS 724, 426, 735, 750, p55 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15080 R1 II 99A{76 revFi JambAttach s odf Approved for use outside HVHZ: Yes F'LIS0. 0 RI II 92AQZ5 LocUnstali s,pdfImpactResistant: No j FL1 R B07 ,s.bdf Design Pressure: +22.9/-26.4 Verified By: JOHN E. SCATES; PE FL 51737 Other: +22.9/-26.4 LISTED IS FOR THE 9' 0" X TO" OTHER Created by Independent Third Party. Yes SIZES AND PRESSURES ARE LISTED ON THE DRAWINGS Evaluation Reports FL 15080 R1 AE Eval iRegort3 ResPan rla s pdf j Created by Independent Third, Party: Yes 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16' X 1-1/2" LAG SCRElIS 2" GALV. STEEL VERTICAL TRACK 16GA , BOLTED TO 04 TRACK BRACKETS WITH 1/4--20 X 5/8" TRACK BOLTS, OPENINGHFJGHT N4 NOT OVER D OR HEIGHT) 3/4- X 1-1/2" X 13 GAGE MIN. 1/4- X 1/2' LONG GALV, STEEL HORIZONTAL ANGLE. USE EXTRA CARRHGE SOL.T k NUT 1/4" X 3/4" HEX HEAD SELF r) DRILLING//SCREW USESHE E72F1 E1fAL" SCR E1vS" IALV. STEEL HORIZONTAL K 16 GAGE OR 13 GAGE D ON THE WEIGHT DIVE DOOR. T D ETAI L D 63" (16 X 7) 74" {16 X 8) 42" (16 X 7) 50" (16 X 8) GALV. STEEL 5-STRUTS — KET WITH 14 3" 2DG4 WIDE 18 L D. % LER HOLDER 3" $BOA WIDE f16 X SEE DETAIL A)._ 2' ROLLER WITH 7/16 OLA, STEM. TIRE: 5TEEL 16 X 7 7 BALL SHORT STEM 16 X 8) 10 BALL LONG STEM OPTIONAL LOCK -/ STRUT ON UPPER PART OF SECTION (prER 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) BRACKETS EACH S 21" (IB X 7) 24" (16 X B) 1/2' PCLYSTYRENE INSIA."TIC STANDARD FOR MODEL 735. SSTRUTECTION OVERUPPER PARTRT OF LEAF. (SEE DETAIL 6). N3 5. 1-3/8' POLYSTYRENE 2D GAGE END STILES - FASTENED WITH TOG-L-LOGS TO PANEL USE ENO 'CAP OvER END STILES. (SEE DETAIL C) STOP MOULDING RULED EVERY 9" 21" OR 24" HIGH PANEL GALV. AND 25 GAGE A STEEL25GAGEXCMODELSEXCEPT INSULATION OPDONAL FOR MOD. 724.. 730. 750, 755. 426. STRUT ON BOTTOM BRACKET 6-D TYPE NAIL MIN. -------- . - 24 GAGE MODEL 750, 755 T3 GAGE GALV. STEELIBOTTOMBRACKET 111 ATTACHED WITH 2 2 LAG SCREW 5/16' X 1-1/2- FASTENERS. BOTTOM SCREW CAN BE ABOVE SECTION B—B 20 GAGE GALV, STEEL CENTER STILE SECTION A --A OR BELOW ROLLER. TOG-L-LOC OR POP RIVETED TO PANEL. 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL t OGA. COMMERCIAL GALV, STEEL TRACK BRACKETS. SEE ABOVE FASTENED WITH (4) 1/4" X 3/4' FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2' HEX HEAD SHEET METAL SCREWS. LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. P.S.F. TABLE DOOR_SIZE... . DESIGN..RRESSUPE TEST. PRESSURE. WIDTH HEIGHT POSITIVE NEGAT'NE POSITIVE NEGATIVE 16'=0" 7'-0" 18.7 QD.13 28.1 31.2 16'-0" 8'-0" 18.7 20.6 28.1 31.2 NOTE: WN TO BE 4"NX D3/4" TS & NUTS ORtONGItEHEXX VE TEAD SHEETDMETAL SCREWS. _\\\`,.At1,s_"_' C4& //I- DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURE TX-PE LLSTED IN Tiff TABLE IWE VIA TESTING TO ANSI/DASMA 108-05. DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Nd eod m N. -BMW t fI W. '* 4_ 8SNlEOi : 11% OPTIONAL SSB GLASS LIGHTS 16'(DOUBLE CAR) 4"))X 16" AIR(VENTS N4CHRo. MIN. TOTALOOPEN AREA). OPTIONAL. 2GEfCEn USE ONE EXTRA SELF DRILUNG SCREW THROUGH TOP LEAF OF HINGE. END STILE B RAIL. 7' OR 8' B OPTIONAL LONG PANEL STILES (5 COLUMNS] EMBOSSES HINGES j3 COLUMNS) 1TYPICAL - EACH 1.25" - I- 20 GAGE END STILES F— T 20 GAGE f END CAP - 1— 275" —1 L [ DETAIL A DETAIL C 3' 20GA MOE STRUT 16 X 7)) 3" 18GA WIDE STRUT (16 X 8) NOTE: DOOR MUST BE INSTALLED p DETAIL g WITM ERHgR qN ELECTRK OPEBORATOR ORALOCKMUSTENGAGETHT TRACKS ON GORS WITH EXTENSION SPRINGS). NOTE: GLAZING DOES NOT SATISFY IMPACT DEBRIS REQUIREMENTS IN FBC 1 1 IMR T - 1 LITTLE ROCK-,- AR 72219- 8915 501) 562-1872- 724, 426, 730, 735, 750, 755 TOLERANCE rRACDEC.. A 1/644' ANG. f I" PART NAME: WINDLOAD RESIDENTIAL PAN DOOR Wl B 12/15/11 RL13 2866 3110108 RLB NEXT LEVEL PLOT SCALE DATE: 0I DRN. BY RM DING. NO. g9— B-079 2848 11/1/07 RLB E. C.N. DATE: APPROV, SCALE NONE__ SHT 2 OF 3 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16' X 1-1/2- LAG SCREWS — 2" GALV. STEEL VERTICAL TRACK 16GABOLTED TO TRACK BRACKETS WITH 1/4"-20 X 5/8" TRACK BOL OPENING HEIGHT NOT OVER OR HEIGHT) kN"' tt 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" ya1D 2" GALV. STEEL HORIZONTAL HEX HEAD SELF DRILLING SCREW TRACK 16 GAGE OR 13 GAGE DETAIL D BASED ON THE WEIGHT OF THE DOOR. 25" 63" 18 X 7 DETAIL 'E' 1GE GALV. STEEL TOP BRACKET 10 GAGE ROLLER HOLDER. THAT ROLLER HOLDER IS TURNED DOWN. DETAIL D. TRUT JUST BELOW P BRACKET. iURRICANE ROLLER WITH B 6" DIA. LONG STEM. STEEL 10 BALL OPTIONAL LOCK-/ ALTERNATE CONSTRUCTION USING (2) STRUTS JA) \ OPTIONAL SSB GLASS LIGHTS 11 !ilIII nIII fNlIII nIII F=-i WIN uFiM-0 rif rlirirliriI1r 1 rrllrl', Mrs" IL @L=J@LJ@LEMIMIIUMENLM I se — 74" (18 X 8) AI i STRUT ON UPPER PART OF SECTION OVER HINGE LEAF. ( SEE DETAIL B). 2 75" JI GALV. STEEL (14 GAGE) COMMERCIAL DETAIL A a END HINGE ATTACHED WTH 6 FASTENERS. SEE DET L B 42' (18 X 7) 3" 18GA WIDE STRUT 4' X 18" AIR VENTS 50" (18 X 8) 21" (18 X 7) 24' 18 X 8) DETAIL E 4 BRACKETS EACH SIOE 20 GAGE END STILES - FASTENED WITH TOG-L-LDCS TO PANEL. USE END CAP OVER END STILES. ( SEE DETAIL C) l STOP MOULDING NAILED EVERY 9' AMR 1 6-0TYPENAILMIN. I SECTION B-B GAGE GALV. STEEL WINDLOAD TRACK BRACKETS. SEE AI SPACING. FASTEN TO WOOD JAMBS WITH 5/I6" X 1- SCREWS A, WASHERS. PREPARATION OF JAMBS BY OP DETAIL °r. P.5. F. TABLE DOOR SIZE DESIGN PRESSURE TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 18'-0" 7'-0" 18.7 20.8 28.1 31 .2 18'-0" 8'-0" 18.7 20.8 28.1 31 .2 2 0. SECTION ON UPPER OF INCHRMIN. TOTAL OPEN 1/2" POLYSTYRENE LEAF. ( SEE DETAIL 8). AREA). OPTIONAL. INSULATION STANDARD FOR STRUT ON LOWER PART OF USE TWO EXTRA SELF DRILLING MODEL 735. SECTIONLABOVE HINGE SCREWS THROUGH HINGE LEAF, GALVANIZED STEEL END STILE k RAIL AS SHOWN. TYPICAL EACH END HINGE. 2" STRUT ATTACHED WITH 1/ 4" X 3/ 4' LONG HEX HEAD SELF DRILLING SCREW f 2 PER VERTICAL STILE) p 1-3/8" POLYSTYRENE 21" OR 24" INSULATION OPTIONAL HIGH PANEL FOR MOD. 724, 730, GALV. AND 750, 755, 426. p PREPAINTEO STEEL 25 GAGE ALL STRUT IN MIDDLE OF MODELS EXCEPT BOTTOM SECTION. 1a 24 GAGE MODEL 750. 755. 13 GAGE GALV. STEEL p BOTTOM BRACKET ATTACHED WITH 3 DETAIL B FASTENERS. BOTTOM L.H. SCREW CAN BE ABOVE ORBELOWROLLER. OPTIONAL LONG PANEL EMBOSSES CENTER STILES ( 7 COLUMNS) CENTER HINGES (3 COLUMNS) 20 GAGE END STILES 16 GAGE END CAP n C"TAII (` NOTE: DOOR MUST BE INSTALLED WITH EITHER AN ELECTRIC OPERATOR OR A LOCK MUST ENGAGE BOTH TRACKS ON DOORS WITH EXTENSION SPRINGS). 18' X 7' CP"(` TinN1 A —A 20 GAGE GALV. STEEL CENTER STILE TOG-L-LOC OR POP RIVETED TO PANEL. 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL FASTENED WITH (4) 1/4" X 3/4" HEX HEAD SHEET METAL SCREWS. NOTE: ALL NON -DESCRIPTIVE FASTENERS SHOWN TO BE 1/4'-20 X 5/ 8" HEX BOLTS d! NUTS OR 1/4' X 3/4" LONG HEX HEAD SHEET METAL SCREWS. n DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES I IA-rL Ja3va-t-«U3 LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 105-05. FL-PE19 872 4 82500 DETERMINATION OFSUITABILITYFORSPECIFICSITES IS THE RESPONSIBILITY OF OTHERS. Professlonol Englnee s seal w'ovided only for erific"on ndlood construction details. NOTE: GLAZING DOESNOTSATISFYIMPACT DEBRIS REQUIREMENTS IN FBC F L 1 5 0 8 0 1 8' X 8' P.O. BOX B915 MR DOOR 72219 8915 wLITTLE RICK AR 1(501) 562-1872 724, 426, 730. 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B 12/ 15/11 RLB TOLERANCE FRCC.*1/ O65" ANG d: 1' 2866 3/10/08 RLB NEXT LEVEL PLOT SCALE DATE: 11 1 07 DRN. BY BH DWG. NO. 99—B- 079 2848 11/ 1/07 RLB E.C.N. DATE: APPROV. SCALE NONE SHT 3 OF 3 2" GALV, STEEL HORIZONTAL TRACK. 16 GAGE OR 13 GAGE BASED ON THE WEIGHT OF THE DOOR. USE EXTRA 1/4- X 3/4" HEX HEAD SELFRIAGE 4" X 1/2" LONG BOLT & NUT GRILLING 5CREW 3/4" X 1-1/2" X 13 GAGE MIN. GALV.STEEL HORIZONTAL ANGLE. f13GAGEGALV. STEEL TRACK SPLICE USEE 2MORFLAGBRACKET. FASTEN TO WOOD EYAL"SCREWS, JAMBS WITH 5/16" X 1-1/2" LAG SCREWS. DETAIL D 2" GALV. STEEL VERTICAL TRACK BOLTED TO TRACK BRACKETS WITH 1/4"-20 X 5/8" TRACK BOLTS. 180A. (9 X 7). 160A. (9 X 8). 16 GAGE GALV. STEEL TOP BRACKET OPTIONAL SSE WITH 14 GAGE ROLLER HOLDER GLASS LIGHTS SEE DETAIL D) 2" ROLLER WITH 7/16" OIA. STEM. TIRE: NYLON OR 7 BALL STEEL. (9 X 7). 2" ROLLER WITH 7/16" DIA. STEM. TIRE: 7 BALL STEEL. (9 X 8). OPTIONAL LDCK— NOTE: DOOR MUST BE INSTALLED WITH EITHER AN ELECTRIC OPERATOR OR A LOCK MUST ENGAGE BOTH TRACKS ON OORS WITH EXTENSION 3 STRUTS SPRINGS). 3" 20GA SEE DETAIL A) I GALV. STEEL END HINGE COMMERCIAL OPENING HEIGHT 63" (9 X 8) ATTACHED WITH 5 FASTENERS. DOT OVERVEGHT) 14 GAGE. (SEE DETAIL C), 11 GALVANIZED STEEL STRUT. ATTACHED WITH iX 3/4" SE LONGHEXHEADSELF2 BRACKETS EACH SIDE) DRILLING SCREWS. COMMERCIAL ( 9 X 7) 2 PER VERTICAL STILE) 42" ( 9 X 7) POLYSTYRENE THIS STRUT ON HINGE LEAF. ( SEE DETAIL C) 37" ( 9 X 8) INSULATION 3BRACKETSEACHSIDE) INSULATION STANDARD H OTHER STRUTS IN MIDDLE OF TOP & BOTTOM SECTIONS. COMMERCIAL ( 9 X8) FOR MODEL 735 _', 20 GAGE END STILES — FASTENED WITH TOG— L—LOCS TO PANEL. USE END CAP OVER END STILES ON 9 X 8. 21" OR 24" SEE DETAIL C. HIGH PANEL STOP MOULDING NAILED EVERY 12' GALV. AND PRE: PA STEEL 6— D TYPE NAIL MIN. 25 GAGGEE A ALLMODELS EXCEPT 24 GAGE 750. 755 MODEL2 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. 1DGA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL SECTION A- P FORSPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2" FASTENED WITH (4) 1/4" X 3/4" LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. HEX HEAD SHEET METAL SCREWS. P. S.F. TABLE DOOR SIZE I DESIGN PRESSURE TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 9'- 0" 7'-0" 22.9 26.4 34.4 39.6 9'- 0" 8'-O" 19.2 22.2 28.8 33.3 NOTE: ALL NON —DESCRIPTIVE FASTENERS SHOWN TO BE 1/ 4"-20 X 5/8" HEX BOLTS & NUTS OR 1/ 4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THI5 DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES FL—PE-51737 LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. 972 492-9500 Professional Engineer's seal DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS, provided onll for verification ndlaadcst—tion details. 1- 3/8" POLYSTYRENE INSULATION OPTIONAL FOR MOD. 724, 730 750. 755, 426. 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 2 FASTENERS BOTTOM SCREW CAN BE ABOVE OR BELOW ROLLER. 25" TTi 2. 75" —I DETAIL A 3" 200A WIDE STRUT A USINGN(2) ZUCTION STRUTSF- OPTIONAL LONG PANEL EMBOSSES B 7' OR 8" 11 4 9W9- CENTER STILES AND HINGE X 16" AIR VENTS (1 COLUMN REQ' D. 60 SQ. H MIN. TO AL OPEN A). OPTIONAL. USE ONE EXTRA SELF DRILLING SCREW THROUGH TOP LEAF OF HINGE, END STILE &RAIL. 20 GAGE END STILES O t O O. a z20 GAGE ENDCAPUSED ON 9 X 8 DOOR ONLY NOTE: GLAZING DOES NOT 5AT15FY IMPACT DETAIL C DEBRIS REQUIREMENTS IN FBC FL 15080 R DOOR P. O. BOX 8915 LTTLE ROCK, 72219 8915 AR 501) 562-1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B 12/ 15/11 RLB TOLERANCE 2866 3/10/013 RLB IRADEGC t1./64' AND t 1' NEXT LEVEL DATE: 11 1 07__ DWG. NO. 99- 8-079 284811/1/07 RLB E. C.N. DATE: AP PROV. SCALE NONE PLOT SCALE DRN. BY BH SHT 1 OF 3 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16' X 1-1/2", LAG SCREWS 2" GALV. STEEL VERTICAL TRACK 16GA , BOLTED TO 4 TRACK BRACKETS WITH 1/4"-20 X 5/8" TRACK BOLTS. OPENINGHEIGHT #4 NOT OVER D OR HEIGHT) 3 4 BRACKETS EACH SIDE 3 3/4' X 1-1/2" X 13 GAGE MIN. 1/4' X 1/2' LONG GALV. STEEL HORIZONTAL ANGLE. CARRIAGE BOLT do NUT USE EXTRA 1/4' X 3/4' HEX HEAD SELF 11 DRILLING SCREW SHEEf2FAE L"SCREWS' GALV. STEEL HORIZONTAL a RACK 16 GAGE OR 13 GAGE BASED ON THE WEIGHT iF THE DOOR. 63" (16 X 7) 74"(16X8) 42" (16 X 7) 50" (16 X 8) 21" (16 X 7) 24- (16 X 8) 20 GAGE END STILES - FASTENED WITH TOG-L-LOCS TO PANEL. USE END CAP OVER END STILES. ( SEE DETAIL C) STOP MOULDING NAILED EVERY 9' 6-D TYPE NAIL MIN. T SECTION B—B 10GA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2 LAG SCREWS, PREPARATION OF JAMBS BY OTHERS. P.S.F. TABLE DOOR SIZE DESIGN PRESSURE TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 16'-0" 7'-0" 18.7 20.8 28.1 31 .2 16'-0" 8'-0" 18.7 16 GAGE GALV. STEEL 5 STRUTS TOP BRACKET WITH 14 3" 20GA WIDE (16 XGAGEROLLERHOLDER3- 18GA WIDE (16 X SEE DETAIL D. (SEE DETAIL A) _ 2' ROLLER WITH f 7/15" DIA. STEM. 1 TIRE: ST EL B 16 X 7 7 BALL SHORT STEM 16 X 8) 10 BALL LONG STEMOPTIONALLOCK STRUT ON UPPER PART OF SECTION OVER HINGE LEAF. (SEE DETAIL B). GALV. STEEL (14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 5 FASTENERS. GALVANIZED STEEL STRUT ATTACHED WITH 1/4" X 3/4" LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) 1/2" POLYSTYRENE INSULATION STRUT ON UPPER PART OF STANDARD FOR MODEL 735. SECTION OVER HINGE LEAF. DETAIL 0). SEE 1-3/8' POLYSTYRENE 21" OR 24" HIGH INSULATION OPTIONAL PANEL GALV. AND FOR MOD. 724, 730. 750. 755, 426. PREPAINTED STEEL 25 GAGE ALL STRUT ON BOTTOM BRACKET MODELS EXCEPT 24 GAGE MODEL 750, 755 13 GAGE GALV.. STEEL BOTTOM BRACKET ATTACHED WITH 2 LAG SCREW 5/16" X 1-1/2" FASTENERS. BOTTOM BE OVESECTIONA —A ORREWBELOWNROLLER. 20 GAGE GALV. STEEL CENTER STILE TOG-L-LOC OR POP RIVETED TO PANEL. 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL FASTENED WITH (4) 1/4" X 3/4' HEX HEAD SHEET METAL SCREWS. NOTE: ALL NON -DESCRIPTIVE FASTENERS SHOWN TO BE 1/4"-20 X 5/8" HEX BOLTS dt NUTS OR 1/4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES IX -PE 583U8-h-22U3 LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. FL-PE-51137 972 492-9500 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Professional Engineer's seal provided only for verificationndfoodconstructiondetail.. OPTIONAL SSB GLASS LIGHTS 16'(000BLE CAR) 4("jj X 16" AIR(( VENTS N4CHSO AL RMIIN. TOY TOOPEENAREA). OPTIONAL. CE1 CEPUSE ONE EXTRA SELF DRILLING SCREW THROUGH TOP LEAF OF HINGE, END STILE k RAIL. TYPICAL FOR EACH 1. 25" F^ CONSTRUCTION STRUTS 1 7' OR 8' B OPTIONAL LONG PANEL STILES ( 5 COLUMNS) EMBOSSES HINGES ( 3 COLUMNS)) 1: i I-- 2.75" —I DETAIL A 3" 20GA WIDE STRUT (16 X 7) 3" 18GA WIDE STRUT (16 X 8) 20 GAGE END STILES 20 GAGE END CAP o 0 0. DETAIL C I L.H. NOTE: DOOR MUST BE INSTALLED 1 WITH EITHER ELECTRIC OPERATOR 1 BANMUSTORALOCKDETAILENGAGEXTBN51ONTRACKSONDOORSWITHSPRINGS). NOTE: GLAZING DOES NOT SATISFY IMPACT DEBRIS REQUIREMENTS IN FBC 1 6' X 8' FL 15080 P. O. BOX 8915 WMNDSOR DOOR P2219 8915 ` 501) 562-1872 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR Vdl B 12/15/11 RLB TOLERANCE FRAC. f 1/64' DEC. t .015 ANG. t 1• 2866 3/10/08 RLB NEXT LEVEL PLOT SCALE DATE: 11 1 07 DRN. BY BH DWG. N0. 99— B-079 284811/1/07 RLB E. C.N. DATE: APPROV. SCALE NONE SHT 2 OF 3 Florida Building Code Online FL17676.9 Page 1 of 4 f' r BQS Home j Login i User Registration j Ho[ Topics ; Submit Surcharge Stats & Facts Publications j FBC Staff BQS Site Map i Links Search iBusines ' Professi© I Product Approval USER: Public User Regulator Product Approval Menu > Product or Aoolication Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE s Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA/WDMA/CSA 101/I.S.2/A440 Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 I 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.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.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 glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.1)df ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.E 3540 SH 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. 44x84 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fln 44x84.udf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG l ... 5/26/2016 L Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 II Install - 3540 SH Fin 52x84.pdfASTME1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.pdf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.Qdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.1)df Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.pdf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.pdf Created by Independent Third Party: Yes 117676.12 13540 SH 152x62 Finless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.Ddf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 II 08-02269A 12.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfioridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 6R2 AE 513015A 6 Created by Independent Third Yes 117676. 13 13540 SH 152x72 Finless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: R-PG30 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x72.0df Quality Assurance Contract Expiration Date 04/ 12/2017 Installation Instructions 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 512141.1)df Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.Ddf Created by Independent Third Party: Yes 17676. 15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(072016) ApprovedforuseoutsideHVHZ: Yes R v. d ImpactResistant: No Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested). odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676. 16 3540 Triple SH 10804 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Badc Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional 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: Credit Card SAFE https:// floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 A-L•1 Validator I Opeiatmos Administrator) MI Windows & Doors, LILAC P.O. Box 370 Gratz; PA 1.7030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CER` 1RCATION n, The product below his hereby approved for Csysting in: the next issue of the AAMA Certified Products Directory.. The approval is based. i n su i completikin of tests, and the reeportin j to the Adminiswor Qf the msults oti0sts, acoorrrpanled by related drawings, by an AAMA Accxedited l aboratory. 1. The listing below will be added to the next published AAMA Certified Products Direetory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMAMI)MAiCSA 101, ILS.1A440-08 LC-PG40'a14x2134 (3ftU)-H Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES ,MODEL & PRODUCT pESCRIPtI N MAXIMUM -St " TESTED 3540 St (FINLESS) FRAME SASH Ml WindOWs $ Doors, 7157 PVC)(OrAXIG)(INS GLj S14 e`trrt x 2134 Hari 867 mm.x 892 fttnl Gode•;MTL R q xTILT)(ASTM) 3.0" x 7-0°'j 2..This:Ce0cation will expire ,tiny 27, 2020 (extended from ,luly 27,'2015 per i1AMA 103-14a) and m4u€res validation.until then by continued listing in the currentAAMA Certified Products Directory_ 1. Product Tested. and Reported by: Architectural "testing, Inc.. Report No.:. B1910:01-109.47 Date of Report: August 15, 2011 Date. April 16, 2015 Cc: AAMA JGS AGP-04 (Rev.1/11) Validated for Certification 41w. h' oci ted Laboratories, Inc. Authorized for Certification Ameri.Architectural Manufacturers Association 35" MAX. FRAME WiDTF': 1" MAX. ANCHORS FO BE EC'UALL" SPACED, SEE ANCHOR CHART SHE:EF'I' 1 F[",)R li'JIl' l SIZE AND ANCHOR \ QUANTITY 4" MAX i I i 1 84" I.1AX. i FRAME HEIGHT I SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.01-50.OPSF NONE Number of anchors rmmwlqutred at each lamb He!ghY in) Panel width En 24.0 30.0 38.0 24.0 2 2 2 3010 2 1 2 2 36.0 3 1 3 3 42.0... 3 ... 3 ...... 3 48.0 3 1 3 3 54.0 3 3 4 66.0 4 4 4 66.0 4 4 4 7Z.0- 4 4 5 78.0 4 4 5 84.0 4 5 5 TABLE..... _._................... ::......_....... fONl'E...__.'..... --......... ............. SHEET NO. DESCRIPTION EL.F:'JATION;, ANCHORING LAYOUTS AND NOTES 2 -- ' INSTALLATION DETAILS RE':SiON i DE't'RIPnON OAT2 I --PROVED NO rES: 1) ` IEi: PRODUCT SHOWN HEiRON I. DE:S!GNEO AND MANUFACTURED TO COMPL`! WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2) WOOD FRAMING AND MASONRY OFENING 'I'0 BE DESIGNED AND ANCHORED TO PROPERLY TF!A.NSFER ALL LOADS TO STF!UCTURE. FRAMING AND MASONRY OPENING IS THE RE:SPOITSIRIL1'1'Y OF' THE ARCHITECT OR ENGINEER (.IF' RECORD. X BUCK OVER MASONRY/CONCPETF. IS, OPTIONAL. WHERE 1X BUCK IS NO' USED DISSIMiE_AR MATERIALS MU5`T BE SEPARATED WITH .APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MENADRANE IS THE RESPONSIBILITY Or IHE ARCHIl'F:C'TOR ENGINEER OF RECORD. 4) ALL.OWA8LE STRESS INCREASE OF 113 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LO:+s) DURATION FACTOR Cd-1.e WAS USED FOP, WOOD ANCHOR CALCULATIONS. 5) FRAME MATERIAL: EXTRUDED RIGID PVC. g) SASH UNITS MUST BE. REINFORCED WITH GVL.-491-020 STEEL REINFORCEMENT. M- FET1140 RAILS MUST BE REINFORCED WITH RF-- 104S - 02;1 STEEL 'REINFORCEMENT. 7) UNITS MUST' BE GLAZED PER AST M F13(IU--(7 •i, S) APPROVED IMPACT PROTECTIVE SY5. Pyy' RE;[t' FOR. THIS PR O(ACT IN WIND BORNE OEBR!S RE -,IONS. of SHIM AS REOUiRF0, AT EACH INSTAL...I.ArION ANCHOR W!TH LOAD SEAWNG SHIM. SHIM WHERE SPACE OF 1 /15" OR GREATER OCCURS. MAXIMUM ALLOWABLE 'SHIIA STACK. 10 BE 1/4". 10) FOR ANCHORING INTOMASONRY/CONCRETE USEbf 16' iAF'CON` WITH SUFFiCIF:N'' LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 5/ 8" MINIMUM EDGE DISTANCE. LOCATE .ANCHORS AS SHOWN !N E.I..EVATIDIJS AND vNPSTAL. LATION. DETAILS. IT) FOR ANCHORING INTO WOOD FRAMING OR 2X. DUCK USE d, 8 ViOOD SCREW WITH AINI- I'E VF: A 1 3f16' .1i:IMIM E.113tT.J1FVT IN'i'i; SUBSTRATE. LOCATE ANCHORS AS SHOWN IN EL.EVAI'iONS AND INSTALLATION DE` TA.i!_ S. 12.) ALL. FASTENERS 10 BE CCIRROSO,i REi:".>iSTA:NI 13) INSTALLATION ANCHORS SHALL. BE, INSTALLED IN ACCORDANCE WITH ANCHOR AdAIvUFACTURER' 5 INSTALLATION INSTRUCCTIONS, AND ANCHORS SHALL. NOT BE: USED IN 'SIIBSTRAit :, WITH S"RENGT.IS LEIS THAN THE MINIMUM STRENGTH SPE( CARE) HEUT. A. WOOD — MINIMUM. SPFCIF!C GRAVITY OF B. CON('RETE'. MINIMUM COMPRE:SSEVE: S'IRENG'TH OF 3,192 PSI, MASONRY_ -- STRENGTH -CONFORMANCE. TO ASTM C--90,. GRACiE N, TYPE 1 {C;R GREATER). SIGNED: 1012112011 MI WINDOWS AND DOORS 1Tilarlf J P.t: //z, 650WESTMARKETSTREETt$ GRANTZ, PA 17030=0370 ti\r+ N tf 0 SERIES3540FINLESSPVCSINGLEHUNGWINDOWSTEEL REINFORCED — NON —IMPACT 36" X, 84 LAYOUT AND NOTES 0.A:= jpapnsvu; ELEVATION, ANCHORING a; P;' Zo ID' fjfl A` \\\\ V.L. Dwti Nc, 08- 01372 R; i SCALE NTS DATE 10/17/11 ''"E T1 OF 3 lkq RCOSKA-1 DESCRIPTION i tv, rc, I . r r- R ".y. r, 2X BY 07HERS, 2X BI.;,-K lu, BE. FARCIPF-pLy Sl-iAR i,Af,[C,;: T (,'I"• Jill 11/4" MAX. j i MIN. 1 14" MAX J spiIDS.E,44,'04T hI silim MEv.;-:; A P P R Cn;\/ E 10 BEJi f,5 WOOD SCREWNAPIPE. D ASE PPROVED INTE. R.1.017. 2. X f3U.!K,'%`,,,0f." ING -- ----- VRAMGy orHERS, 21,x EiI; To \"VA "\VA IL ............ ERLYEEPROP Tli EXTERIORxINTERIOREXTERIOR SE7 IN FEID OF r ' A : BE 'SEf IN APPROV.D S, LA NT HORIZONTAL CROSS SECTION F OF A E R()V :0 2X SUCrIWOOD FRAMING INSTALLATION CON 01S'R I K' I " A:)H.F.9VF M)" X. 3ED Of. .... .... "HIM SET IN Q=to* AP - PROVED SEALANI ................................... INTERIOR ANj- S, FXTIFRIURFyrF 1.y. ORCLARi. MI WINDOWS AND DOORS 0 VERTICAL CROSS_SECTION 650 WEST MARKET STREET BE FIZ-OPE.RLY 2x ouck4bbb FRAMING INSTALLATION GRANTZ, PA 17030-0370 STEEL REINFORCED - NON -IMPACT 36" X 84 SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW ; (TAT z I ftm INSTALLATION DETAILS OF 0 4 ZORV dz V. L. 08-01372 ZINAL ILF, NTS 10/17/11 1's"FE! 2 OF 3 11111110" d.acrp;R`r'%GcirJCRF:1'f' BY OTHERS i E PTi NA.. 1X BUCK By n N^,'TE 3 SHEFT I i I I. LANIoE TO PE SEi"i'iN FEED O APPRCYVED SF...=;!..ANTIL I I11-11 AIL) TO BE SE:Y n oE.r, OF APPPrn; EY) 1,... i CONSTRUCT'ON :SEALANT EXTERIOR I _Ir INTERIOR i sli_1 10 8. SET N', ADD IVV. F ,gin. k FLANGE TO RE...., L.. , ;/% f MAX. ii............. .........---- . Ef:E:1'!N E3t.t.) OFAPPROVEDSEALANT OPTIONAL X ii!.iCK, DY j c° a a PRASQPI':2`!' CC) J(:ItETE OT!'.EKS, 1 X HUCK 10 HE PROPERi..Y SECURE[,. SEE NOTE 3 ticu 1 VERTICAL._ CROSS _SECTION MASONRYfCONCRETE INSTAL CATION mtsloNS VESCR,R1,04 I j li" MIN V MAX. Ef,-ti3EUh,E!J'I' SF'!11`•1 BY OTHERS N j > ................... ...... INit TERIOR EDGEi..:J:r._. DIST. j' 1 t ..........._. i` l; PTIONAl I X DUCK BY EXTERIOR 0T ..IE:Ij< : I X FsU„ 1'0 3Y_ FLAt^.ICL r 0 F3L ir!E SHEET 1G.3 1 ' •A APPROVED SEALANT HORIZONTAL CROSS SECTION MASONRY/CONCRETE INSTALLATION r)ATF: j ADM ri.D NOTE:: INTERIOR A' D E:XIERIOP. F'INiSHE::, BY i'LAR!rr. NOT S'P; FORMIWINDOWARESTNDjR .Itl0 650 STREET' GRANTZ, PA 17030-0370 V,•i E NS qiP k' 0q SERIES3540FINLESSPVCSINGLEHUNGWINDOWSTEEL REINFORCED — NON —IMPACT 36" X 84 DETAILS 8T'INSTALLATIONr7OF dv` d'( OR10p' 6N o=<J•.;rr;: arc r:u.F Vacan: L. 08 S ONAl1EP OEt'b72 NTS 10/17/11 3 OF 3 i L. Roberto :Lomas P.E. 1432 Wootfford Rd. Lewisville, NC 27023 336-945-4695 rllomas@lrlomaspe.com Manufacturer: MI Windows and Doors 650 West Market Street Crantz, PA 17MO370 Engineering. Evaluation Report Product Line: Series 3540 Finiesa PVC Single Hung Window— Non -Impact Report No.:: 51198.9 Compiiance: The _above rrrentioned.producthas 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 Cane. suppiuvag Techntca! Dorumerttat on;. 1. Approval .document; drawing number 0"1372. tided Series 3540 Finless PVC Single Hung Window— Non- lmpact. signed and.sealed by Luis Roberto Lomas P.E. 2. Test report No.: 131910.01.109-47, signed and seated by Michael D. Strern ei, P.E. Architectural Testing, lna. York, PA AAMAlW bWCSA;101 /1 SMA440-05 Design pressure: +40.101-50.i 3ps Water penetration resistance 8.06psf 3. Anchor'calculationsi report number 511989-1, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: lvfaximum design pressure; +40,0(:50.0 psf a Maximum unit size: 36" x 84" a Units mast be glazed per ASTM. E 1300704. Frame and sash material: Extruded Rigid PVC. Sash stile and rails and fixed meeting rail reir brcemett Roll formed steel. 0 This product is nonrated to be used in the HVHZ. is Thbs product is not impact resistant and requires Impact proWction in wind borne debris:regionc instatlatrcn: Units must be installed in accordance with approval document, 48-01372: bWcatlon of Independence: Please riots that l don't have nor will acquirra 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 vAll acquire a financial interest in any other entity involved in tlio.appmVal procegs of the listed prioduc4sj. 1 of 1 1 tii 11(1 Z N ? R • , 0 frr 0 5 ** TAT pFAia r1 j/lIIVAL`,`\t. Luis R. Lomas, P.E. FL No., 62514 11107/2011 w I FL17676.16 Florida Building Code Online Page 1 of 4 Business& ProfessianatleqOlatioh hoJi i'1erZ.p BCIS Home Log In 1 User Registration Hot Topic { Submit Surcharge Stats & Facts Publications FBC Staff Y BCIS Site Map Links Search ; Businesl I { JJIProfess fl Product Approval USER: Public User Regulation Product Aooroval Menu > Product or Application Search > Application List > Application Detail L FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https://floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 FL # Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date - Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH 36 x74 Fin.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association . Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.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.ndf 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.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created-by--Independent Third Party: 17676.5 3540 SH 44x72 fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.E 3540 SH 44x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PGJO. Units must be glazed in accordance with FL17676 R2 II Install • 3540 SI I rin 44x04.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/prlpr_app_dtl.aspx?param=WGEVXQWtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No Design Pressure: +25/-25 05/26/2020 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 3604 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 Installation InstructionsDesignPressure., +35/-50 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.Ddf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant, No Design Pressure: +40/-50 07/27/2020 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 Croated by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Installation InstructionsDesignPressure: +35/-47 FL17676 R2 II 08-01247B 10.1?dfOther: LC-PG35 Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247 odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.odf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 08/28/2017 Installation InstructionsDesignPressure: +30/-30 FL17676 R2 II 08-01371B 11.odfOther: LC-PG30 Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.12df Created by Independent Third Party: Yes 17676.12 13540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 52x62 Finless Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.odf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGl... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 6 Created by Independent Third Party: Yes 17676.13 3540 SH 5202 finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.odf Approved for use outside HVHZ: Yes Quality _Assurance Contract Ex ion 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.odf . Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.Ddf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- R2 C7326.01 3540.AWS.IG.fIN.48X72,R35.(072016) Approved for use outside HVHZ: Yes Rev.odfImpactResistant: No Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units.must.be glazed in accordance with 07/20/2016 I'M E1300-04. AS '' installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).ndf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 10804 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.odf 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.udf Verged By: American Architectural ManufacturersASTME3300-04. Association Created by Independent Third Party: E Evaluation Reports Created by Independent Third Party: Badt Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: 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 45S.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 avallabie to the public. To determine if you are a licensee under Chapter455, F.s., please click here . Product Approval Accepts Credit Card https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG l ... 5/26/2016 a Va1 datdrk Adml tor) MI Windows & Doors, Inc. P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION FROt'oMM AMOR12,A-nON FOR PRODUCT" CERT IFICATTIt3I i A Ti*:prbduct demAbsd below is hereby aplaruve4 for ftling "i the oeA issue of the AAMA Certlfred Pfb tds Dnectory. lite am is based tu] sur ui' eampiedon t `tests, antl the reprntrng t4 the e4drtrfntstra or of tits results of tests, accompanied by related drawtngs by an AAMAiA=ed'fted Laboratwy. 1. The lisft below wlil tie added to the nod published: AAts1tIA Cerftd Products Directory. SPECIFICATION AAMAIWI G&A:14U1.S.21A4401.0 Negative Design :Pressure = -50 psf CQMPAMMI) CODS Ut Windows & Moors Inc. Coda: NITL No. 10817 3540 TRIPLE SH (FIN). FRAME 2731 AM x 1tM7.tMM SAS" 860 rmm x 91s +cart x 3W) 2. 11us 0e0catMVAII expire Apri! 12, 2017 And requires validation urd then by u01111nUed listing iri She mment AAMA Certilied ProdUCts Directory. 3. Product Tested and Reported by: Architectural Testing, Inc.: Report No.: C7327.01409-47 Date of :Report: May 7, 2413 Validated for Certification A AX led Laboratories, Inc. Date, May g, 20'I3 Authorized for Certification CC: AAMA JGS ACP-04 (Rev.1111) Arnerican ArchRecturai Manufacturers Association. ELEVATION 108" 12" O.0 2" typ 1 A'*" CLEARANCE ALL FOUR SIDES) S THING Min Edge Distance JAMB DETAIL C NAIL F11,15 A CENER C 7;RM WHICH HEAD DETAIL. n AS14 1W M Anchor See Sectloi Details) Min ". Edge y" SIZE HEADER AS NEEDED' Caulk under ENTIRE perimeter of Honing fife before fastening. SNEATHIN/ 8!'tMW (SdOMHIEVE IT{ 1/2" PENETRATION INTO.STUD. .. SILL. DETAIL. Notes: 1. Instoliation depicted` based off of structural test report j 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 (G-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 thickness of 1/4" permitted at. each fastener location. Shims shall be load bearifig. non - compressible type. 6. These drawings depict the details necessary to meet structural food requirements. They do flat address the air infiltration" water penetration, intrusion or thermal performance, requirements of the installation. 7, installation shown is that of the test Window for the site shown and the design pressure claimed, far window sixes smaller than :shown,. locate fasteners approx.: 2' from corners and no more than 12' on canter, Design pressures of smaller window sizes cure limited to that of the test window. SIZE AND DESIGN: PRESSURE CHART FkWER TYPE. AND :SPACING SHM WILL ALLOW DESIGN; PRESSURES UP TO t35/-5D UNITS UP TO 108' x 74' SEE TEST REPORTS FOR INDNIDUAL. UNIT SIZE ,.AND APPLICABLE DESIGN PRESSURE LIMITATIONS) aruMt r" wYc INSTA TION INSTRUCTIONS V:lvt Ft' ,$20-09 M S1FISIM SCHEDULE — IW ill— oKoata w Emom 3540 Single Hung JE]SH jows&.Dnbrs Continuous Head and Sill"C3Y€tz, PA . FIN w_ NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. TABLE OF CONTENTS SHEET NO. DESCRIPTION NOTES ELEVATIONS INSTALLATION DETAILS REVISIONS I R" I DESCRIPTION I DATE I APPROVED I 15. ALL FASTENERS TO BE CORROSION RESISTANT, 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 17. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18. THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 3500PW, 3500T, 350OSDLITES, 350DSP, 3540PX, 3540T, 3540SDLITES, 3540SP, 3250PZ, 3250T, 3250SDUTES, 3250SP, 3240PW, 3240T, 3240SDILITES, 3240SP, 3500HPPW, 3500HPT, 3500HPSDLITES, 3500HPSP, 358OWP, 3580T, 358OSDLITES, 3580SP, S-3500PW, S-3500T, S-350OSDILITES. S-3500SP, S-354OPW, S-3540T, S-3540SDLITES, S-3540SP, M-3500PW, W-3500PW, W-3500T, W-3540PW, W-3540T, W-3540SDILITES' W-3540SP, 1255PW, 1255SP, 128OPW, 910SP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. SIGNED: 0211712016 MI WINDOWS AND DOORS 111111111/// 650 WEST MARKET STREET GRATZ, PA 17030-0370 C q ii r,•\+BNS y:,d" OyB/196" SERIES 3500 FIXED WINDOW X 60" NON-IMPACT:: 10 4.TATr OF.'w_ NOTES 0-. ssDRAWN: DWC NO. REV N.G. OS-O26S9 aOR 1. A 1111111111\\\ SCALE NTS DATE 02/04/16 SHEET OF 3 CIA r FI HI 96" MAX. FRAME WIDTH MAX — 10 .MAX OC. 2" MAX 2" MAX J 10" MAX i0" O.C. AX. GHT IGHSEI OF OFSERIES 3500 FIXED WINDOW 2" MAX -J EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 50. 01-60.OPSF NONE NOTES: 1. MAXIMUM D.L.O.: 92" X 56" 2. ( 2) 1" X 1/8" WEEPSLOT AT 2" FROM EDGE OF SILL FACE CHART # 1 Height 54.00 CHART # 1 NUMBER ANCHORS REVISIONS REV I DESCRIPTION I DATE I APPROVED MI WINDOWS 'AND DOORS 650 WEST MARKET STREET GRATZ, PA 117030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON —IMPACT ELEVATION DRAWN; DWC NO. N. G. 08-02859 SCALE NTS JDATE 02/04/16 ISHEE2 OF 3 SIGNED: 0211712016 I— 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 r WOOD FRAMING BY OTHERS 1/4" MAX. SHIM SPACE WOOD FRAMING BY OTHERS 6 WOOD SCREW 1 1/4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 3/8" MIN 1/4" MAX SHIM SPACE INTERIOR REVISIONS DF.SCRIPiION DAIS APPROVED EDGE DISTANCE — I r-- EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX, SHIM SPACE NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, WOOD NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112\ I•J 7 G FRAMING BY OTHERS SIGNED: 0211712016 Msso IWDOVJEST M R eD DOORS SS 1Rilll STREET GRATZ, PA 17030-0370 N! J' q% v••v\CTENSF:.3' SERIES 3500 FIXED WINDOW k' 0,.81261* = 96" X 60" NON —IMPACT FIN INSTALLATION DETAILS a syUtil(+•+` BOO,• TAT OF DWG NO. REV i s :'l ORIOP G DRAWN: 08 ss - ii7S1ONA L1?\\\ SOAEE DAiENTS 02/04/16 SNEEi 3 OF 3 Florida Building Code Online Page 1 of 3 18504.2 Emil=r• BCIS Home ; Log In ; User Registration Hot Topics ;, Submit Surcharge Stats & Facts Publications ; FBC Staff ; BCIS Site Map ! Links Search Product Approval USER: Public User Product Approval Menu > Product or AODlica[ion Search > Application List > Application Detail ORION I FL # FL18504 Application Type New Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 1W 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.Ddf 1710.5.3 Method 2 Option B https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 1t7T JfA" GOMBI.f'IED WIDTH W 1 '12. FRAME HEIGHT LH/ WINDOW MULLION SPAN) 107 3/8" COMBINED WIOTII Wi - ( W2 FRAME wlNDow HEIGHT WINDOW MULLION SPAN) 107 3f8" COMBINE.D WIDTH Ili .. W2 ..._ ..._. 83. J WINDOW III FRAME HEIGHT WINDO W MULLION SPAN) I I r I 107 3f8" I COMBINED WIDTH Uasign press m rratIng rpso Units.arnchored Into wood .Ra Ong Mullion span (in) ributaryWidm 1&13 M0 X00 n 48:00. 52,.13 25.00 130.0 130:0 130,0 130.0 130;0 37.38 1300 13 .0 127.2: 127.0 127 0 49.83 120.7 94:3 7T j 72.1 72.0 82:00 92.4. 70.6 56 0 48:68&5, 65:8 51.T.4:4.4 43:0 858,7 45.6 38.6 37,062:1 46: 33.1: 26:3 249 107 3j8" COMBINED wIDTI, W2 -F 83„ FRAME I ENDOW fNDOIN HEIGHT._._..__._._..-.-- M U LIJON SPAN) I 107 3/8" QOMBINED WIDTH Fes.. W I I- - W2- ....... .... _.. •, 93 FRAME HEIGHT 1 kYIIYAQ.IK I WINDOW YINQO45 MULLION SPAN) Wi L W2 107 3/8" COMBINED WIDTH REVISIONS D.E. _.........II.,N..-.........._..._....... .........._... ..... ........._....0................... _...........A.............................. REV D.SCRIp710N bA7E APPROVED A REVISED INSTALLATION DETAILS 08/07/15 1 R.L. 101 318" - COMBINED WIDTH W 1 ....._ I... ... ....... -... W? ._.._.._........ p83 WINDOW FRAME HEIGHT WIII WINDOW MULLION / APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOrEXCEED. 107 "1 *.AS SHOWN HEREIN. Design preasirre.la0ng W UnitgsncR_omdinto masonry1concrote MuiRon span (in j. Tdbutarywid.0 I&M 2&50 X00 42.00 In) 4800 52.13 25.00 130,0. 130.0 430:0 139.0 1=0 130.0 37:30 130.0 130:0 130.0 130.0 1 0..0 130.0 49.$3 130.0 130.0 130.0 130 0 13R 0 130.0 62.00 .. 130 0 1'15.4 87.8. 79 3 73.9 71 5 ! 6&83,,.., 13010 90.6,_ 72.9. 6S 5 60:5 58 2; 72 W 99.3 72,4 54:0. 48.1 44,Q 42,0 84 00 621 45 Q 331 29.1 26.3. 24,8 LARGEAND SMALL MISSILE IMPACT LEVEL D. WINDZONE3 DIMENSIONS IN CHARTARE FRAME 61MEN3IONS AND DO NOT INCLUDE FLANGE W 1 --I F-- W2. -- 107 3/8" COMBINED WIDTH MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND DP CHARTS ORAWN: DWG NO. Y. L. 08-01445 SCALE NTS DATE 01/11/12 SHE`2 OF 2 SIGNED: o8lvz2m L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rilomas@lrlomaspe..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 61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas RE 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P_E_ Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 118" x 84" Window units attached to mullion must.have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind -Rome Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components, mullion or individual units. All windows attached to mullion must be manufactured by MI Windows and Doors, Inc. Installation: Mullion must be installed in strict accordance with installation instructions document 08-01445 revision A. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 Nsc 0 51 •#r.. TAT OF Q yl111 iI f1\\ Luis R. Lomas, P.E. FL No.: 62514 08/07/2015 Florida Building Code Online t Page 1 of 2 eg etm tl BCIS Home 1 Log in I User Registration I Hot Topics Submit Surcharge Slats & Facts I Publications FBC Staff BCIS site Map Links Search ii Cffflee sQp li.aJ[.nst" A Product Approval USER: Public User Regula11V1 i tow :!m".,a 4enn > 1toud cr AcoHrafioa wsi" Lis! > Rppllptlott Dew FL # FL12019-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Email 5140 W CLifton Street Tampa, FL 33634 813) 684-0444 lyle. pestow@acre-metals. com Authorized Signature Vivian Wright rickw@rwbidgeDnsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 6A Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 03/02/2020 Validated By Ryan 3. King, P.E. v, Validation Checklist - Hardcopy Received Certificate of Independence fU2019AS `07 Qe tffj Qf 10 ggndelliMAdf Referenced Standard and Year (of Standard) Standard. Year ASTM E330 2002 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D https://www.florid abuilding. org/pr/pr_app_dt].aspx?param=WGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 LBB 'oN 'WO 3d6d L6L8'65B'£lB r N ouoyd Sage£ ld 'oo'JIoA 'orz x06 'O'd'. 60.09* 'oN PI+4 5 •d fiA6 VC` rrsJs 1/}r! /JJJ/ JS.,f. /3S'sigJ ref'is. s31ON WON30 SNoNLr1313 7vi-idJJ 1.iudDS YinNakmv r P I., MAI z' z ;; 5 zz J -_ fi_L.'3 dJ9!/ J// d f8 J" r1lgg Isawirseiirtifsfv, ffii°sJr! siJRRii 1/J/J.1Al11 f.11l/ J.d!/dY J/!J! . J e'J!/.Y Jf9'd - f/- n N C N O O ^ t pj U E V) O > C O C O. U D) oO.R o c U t) E a rn mi 0 = C EYi N D D Q' D O E L Qi c O Q1 c j C Q v z N m r x D y v pm tia U U Q N OF9 Q1 9 CC:C N O D co 0 D c Um 2wLOFCOO D d h a 3 0 Q a V d! V vJ AN i SPAN ' A.* Z. t d M SPAN" A_ _._ ROOF OVERHANG - "} ROOF OVERHANG ROOF OVERHANG SPAN* a 0j 4 m ROOFROOF ROOF y", ` FRAMING _ FRAMING FRAMING i , _j $ R a irr tir t o n ° z` ALUMINUM /' ! ' u a ALUMINUM - FASCIA E m z m o 0 FASCIA TRIM TRIM mda J EMU OR. / SOFFIT - i EMU OR V czrEMUOR - SUhFl1 W000 WOOD v° ySOFFIT WOOD J SEE DETAIL" 1f A" SE9DETAIL C' FRAMED FRAMED a SEE AIL" B." FRAMED SEE DETAIL" B 5EE_DETAIL"D" SEE DETAIL "C"-•• SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/3-CHANNELS SIDE VIEW - SINGLE SPAN w/]-CHANNEL Shown wl Wss/Framing cantilever) (Shown wl trussmamiixl cantilever) Shown wA trussillmming cantilever) can n w SINGLE SPAN LENGTH A- DESIGN PRESSURE (PSI) POSITIVE NEGATIVE Ir' 70.0 141.0 To^ 60.0 60.0 T2^ 50.0 50.0 IN, 38.5 39.5 t6" 30.0 30.0 NOTE: Wt7w tKAMml.a .+nu wm.cti.i w,,., + DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD T ±, N rtxii r ______ 1. M Ii Ile, MAX. «H I-- DETAIL" B" F-Channel J f 2Q to TRIM NAIL ATTACHED li c5THROUGHFASCIANOTE; 16" O.C. MAX. FOR SQUARE CUT OVERHANG, STAPLES INSTALLED 012" O.C. (INTO WOOD( :i a m TRIM BOTTOM OF FASCIA FLAT IN J-CHANNEL SLOT OR T-NAIL 0 12" O.C. o 1 AGAINST PANEL (INTO WOOD OR MASONRY( STAPLES LOCATED Ir? 1 24' O.C. INTO FRAMING —7 STAPLES INSTALLE END OF PANEL) a" MAX. ( SEE DETAIL "J ". SHEI 1/a DETAIL " A " Fascia STAPLES INSTALLED ® 24" O.C. (INTO WOOD) ON F-CHANNEL LEG OR T-NAIL @ 12' O.C. INTO WOOD OR MASONRY) STAPLES INSTALLED @ 12' O.C. (INTO WOOD) IN F-CHANNEL SLOT OR T-NAIL @ 12" O.C. INTO WOOD OR MASONRY) STAPLES LOCATED 24' O.C. INTO FRAMING MAX. STAPLES INSTALLED @ 17 O.C. (INTO WOOD) IN J-CHANNEL SLOT OR T-NAIL @ 12' O.C. DETAIL " D " J-Channel Fascia M4). 5 MAX. 10 to a I"MAX. z n < DETAIL"C" a" J-Channel JS:AiE N,T.S. 3 bwc. rr.•: JK m SUBSTRATE NOTES: bHK.: et: LFS 3 1. WOOD SUBSTRATE: G = 0.42 OR BETTER cnAWO NO, a a, 2. MASONRY SUBSTRATE:3,000 PSI CO?`,REFE (AC1301) FL-•-12019.1 0 OR HOLLOW BLOCK (ASTM C901. s:er.i ar 5 REM DESCRIPTION MATERIAL I FASCIA .0215" THK. AL. 3105 - HI 4 ALUMINUM 2 J"CHANNEL .0155" THK. Al. 3105 - H24_ . ALUMINUM 3 F' CHANNEL .0155" THK. AL. 3104 - Hi 9 ALUMINUM 5 QUAD 4PANEL ,0115OR.0135-THICK AL.3105 ALUMINUM 6 RIFLE 4 PANG. (.0115 OR .0135' THICK) Al. 3TD5 ALUMINUM 7 R15 x 13/4" TRIM NAIL S.S. 8 18" GA. X IMIS STAPLE w/ 7/8" MIN. EMBEDMENT STEEL 9 7'X2'BATTENSTRIP WOOD 10 G-=.42'ORBETTER) APA B-C- GROUP 1 EXT.15/32" PLYWOOD OR BETTER WOOD 111 09T' DIA. T-NAIL wJ 5/8" MIN. EMBEDME STEEL 12d X 3 1 /4" I X2 VERDCAL N.D. GALV, STEEL FRAMING (G.42) COMMON NAIL @ 24" O.C. ATTACH w/ 2 Ed COMMON NAILSw/ 1-3/4" MIN. EMB. / TOP TO ROOF FRAMING S STAPLES INSTALLED @ q E-ND OF PANEL AND s W MAX, O.C, 4 (SEE DErAIL-J'T DETAIL " H " L)tIAIL J_" ROOF CV ERHANG ROOF FRAMING. SPAN " A " N j` rQ yy n u o a a 0 U N SEE DETAIL" B". q ZAZd E m m SHEET 3) /"i. o Nc 56Ld v 13 c z° 4.., 'OF y 1A. 12dX3.1/A" ( _1__. _ __ Emu OR H.D. GAILY. STEEL WOOa r. -- COMMON NAIL ® ZV O.C• SEE DETAIL" A" a wTFRAMED `w/ 1-3/4"MIN. EMB•(SHEET 3) /c-___ CONTINUOSEE DETAIL"H BATTEN @ C= ' SPAN SIDE VIEW DOUBLE SPAN w./BATTEN . STAPLESINSTALLED @ ¢ Shown w/ truss/framing cantilever) 'II ° con; i END OF PANEL AND of K w 8' MAX. O.C. s ( n. SEE DETAIL"J "I SPAN " A AIL " I" TWIN SPAN LENGTH w/ CONTINUOUS BATTEN A" DESIGN PRESSURE (PSO POSRNE NEGATIVE 16" 70.0 70.0 Te" 66.5 66.5 2V 60.0 60.0 22" 54.5 54.5 24" 50.0 50.0 ROOF OVERHANG SEE DETAIL" G" SHEET 4) 4. SEENOTE2 r — i cMU OR ff DETAIL 1' :T i FRAMED SEE DETAIL " A" SHEET 3) SIDE VIEW - DOUBLE SPAN w/BATTEN Shown w/ truss/framing overhang) CONNECTOR NOTES: 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGINEER OF RECORD 1. WOOD SUBSTRATE: G = 0.42 OR BETTER 2 12d COMMON NAIL OR 3/16" IIW TAPCON CONCRETE SCREW 2. MASONRY SUBSTRATE: 3A00 PSI CONCRETE (ACI 301) MIN. 1-1 JV EMBEDMENT) @ 2,V ON CENTER OR HOLLOW BLOCK (ASTM C90). er: m nr:] 1* niv,"i R FL---- 0rr .5 Florida Building Code Online I Page 1 of 2 I QF CM1 C4?t(;iMLN' Or Riminecs P. Prnfessional Reaulation R fi[ of BU,S1 :J Profess 1 BCm ISHoeI Log In I User Registration i Hot Topics Product Approval USER: Public User Reguiatiar f Submlt Surcharge I Stats & Facts j Publications FBC Staff I SCIS Site Map I Links I Search j A001catla" Detail. FL # FL16305-R4 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/ Phone/Email 2000 RiverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollins@atiasroofing. com Authorized Signature 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 S6 Validation Checklist - Hardcopy Received Certificate of Independence mi r S Co AT1.13002 4 2014 FBC product EwalueDO Shinoles. odf Referenced Standard and Year (of Standard) Standard Year ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https:/ iwww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQWtDquJBMi gUl j 3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 Summary of Productsr--- FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Approved for use in HVHZ: Yes Installation Instructions i!-11i3305 k 1I ATU3662 4 2614 FBC'Px_o u Evaluation Shingles.pdfApprovedforuseoutsideHVHZ: 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 Q$ R4 A A'i kQ2 4 2014 FBC Product ttraluagW Shinales.Ddf Created by Independent Third Party: Yes Contact Us :: j, ,dj,;larNl:hTenrfie,Spiiiiii. Tipe,` 4sW FL 32349'.Pbone: 85ti J'/•PBl9:: Top State of F:nrda Is an AA/FFO P.nlp%yF.. Wj"""r"*.t Privacy cr_enrwn! ::-A - cif_ :: ftcr,,,l 2%._111112 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 me, The emaiis provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine if you are a licensee under Chapter 455, FSS please click here . Protluct Approval Accepts: OUR A Credit https:llwww.floridabuilding.orglpr/pr app_dtl.aspx?paratn=wGEVXQwtDquJBMj'gU1j3N... 7/20/2015 REEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BuILDING_CODE 5T" EDITION (2014) Manufacturer. ATLAS ROOFING CORPORATION 2000 Riveredge Parkway, Suite 800 Issued June 29, 2015 Atlanta, GA 30328 770)612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2,7.1, 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) ATLA38-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ATL13002.4 FL 16305-R4. Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 2009 2009 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. i ne manuraaurer snap nuuiy %,r«u, 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 CREEKK 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 GlassMasterlD 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 wlScotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster@ Shake ASTM-D-3161, Class _F & ASTM D 7158, Class H fiberglass -reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462: StormMasterS Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462,. ATL13002A FL 163057R4. Page; 2 of . This evaluation report is provided for State Of' product approval under Rule 6.11320-3.. The manufai:Wi r 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 (V„ it): Tough -Master® 20 Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ); Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in.. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions_ Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 36' Nails am". r f"!r 1 I _ _i.. " 1 Z' -- -+---12" --+-- t 2" Figure 1. GlassMasterO 30 & Tough -Master@ 20 4 Nail Pattem (Non-HVHZ only) 36" 12" Figure 2. GlassMaster® 30 & Tough-MasterO 20 6 Nail Pattern ATU3002.4. ... FL.16305-R4 ._. Page 3 of 9 This evaluation reportis provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notiClc GI2E. TechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. Thisevaluationreportdoesnotexpressnorimplywarranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC Prol-AMW Architectural Basic Wind Speed (Vot): 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. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions, Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattem" or "6 Nail Pattern"detailed below. Figure 3. ProLAMTm Architectural Shingle 4 Nail Pattern (non-HVHZ only) MY", 12 y!. ps.ro4 d rN rooMy n1 innm..ne"a im c 61 1 Figure 4. Pro-LAMTm Architectural Shingle 6 Nail Pattern FL 1 This evaluation report -is provided for State of Florida product approval under Rule 6 20- . The manufacturer shall notify Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. I.CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (Vut): StormMaster® Shake Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ) Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max, 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in, plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 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. R111- Mk, 12 pe.(Iw. ma .alny-V i—.0t.W_wr.W 1 TYP tJ C-3 r__ r,.- 1 . O c—j C.5 r_:_ l _ rt-7 L_ f 't __ ..._] C i f t 6 7I6• Figure 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) M.,12P WMntlm n.W.n.l* th min 3V P.. 7117 • M CD O M CD CD Q M CD CDQ M M 0 13C14. CD CD:t,----r--J-O-+ JJ O O Gl 'innCjj. 1% O']`( jj}:'.. E, Figure 6. Pinnacle® Pristine and StormMaster@) Shake 6 Nail Pattern ATL13.002;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. C'RFEEK TECHNICAL SERVICES, LLC StormMaster@ Slate Basic Wind Speed {V,nt): Basic Wind Speed (Vasd):; Deck (HVHZ): Deck (Non-HVHZ): Undedayrrient: Min.. slope: Installation (HVHZ): Installation (Non-HVHZ); ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in, plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in: OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance.with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 1" Ki9" Figure 7. StormMasteL@) Slate 4 Nail Pattern 1w 9" Figure 8. StormMasterOD Slate 6 Nail Pattern ATL1M . FL 16305-R4 Page 6 of_9 This evaluation teport is provided for State of Florida product approval under Rule 61G2073.- The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is. valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 1,CREEK TECHNICAL SERVICES, LLC Pro -Cut@) Starter Strip Basic Wind Speed (Vuio: Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ); Installation (Non-HVHZ)' ATLAS ROOFING CORPORATION Asphalt Shingles Max, 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in, plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below:. M, Figure 9. Pro -Cut® Starter Strip ATL130.02.4 FL 16305-114 Page. 7 of.9 This evaluation report is provided for State of Florida product approval under Rule 611320 3r' The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ICREEKTECHNICALSERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (Vuit): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ and non-HVHZ): i --- ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction: In accordance with FBC requirements; Solidly sheathed min. 15/32 in.. plywood or wood plank for new construction; Min. 7/16 in;.OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Installed with 5-5/8 inch exposure in accordance with RAS 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind,. i 12 ga. 1-1/2" ring f shank nail I i 1.__ Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 ... _ fL 16305-R4,. Page B of 9 This #Vatuationreport is provided for State of Florida product approval under Rule 61G20-3;.: The manufacturer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC LIMITATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. . 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the 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 51h Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 21 N-o 14021 it STATE O.F. 0 2015.06.2 912:55:48 0410 .1 Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE - CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation:_ CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT ATL13002.4 FL 16305-R4 Page 9 of,9. Tills evaluation report is provided for State of Florida product approval under Rule 61G20-3. The mahufadurer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE ST" EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770)612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 15072.5, 1507.2,7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entit Re Standard Year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM tD 3161 2009 TAS.107 1995 PRI Construction Materials Technologies (TST5878) ATL-083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-116-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-118-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA 19-02-01 TAS 100 1695 PRI Construction Materials Technologies (TST5878) ATL-123-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATLA27-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 ASTM D 3462 2009 PRI Construction Materials -Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7168 2008d PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASTM D 3161 2009 TAS 107 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 This evaluation report is prdedvh State of Florida product'approval under Rule 61G20.3 s The manufacturer shallnotify 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. K ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (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 GlassMasterG30 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 compiles with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster@ Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster@) Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL1.3.002A FL 16305-R4_ _ Page 2 of 9 This evaluation report rovidis"ped for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMasterV 30 & Basic Wind Speed (Vint): Tough-Masterfl 20 Basic Wind Speed (Vasd)I Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 1.50 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min, .15/32 in. plywood or wood plank for new construction; Min. 7/16 in<OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 36 r._ Nails 4' O 4OW ro "t'Q i 2" a. 1.2" '2" + 12" Figure 1. GlassMaster@ 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 3W- Nails 12" —&L 12" 12" Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nail Pattern ATL13002A FL 16.305-114 Pig®.0 of 9 This evaluation report is prrptiftled for State of Florida product approval under Rule 61G20-& The manufacturer shall notify CREEK Technical Services, LLC of arty 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 ProLAMT"1 Architectural Basic Wind Speed (Vuir): Basic Wind Speed (Vasd): Deck (HVHZ): 8' 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. Mn. 12 ga gehiAMnwfing naB wlh min 318 head 121rr 7' T'P 14' C! O O O j o O OH O- 779 o o O C7 t] t I '' 61ItItw" 1 Figure 3. ProLAMT" Architectural Shingle 4 Nail Pattern (non-HVHZ only) Mn. 12 W *V shank w""no ns" Im s.I "W. 1„ ] 711r 6 IN' Figure 4. Pro -LAM' Architectural Shingle 6 Nail Pattern ATL13002 4 FL 1WU5-rt4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. R TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (V„ it): StormMastert Shake Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATL1 ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph in accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements- Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure :in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattem" or "6 Nail Pattem" detailed below. 39 W i s t Min. 12 9. S.Y—k md,"dbV MII wMh min.3d1'hN 121Q' ,. t4 °7 O O rJ CJ O L O L7_ C l. t=_ i _ _ _ -_. __: _, u• Figure S. Pinnacle® Pristine and StormMastergO Shake 4 Nail Pattern (Non-HVHZ only) 1111n GW:orYMMlMB 1118.tlt A OOOO OOO OO O.O.O.Q000.Oa M• O CD Cam`C O O c3 5 M.O G'1O C1 Figure 6. Pinnacle® Pristine and StormMaster@ Shake 6 Nail Pattern FL This evaluationnreport is Vrovitled`for State of Florida product approval under Rule 61. -3:: The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, .recommended use, or other product attributes that are not specifically addressed herein. REEK TECHNICAL SERVICES, LLC StormMaster@ Slate Basic Wind Speed (Vuit): Basic Wind Speed (Vasd) Deck (HVHZ): Deck (Non-HVHZ) Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max: 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greaterthan 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using T Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. Figure 7. StormMaster@ Slate 4 Nail Pattern Figure 8. StormMaster@) Slate 6 Nail Pattern FL m An;;.R4 Of 9 ATL13002.4Thisevaluation report is. provided for State ounorida product approval under Rule 61 G20-1 The manufacturer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. FREE TECHNICAL SERVICES, LLC Pro -Cut@ Starter Strip Basic Wind Speed (Vu,t): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min, 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min; 15/32 in, plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturers published installation instructions: Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall .be -attached as shown below. 12 gs.l•i/2' u K s?un: evil o s Figure 9. Pro -Cut® Starter Strip ATL130D2.4 FL.10305-R4 _ .... 14aw I of y This evaluation report is.pr.9v t d f estate of Florida product approGaf under Rule 61G2&3:: The manufacturer shall notify iG - . _ Technical Services, LLCof any product changes. or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein_ tK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (Vuic): Basic Wind Speed (Vela): 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.1/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements.. Installed with 5-5/8 inch exposure in accordance with RAS 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. r 12 ga. 1-1/2" ring . t r-- shank nail 12" i r Figure 10. Pro -Cut® Hip & Ridge CREEKThisevaluationreportis .provided for State of Florida product approGal under Rule 61G20-3: The rrtanrafacir firer shall not ifyTechnicalServices, 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 EAsphalt Shingles TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation.; 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements:: 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC,' and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. COMPLIANCE, STATEMENT The products evaluated herein by Zachary R. Priest, P.E. 'have demonstrated compliance with the Florida Building Code 5t' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. iw•c bt!lI:FP t tip• ,t'c '``, t. No 74Q23 13 ; STATE OF iff ittgis CERTIFICATION OF INDEPENDENCE 2015.0 .2 4 912:55:48 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. ATL1 specifically addressed END OF REPORT FL 16305-R4 Of valid.. re not r• Florida Building Code Online Page 1 of 2 Business & Professional Regulation BCIS Home I Login I User Registration ( Hot Topics Submit Surcharge I Stars & Facts I Publications FBC staff B= Slb: Map Links ( Search Fbi net: P(j Ca `F Product Approval ro 3 !USER: Public User Regulat,on: I'MgttPd or Aeotketrae smrer:> P.WhVtIYlllA`.>:Alpptitatian Defifit FL # FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -us 00000 551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozano@interwrap.com Technical Representative Eduardo Lozano Address/Phone/Small 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 IntertekTesting Services NA Inc. - ETL/Wamock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevich, PE W Validation Checklist - Hardcopy Received Certificate of Independence F ia2i6 R2 COI 2©i fli COt Nieminen,fldF 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/prlpr_app_dtl.aspx?param= wGEVXQwtDgv3yWKJZ1 Q... 7/20/2015 9 Florida Building Code Online Page 1 of 1U(Cker Mom Business &Professional Regulation ist tio n i Hot Topics I Submit Surcharge Stats & Facts I Publications FBC Staff BCIS Site Map Unks SearchReg R(`( bnnrf nto BOS Home Log In user ra product Approval10—r9" S31 USER: Public User Regulation ly piotluft.Ao aihlMU> Airpifcalian.t it. Search Criteria ef a SearC 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 aeaccn. ncsull per. Tvoe Manufacturer .__. Nilallidated By tS lttus FL15216-R2 Revision InterWrap, Inc. Category: Roofing John W. Knezevich, PE 954) 772-6224 Approved History Subcategory: Underlayments Apprill y iiBPit-AXKOVMS: Or WYK-WW-.M CflCw,w Ir!w_.oy marctil=} ;;i il04wftbiStill_?a>> f.L O.Pt 't5rr._+M—MS24 The State of Florida is an WEED employer hf20fl7-20f3+s: or nii:itJil :: Privacy Statement :: a2 seibilf Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not sendelectronicmailtothisentity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850,497.1395. *Pursuant toSection455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department wlth an email address IFtheyhaveone. The emaiis provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish tosupplyapersonaladdress, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee underChapter455, F.S., please click here . Prgduct.Appcoval Accepts: Credits FE https://www.floridabuilding.org/pr/pr-appist-aspx 7/20/2015 r 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 5unninary of Products Fl # Model, Number or Name Description 15216.1 RhinoR00f Underla mentsy Synthetic roof underla mentsy Limits of Use Approved for use in HVHZ: No Installation Instructions FL15216 R2 II 2015 04 FINAL ER INTERWRAP RHINOROOF FL15215- R2.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nieminen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation.ReporIts . , . .: i rs lti ii2 AE 201 564 FINAL ER 9TERWkAP RHiN08661F fL152 6- R2. odf Created by Independent Third Party: Yes _ ,.... Ea. ContactUs :: lnary'f`, .Y+. atoirYof Strest TYOahiaasee ayaau:pftoi>°.: 85^_-48?-182i_ The State of Florida is an WEED employer o1L _fib ;344 tatEig ids : ; - : Refund Statement Under Florlda law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mailtothisentity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. 'pivsuiiitto Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licens.Jid underChapter 455, F.S. must provide the Department with an er w 4, 00WsIfthey haveone. The emails provided may beusfd.IUr official torrtfiulltsGoh with the licensee. Wipever emall Mt7dmSsft are public record. it you do not wish to supply apersonaladdress, please provide. IJhwDeyertff*nt with ab j.t aAdk*, S;which can be ZnOde'AYAllable tours pW)ic. To determine If you are a licensee under 6fipptgF 41j5: FA, please dick beta; Product Approval Accepts. W®'11MOR E CrectitSAFE h4s:// www. floridabuilding-orglprlpr_app dtl.aspx?param--wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 a' TTRRINITYIERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization s/9503 353 CHRISTIAN STREET, UNIT #i13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Interwrap, Inc. Evaluation Report 140510.02.1 -11 32923 Mission Way F1.15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by'Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections -noted herein. DESCRIPTION: RhinciRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions -of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The famimile seal appearing was authorized by Robert Nieminen, P.E. on 04/27/2015: This does not serve as an electronically signed d=ment: Signed, sealed hardcoples have been transmitted to the Product Approval Administrator and to the named diem CERflnCAMN 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. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. ITRUV('jYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3,1507.9.5 on Heating 1507.2.3,1507.S.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ 006 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TSr1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type 1i felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in. various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity 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 Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Shingles Slate or Simulated SlateShingles RhinoRoof U20 Yes No No Yes Yes , . No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or 11 or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Certificate of Authorization #9503 Evaluation Report 140530.02.12-RZ FL15216-RZ Revision 2: 04/27/2O1S Page 2of3 JTRININ jERD 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_4 104 ibR40f 1,130 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 14nch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Si ikle Laver Roof"SIooe>:4.12; End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Referto Interwrap, Inc. recommendations for alternate lap configurations and/or the use of -sealant-undercertain-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 UOANe ko ei" 2:12 c;iaof5torie <3s12: End ( vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half - width plus-1-inch -side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. S. MANUFACTURING PLANTS: Contact the manufacturer or the named.QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Cerdficote ofAuthorizotion #9503 FL15216-R2 Revision 2: 04/27/2015 Page 3 of 3 rTRINITY I ERD EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way F1.15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitVIERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 The facsimile seal appearing was authorized by Robert Nleminen, P.E: on 04/27/2015. This does not serve w an electronically signed dowment. Signed, seated hardcopies haw: been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity l ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product 5. This is a building code evaluation. Neither Trinity) ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. QOTRRINITYIERD ROOFING CQMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1501.83,1507.93, 1507.9.5 on Heating 1507.23,1507.5.3,1507.83, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference. Date. ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST15D9) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT D.EScRiPmON: 4.1 RhinoRoof U20 is a multilayered polymer woven coatedsynthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type 11 felt. RhinoRoof Underlayment is available in 42=inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5. 1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5. 2 This Evaluation Report is not for use in the HVHZ. 5. 3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5. 4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. if not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5. 5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE t RooF CoveR OPnoNs Underlayment Asphalt Nail - On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5. 6 Exposure Limitations: 5. 6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6. 1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6. 2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certificate of Authorization N9503 FL15216-R2 Revision 2: 04/27/201S Page 2 of 3 V I RINITYIERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 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 Sinete iAver. Roof Slope> 412: End (vertical) laps shall.be minimum 6-inches and side (horizontal) laps shall be minimum 44nches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Qouble•laver 212:<RoofSloae<4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 611320-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey—QUA1673; (604) 520-3321 END OF EVALUATION REPORT - EEvaluation Report 140510.02.12-R2 Exterior Research and Design, Certificate of Authorization #9503 F6R2 Revision 2: 04/S21/27/ 2015 Page 3 of 3 Speclalty Structural Engineprinq CBUCK, Inc. Certificate of Authorization #8064 Evaluation Report MMI-2" Off Ridge Vent Ridge Vent Assembly Manufacturer: Millennium Metals, Inc. 10200 Eastport Road Jacksonville, FL 32218 877) 358-7663 for Florida Product Approval FL 16568.1 R1 Florida Building Code 5th Edition (2014) Per Rule 61G20-3 Method: 2 - B Category: Roofing Sub - Category: Roofing Accessories that are an Integral Part of the Roof System Product: "MMI-2" Off Ridge Vent Material: Steel Support: Wood Deck Prepared by: James L. Buckner, P.E., SECB Florida Professional Engineer # 31242 Florida Evaluation ANE ID: 1916 Project Manager: Youry Demosthenes Report No. 14-104-MM12-StORV-ER-14 Date: 2 / 26 / 15 Contents: Evaluation Report Pages 1— 7 3— Ek ".k Seal to Ekc"nk Sub nittal 10 L . B (JC P..•• cEHSF -•. F.p No 31242 IX_ STATE OF _ 441 i '••tOR10?.•'• ASS/O N A1- Jrrf nlll Digitally Signed byilameS L Buckner, P.E. CBUCK, Inc. 2015.03.02 10:57:51-05'00' 1399 N. Killian Drive, Suite 4, West Palm Beach, Florida 33403 Phone: (561)491-9927 Fax: (561)491-9928 Website: www.cbuckinc.net FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CCO< n In rinq Page Report NO.: 25of MM2 StORV ER_14 SpeClalty Structural Engineering CBUCK, Inc. Certificate of Authorization tt8064 Manufacturer: Product Name: Product Category: Millennium Metals, Inc. MMI-2" Off Ridge Vent Roofing Product Sub -Category Roofing Accessories that are an Integral part of the Roofing System Compliance Method: State Product Approval Rule 61G20-3.005 (2) (b) Product/System "MMI-2" Off Ridge Vent Description: Steel off ridge vent for shingle roofs mechanically attached to Plywood Deck. Product Assembly as Refer to Page 4 of this report for product assembly structural components: Evaluated: 1. Off Ridge Vent 2. Fasteners 3. Roof Cement Support: Type: Wood Deck Design of support and its attachment to support framing is outside the scope of this evaluation.) Description: 15/32 (min.) or greater plywood, or Wood plank (min. specific gravity of 0.42) Slope: 2 : 12 or Greater Performance: Wind Uplift Resistance Design Uplift Pressure: - 75 PSF Allowable design pressure for allowable stress design (ASD) with a margin of safety of2to1. FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 Page 3 of 7 Specialty Structural Englneerinq CBUCK, Inc. Certificate of Authorization #8064 Performance Standards: The following test protocols were performed to demonstrate compliance with the intent of the code as this product is not addressed specifically in the code. ASTM E330-02 — Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference Code Compliance: The product described herein has demonstrated compliance with Florida Building Code 5th Edition (2014), Section 1709.2. Evaluation Report This product evaluation is limited to compliance with the structural requirements of Scope: the Florida Building Code, as related to the scope section to Florida Product Approval Rule 61G20-3.001. Limitations and • Scope of "Limitations and Conditions of Use" for this evaluation: Conditions of Use: This evaluation report for "Optional Statewide Approval' contains technical documentation, specifications and installation method(s) which include Limitations and Conditions of Use" throughout the report in accordance with Rule 61G20-3.005. Per Rule 61G20-3.004, the Florida Building Commission is the authority to approve products under "Optional Statewide Approval'. Option for application outside "Limitations and Conditions of Use" Rule 61G20-3.005(1)(e) allows engineering analysis for "project specific approval by the local authorities having jurisdiction in accordance with the alternate methods and materials authorized in the Code". Any modification of the product as evaluated in this report and approved by the Florida Building Commission is outside the scope of this evaluation and will be the responsibility of others. Refer to applicable building code section for ventilation requirements. Design of support system is outside the scope of this report. Fire Classification is outside the scope of Rule 61G20-3, and is therefore not included in this evaluation. This evaluation report does not evaluate the use of this product for use in the High Velocity Hurricane Zone code section. (Dade & Broward Counties) Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in accordance with the Florida Building Code and Rule 61G20-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through Keystone Certifications, Inc. (FBC Organization #: QUA 1824). FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-M M 2-StO RV- E R_14 Page 4 of 7 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Components/Materials Ridge Vent: "MMI-2" Off Ridge Vent by Manufacturer): Material Type 1: Steel Thickness: 26 gauge (min.) Yield Strength: 40 ksi min. Corrosion Resistance: In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel Nominal Dimensions: Width: 24" Height: 4-1/2" Lengths: 2' , 4', 6', 8' and 10' Fastener(s): Base Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Annular Ring Shank Roofing Nails Size : 11 gauge x 1-1/2" Corrosion Resistance: Per FBC Section 1506.5 Standard: Per ASTM F 1667 Alternate Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Hex -Head Wood Screw Size : #10 x 1-1/2" (min.) Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4 Standard: Per ANSI/ASME B18.6.4 Roof Cement: Type: Asbestos -free asphalt based roof cement w/ SBS rubber Application Size : 1/4" thick minimum Standard: Per ASTM D 3019 Type III and ASTM D 3409 FL #: FL 16568.1 R1 Date: 2 / 26 / 15 U UC Engineering Report No.: 15-104-MM2-StORV-ER_14 Page 5 of 7 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #18054 Installation: Installation Method: Refer to drawings on Pages 6-7 of this report.) Prepare deck opening by trimming any shingles & nails that may interfere with ridge vent installation. Apply roof cement to the underside, back and side flanges of the ridge vent. Cement should be a 1/4" thick and extend 2" onto roof underlayment. (Install cement in compliance with manufacturer's installation guidelines.) Position vent flange beneath loosened shingles and align with deck opening. Attach vent top, bottom and side flanges to deck with nails or screws spaced 4" o.c. and 1-1/2" from each end. Minimum fastener penetration thru bottom of support, 3/16". Install the "MMI-2 Off Ridge Vent" assembly in compliance with the installation method listed in this report and applicable code sections of FBC 5th Edition (2014). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. ASTM E330-02 Uniform Static Air Pressure Difference Test Architectural Testing, Inc.(FBC Organization #TST ID: 1527) Report #: D0249.02-450-18, Report Date: 8 / 29 / 13 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID: 1824) Millennium Metals Licensee # 423 3. Certification of Independence By James L. Buckner, P.E. @ CBUCK Engineering FBC Organization # ANE 1916) FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CE3UCKEngineering'Report No.: 165of -MM2-StORV-ER_14 Page SpeC1cs1W Structural Engineering CBUCK, Inc. Certificate of Authorization #8054 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck Profile Drawings 1 /8" 1 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) FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CE3UCKEngineering Page Report No.: 15o1f04-MM2-StORV-ER_14 Specialty Structural Englneerinq CBUCK, Inc. Certificate of Authorization ##8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 1 1/2" o.c. 1 1/2" 4" o.c. 4" o.c. Typical, Maximum Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wbod Screws Top Plan View (Not To Scale) Typical Fastening Pattern) Nominal Lengths 4 Ft. 6 Ft. 8 Ft. \e ' 10 Ft. • i j k i IS Typical Ridge Vent Assembly Isometric View (Not To Scale) Base Flange Q Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws nn ( Florida Building Code Online Page 1 of 3 C-4-i, ,'r- -1i, )ra U& (Q BCIS Home ; Lop in I User Registration Hot Topics I Submit burcnarge i awo a dw Bushes Product Approval POE'SSl USER: Public User Regulation PraOuct AowweI Menu > AgWjU2MjK5b > Application List > Application Detatl FL # FI2197-115 T Revision I, - ons I FBC Staff I BCIS Site Map Links ( SM6 ! Application ype 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 Miiek Industries, Inc. Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext7480 dwert@mii.com Authorized Signature David Wert david.c.wert@mii.Com Technical Representative David Wert Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mii.com Quality Assurance Representative David Wert Address/Phone/Email 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7460 dwert@mii.com Category Structural Components Subcategory Truss Plates Evaluation Report from a Product Evaluation EntityComplianceMethod Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2015 ICC Evaluation Service, LLC. Validated By Certificate of Independence i97 R5 COI Certificate of Independence for Evalua2 ri: a Referenced Standard and Year (of Standard) standaudYear ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=WGFVXQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 Cre `tSC F E https://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbk£.. 7/20/2015 Excerpt from !CC -ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial. embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the. Manufacture of Metal - Plate -Connected Wood Trusses. IMES Evaluation Report cCIR-11,2111 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org l (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com.. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, Mll 20 HS, AND MT20HS'rm 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Code' (IBC) a 2012, 2009, 2006 international Residential Code (IRC) M 2013 Abu Dhabi International Building Code (ADIBC)t TThe ADIBC is based on the 2009 IBC, 2009 IBC code sections referenced in this report are the same sections in the ADIBC Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses_ 3.0 DESCRIPTION 3A MiTek® M-16 and M1116: Model M-16 and Model MII 16 metal truss connector plates 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 11I44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage t0:0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11A mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3,8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (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, MII 20 HS, and MT20HST" metal truss connector plates are manufactured from minimum No. 20. gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0,0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3144nch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 025-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 -ES L• valuation 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 of the report or a recommendation jar its use. 7here is no warronty by /CC Evaluation Ser4ce. LLC, express or implied, as to any finding or Giber matter in this report, or as to any product catered by the report. page 1 of 5 Copyright 0 2015 ESR-1311.. 1 Most mdelyAace fed and Trusted Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin2/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mil 16 Douglas fir -larch Hem -fir 0.5 . 0.43 176 119 121 64 137 102 126 98 Spruce -Pine -fir ... Southern pine 0.42 0.55 127 174 82 126 75 147 107 122 M-20 and MII 20 Douglas fir -larch Hem -fir 0.5 0.43 220 185 195 148 180 129 190 145 Spruce -pine -fir Southern pine 0.42 0:55 _ 197_ 249 144 190 143 184 137 200 M-20 HS,1111120 HS and MT20HS Douglas fir -larch Hem fir 0.5 0.43 165 139 .. 146 111 135 143 97 109 _ uce-pine-fir uthern pineF 0.42 0.55 148108 187 143 107 103 138 150 For SI: Ilbtirh = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint ZAA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load,. wood grain perpendicular to load EE = Plate perpenddicular t0 lead, wood grain perpendicular to load3Ailtruss:ptates are pressed into the woad for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND Mil 20 M-20 HS, MII 20HS AND MT20HS Efficiency Poundst'inch/Pair of Connector Plates Efficiency Pounds/inch/Pair of Connector Plates Efficiency Poundslinch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' _ Tension @ 00 Tension @ 900 0.70 0.3fi 2012 1013 0.50 0.47J 880 20 0.59 0.48 1505. 1219 Tension Values in AccordanceWth TPI-1 vvith a Dei:+iation (see Section 5.4"9 (e)] Maximum oirtt ket Section Occurs over the J Tension @ 0° Tension @ 900 0.68 0;30 1945 0.62 1091 849 0.48 841 0.67 0.52 171 ti . 1321 Shear Values Shear @ 01 Shear @ 301 Shear @ 60° Shear 90° @ Shear @ 1200 0.54 0.61 0.73 0.55 0.48. 0.35 1041 1173 1402 1055 914 672 0.49 . 574 0.63 738 0.79 936 0.55 645 0.42 490 0.46 544 0.43 0,61 0.67 0.45 0.34 0.3 761 1085 1184 792 608 537 Shear @ 150° For St: 1 Ibrinch = 0.175 N/mm, linch = 25.4 mm. NOTES: Minimum Net Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of.holes, ZMaxiniuIm. Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5. 0,125' 0.2W C SW 32mm 64MM 127e 000 goo oao OGG tx: M lg 0 E0 Boo o Do jam( no 1 050 ono Ono DOG tl000 Boo Ono 24 HS, Mli 24 HSI IMT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report E5R-1;51I t-bU bupplemerll Reissued June 2015 This report is subject to renewal June 2017. vwvw.icc-es.org (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HST* 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, MII 16, M-20, Mil20, M-20 HS, MII 20 HS, and MT20HSIm, recognized in [CC -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 N. 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeOTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 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 —Building and the 201.4.an4g09D.=lgrida Buiia Code —Residential,. provided the design and installation are in accordance with the International Btiifdirtg _Gode#pC);provtsions noted in the master report. Use of the MiTek®Truss Connector Plates M-16, MII 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. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes no! specifically addressed, nor are they to be construedasanendorsementofthesubjectofthereportorarecommendationforitsuse. There is no warranty by ICC Evaluation Service. LLC, express or implied, as — to any finding or other matter in this report, or as to artyproduct covered by the report 01.. Paggee 1 of , off1 Copyright 0 2015 ICC-ES Evaluation Report "" ' Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orq 1 (800) 423-6687 1 (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com.. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mll 20, M-20 HS, Mll 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Code® (IBC) 19. 2012, 2009, 2006 international Residential Code® (IRC) 12013 Abu Dhabi International Building Code (ADIBC)t The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC: Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MIl 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 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 cutoutarea. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mll 20: Model M-20 and Model Mll 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating i-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, Mil 20 HS, and MT20HS1m: 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-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (32 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-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 or any other attributes not specifically addressed, nor are to be construed express or impliedas as an endorsement ojthe subject ofthe report or a recommendationjor its us eThereis no warranty by lCC Evaluotion Service, i l C, exprrs, to anyf nding or other matter in this report, or as to any product cohered by report- Page 1 of 5 copyright O 2015 Page 3 of 5 ESR-1311 ( Most VV1de1y Accepted and Trusted TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin2/PLATE) LUMBER SPECIES SG AA AE M-16 AND MII 16 jEEj. Douglas fir -larch 0.5 176. .._.. .. 121. 137 m-fir I . I 0:43 119 64.102 Spruce -pine -fir 0.42 127E 82 75 107 Southern pine 0.55 ., 174 126 147 122 M-20 and MII 20 Douglas fir -larch 0.5 220 .. . 195 180 190 Hem fir 0.43 185 146 129. 145 Spruce -pine -fir 6.42 197 144 143 Southern pine. 0.55 249 190 184 200.. M-20 HS, MII 20 HS and MT20HS._ Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 1.11 97 109 Spruce-pine-fr. 0.42 146 108 167 1 150 Southern pine 0.55 187 143 138 For SI: 1lbrin` = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. ZAA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood.grain.perpendicular to load EE = Plate porpenditxtiar'to load.. wood Wain perpendicular to load . All truss plates are. re pressed into fhe-woa for the full depth of their teeth by hydraulic -platen emfedment presses, muttlple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embejcdment rollerpressesandhyriraulplatenpressesthatfeed 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 M-20 A Efficiency rdtinchfor nnector latesEfficiency Pounds/ inchlPair of ConnectoPlates Plates Tension@ 0° Tension _@ 90' Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint) 0.70 2012 E880 0.59 0.36 1013 820 0 48 Tension Values m Accordance with TPeviation [see Section 5.4.9 (e)] Maidjtttlm NetSectionOccursovertheJoint15051219 Tension @ 0° 0.68 1945 0.62 1091 0.67 1716 0.30 849 0:48 841 Shear Values 0.52 1321 Tension @ 9,0° 0.54 0.61 0.73 0.55 1041 1173 1402 1055 0- 49 .. 0.63 0.79 0.55 574 _.: 738 936 645 0. 43 0.61 .. 0.67 0.45 608 761 1. 085 1184 Shear @ () a Shear @ 30° Shear @ 600 900 Shear @0.48.. _. 0.35 914 672 .. _ 0. 42 0:46 490 5' l4 0.34 0:3 537 . Shear @120' ... Shear @ 1500 ..... For SI: 1 Ibrinch = 0.175 N/mm, imcn = 40.4 Mill - 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 throi.4h aline of holes. 2Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 0.12V . 0.2StT' O-WO" 8.3w 32mm E4mm 12.7mm a aoa Duo 000 Ong 000 00 on goo Goo 000 Cy 900 Ono aGIO t M 20 HS1 Mll 20 . +SI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report F-QF%- I J I I it L'i%. "rr.—...--•- Reissued June 2015 This report is subject to renewal June 2017. WNW.icc-es.ora (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Councllo 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: MiTele TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HSr` 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, MII 20, M-20 HS, MII 20 HS, and MT20HST", recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: a 2014 and 2010 Florida Building Code —Building 11:2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeO Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, il 14 and 2010 FloMil 20 HS, and M I rida Building i e Code — Building ding2. 0 ttiroagh.710 of th.e rrlaster. evaluation reP.0 t ESR-13;t1; comply with and t%e`2014 alxf 21}1.0 Fli i€€e lldlMg Code—Resider;1bl; Provided the design and installation are in accordance with the International Building: Code {IBC) provisoes zlated'in the titaster report. Use of the MiTeleTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HST" 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. Fot: products.f 964 vender Florida Rule 9N-3, verificatlol that the report holde s gealliifymspeciions beigcondiscteit d is #hie qualify. assurance entity appreved byr the. Florida Building Commission for the typ respgnsiblittyofattapprovedvalidationentdy (or the code, official when. the repo[f. holder d0es not possess..an. applrnval. by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. attributes not specifically addressed, nor are they to be construed ICC ESEvaluation Reports are not to be construed as representing aesthetics or any other t as an endorsement a, f the subject of the report or a recomm uction er its use. by theT herei no warranty by ]CC Ellaluation service, LLC, express or implied as m to airy finding or other matter in this report, or as to any p page ;of 1 Copyright ® 2015 ICC-ES Evaluation Report MOM- IJ I I Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orq (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, Mll 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 international Building Code® (IBC) it 2012, 2009, 2006 International Residential Code (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 2009 IBC..2009 IBC code sections referenced in this report are the same sections in the ADIBC., Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0:0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal_ Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 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 MT20HSw: 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 0.0348 inch (0.88 mm). Repeating 3/4-inch-by-l-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal., Each module has three slots, 0,45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Eachmodule is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6: 4 mm). Each slot has a 0.33-inch-tong (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details; 4. 0 DESIGN AND INSTALLATION 4. 1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC- FS Eralualion Rcporu are no! !o be construed as representwarranty aesthetics or any other attributes not specifically addressed, nor ore they to be construed' as an endorsement of the subject of the report or a recommendationtor its use. There is no by ICC Evaluation Sen•ice, LLC, express or implied. as to airy finding or other matter in this report, or as to arty product covered by the report. Page ;,of S Copyright© 2015 Page 3 of 5. ESR-1311. 1.. Most Widely Accepted and Trusted TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in=!PLATE) LUMBER SPECIES SG AA EA AE EE M-18 AND Mil 16 0:5 176 ..._ 121 64 137 102 126 98Douglasfir -larch. .. Hem fir 0.43 119 127 82 75 107 Spruce -pine -fir 0.42 . _ 174 126 147 122 Southern pine 0.55 M-20 and MII 20 0:5 195 148 180 129 190 145Douglasfir -larch Hem -fir ...._. 0.43 0.42 0249.,, 144 143 137 Spruce -pine -fir 190 184 200 Southern pine0.55 M-20 HS, Mil 20 HS and MT20HS 0.5 165 146 11197 135 E?1 43. 43 Douglas fir -larch Hem fir 139 148 108__ 107 103 Spruce -pine -fir 0.42 . 187 143 138 150 Southem pine 0.55 ... .. For SI: 1lbfin2 = 6.9 kPa. NOTES: to area on onlyToothholdingunits = psi for a single plate (double for plates on both faces when applying one face). To achieve values, plates must be installed on opposite sides of joint. 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 perpenif'ccular to !oast, wood gl'ain perpendicular to padthefulldepthoftheirteeth by hydraulic platen embedment presses, multiple roller presses that3Alit"S plates a pressed. into the wood for followed th full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen pressesusepartialembedment that feed trusses into a stationary finish roller press_ TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES M-20 AND MII 20 M-20 HS, M11 ZOHS AND MTZOHS PROPERTY M-16 AND Mil 16 FORCE Efficiency Poundslint DIRECTION of Conne Plates Tension. Values. in Accordance Tension @ 0° 0.70 2012 Tension @,_90° 0.36 1013 Tension Values in . Maxi Tension @ 0° 0.68 1945 Pension @ 900 0.30EE 849 Shear @ 0°._ 0.54 1041 Shear @ 30° 0.61 1173 Shear @ 60° 0.73 1402 Shear @ 90" 6.55 105 Shear @ 120' 0.48 914 Shear @ 150° 0.35 672 h/Pair Efficiency Poundstinch/Pair Efficiency P of Connector r tor of Connector platesPlates with. Section 5.4.4.2 of TPI-1_.(Minimum Net Section over the Joint)' . oo..47 0 J]20 0 0-59 1505 0.48 1219 Accordance with TPI-1 with a DeviationSpe Section 5.4.9 (e)] rnum.NetSection occurs over the Joule.. 0,62 1091_ 0.67 1716 OA8 841 13210.52 Shear Values 0.49 574 0.43 761 0.63 738 0.61 1085 0.79 936 0.67 1184 0.55 6455 _... 0.45 _ 792.. 0_42 490 0.34 608 0.46.. 544 0,3 537 For S1: 1 Ib/inch = 0.175 N/mm, 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 spec ied orientation. For these plates. this line. passes through a line of holes. ZMaxitnuri'm: 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. For S1: 1 Ib/inch = 0.175 N/mm, 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 spec ied orientation. For these plates. this line. passes through a line of holes. ZMaxitnuri'm: Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. Page 5. of 5 ESR-1311. I Most Widely.Accepted and.Trusted 0125' 0.2W 0.5d0* 3.2mm 5Amm 127wi 9.t3mm a U 0 a 000 n 4k-i 00 Goo r 000 Dan ODD 000 0130 000 1 1 M-20 HSt MI[ 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (In Inches) (Continued) ICC-ES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.ice es.or (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTeleTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HST" 1.0 REPORT PURPOSE AND SCOPE Purpose:Mil The purpose of this evaluation report supplement is to indicate that MiTek®Truss Connector Plates also been evaluatedluate MII 20, M-20 HS, MII 20 HS, and MT20HSTm, recognized in IMES master report ESR-1311, have also been evaluated for compliance with the codes noted below,. Applicable code editions: 2014 and 2010 Florida Building Code —Building 0 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The M"ek®Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HST"', described in Sections2.0"through.7:t3of the: Masfel:alralualian.tepod . SR 13'f9,.comply with the 2014 and 2010 Flotxda Building Code —Building and #i3e 20')4 end 2t1i0 Fkrnda BuRd+ng Coq--Re&en iarovided the design and install l, pation are in accordance with the lntem fional 8uildit g. Code®(16 ) prov+siom noted,in.the master report: Use of the MiTek®Truss Connector Plates M-16, MII 16, M-201 MII 20, M-20 HS, MII 20 HS, and MT20HSTM has also been foundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. I is by a Forhrodncis, falfi Ig under Florida Rote 9N- , verificatton Commissionrifonithe type ofdeft yinspl., tdkns being conprograrr di ateddis the quality assuMn6ett o*. a.PMved by. the F nrida Building. respottslbtfity of. an; aRProyed validation entity (or the .code` official when the .0epott.holder does not possess an, appresval. by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. CC -ES _• valuation Reports are not to be construed as represenfing aesthetics or any other attributes not specifically addressed, nor are they to he construed e r as an endorsement of the subject of the report or a recommendation jar its use There is no warranty by ICC F.»a7umion Sen ice. L1 C, express or implied to . . to ,,U, firming or other ntauer in this report, or as to any product covered by the report Page 1 of 1 Copyright 0 2015 IMES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. wwW.icc-es.org (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Councf DIVISION. 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-17abricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.m ii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, M1120, M-20 HS, M1120 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: in 2012, 2009, 2006 International Building Code (IBC) 10 2012, 2009, 2006 International Residential Code (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t TThe ADIBC is based on the 2009 IBC. 2009113C 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 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. ntcThe teeth are additionallyally h tooth is diagonally cut, thereby forming a sharpp poishapedintoatwistedconcave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1114-inch (31.7 mm) multiples., See Figure 1 of this report for details. 3.2 MiTek® M-20 and M1120: Model M-20 and Model 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 [0.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mll 20 HS, and MT20HSTm: Models M-20 HS, Mil 20 HS, and MT20HS114 metal truss connector plates are manufactured from minimum No: 20 gage 10.0356 inch total thickness (0.9 mm)), ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1-inch (19 mm by 25.4 mm) modulesofteetharestampedoutandformedatrightanglesto the face of the parent metal. Each module has three slots, 0.45 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 isseparatedbya0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC -ES Evoluatton Reports are not to be construed as representing aesthetics or any other attributes nor specifically addressed, nor are they to be construed as an endorsement oJfhe subject of the report or o recommendationfor its use. There is no warranty by 'CC Evaluation Service, L LC, express or implied. as p to anyfinding or other matter in this report, or as to any product covered by the report page I of 5 Copyright ® 2015 Page 3 of 5. 1311 I Most Widely Accepted and Trusted TABLEHYDRAULIC-PLATEN EMBEDMENT' (blinCES, PLATE) LUMBER SPECIES SG AE EE M- 16 AND MIt 16 las fir -larch 0.5. 176 121 64 137 102 126 98 fir 043 . 119 127 82 - . 75 107 e- Pine-fir 0,42 174.. 126 147 192 fern pine 0. 55 ... M- 20 and M11 20 . . llas fir -larch . 0.5 220 195 148 180 129 190 145 185 ... 0_ 43 144 197 _.. 143 137 ce- pine-fir 0. 42 _.. 249 190 184. 200 hem pine 0. 55 M- 20 HS,INII 20 HS and MT20H$ glas fir -larch 0.5 165 - 146 111 97 143 109 i- fir 0:43, _..... 139 0 42 148 108 107 103 Spruce - pine -fir - 138 0. 55 . , 187 143 Southern pine For S1:1 tbfir? NOTES: plates 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, 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 pdrpendioularin load tiw4cld grain perpendicular t0 fond Alltruss:plates are pressed into the wood for toll depih of their teeth by hydraulic platen embeiintent presses mul4ipie Toler presses that usepartial.emtsedmentFoilowed hY fui embedment roilers. dr. eomb9natiOns of partial embedment roller presses: and oraulkc platen Presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES M- 16 AND MII 16 . ._.. M 20 AND Mill 20 11 HS, Mil 20HS AND MT20HS PROPERTY FORCE Efficiency Poundsiinch/Pair Efficiency PoundstinchiPair Efficiency P of Connector' ' DIRECTION of Connector of Connector Plates Plates Plates Accordance with Section 5.4.4 2 of TPI-1 (Minimum Net Section over the ar TensionValuesin8800.59 1505 2012 0.50 ens' ion 0° 0.70 0.48 0.47 82D ...... 1219 ensign @ 90° 0.36 1013 TPI- 1 with a Deviation [see Section 5.4.9 (e) TensionValuesinAccordancewithSectionOccursovertheJoineMaArnum.Net 0: 62 1091 0. 7 1716 1945 Fension @ 0° 0.68 _ 0: 48 841 0.62 1321 Fension @ 90° 0.30 849 _.._._ Shear Values 574 0. 54 1041 0.49 0 Shear @ 00 738 0 .61 1085 0. 63 0.61 1173 _.. Shear. @ 30° 0.79 936 0.67 1184 Shear @ 60° 0.73 1402 0, 55 645 0:45 a. 55 __ ... 1055 Shear @ 90° 490 0.34 0.42 608 914 Shear @ 1200 0.48 .. . 544 0.3 0. 46 537. Shear @ 150° 0.35 672 . For SI: 1 Ibiinch = 0.175 Nimm, 1 inch = 25.4 mm. NOTES: the minimum amount of steel for a specified orientation. For these plates, Minimum NetSection -Aline through the plate's tooth pattern with this line passes through a line of hates with the maximum amount of steel for a specified orientation. For these 2Maxinwm Net Section - A line through the plate's tooth pattern section of the plate with no holes. plates, thislinepassesthrougha Page 5 of 6 ESR-1311 I Most. Widely Accepted and Trusted 0 12V 02&r 0.5W 32mm dAnvn 127nvn 100 000 000 OGG E, 000 ago Ono goo 000 000 Ono 000 Boo 000 000 M20- 20 HSI Mil 20 HSI MT20H. S FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report t5K-71.51-I ray, ouNpliull u— Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora (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 wvwv.mii.com. EVALUATION SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mll 20, M-20 HS, Mll 20 HS, AND MT20HS7M 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, Mll 16, M-20, Mll20, M-20 HS, Mll 20 HS, and MT20HST14, recognized in [CC -ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: s 2014 and 2010 Florida Building Code —Building 0 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 MT20HSrm, described in Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe2014and2010FloridiiBuiK00Code—Reside0t7af,. provided the design and installation are in accordance with the international Building Code (IBG)..provisions noted in the master report. Use of the MiTeleTruss Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, Mll 20 HS, and MT20HSTT° 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 auribules not specifically addressed, nor are they to be construedasanendorsementofthesubjectofthereportorarecommendationforitsuse. There is no r+'arranty by !CC Cvaluatian Service, ll C express or implied as to airy finding or other mailer in this report, or as to anyproduct covered by the report. Page 1 of 1 Copyright 0 2015 Florida Building Code Online Page 1 of 2 r ti , rRA" f^"`Id BCIS Home Log In User Registration i Hot Topics Submit Surcharge I Stats & Facts Publications I F8C Staff I BCIS Site Map I links Search J' Q. ` Sl Product Approval USER: Public User Regulation pnglt++ or Iket„im+,+4 tfl >. AoaltA)*n tkt > Application Detan FL # FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer BMP International Inc. Address/Phone/Email 4710 281th 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 PE-0046549 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ted Berman, PE Wi Validation Checklist - Hardcopy Received Certificate of Independence m14239 R3 C01 dIneo.odf Referenced Standard and Year (of Standard) Standard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect L14239 R3 Eduiv EouW adf: Sections from the Code https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online_ Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Sum.Maa of Products Method i Option D 04/23/2015 04/30/2015 05/06/2015 06/23/2015 FL # Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1" Steel Tie -Down Clip System (For Use with Mechanical Units and 2" Models at Roof or Grade) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FLIAM R3 A iQlf 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 Ei 14239 R3 AE C-yal od system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. Mort . ntad Us :: jQ90 Nr h-lfe- - ;4r .. Tallahassee FL'32399 Phone: 8-q97-1 4 The State of Florida is an AA/EEO employer, CatiyrWA 2007.2013 STateof Florida.:: _Aym Statement .: Accessibility Statement :: Refund Statement rider 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 ctronic OWN to this entity. Instead, mutt vie office by phone or by traditional mail. it.you Mve any questions, please contact,$50.467.1305. •Pursuant to Ion 4SS.275il1'. Flwidl':SSAiuttS.'Mr?dhiv ocrdbjr'1,`2012r'l Mixe''kefad undo MCt* pter 455, F.S.-ihust Provide the Department with an 2RiQL ldidi:ess If fraVt eako'The e1TkZ4s praikkd:My be used rordoii6al tghimunkIWon withtheIksee.. itowever'email addresses are public record. if yoydo oot.wish to a parsonal4ddre5S,_ PMM provide Uie'Uepa+trnCpY mttii an ernalt address which can be made available to the public. To determine If you are a licensee under Chapter 4SS, F.S. please click heLe • Product Approval Accepts: Cre itl: Ars I https://vvww. floridabuilding.org/pr/pr_app_dtl.aspx?parani=wGEVXQwtDquDEJErtOS Cei... 7/20/2015 BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS CENTER OF GRAVITY ASSUMED TO ACT AT THE GEOMETRIC CENT ER OF THE v MECHAN CI AL UNIT. MECHANICAL LNI I MUST H..P SQUARE OR RECTANGULAR - z n ' NO IRREGULAR SHAPES, a f w N TIM c HOST STRUC.-IURF OESIGN BY OTHERS- SEE DESIGN-" SCHEDULES FOR ALLOWABLE SUBSTRATES tCENTE.R OF I yl MECHANICAL UNIT 1 TIE -DOWN ISOMETRIC 1 _. 1" -.1' O'.. T50MF'T'RIC 75LB MIN, WEIGHT, MECHANICAL UNIT J PER SEPARATECERTIFICATION, TYP. SEE DESIGN SCHEOULEFOR MAXIMUM SURFACE AREA AND DESIGN PRE. SSURE, TYE. STEEL TIE -DOWN CLIPS. SEE DETAII., 113 & 213 I'x FOR CLIP INFORMATION, M, TYF. TIE -DOWN CLIP DIRECTIVE EXAMPLETHEFOLLOWINGE,.AMPLETLLU5TRATE5 THE'PROCFOURE USED TO DE'fERMI E THE MAXIMUM ALLOWABLE ROOF -TOP INSTALLATION HEIGHT, 11, FOR ANY GIVENMECHANICAL. UNIT TMAT CONFORMS TO THE DIMENSION RESTRICTIONS AND DESIGN CRTTERIA LISTED HEREIN._ SEE SHEETS 4.5 FOR DESIGN SCHEDULES.) MECHANICAL UNIT CRITERIA: CONSIDEE INSTALLA TION OF (1) MECHANICAL UNIT WITH THE FOLLOWING CRITERIA= R SHE VWt 170 MPH, ET.POSUREW AS" TALI X 4W DEEP X 48" WIDE, 100 LS (WEIGHT AS VERIFIED BY OTHERS) INSTALLED TO 3000 PSI MIN CONCRETE'WITH (1.j•2' CLIP AT EACH CORNER OF UNIT (TOTAL OF (4) CUPS) a_ PROCEDURE STEPr-`®~ T- RESUL7 t DE7ERMINE.7HE CONNELTIG 4rYTYPE BASED ON_TH DIAGRAMS ON SHEET 2T CdN ECTION TYPE 3 - ',..,•",,, ._,,,...r THIS IN5TALLATION LS INTENDED FOR A VULt-.T70 MPH, EXPOSURr B. IN* DESIGN 2 DETERMIt'E WHICH DESIGN SCHEDULE TABLE ?U USE CPITERIA CORRESPONDS TO TABLE 5 L 3 RETER. INE LARGEST FACE AREA CF MECHANICAL UNITTO BE IN5IALLEU 48"K48"=L I''' ;., ,.,,,.,-.„,,..:.....^ - - " •-----, IH15 UNIT HEIGHT OF 48" IS EQUAL TOTHE MAXIMUM ALLOWABLE HEIGHT OF 98". t NOTE. THIS PRODUCT APPROVAL ALLOWS THE UNIT TD &E INSTALLED ON TOP 111t 4 CHECK MAXIMUM UNIT' HEIGHTRESTRICTION OFANA/C STAND THAT IS A MAXIMUM 30" TALL IFAN A/CSTAHD IS UTTLRED CHECK TO SEE THAT THE STAND DOES NOT EXCEED 30" M HEIGHT 5 N,4, CHECX [9LNINYid UNvim"LDTN' TL..... WIIH 4..WI(I EA IN" MI HIM ALLOWABLE WI 2A` THIS UNIT MAY BE. INSTM.LFD AT ROOF HEIGHTS I.E.55 THAN OREQUAL TO 75 FT. ADDITIONALLY, THIS UNIT MAY BE INSTALLED ON ROOFTOP HEIGHTS GREATER 6 DETERMINE THE ALLOWABLE POOP. OP HEIGHT OF THE INSTALLATION THAN 6OFT AND LESS THAN 100 FT. SEE (') ON TABLE 5 FOR THE NUMERICAL I VALUES OF THIS DESIGN EXAMPLE DESIGN NOTES: THIS PRODUCT HAS BEEN DESIGNED IN ACCORDANCE WITH ASCE 7-10 AND THE Ft BUILDING CODE FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE. Z INDICATED, IN THE ACCOMPANYING DESIGN SCHEOULF.S: THE.DESCGN CRITERIA U5 AU,:6TL1ER DESIGN VARIABLES ARE IN AL CPRUANs nlvn nx THE HEIGHTS LISTEDINTHEDESIGNSCHEDULESREPRESENTTHEALLOWABLEHE1G1i7OF THE BUILDING. THIS PRODUCT APPROVAL ALLOWS FOR EACH UNIT TO BE INS ALLED ON A MAXIMUM 30 "TALL AJC. STAND (CERTIFICATION BY OTHERS) ON TOP OF THE HEIGHTS LISTED IN THE DESIGN SCH DUI FS . GENERAL NOTES 1. THIS PRODI. KT HAS BEEN DESIGNED AND .SHALL Be FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE h ASCE 7-1.0. THIS PRODUCT MAY Q: t. W 3 . n W Ly' i- , G BEUSED W11M N AND OUTSIDE THE HIGH VELOCITY HURRICANE. ZONE, 2. NO 33- 1(3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF"PHIS SYSTEM. 3. DESIGN IS BASED ON CL.[ENT RCVIDED P ODIXT AND DIE SHEETS FROM TEST REPORTS.}j j};,, 7jkOY PY TF5ttNG EVALUATION LABORATORIES, H a INC.. NO SUOSTiT' UTIONS T WRI7IETLAPPROVAL BY THIS ENGINEER SMALL BE U PERMITTED. 4. MAXIMUM & MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL x CONFORM TO SPECIFICATIONS STATED HERE -IN. ALL MECHANICAL SPECIFICATIONS TONNAGE, ETCJ SHALL BE AS PER MANUFACTURER RECOMMENDATIONS Z D ti CLEAR SPACE, ANDARETHE EXPRESS RESPONSIBILITY OF THE CONTRACTOR Z. O w ' G5. FASTENER TOBEY12X %" OR GREATER SAE GRAOF 5 UNLESS NOTED OTHERWISE. TAPCONS REFERRED TOHEREINSHALLBEITWBUILDEXBRAND, CARBON STFEI. ONLY, w _ w INSTALLEO TO 300D PSI t41N CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR m n' Oo, REQUIREMENTS; AU. FASTENERS $ MALL. HAVE APPROPRIATE CORROSION PROTECTION m Zc `! 2 TOPREVENT ELECTROLYSIS. 6. ALL STEEL CLIP$ SMALL BE AS A283 STEEL (GRADE D) WITH Fyl-33 KSI OR BETTER. APPROVED ci IOu; to 6 o ALL STEEL MEMBERS SFIALL BE PROTECTED AGAINST CORROSION WITH AN COAT OF PAINT', ENAMEL OR OTHER APPROVED PROTECTION; 190-RATED COATING a REQUIRED FOR ALL COASTAL INSTALLATIONS. SPECIFIED HEREIN IS NO'T PART OF THIS CERTIFICA'1'lON. AS A MINIMUM, Z H 7: ALL CONCRETEALLCONCRETESHALL BE STRUCTURAL. CONCRETE 4" MIN. THICK AND SHALL HAVE MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI, UNLESS NOTED OTHERWISE. ALL MEMBERS FROM DISSIMILAR g x B. THE CONTRACTOR IS RESPONSIBLE TO INSULATE MATERIALS TO PREVENT ELECTROLYSIS. ECECTRIfRE GROIL:ib, WNf3t RLRIIIiWEDi TO EE DESiGN£0 S INSTALtEI) MOTHIStS: m I. 10, THE AOEQUIKYOF AIIY ptlSfiNG SfRLFGTi7R2 TD WITHSTAND 5UP12LT1FO5E0 U¢,ADS SHALL.88-VERIFIEDByTHEONSITeDESIGNPROfESS.iCNiA:AND IS';NOT iFX1UJXV IN 1 4 THIS CERTIrICATIOWEXCEPT ASEXPRESSLYPROVIDEDHEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. 11, 'THE SYSTEM DETAILED HEREIN I5 GENERIC AND DOES NOT PROVIDE INFORMATION FOR j A SPEf_SF; C. SITE, FOR SITE CL'NDITIONS DIFFER EN'T' FROM THE CONDITIONS DETAILED i'. HEREIN, A LICENSED ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE t SPECIFIC DOCUMENTS FOR USE IN CON)UNCRON WITH THIS DOCUMENT, 12, WATER-TI6HTN-.. 5S OF EXISTING HOST SUBSTRATE SHALL BE THE FULL RESPONSIBILITY F THE INSTALLINGCONTRACTOR. CONTRACTOR SHALL ENSURE THAT ANY REMOVED OFT, OR ALTEREDWATERPROOFINGMEMBRANE15RESTOREDAFTERFABRICATIONANDLNSIAIATIONOF STRUCI7)RE PROPOSED HEREIN. THIS EN, SHALL NOT BE RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS;. WAIER41GHTNESS SHALL BE THE FULL RESPONSIBILITY OF THE INSTALLING g 13. FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPANY THE VVIt WIND I! SPEEDS USED IN THIS APPROVAL, $EE SECTION 2E.7.3 tlF ASCE 7.10. S }y 3" MAX 1` CUPS TYP. ,r1' HIPS I 3' Ave 1'MJW' I a D MAX 3 MAX TYP ,,\T t4 7YP,\Tj ANCHOR SCHEDULE: 1" CLIPS 2" CLIPS SUBSTRATE OESCRIPTION r_ 1) 5(16"0 CARRON STEEL ITW BUILDEX TAPCON, CONCRETE. 2Ya FULL EMBED TO 4" THICK MIN( CONCRETE, 3SS" MIN. 3001) PSI MIN.) EDGE DISTANCE, 3i5' MIN, SPACING TO ANY ADJACENT ANCHOR I I tl 14 SAE CRADE 5ALUMINUMSHFFTMEIALSCREWTO 0:.125 P.IN, ALUMINUM, PROVIDE (5) THICK, 6361 6 PITCHES MIN. PAST MIN, ALUMINUM) THREAD PLANE S'I'EEI.: 1)-#14 SAE GRADE5 D.125" MIN,. SHEET METAL. SCREW TO THICK, 33 KSI STEEL, PROVIDE (5) MIN. STEEL) PITCHES MIN. PAST THREAD PLANE SUBSTRATE 0l5CRITTION= * O+t1 * _ G y., 21} 5I16.0 CARBONSititt• ITW BUN DEX TAPCK, CONCRETE. 2Y. FULL EMBED TO i 4" TI-UCK MIN, 0,4KRBTA 3000 PSI MIN.) WGIE DISTANCE, S44;MIN.' SPACING TOANY ADJACENT ANCHUR. W 44. 7tt r. 2)- f14 SAE GRADE 5 M ALUMINUM. 0. 125" P,N. SHEET METAL SCREWS TO ALUMINUM, PROVIDE (5) N 11 J W , w u, 3 -. THICK, 6061.16 PITCHES MIN. PA.>'T J N tY+ MIN. ALUMINUM) THREAD PLANE W WtiSIEE:: 2)-914 SAE GRADE 5 0, 125• MIN. SHEET METAL SCREY/STD THICK, 93 K51 STEEL, PROVIDE (5) r MIN,. STEEL), PITCHES MIN, PAST U THREAD PLANE z L, EMBEDMENT AND [DOE DISTANCE EXCLUDES FINISHES, IF APPLICABLE J 2 4? L 2, ENSURF. MINIMUM EDGE DISTANCE AS MUTED IN ANCHOR SCHEDULE, ?p 1. 1 SEE DETAILS ON SHEET 3 FUR ANCHORS ATTACHXK TO MECHANICAL UNIT. z CONNECTIONTYPEClCONNECTIONTYPEC2Q OQ 4- O = rt 1 (, LIP -UTILIZE (1) AT EACH CORNER FOR A TOTAL OF (4) PER: UNIT ' 1' CUR - UTILtZE (2) AT EACH CORNER FOR A TOTAL OF (8) PER UNIT JIJiT YrICTii uJ ^ a n 6" MAX 6' MAX z a z Z ij CUP OFFSET CLIPOFFSEiPPAIRSPACItJG—"'"T-- ~ op a Ly.. ^t . •: n. F go rg m 3" TYP MECHANICAL u UNIT PER W. SPACING `SEPARATE • -' I CERTIFICATION 3' ma r. CUPS 2'. CLtPS + ;' MAX UTILIZE (4) C.[PS EA SLOE ti IjQ. a' TYp TY', OF UNIT FOR A TO I AL OF 8) PER UNIT i 3' yp, 3 MAX figa 6 c3 CONNECTION TYPE C3 UT7ItZE ():) JI,TEACMf CURt1ER FOR ATDTAL OF ,QjP£A UNIT' 9 SCONNECTION TYPE C4 z• C1tV5 •: UTILIZE (2) AT EACN.EOHNEI RGIR:A TOTAt.QF ,81-V„R.,.1 f 5 ALTERNATE (8) CLIP DETAIL N. T.S. PLAN VIEW 3THIS DETAIL MAY BE USED AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNECTION TYPES THAT UTILIZE (2) CLIPS AT EACH CORNER FUR A'OTAL OF (8) CUPS PER UNIT: 15- 3 2PAGe' OBCIaFl g f31 FOR ANY CLIP LONGER THAN 1.0" 0.19" UTILIZE {S)-#12 SAE ME UNII QY OTHEF25. ALUMINUM .t yr0. 19, HOUSING UNITS SHALL AF 6063-T6 MIN. GRADES SHEET ALUMINUM SHEET W1 H Fty-30 KSI, 0, 125" • r" METAL SCREWS, TYP. #17 SAE SGRADE S SHEET 3 i, MIN. HALL BFSS, STEEL ry=33G UNITS t (j)' .£ 0 069 THICK $HAi.1 BE ASTM A653 Fy-33KSI MIN 11 FiCjA1 SCREWS FOR CUPS VP TO 9t ry STEEL, GRADE 33, 22GA MIN, (t=O.0299) 5" LONG, UTILIZE (S)-912 SHEET tV. ASTM A2R3 STEEL, TYP. j rt0 °7' r METAL SCREWS FOR CLIPS jl Yfi LONGER THAN G". PROVIDE (5) '-' Gi t•ei o PITCHES MIN. PAST THREAD PANE S( 3)412 SAE HEET METALSCREWS I LIl,1 ¢ Q {{ p A2 30.0STEEL CLIP, TYP.^ FOR EACH SMS, 'YP, 'u° ViAyt' s , R •, . FOR CLIPS UP TO S" N ri` (Arj , < {F9 BASE OF UNIT SMALL ANCHOR PER LONG. tJi':L1ZE {5) F12€tytHt{' '", SHEETMETALSCREWSY6EFl.CLIP,SHNO BASEf;'" 3J SCHEDULE OF CUP, T E SPACE FORCLIPSCK)NGE0.--- .I. - a PERMITTED, iYP •+w THAN5", TYP. ; Y " G} HOLE, WITH. -- 1 ANCHOR FROM 1' 1 J SUBSTRATE PER In J llls l` ANCHOR p W CLIPANCHORJSCHEDULEew .. 0.75' SCHEDULE, TYP. J SCHEDULE VARIESO I tv (OTHER DIMENSIONS SIMILAR) 1" TIE DOWN CLIP 1'aaaTs• iao M ANCHOR DETAIL11" CLIP ISOMETRIC DETAIL g s =r-0* - DETAIL z yy I50ME77 CLIPisDESIGNEDFORFULLJCONTACT WITH 7HF.: BASE OF EACH MECHANICAL. UNIT, TYP. ¢ n 0 Z o m n o jlatjj O_ t__ Q. 125'• i- Q• VI 61 h a 12 PrMECHANICAL. UNIT BY OTHERS063-T6[ IN, HOUSING UNITSSHALLBE6p63-T6 MIN, W w T i j}L ALUMINUM SHCCT WITH Tty-30 KSI, p 25"-" F— _ 0,Jt2" OR S;YlN ) hUN.'THICKNESS, STEEL HOUSING UNITS '''}y (3)•612 SAE GRAD.. 5 SHEET ' rn 0 SHALL of ASTN A653 Fy=33KSI MIN• t METAL SCREWS FOR CLIPS 4" N 0 113" THIC.Y. LON^v. UT'(U2f 2 5HEC'I' v 0 A4 M A283 STEEL, GRAOF. 33, 22GA MIN..(h:0.0299) w ti MF14L SCREWS FOR CLIPS C. STEEL, TYP. 3 -#12 SAE GRADES LON GFR THAN 4". PROVIDE (5) r O PITCHES MIN. PAST THREAD PLANE p SHEETMETALSCREWSFORCLIPS 4' LONG. 0,D72" OR 0 J.13" r FOR EACH SMS, TYP. THICK A57M A263 / UTILIZE 14)•012 SHED J` p 'ITAL SCREWS FOR STEEL CLIP TYP /' 0) OR (2)AtiCHORS '^i i i tF I1L ICY!@N CLIPSLONGER THAN 4", BASE OF UNIT SHALL - RY P (,t--^ PER ANCHOR TYP' BE FLUSH WITH FiA5E r 31 SCHEDULE OF CUP, NO SPACE f PERMITTED" T- P ny WO HOLES, NOT TO III, BE USED FOR ,.SUBSTRATE PER ANCIiOtLS, TYP. t' ANCHOR VARIES) oy, 2" TIE -DOWN CLIP o.7s 4 ANCHOR DETAIL DETAIL so. li[ NnApstl CLIP IS DESIGNED FOR FULL15-2378 FAC'IORY- M1LlE0 S:"f3 HOLES, pCONTACT WITH HE BASE OF F:ArH UTILIZE(I) OR ( 2) ANCHORS "' ,..c qd. MECHANICAL UNIT, TYP, v ceoescRs itoN: FROM 2" CLIP ANCHOR SCHEDULE TYP. z 2" CLIP ISOMETRIC DETAIL 3 N.T. S. ISOMETRIC TABLE 1: Vult=175 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY 11 STRUCTURE IN'THE HIGI- VELOCITY HURRICANE ZONE') ALLOWABLE ROOFTOP HEIC'i: (h I TIE -DOWN CONFIGURATION TYPE MAXIMUM -. ..•.,» SORFACEAREAOF UNITUNI I' Cl C2 } C3 C4 U NIT5LARGEST HEIGHT WIDTH 1...... 6iT" 24 MAX 12 MIN ; N/A AIGRACf ATGRAOE H 5 700 Ff v fT'_ j2MeR% t ] N IN jF i}(A A,GRADE AT GRADf H 5 60 FT GRAT) XL HsY00TT H ipFT NY20G F7 I £ FT A7 GRADE NS40 FT AT GRADE FJf200 FT 48" FAAX 20.' MIN i N/A AT GRADE AT GRADE N161601 , 12 F i' NJA ATGTUSIE ATGAADE 11510 FT i._ SB FT' H/A AT GRADE..I_ WA .;... AT GRADE ; 10 FT : ... T... N/A ATGMDE I !UA AT GRAD J FTx I WA dl MAX { 48 MIN WA AT GAATtE) N/A N/ A NIA AT GRADE , Al GRAM D6 FT' GRACC f THtS TABLE IS PERMISSIBLE TO BE USED W iTHI .. HE. NVs2 WHICH CONTAINS BRO WARD AND MIAMI-OADE COUNTIES, CH ECK W ITH LOC.A!. AUTHORITY HAVING 1URISOICT:OJ FOR THE APPLICABILITY OF TN15 TABLE WITHIN CERTAIN FLORIDA f.OUNTIE5. TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE WITH -AR SK CATEGORY it 5TRUCTUREl MAk MUM SURFACE AREA OF UNIT UNIT Cl UNITS tLARCEST HEIGHT WIDTH l ALLOWABLE ROOF JOP HEIGHT (H) TIE - DOWN CONFIGURATION TYPE C2 C3 C4 eFT' I4 MAX 12 MIN E4 N/A H<_200FT AT GRADE H'*1OUFT E MIN' N/A F <_ 15 fT 60. FT'145160<T AT GRADE. H 5 200 FT 9 FT' 32" MAX 16' EGO FT 115200 FT AT GRADE H 5 200 FT H s 70C F H e ZOO F I 4Fl l60 FT<H S 200 F1 6FF' 1 AiGRAUE L H<_2GOFT 460FT HITFOOFT H_200 FT ' 9 FT' 148°MAX 24'MiN 1...,. N/A I H<200 FT AT GRADE. 6fffT< NS80fT HZUD FT 12 FT' i 1 N/A Al GRAL E i 60 FT :2DO FT; NIA H S ZW FT . jjj 16 FT° N/A AT GRADE N/A H 5 200 FT 20 FT'' N/A AT GRADE NIA li 5 200 FT HS30 FT 25 FT' 1 N/ A 3 NA NIA 60 FT c HI; 200 FT' 60" MAX 48" MIN f ...._....._ AT GRADE 30 F"' WA N/A N/A GD iT <Hf 180 FT 35 FT' ., .. i WA N/A N/A ATGRAOE AS THIS TABLE IS PERMISSIBLE TD BE USED WI THIN PALM BEACM COUNTY. CHECK WITH LOCAL ANEXAMPLE., AUTHORITY HAVING JURISDICTION FOR THE APPLICABILI TY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 2 : Vult=175 MPH, EXPOSURE D FOR USE VIn A RISK CATEGORY II STRUCTURE IN THE HIGH VELOCITY HURRICANE ZONE-) C. ALOOWABLE RDDi' T4P HEIGHT H ILOS. TIE OCANN C_ONFIGVRATI4NTWE' MAXMUM C2 C3 C4 U2Al1T'SEARE OFHEIGHT .JINIT l FACE 6F" 24"'MAX 12 MIN N/A. AT GiIWf r AT GRADE HSIOGFT 1. MI I Af fiY dDE32` WAX 15 MTN N%A H S3D FT ' q kDE H 290 rT ATGRADEAT GRADE HS200 Ff, 6 F... x/A 11515 FT AT UItADC H f 2Ci2 FT_ 9FI 48"MAX 24"MIN (</A Al GRADE ATGRADE Hfb0 f7 i 12 FT' M/A A7 GRA0c I N%A AT GtiLAOf 1GFT, .. WA11 AT GRAM N/A ATGRaOE 20 FT' _i NIA: ATGBAUE N/A AT GRADE 1 Sr1z NJA- N!A WA n7 CKAf`E idH__ iWA G MAX48MINN/A... WA AT GRAf)E 36 PT' WA N/A: tti WA AT6RADB i THIS TABLE ISPERMISsIBLE O BE USED WITHIN THEHVHL WHI H CONTAINS BROWAR? AND MIAMI•DAD£ COUNTIES, CHECK WITH LOCAL ALIT HORI TY HAVING .IURISDICrION FOR THE APPLICABILITY OF THIS TABLE W ITFIIN CERTAIN FLORIDA COUNTIES. TABLE 4 : Vult=170 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURF1 MAXIMUM ... , SUn ACEAREAOF UNIT UNIT f1. UNITS LARGEST HEIGHT WIDTH FACE AS. LOWARLEROOF. TOP HEIGHTtft TIE -DOWN CONFIGURATION TYPE C2 C3 C4 6 T. 24"MAX 12" MIN NfA 1 H 2l'10 FT60 A. GRADS FT<H580 FT h52LDFl— A GRADE 9fT 3 MAX S MIN NIA -60 FT c H S 2GO FT:. NIA H5200 FT AT GRACE 115 20, FT - H 5 200 FT H 5 200 FT 4FT LOFT< H 100 FT' H FT 6 F r, NIA H 200 FT 60 FT < H 5 ZOO FT N 5I00 PT 9 FT' 48"MAX 24"MIN NIA HSSSFT i AT GRADE H52G0 FT foPi<xszODFt 12 FT' N/A. AT GRADE N/A. _ H 5 2CO FT 60 FT < H 4120Ft 16 FTi .. N/A WA> N/A H 5 4O FT' oC1 FT N!A AT GRACE N/A . H % FT tO FT 60 FT.H<2OOf7 AT GRADE 25 FT2 I NIP N/A. N/A 60 FT<H 5200 FT i 60" MAX 48" MIN l - - _ . -. ... ._ . ....... ....... i N/ A N/A NIA AT GRADE 36 FT' 6G FT'<H SUOFT" 36 FT N/A N/A N/A AT GRADE AS AN EXAMPLE, THIS TABLE 15 PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY CHECK WITH LOCAL ALI I' HORI'I'Y HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE A (THIN CERTAIN FLORIDA COUNTIES, U H n z t zL r r! z 41 z a UJ Ze A ¢ o w 6 Y FF co G q TABLE S : Vult=140 MPH, EXPOSURE B IFOR USE WITH A RISK CATEGORY 0 STRUCTURE') ALLOWA&E ROOFJOP HEIGHT 2!) TtE T1dWH CgYiiGURATIOMTYPE SURFACE AREA OF UNIT UNIT Cl C2 C3 C4 UNITS LARGEST HEIGHT WIDTH FACE 6FT' 24'MAX,'12' MIN ;<gHSfT S 124 FT, HS200 fT H5200 FT H5200 FT 9 FT' 31'MAX c 15"MIN.# ATGRADE ' H5200 FT H5200 FT H52DD FT 4 FT' H5200 FT i H5200 FT H5200 FT H5200 FT fiFT' - H540 FT_H 52tl0 F7 H5200 FTrv V H5200 FT B.FT < H S 200 FT i 24'MIN AT GRADE 60 FT<HSRO FT H S200 FT H5200 FT H5200 FT9FT' ?48"MAX, 12 FT' 1 AT GRADE H5200 FT H540 FT 60FT<H5200FT H5200 FT i N/A H S 200 FT FT < 15 FT FT H 5 200 FT16FT H 515 Fl 20 FT' N/A H 5 200 FT 5186 FT 64FTHH 5 200 FT 25 FT' N/A H540 FT 60 FT H52DO FT. AT GRADE 60 FT<H.580 FT y5200 FT 60" MAX 48" MIN ,,._ .. r 30 FT' I N/A H515 FT ATGRADE H5200 FT y I 60 FT < H 5160 F I s 36 FT's N/A AT GRADE ATGRADE H,20D FT t 60 FT<H 580 FT: TABLE 6 : Vult=140 MPH, EXPOSURE C FOR_ USE_WITH A RISK CATEGORY R STRUCTURE -I ALLOWABLE ROOF -TOP HEIGHT (H), Tc_ nnwN IM.Pr. IRATInN TYPF MAXIMUM 7t { SURFACE AREA OF UNIT UNIT' SLARGEST HEIGHT UNIT WIDTHCl C2 i C3 FACE.,--..._..---"-"... wr'l. 6 FT' 24"MAX e.,.,,, e,"......e.....,....._»....1..e...a"...,._..,....._.".W.., 12" MIN ATGRADE I HS200 FT i yy H<_ 200 FT H5200 FTy tt f 9F1' 1 32"MAX 15"MIN N/A HS200 FT (60 H515 FT FT S 200 FT i..-•-_,.- H5200 FT i qF H5200 FT HS200 FT HS2. FT HS200 FT ' 6 FT' AT GRADE H5200 FT I H520 FT H5200 FT 60 FT_Tlli-_'____ S 9 FT' ` 48" MAX 24" MIN AT GRADE H 5 200 FT H540 FT') 60 < Hs 200 FT H S 200 FT 12 FT, N/ A _I M—J•.- H1200 FT AT GRADE 60 FT H5200 FT 60 FHS15 FT T<H 52W FT AT GRMF' H 5 200 FT 16 FT' N/A20FF' N/A 60 FT < H 5 200 FT AT GUM H 5 200 FT 25 FT' N/A ATGRADE 60 ET 5, H S140 FT I A7 GRAD EH 5 20200FT y,,...,.,-M<...,..«.-. :-60"MAX 48`MIN 30 Fla I N/ A ATGRADE - N/A: H s 200 FT i i.. ...:. .... ._ 36 FT' N/A AT GRADE N/A F...... 115 30 T 60FT<H 5200 FT TABLE 7 : Vult=140 MPH, EXPOSURE Q FOR USE WITH A RISK CATEGORY 11 STRUCTURE') ALLOWABLE'ROOF•TOP HEIGH" I (IT) TIE -DOWN CONFIGURATION TYPE MAXINWM SURFACE AREA OFF UJOT UNIT Cl C2 C3 C4 UNIT'S LARGEST ) NEtGHT WIDTH FACE 6FT' }24"MAX 12 MIN N/A H5200FT H930FT _Hi2dDFT i{D FT < H 5 200 FT 9 FTa 32" MAX 15" MIN N/A H 5 200 FT ATGRADE H 5 200 FT 60F1<N 5140 Fis, 4FT' H540FT HS200 FT H5200FT [ H520DFT 1 60 FT<H 5200 FT VH5200 6FP t t ATGRADE 60 FT < H 5100 FT H5200 FT FT}~N5200 FT 9 FT, 48" MAX 24" MIN H 40 FAT H S 2 h') H 5 200 FT 12 FT' z N/ A A H 5 40 FTT 60 FT <HS 200 FT DE H520tl FT 60 FT, H; FT ` low N/A AT GRADE N/A H 5 200 FT N/A AT GRADE 60 FT< H 52DO FT AT GRADE I H 5 200 FT AT GRADE I _ IN/ A I H <_ 200 FT 25 f P N/A 60 FT < H 80 FTC 60" MAX 48"MIN .. „ .._. . f.._a0e .-..- - H 30 FT' N/A N/A N/A 60 FT < N 5 2 FT, AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE USED WITHIN -. BREVARD COUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION I 11 __ N/A AT GRADE , DE N/ A 16036 FT' FOR THEAPPLICABILITYOFTHISTABLEWITHINCERTAINFLORIDACOUNTIES. - i N/A FT < H <_ 200 FT, U Z J U J a Q,xa o O 7 0 Z gh J W Z a and_ W osa JZak a a m £ 15-2378 ENGINEERING EXPRESS PRODUCT EVALUATION REPORT ENGINEERING EXPRESS® EXPERT PFZODUCT EVALUATION REPORT April 14, 2015 Application Number: FL #14239.1-R3 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 4710 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1" and 2" Models Product Description: Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report is being issued in accordance with the requirements of the Florida Department of Community Affairs (Florida Building Commission) Rule Chapter 61 G20-3.005, F.A.C., for statewide acceptance per Method 1(d). The product noted above has been tested and/or evaluated as summarized herein to show compliance with the Florida Building Code Fifth Edition (2014) and is, for the purpose intended at least equivalent to that required by the Code. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or revisions. Substantiating Data: PRODUCT EVALUATION DOCUMENTS: FLB drawing #15-2378 titled "Mechanical Unit Steel Tie -Down Clip: At -Grade and Roof -Top Mounted Applications", sheets 1-5, prepared by Engineering Express, signed & sealed by Frank L. Bennardo, P.E. is an integral part of this Evaluation Report. TEST REPORTS Ultimate test loading structural performance has been tested in accordance with40JTM°D1.7.61-88 test standards per test report(s),#TEL 01970387A and #TEL 019703876 by Tes aratories, n STRUCTURAL ENGINEERING CALCULATIONS Raised Len ee(s Seal Valid fir Pages, 2' Structural engineering calculations have been prepared whichIFFrahkV., 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 Minimum Unit Weight3. PE004 g 5 4. Maximum Allowable Unit Surface Area llltlitil4t'i 5. Clip Configuration and Anchor Spacing 6. Anchor Capacity for Various Substrates 7. Maximum allowable roof -top heights for various installation wind speeds No 33% increase in allowable stress has been used in the design of this product. 160 SW 12T" AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM ING 4/14/2015 BMP International — Steel Tie Down Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (i,e,., engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ) 160 SW 12T" AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM STRAD E & E C: OF s A C: - 1% 9 n I T, August 7, 2018 City of Samford Permitting Services Email: GbrooksCcityofoviedo.net RE: Permit.# 17-3653 505 Red Pose Ln Strada Electric has built many homes in the Thornbrooke community for the last year. We have undergone multiple electrical inspection's to include electrical Rough with a pass rate of 58%, whereby it has been found that we continually meet or exceed the Florida Building Code (Residential) & applicable NEC requirements. Strada Electric applied the some methods and practices, from previous performance, to this specific>home and can deem this home to be in compliance with applicable code & standards," Please approve the Rough Inspection and all responsibility will be held by Strada Electric, Please call Stephanie Rallo at 877.906.1113 ext. 1205 or email Oelec1Q5tradaElectric.com if you need additional information. Thank you, Joseph Strada Electrical Contractor EC13003715 Strada Electric & Security State of Florida County of Seminole This instrument was acknowledged before me on the above date by Joseph Strada who acknowledged that he is a duly licensed contractor with 5trada Electric & 5ecurity, Inc. and who acknowledged that he was authorized to execute this document. He is personally known to me Notary Public Signature { AMYR. ME)RRIS j Notary Public - State of Florida Co( 5mission- GC 185209 Vq Cor ri. Expires Mar 10.2022 Borded through Natianal NotaryAssn. SUBDIVISION: LIoK)d LOT'#: 309 lob Address: Parcel ID: Type of Work: New APR 0 2 2018 ) CITY OF ANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION A.pplication No r7" 3 5 3 Documented Construction Value: S — t" yzs Historic District: Yes No l tesidential" Commercial Addition Alteration Repair Demo Change of Use Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Phone: Fay: Email: Property Owner Information Nance mocyl oh Phone; Title: Street: Ll Resident of property? City, State Zip: Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone (770) 941-5421 x 2082 Street; 6310 MABLETON PARKWAY SUITE 1000 Fax: (770) 941-9522 City, State Zip: MABIETON, GA 30126 State License No.: CFC1426562 Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: Mortgage Lender: Address: NVARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT IN4AY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. 1 NOTICE OF COMMENCEMENT MUST BE RECORDED AND 'POS"TED ON THE JOB SITE BEFORE TILE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSU.LT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE; OF COMMENCEMENT. Application is--herebymade to obtain a permit to do the work and installations as indieatcd 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 :fir conditioners etc. FBC 105.3 Shall be inscribed with the Hate of application and the code in effect as of that date: 51" 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 [bete 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. Signatttreoromier/Agent Date Signature of Contra r/Agent Print nip-ner/Agent's Name Print 'ontractor Agee 's [Fame U14t11 II ltJ/ Signature of Notary -state of Florida Date Signature ofN to y-State of Florida GEORG Owner/Agent is Personally Known to Me or Contractor/Agent is X1$ n l Kti't ffli o W& or Produced ID Type of ID Produced ID Type'a, LIc_ BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction Electric - # of Amps Plumbing - #of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 3 Application Number . . . . . 17-00003653 Date 4/02/18 Property Address . . . . . . 505 RED ROSE LN parcel Number . . . . . . . . 21.19.30.510-0000-3080 Application description . . . NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Permit . . . . . . PLUMBING PERMIT -NEW RESIDENC. Additional desc . . Phone Access Code 1041722 Permit pin number 1041722 Required Inspections Phone Insp Seq Insp# Code Description Initials Date 10 322 UNPB PLUMBING UNDERGROUND 10-1000 311 PL03 SEWER 20 312 PL04 TUB SET 1000 313 PL05 PLUMBING FINAL CITY OF SANFORD CUSTOMER RECEIPT ++ Oper: BLANDA Type: OC Drawer: 1Date: 4/@2/18 01 Receipt no: 100131 Year Number Amount20173653 505 RED ROSE LN SANFORD, FL 32771 BP BUILDING PERMIT RECEIPTS 161.00 AC642420 Tender detail CC CREDIT CARD Total tendered Total payment Trans date: 4/02/18 161.00 161.00 161.00 Time: 16:53:26 FIRE INSPECTIONS CITY OF SANFORD 407.561.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Application Number . . . . . 17-00003653 Date 4/02/18 Application pin number . . . 673283 Property Address . . . . . . 505 RED ROSE LN Parcel Number . . . . . . . . 21.19.30.510-0000-3080 4-'Application type description NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Application valuation . . . . 345186 Application desc noc on file Owner Contractor TAYLOR MORRISON 2600 LAKE LUCINE DR STE 350 MAITLAND FL 32751 407) 489-1475 Structure Information 000 000 ---------------------- Construction Type . . . . . VB Occupancy Type . . . . . . RESIDENTIAL USE GROUP Flood Zone NONE Other struct info . . . . . ELEC - # AMPS 200.00 PLUMBING FIXTURES 22.00 NUMBER OF STORIES 2.00 SQUARE FOOTAGE 3247.00 Permit . . . . . . PLUMBING PERMIT -NEW RESIDENC. Additional desc . . Phone Access Code 1041722 Permit pin number 1041722 Sub Contractor NORTHWEST PLUMBING Permit Fee . . . . 132.00 Issue Date . . . . 4/02/18 Valuation . . 6471 Expiration Date . . 9/29/18 Qty Unit Charge Per Extension 22.00 6.0000 EA FIXTURES,WATERHEATR,DRAIN,TRAP 132.00 Special Notes and Comments All projects within the City shall use WastePro for debris removal. Please contact WastePro at 407.774.0800. Normal hours for inspections are from 7:30 through 4:30 Monday through Thursday. Please be aware you must contact the Building Official to schedule a Friday or after hours inspection. This is required since not every inspector is licensed to do every type inspection. Communication is the key, so please contact the Building Official if you have any questions at 407.688.5058 or at dave.aldrich@sanfordfl.gov Water impact fee $1343.00 Sewer impact fee $3025.00 Other Fees . . . . . . . . . 01-APPLCTN FEE -BUILDING 25.00 01-APPLCTN FEE -PLUMBING 25.00 01-BLDG PLAN REVIEW 1038.00 02-CURB CUT/DRIVE - S/F 40.00 01-FIRE IMP-RS 9-2017 383.81 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application IrTa: 36 j Documented Construction Value: S o 200` Job address:( `}("'t`t' ''( La Parcel ID: Historic District: Yes No Residential Commercial Type of «'ork: NetiN ddition alteration RepairEl Demo Description of, N ork: Plan Revie-w Contact Person: Phone.: Fax: Email: Property Owner Information Name Phone: Street: City, State Zip: ge of Use Move Title: Resident of property? : Contractor Information Na rn e STi -- 11r cc Y Phone: 72CPt ` Street: r ` 1 l _ f ( Fat:—i: )_c1 Z City, State Zip: C I I—( I State License \o.: "f (,-{` Name: Street: City, St, Zip: Bonding Company: Address: Architect/ Engineer Information Phone: Fax: E- mail: _ 11: ortgage Lender: Address: WARNING TO ONVNER: YOUR FAILURE TO RECORD A NOTICE OF CO'AIMENCE IENT !MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COINEMENCENIEN'T MUST BE RECORDED AND POSTED O\ THE JOB SITE BEFORE THE FIRST L\SPECTION. IF YOU INTEND TO OBTAI.N FINANCING; CONSULT \jTI'H 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 certih, that no work of installation has coninienced prior to the issuance of a permit and that all 'work will be performed to meet standards of all laws reszulating 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 10.3 Shall be inscribed with the date of application and the code in effect as of that date: ``" Edition (2014).Florida Building Code Rev sed: tune 330. 2015 NOTICE: _In addition to the requirements of this permit. there may be additional resn-ictions applicable to this Property that maybe found in the public records of this county, and there may be additional permits required from other "governmental entities such as, «dater management districts, state agencies, or federal agencies. Acceptance of penttii is verification that I will notify the owner of the property of the requirements of Florida Lien Lax-,, 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 rill be figured based on the current ICC Valuation Table in effect at the tirne the permit is issued; in accordance with local ordinance. Should calculated charces ,figured off the executedcontract exceed the actual construction value. credit will be applied to your, permit fees when the permitis issued. OWNER'S AFFLD AV IT: I certify that all of the foregoing information is accurate and that all work will be dome in compliance with all applicable laws regulating construction_.zonyng. Si_sarure of.0:Ni1er,'Auent Print wi ie-,'A^_ent's Name Signature ofhntan- State of Florida Date Qkvne /Ascot is Personally Known to Me or ProducedID Type of ID swilature Dat.- Pritlt Goat c ^', 11, u:ut'\ham',,, r Date STE AhlIE RALL4 k: Commission # FF 175017 F Expires November 9, 2018 Ar th t o4od TKr trot fan Insurance 800.055-7019 Contractor/AQent i ! Personally Known to. \,Iz, or Produced IDS 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: Nfin. Occupancy "Load: r. of Stories: New Construction: .Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No = of Heads APPRO`ALS: ZO\ I\€G: ENGINEERING: CO-MMENTS UTILITIES: FIRE: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: l'is," d: Ju n L I (),=0ij P_R777t .'\1JPiiGttTlOil CITY OF SANFORD BUILDINC.&FIRE PREVENTION4 • PERMIT'APPLICATION Application No: P _ Documented Construction Value: $ .00 Job Address.=_F5a61_(-_V, La, Historic Distract: Yes No Parcel ID: Residentiato Commercial Type of Work: Newum Addition Alteration Repair Demo Change of Use 4 Move Description of Work Jn5 _ ['1 '0W',n -e f ii G'tiJi' ti t.l - E`ilfl.r < Plan Review Contact Person: Phone: `1U1-j$Otit Fax: Name Street: _ City, State Zip: Name Street: City, State Zip: I Title: Email: `'\Y tu Qt- (xyl•t nformation Phone: Resident of property? : _ o Irmation Phone... 0 -7 SR, 15, 32 Fax: go-7- StateState License No Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5`h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application All 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 acw,al 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 AI'FIDAVIT: I certify that all of the foregoing information is accuirate i1r ' iat Ivork will be done in compliance with all applicabWIaws regulating; construction and z o0mg. L,t * 0 Signature of Owner/Agent Date sifin of Contractor/Aeent 1t Print Owner/Agent's Name Name - - ASO- Signature, of NotaryStatcofFlorida Date SigneWreofNo ry=statetifFlorida I7 e CMERYLD AKERS MY COMMISSION # FF998962 EXPIRES June 05, 20203q*t 407j 39,-0i5§' :FlOrrd.,No4iry§nrlce:coiii Owner/Agent is Personally Known to Me,orContractor/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: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: COMMENTS: ENGINEERING: FIRE: WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application