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468 Red Rose Ln 17-3651; NEW HOMECOUNTY OF SEMINOLE IMPACT FEE STATEMENT f'?-(40 STATEMENT NUMBER: 17100009 DATE: December 14, 2017 BUILDING APPLICATION #: 17-10000914 BUILDING PERMIT NUMBER: 17-10000914 UNIT ADDRESS: RED ROSE LN 468 21-19-30-510-0000-1540 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR #350 MAITLAND FL 32751 LAND USE: THORNBROOKE PH 4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 468 RED ROSE LANE THORNBROOKE PH 4 LOT 154 SFR DETACHED FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing 00 1.000 dwl unit 00 FIRE RESCUE N/A LIBRARY CO -WIDE ORD 00 Single Family SCHOOLS Housing 54.00 1.000 dwl unit 54.00 Single Family CO -WIDE ORD 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 s RECEIVED BY:yap'V IGNATURE: PLEASE PRINT NAME) _ ^ DATE: pL. 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 O NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. V- 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. 1'"t'il'If f'll_?' r Shr9:f.hi0l._I:: CQi1ha 1"'i r'1 1.I' '' I-IF•'i'F°lt_l:f` C:L.ERK S U~2017126006 61: is U i c 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 BookjPage'70-7/of the public records of Seminole County, Florida. Addresses : qfc o L 4 v--i— 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 : 12 Signature of Owner's Agent: hn Asa Wright Taylor Morrison of Florida lVc• Sworn to and subscribed before me this by John Asa Wright o ' personally known to me. Notary Public DA Clark sS nZ My commission expires: 6/27/19 ycoeu yG S.v,' ,o Serial No. FF 209108 ignature: o ' try @i t 0 CERTIRFL) Cr,. p; Gc? sJ a ' CI_ F-1 (,- , (;:` cY to AND 111 I Cvs. DEC CITY OF S FORD DEC 14 2017 BUILDING & FIRE PREVENTION j PERMIT APPLICATION y - Application No: 7 Documented Construction Value: , 22'N_ZL/y. Job Address: f2c)s-c_, LHistoric District: Yes No 0 Parcel ID: 7(-19-30-610-0000- 65W0 Residential [) Commercial Type of Work: New FX_1Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME - THORNEBROOK PHASE 41 LOT NUMBER : 1{ "Izjk4d) Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: da h ne@ Permits PermitsPermit om Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE #200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/ Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: N/A Mortgage Lender: N/A Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE , p RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN ,Vl FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF v\ COMMENCEMENT. V` 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 1 Revised: June 30, 2015 Permit Application J` NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Si afore of Owner/Agent Date TAYLOR MORRISON &F FLORIDA INC Print Owner/Agent's Name / 2,11( 7 Signature of N ry- Late of Florida Dante I r ru D A. ' 209 plP1RES• N ySW*0 si hire of Contractor/Agent Date JOHN ASA WRIGHT Print Cont r ctor/A ent's Name rzfr(I(17Sigmaotary-State of Florida Date t' •••u D. a a.ARK My caWIISSION Q Ff 2W08 EXPIRES: June 27, 2019 11-S r'o0e Banded Thru Budget Notary SM*es Owner/Agent is YFS Personally Known to Me or Contractor/Agent is YES Personally Known to Me or Produced ID N/A Type of ID Produced ID 11A Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building ® Electrical [;J' Mechanical [R' PlurnbingN Gas[] Roof Construction Type: 4 (,3 Occupancy Use: ?- Flood Zone: X-5c-2f Q -TT t\C`14eD Total Sq Ft of Bldg: 7 bo(o Min. Occupancy Load: I < # of Stories: Z- New Construction: Electric - # of Amps I Sa Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: l UTILITIES: ENGINEERING:^MzC 1-ZrZM( FIRE: COMMENTS: _ Ok to construct single family home with setbacks and impervious area shown on plan. 46.1 "/o Wp, Sam POsa-k G-L M Fire Alarm Permit: Yes No WASTE WATER: BUILDING: SF t-Yq-1 Revised: June 30, 2015 Permit Application 13' In., t DEC 14 2017 j u 7 t. J CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No • ' 305 Documented Construction Value: $ I'- 3 / V Job Address: (,,T Historic District: Yes No Parcel ID: (19-30-6(0-0000- 15Y0 Residential lx Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use 0 Move Description of Work: 11 1. Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: k•!1 -0-0 U 11 ' 11 Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE #200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 - Fax: City, State Zip: MAITLAND FL 32751 Name: Street: City, St, Zip: Bonding Company: N/A Address: State License No.: CBC1257462 Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: N/A Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5'1' Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 2 i< % Si ahueofO u,ier/Agent Date TAYLOR MORRISON F FLORIDA INC Print Owner/Agent's Name 17 Signature of N ry- tate of rlorida CI Date ( r D. A uA` 1S$ION $ FF 209108 d P BatdedtnroBttd9elNotarYservkes I - - /-/- X, - (:::::: iI I Si cure of Contractor/Agent Date JOHN ASA WRIGHT Print Contr ctor/A enl's Name Signa otary-State of Florida Date u D. A (Xi'1RICr' .•• ; MY CMISSION 0 FF 209108 EXPIRES: June 27, 2019 Bonded ThruBudgelNotary Serrites Owner/ Agent is YFO, Personally Known to Me or Contractor/Agent is YES Personally Known to Me or Produced ID N/A Type of ID Produced 1D N/A Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[:] Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS. Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: 2 / WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application v1877 11 I ill 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: daphneCa)permitspermitspermits.com Property Address: 468 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-1540 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) rrraro' inn r: W44.x:, u m i4 tl t I d Ilm t `D al 0 IR OFFICI 4LUSE ONLY ' Flood Zone: X Base Flood Elevation: NSA Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway FEW The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 17-3651 Reviewed by: Michael Cash, CFM Date: January 2, 2018 f7 0 0 Application for Right -of -Way Use for Driveway, Walkway & Landscape OR ! D,9 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 attached construction plans approved as part of this permit. It does not approve any work within any other jurisdictton 's ®. right- of-way. All requested information below as well as a current surrey, site plan or plat clearly identifying the size and location of the existing right—of-way and use shall be provided or application could be delayed. Know whops below. AM" BRFetf 7_ /F 7 Call before you dig. 1. Project Location/Address: b LV,7 F-C-a f—u3A;L v—v,1, — - 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: AVEM Y 0+PR WS This application is submitted by: Property Owner. / Signature: / Print NName: Aifig/ of, d 4 p f49 ry W Address: S150 AA& 4441E WdOAQ IT, VX ICZ Phone: e" Pf Fax: Cit 4 iz(P P em ., '#.ate42- i Jja l Date: Maintenance Responsibilities/indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improve- ment and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney' s fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right- of-way. I have read and understand the above statement and by signing this application I agree to its terms. I hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: Pre -pour Inspection by: September2010 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. Date: a SCPA Parcel View: 21-19-30-510-0000-1540 http://parceidetaii.scpafl.org/Parce]Detaiilnfo.aspx?PID=21193051 00... Parcel Information 1 PropertyRecord Card Parcel: 21-19-30-510-0000-1540 Owner: TAYLOR MORRISON OF FL INC Property Address: 468 RED ROSE LN SANFORD, FL 32771 Value Summary Parcel Owner 2 1-19-30-510-0000-1540 TAYLOR MORRISON OF FL INC Property Address 468 RED ROSE LN SANFORD, FL 32771 Mailing 151 SOUTHALL LN STE 200 MAITLAND, FL 32751 Subdivision Name THORNBROOKE PHASE 4 Tax District Sl-SANFORD DOR Use Code 00-VACANT RESIDENTIAL Exemptions 00 0 LO• 154 L mot- 119.81 Seminole County GIBS 2018 We Values Valuation Method Cost/Ma Number of Buildings I Depreciated Bldg Value Depreciated EXFT Value i 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: Doe, NOT INCLUDE Non Ad Valorem Legal Description LOT 154 THORNBROOKE PHASE 4 PB 81 PGS 70-71 Taxes Taxing —Author—ity------------- 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 I Amount Qualified No Sales 1 of 2 12/11/2017, 9:27 AM REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # 1-7. BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Prepour 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence Aaaress: q6i5 jg&=&4 j? ELECTRICAL PERMIT Min Max Inspection Description 10 Electric Underground 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 i Electric Final PIIM°BTNG ERIVIIT`- a I, .r ., Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1 1000 Plumbing Sewer 1000 Plumbing Final MECHAN.ICA-LYPERMIT— Min Max Insl2ection 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 NLC Project Name: Lot 154Thor brookeSantaRosaAGLE Builder Name: TrAYLOR MORRISON Street: t Se- City, State, Zip: FL , SQ'V +'al Permit Office: - [ C Permit Number:## N U J SAh1FURD Owner: Jurisdiction: 691560 OFPAR_ w DesignLocation: FL, Orlando County:: Seminole (Florida Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types (2706.2 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1377.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1098.20 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 231.00 ft2 4. Number of Bedrooms 5 d. N/A R= ft2 10. Ceiling Types (1304.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1277.00 ft2 6. Conditioned floor area above grade (ft2) 2138 b. Knee Wall (Vented) R=30.0 27.00 ft2 Conditioned floor area below grade (ft2) 0 c. R= ft2 11. Ducts R ft2 7. Windows( 344.4 sqft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 427.6 a. U- Factor: Dbl, U=0.34 272.44 ft2 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 42.0 SEER:15.00 c. U- Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U- Factor: N/A ft2 a. Electric Heat Pump 42.0 HSPF:8.50 SHGC: Area Weighted Average Overhang Depth: 2.672 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1277.0 sqft.) Insulation Area EF:0.950 a. Slab - On -Grade Edge Insulation R=0.0 1157.00 ft2 b. Conservation features b. Raised Floor R=19.0 78.00 ft2 None c. other ( see details) R= 42.00 ft2 15. Credits Pstat Total Proposed Modified Loads: 67.65 Glass/Floor Area: 0.161 P PASS TotalBaselineLoads: 70.80 1 hereby certify that the plans and specifications covered by Review of the plans and a THEirf7 this calculation are in compliance with the Florida Energy specifications covered by this indicates Code. - calculationcompliance.i,, PREPARED BY: with the Florida Energy Code. Before construction is completed O ra DATE: 11114L17 this building will be inspected for compliance with Section 553.908 i, this tng, as designed, is in compliance reby certifytEnergyFloridaStatutes. J with the FloridaCodehat OD W-,gOWNER/AGENT:- -- BUILDING OFFICIAL: - DATE: - -d jL77 l l- DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 11/14/2017 2:26 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lotl54ThornbrookeSantaRos Bedrooms: 5 Address Type: Street Address Building Type: User Conditioned Area: 2138 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: TAYLOR MORRISON Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Family Type: Single-family FL , New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL ORLANDO INTL AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2138 19669.6 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 2138 19669.6 Yes 6 5 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Raised Floor Main 78 ft2 19 0 0 1 2 Floor over Garage Main 42 ft2 19 0 0 1 3 Slab -On -Grade Edge Insulatio Main 117.6 ft 0 1157 ft2 0.18 0 0.82 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 1428 ft2 320 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 1277 ft2 Y N 11/14/2017 2:26 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Knee Wall (Vented) Main 30 Batt 27 ft2 0.11 Wood 2 Under Attic (Vented) Main 30 Blown 1277 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-Fraction-AbsorGrade%o- 1 N Exterior Frame - Wood Main 13 46 6 9 0 418.5 ft2 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul Main 4.1 37 6 9 4 350.0 ft2 0 0 0.6 0 3 NE Exterior Concrete Block - Int Insul Main 4.1 5 8 9 4 52.9 ft2 0 0 0.6 0 4 E Exterior Frame - Wood Main 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 5 E Exterior Concrete Block - Int Insul Main 4.1 5 0 9 4 46.7 ft2 0 0 0.6 0 6 S Exterior Frame - Wood Main 13 46 6 9 0 418.5 ft2 0 0.23 0.6 0 7 S Exterior Concrete Block - Int Insul Main 4.1 39 6 9 4 368.7 ft2 0 0 0.6 0 8 W Exterior Frame - Wood Main 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 9 W Exterior Concrete Block - Int Insul Main 4.1 30 0 9 4 280.0 ft2 0 0 0.6 0 10 Garage Frame - Wood Main 13 24 9 9 4 231.0 ft2 0 0.23 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 NE Wood Main None 25 3 1 8 24.7 ft2 2 Wood Main None 25 2 10 8 22.7 ft2 WINDOWS Orientation shown is the entered, Pro osed orientation. Wall Overhang V Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft2 1 ft 0 in 1 ft 0 in None None 2 n 1 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft2 1 ft 0 in 1 ft 0 in None None 3 n 2 Vinyl Low-E Double Yes 0.34 0.31 9.1 ft2 1 ft 0 in 11 ft 8 in None None 4 e 4 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in None None 5 s 6 Vinyl Low-E Double Yes 0.34 0.31 45.0 ft2 1 ft 0 in 1 ft 0 in None None 6 S 7 Vinyl Low-E Double Yes 0.34 0.31 39.1 ft2 1 ft 0 in 11 ft 8 in None None 7 W 8 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in None None 8 w 8 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft2 1 ft 0 in 1 ft 0 in None None 9 w 9 Vinyl Low-E Double Yes 0.34 0.31 58.3 ft2 1 ft 0 in 11 ft 8 in None None 10 W 9 Metal Low-E Double Yes 0.58 0.32 72.0 ft2 9 ft 0 in 0 ft 0 in None None 11/14/2017 2:26 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 Ia]11 & 13f1]ev,IIIEI GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 451 ftZ 451 ftZ 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000292 1639.1 89.99 169.23 .2627 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.5 42 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 15 42 kBtu/hr cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ftZ DUCTS V # Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT QN RLF HVAC # Heat Cool 1 Attic 6 427.6 ft Main 106.9 ft Default Leakage Main (Default) (Default) 1 1 11/14/2017 2:26 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan Feb Mar j A r Ma Xj Jun X Jul Au Se [ Oct NovDec HeatinJan Feb XMar Apr May Jun Jul Au Xj rj Sep [ Oct Nov X X Dec lX Ventin [ JanFeb X Mar X] A r [ Ma Jun Jul l AugSe [X] Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 11/14/ 2017 2:26 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* = 96 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. Raised Floor c. other (see details) FL, New (From Plans) 9. Wall Types Single-family a. Frame - Wood, Exterior b. Concrete Block - Int Insul, Exterior 1 c. Frame - Wood, Adjacent 5 d. N/A 10. Ceiling Types No a. Under Attic (Vented) 2138 b. Knee Wall (Vented) Area c. N/A 272.44 ft2 11. Ducts a. Sup: Attic, Ret: Main, AH: Main 72.00 ft2 12. Cooling systems ft2 a. Central Unit ft2 2.672 ft. 0.312 Insulation Area R=0.0 1157.00 ft2 R=19.0 78.00 ft2 R= 42.00 ft2 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: A Date: /:5:, 1'-( (' r% Address of New Home: 4&S / S(Z City/FL Zip: 3 a4l Insulation Area R=13.0 1377.00 ft2 R=4.1 1098.20 ft2 R=13.0 231.00 ft2 R= ft2 Insulation Area R=30.0 1277.00 ft2 R=30.0 27.00 ft2 R= ft2 R ft2 6 427.6 kBtu/hr Efficiency 42.0 SEER:15.00 kBtu/hr Efficiency 42.0 HSPF:8.50 Cap: 50 gallons EF: 0.95 Pstat py04 114E Sx4 C? 4 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. 11/14/2017 2:26 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 Manual S Compliance Report Job: Lot154ThornbrookeSantDEL -AIR... Date: 6/4/2014 H 11-AIRfCINDITFiIMNIG 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 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: 33055 Btuh Latent gain: 5114 Btuh Total gain: 38169 Btuh Estimated airflow: 1450 cfm Entering coil DB: 76.7°F Entering coil WB: 63.3°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-042-230-19+CBA27UHE-042-230'++TDR Actual airflow: 1450 cfm Sensible capacity: 36535 Btuh 111% of load Latent capacity: 3011 Btuh 59% of load Total capacity: 39546 Btuh 104% of load SHR: 92% Design Conditions Outdoor design DB: 41.7°F Heat loss: 27131 Btuh Entering coil DB: 69.3°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-042-230-19+CBA27UHE-042-230`++TDR Actual airflow: 1450 cfm Output capacity: 39236 Btuh 145% of load Capacity balance: 30 IF Supplemental heat required: 0 Btuh Economic balance: -99 IF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1450 cfm Output capacity: 8.0 kW 101 % of load Temp. rise: 50 IF Meets are all requirements of ACCA Manual S. wri htsoft" 2017-Nov-14 14:ge 1 g Right -Suite® Universal 2017 17.0.23 RSU24011 Page 1 40C% ... antaRosaAGLE\ Lot 154ThornbrookeSantaRosaAGLE.rup Calc = MJ8 House laces: E P % - EL ' Component Constructions Job: Lot154ThornbrookeSant... Date: 6/4/2014 HU MiG®AIRCOMMIONRiG 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 e s o 0 Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (°F) 28 18 Latitude: 281N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (IF) 42 93 Infiltration: Daily range (IF) 17 ( M) Method Simplified Wet bulb (OF) 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insult R Htg HTM Loss Clg HTM Gain ft Btu hM-T ft-°F/Btuh Btuh/ft' Btu Btu InV Btu Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 398 0.091 13.0 2.58 1024 2.34 931 fnsh, 2"x4" wood frm, 16" o.c. stud e 240 0.091 13.0 2.58 618 2.34 562 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int fnsh 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 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 s 374 0.091 13.0 2.58 962 2.34 875 w 200 0.091 13.0 2.58 515 2.34 469 all 1211 0.091 13.0 2.58 3119 2.34 2838 n 341 0.201 0 5.69 1938 4.35 1483 ne 28 0.201 0 5.69 160 4.35 122 e 47 0.201 0 5.69 265 4.35 203 s 330 0.201 0 5.69 1875 4.35 1435 w 150 0.201 0 5.69 851 4.35 651 all 895 0.201 0 5.69 5090 4.35 3894 n 25 0.032 30.0 0.91 23 2.38 59 208 0.091 13.0 2.58 536 1.44 300 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); 1 ft overhang (3 ft window ht, 1 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31), 1 ft overhang (5 ft window ht, 1 ft e sep.); 6.67 ft head ht s w W all 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (4.2 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, s 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (6.3 ft window ht, w 11.67 ft sep.); 6.67 ft head ht all 6 0.340 0 9.62 58 12.4 75 15 0.340 0 9.62 144 12.4 187 30 0.340 0 9.62 289 35.7 1072 45 0.340 0 9.62 433 12.6 568 30 0.340 0 9.62 289 35.7 1072 40 0.340 0 9.62 385 35.7 1429 160 0.340 0 9.62 1540 27.0 4327 9 0.340 0 9.62 88 12.4 113 39 0.340 0 9.62 374 13.9 541 58 0.340 0 9.62 561 35.7 2082 97 0.340 0 9.62 935 27.0 2623 ti wri htsoft' 2017-Nov-1414:29:01 9 Right-SuiteS Universal 2017 17.0.23 RSU24011 Page 1 antaRosaAGLE\LO1154ThornbrookeSanlaRosaAGLE.rup Calc = MJ8 House faces: E 2A-2omd: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, w 72 0.580 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 9 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type ne 25 0.390 n 23 0.390 all 47 0.390 Ceilings 16CR-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1277 0.032 gypsum board int fnsh Floors 20P-19t: Flr floor, frm flr, 12" thkns, r-19 cav ins, amb ovr 78 0.050 20P-19t: Flr floor, frm flr, 12" thkns, r-19 cav ins, gar ovr 42 0.050 22A-tpl: Bg floor, light dry soil, on grade depth 118 0.989 0 16.4 1182 18.4 1328 0 11.0 272 12.0 296 0 11.0 250 12.0 272 0 11.0 522 12.0 568 30.0 0.91 1156 1.42 1808 19.0 1.41 110 0.71 55 19.0 1.41 59 0.71 30 0 28.0 3291 0 0 wri htsoft 2017-Nov-1414:29:01 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 2 antaRosaAGLE\Lot154ThornbrookeSantaRosaAGLE.rup Calc = MJ8 House laces: E 1 ' Project Summary Job: Lot154ThornbrookeSant... 1 y Date: 6/4/2014 HEATI1116 - = CONUM0NIHG Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: TAYLOR MORRISON Notes: RVSD 6/6/16 JA LS 2/21/17 JA REDLINE 11-2-17 JA LS 11/14/17 JA Weather: Orlando Intl AR FL, US Winter Design Conditions Outside db 42 OF Inside db 70 IF Design TD 28 IF Heating Summary Structure 22432 Btuh Ducts 4698 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 27131 Btuh Infiltration Method Construction quality Fireplaces Area (ft2) Volume (ft3) Air changes/hour Equiv. AVF (cfm) Simplified Average 0 Heating Cooling 2138 2138 22293 22293 0.41 0.21 152 78 Summer Design Conditions Outside db 93 IF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 26011 Btuh Ducts 7044 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 33055 Btuh Latent Cooling Equipment Load Sizing Structure 3654 Btuh Ducts 1460 Btuh Central vent (0 cfm) 0 Btuh pone) Equipment latent load 5114 Btuh Equipment Total Load (Sen+Lat) 38169 Btuh Req. total capacity at 0.75 SHR 3.7 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-042-230-19 Cond 14HPX-042-230-19 AHRI ref 10258591 Coil CBA27UHE-042-230'++TDR AH R I ref 10258591 Efficiency 8.5 HSPF Efficiency 13.0 EER, 15 SEER Heating input Sensible cooling 31500 Btuh Heating output 42000 Btuh @ 47°F Latent cooling 10500 Btuh Temperature rise 26 IF Total cooling 42000 Btuh Actual air flow 1450 cfm Actual air flow 1450 cfm Air flow factor 0.053 cfm/Btuh Air flow factor 0.044 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.87 Capacity balance point = 30 IF Backup: Input = 8 kW, Output = 27292 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. i wrightsoft' 17.0.23 RSU24011 2017-Nov-14 14:29:01 Right -Suite® Universal 2017 Page 1 ACCK... antaRosaAGLE\ Lot 154ThornbrookeSantaRasaAGLE.rup Calc = MJ8 House faces: E DEL -AIR Right-J® Worksheet HUM .A'CWMCMNG 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: Lot154ThornbrookeSantaRo... Date: 6/4/2014 By: FJF 1 Room name Entire House family rm 2 Exposed wall 270.6 It 32.0 It 3 Room height 9.2 It 9.3 It heat/cool 4 Room dimensions 15.0 x 17.0 It 5 Room area 2434.5 ft2 255.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ftz °F) Btuh/ft2) or perimeter (fl) Btuh) or perimeter (ft) Btuh) Heat Cool Gross I N/P/S Heat I Cool Gross I N/P/S Heat I Cool 6 l 2C-Osw " 2A-2ov 0 091 0 340 n 2.58 9 62 x 2 34 12 44 419 6 398 0 r 1024 58 931 75 0 1 r Dye 0 0 0' 0n k1 1 ft 3,d SAS i i,i` 0nfi4 0 2A_2ov'' - 0 340 yn 9.62 12:44 15 0 144 187 0 0 0 T_G 13A-2ocs 0.201 n 5.69 4.35 350 341 1938 1483 0 0 0 0 11 2A-2ov 0.340 n 9.62 12.44 9 0 88 113 0 0 0 0 VV 16A 30ad,- x sue_ 0 032 n''°' 0.91 i2 38 25 59 0. 0 a0 ''0 13A-2ocs 0.201 ne 5.69 4.35 25 53 28 23 160 122 0 0 0 0 11DO 0.390 ne 11.04 11.99 25 25 272 296 0 0 0 0 CrOsw a 0 091 e; 2 58 2 3d 70 240 618 562 s 0 a r 0 0 0' 2A-2ov , .:;, j .340 a ;; ti 9.82 35.73 30 a 0 289 1072 0 ter, 0 0 0' W 13A-2ocs 0.201 e 5.69 4.35 47 47 265 203 0 0 0 0 12C Osw-''-=0 091 s '.2.34 419 s374 962 875 0 0 0 0' 2A 2o_v 2 4- 159 0- 0.340 '0 t-G 13A-2ocs 0.201 s 5.69 4.35 369 330 1875 1435 159 902 690 2A-2ov 0.340 s 9.62 13.92 39 0 374 541 0 0 0 0 12C Osvv 0 091, w 2.58 9.62 2g34 270 30 515 469 a 0 0 0 0 2A 2ov 0 340 w 3573 D 289 1072 r 0 .0' 2B 2fv .0.340 9.62 35:73 40 0_0__ 00 0 0- 13A-20cs - - - 0.201 v w 5.69 4.35 -- 280 150 851 651 140 68 387 296 2A-2omd 0.580 w 16.41 18.44 72 134 1182 1328 72 67 1182 1328 2A-2ov 0.340 w 9.62 35.73 58 0 561 2082 0 0 0 0 I F 120P-19t 1 0.0501 - 1 1.411 0.711 421 421 591 301 01 01 01 01 61 c) AED excursion 12707 1 1 1369 Envelope loss/gain 17706 20724 3366 3682 12 a) Infiltration 4726 1497 564 179 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 4 920 Appliances/other 2410 0 Subtotal (lines 6 to 13) 122432 26011 3931 4781 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 22432 26011 3931 4781 15 Duct loads 1 21 % 27 % 469817044 10 % 10 % 393 478 Total room load 27131 33055 4324 5259 Air required (cfm) 1450 1450 231 231 Calculations aoDroved by ACCA to meet all requirements of Manual J 8th Ed wrightsoft' Right -Suite® Universal 2017 17.0.23 RSU24011 2017-Nov-14 1 Page 1 brookeSantaRosaAGLE.rup Calc = MJ8 House faces: EanlaRosaAGLE\Lotl54Thorng DEL -AIR Right-M Worksheet IHAM9 A101XiNMIN118 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: Lot154ThornbrookeSantaRo... Date: 6/4/2014 By: FJF 1 Room name mslr rm ms(r bth 2 Exposed wall 29.0 It 11.5 It 3 Room height 9.3 It heat/cool 9.3 ft heat/cool 4 5 Room dimensions Room area 15.0 x 14.0 ft 210.0 ft2 1.0 x 91.0 It 91.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuwfl2-IF) Btuh/fl2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross I N/P/S Heat Cool Gross I N/P/S Heat Cool 6 11 Vf/ 12C Osw 2A 2ov 0 091 0 340 n n= 2.58 9.62 2 34 12;44 0 0 0 0 0 E 0 0 0 0 0- 0 0` 0 0 A 0. 2A 2ov -`1 a ,. : - 13A-2ocs 0 340 0.201 n, n 9.62 5.69 12:44 4.35 0 131 0 131 0 743 0_ 568 0 107 0 107 0 610 0 467 L 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 D 111 D0 0s I 0.3901 ne I 11.04I 11,991 0 01 0 0 01 0 0 I o f V+/ 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 C 2A-2ov 0.340 s 9.62 13.92 0 0 0 0 0 0 0 0 i2C Osw,; 0 091 ,w„ 2.58 2.34 : 0 00 0 0 0 0 0 2A 2ov 0 340 w" Mr,; 9.62 35.73 0 0 e 0 0 0 3 h 0 -0 0 2B 2(v ,iU40 w , - 9.62 35.73 r==0.. 0 0 . 0 0 .: 0===-:0_ V)J 13A-20cs 0.201 w 5.69 4.35 140 82 465 355 0 0 0 0 I GG 2A-2omd 0.580 w 16.41 18.44 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 35.73 58 0 561 2082 0 0 0 0 1 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 2603 38 559 1 0 1 2 6 3161 48 0 0 0 3161 48 10% 10% 316 4 3478 53 186 2 24 932 443 203 64 0 0 0 0 0 1135 507 0 0 0 0 0 0 1135 507 10% 10% 114 51 1249 558 67 24 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightSOft' Right-Suile® Universal 2017 17.0.23 RSU24011 2017-Nov-14 1 Page 2 4GGAanlaRosaAGLE\Lotl54ThornbrookeSantaRosaAGLE.rup Calc = MJ8 House faces: E 9 DEL -AIR Right-M Worksheet HUT=-= CORM0NiN8 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: Lot154ThornbrookeSantaRo... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area utility 6.0 it 9.3 It heat/cool 6.0 x 6.0 it 36.0 ft2 pwdr 10.5 it 9.3 it heat/cool 6.0 x 5.5 it 33.0 ft2 Ty Construction number U-value Btuh/it2-°F) Or HTM Btuh/flz) Area (It2) or perimeter (R) Load Btuh) Area (ft2) or perimeter (it) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw{ 2A-2ov 2A,2ov _ „,..>• 0 091 0 340 0340 n n 5:n. 2 5$ 9 62 9:62 2.34 12.44 12.44 0 0 0 0 0 0,. r 0 0 0 0.. 0_ 0g-y- EAO 0t 0 0 0 0 11 j G 13A-2ocs 2A-2ov 0.201 0.340 n n 5.69 9.62 4.35 12.44 56 0 56 0 318 0 244 0 51 9 42 0 240 88 184 113 n16A-30ad a0:032 n_ 0:91 r_238 0 0 0 0 0 0 z.,: -.:0 0; WW 0 13A-2 11 DO s 0.390 ne 11.04 11.99 0 0 0 0 0 0 0 0 y/ 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 T_C 2A-2ov 0.340 s 9.62 13.92 0 0 0 0 0 0 0 0 2 ovw % s28 2fv ' e • 0 340 0 340 w w 9.62 s 9.62 2'34 35.73 35.73 0 0 v t0 a 0 0 0 0 0 0 0'" 0 0 0 0 0 0 ? 0 0 0 0 13A-20cs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 0 G 2A-2omd 0.580 w 16.41 18.44 0 0 0 0 0 0 0 0 t--G 2A-2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 12C Osw 010912 58 1,•44 0 0 0 0 0 0 " 0 0= 11D0.. ,,. 0390 n`' 110411.99 O 0 ;;- 0.:« 0. 0 0` 0 1/ C 16CR-30ad 0.032 0.91 1.42 0 0 0 0 0 0 0 1 0 F-- : 20P.' 19t , i0 050 1'.41' 0.7.1 O z - _0 s 0 0 0 0 0 0' F 20P-19t 0.050 1.41 0.71 o n 0 n 0 of of n 61 c) AED excursion 1-39 1 1 -25 Envelope loss/gain 486 204 887 475 12 a) Infiltration 106 34 185 59 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 6001 0 Subtotal (lines 6 to 13) 592 838 1072 533 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 592 838 1072 533 15 Duct loads 1 10 % 10%1 59 84 10 % 10 % 107 53 Total room load 651 922 1179 587 Air required (cfm) 35 40 63 26 Calculations aooroved by ACCA to meet all reouirements of Manual J 8th Ed w rig h t50ft- 2017-Nov-14 14:29:01 4'-Ck Right -Suite® Universal 2017 17.0.23 RSU24011 Page 3 ant aRosaAGLE\ Lot 154ThornbrookeSantaRosaAGLE. rup Calc = MJ8 House faces: E DEL -AIR Right-JO Worksheet xrmaes•awcormrnum"s Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot154ThornbrookeSantaRo... Date: 6/4/2014 By: FJF 1 Room name mstr we mstr wic 2 Exposed wall 0 It 0 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 5 Room dimensions Room area 3.5 x 6.5 It 22.8 ft2 5.5 x 10.0 It 55.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area Ift2) Load number Btuh/ft2-°F) Btuhftz) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross I N/P/S Heat Cool Gross I N/P/S Heat Cool 6 12C Osw'' 0 091 n` "2'58 2.34 0 0 0' 2A. 2ov 0 340 n 9.62 12:44 0 0 . E 0 „ ", a0 0 0 ' 0 0) 0 0 0 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 13A-20cs 0.201 ne 5.69 4.35 0 0 0 0 0 0 0 0 11DO 0.390 ne 11.04 11.99 0 0 0 0 0 0 0 01 l/V 12C Osw'° 2A 2ov-_ 0 091 0 340 e> e' 2'58 9.t2 2.34 3573 0 0 0 0 0 x<0 r 0 0 0 0 0.0 0': 0 0 0 W y 13A-2ocs 12C Osw, 2A:2ov .. 0.201 0 091 0.340 e s_, s 5.69 2 58 9.62 4.35 2 34 12 61 ..__... 0 0 p 0 0 p 0 0 g 0 0 0 0 i, 0 0 K. 0 0 0 0 0 0 0 0 0 0 V)/ 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 s 9.62 13.92 0 0 0 0 0 0 0 0 233 t' 00 0 0 0 0 002A2ovwa .. - " 28=2fv 0 340 0.340,•,w': vo 9.fi2 9.62 35 73 35.Z3 0 r,:' . '0 0 0 0 0 0, 0 0 0: 80 r 0 0 0: a... 0 13A-20cs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 G 2A-2omd 0.580 w 16.41 18.44 0 0 0 0 0 0 0 0 L-G 2A-2ov 0 340 w 9.62 35.73 0 0 0 0 0 0 0 0 I 12C'Osw D',liD0 0 091 0 390 el 2 58 11•.04 1:44 A11,99 0 r 0 0 a. 0 0,: 1r O e 0 0' C 16CR-30ad 0.032 0.91 1.42 0 0 0 0 0 0 0 0 1.41 0.71 0 0`.: 0 a.... 0 0"a"I„ 0 0 0 F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 Fes.. _' 1Pl - 7-7 -._-0 989 27,99 0.00 ---- s23 0 0 ija„ 0 55 0 0 0 a ' " 777777 7 T77-- may 4i ii. •r.< P.. 4.'.: 6 c) AED excursion 0 0 Envelope loss/gain 0 0 0 0 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 5 Subtotal (lines 6 to 13) 0 5 0 5 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 0 5 15 Duct loads 10% 10 % 0 0 10 % 10 % 01 0 Total room load 0 5 0 5 Air required (cfm) 0 0 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightSCP t` 2017-Nov-1414:29:01 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 4 anlaRosaAGLE\Lo1154ThornbrookeSantaRosaAGLE rup Calc = MJ8 House faces: E EL --AIR Right-J® Worksheet IEATtt# GMCOMMUMIM 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: Lot154ThornbrookeSantaRo... Date: 6/4/2014 By: FJF 1 Room name dining rm kitchen 2 Exposed wall 10.0 it 18-6 it 3 Room height 9.3 it heat/cool 9.3 ft heat/cool 4 5 Room dimensions Room area 15.0 x 10.0 it 150.0 ft2 1.0 x 305.0 it 305.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/fl2-'F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat I Cool Gross N/P/S Heat I Cool 1 Gross I N/P/S Heat Cool 6 _12C Osw-$ 9 0 091 n. 2 58 2.34 0 0 f 0 0 0 0 0 0' 2A 2ov t , 0 340 n 9.62 12.44 k%0 0 0# 0 0 k 0 Q p 2A2ov`" 0340 n„ ? 9.62 ,,.12:44.gOca OA3 0 r,0,.. 0 .. .. „0 0.0 y/ 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 5 5 27 20 11 __G 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 W _ ?.16P -30ad "; _ _ i0 032 n:._ 0.914 ... 238 0 : spa 0 w 0 : 0. 160 _ 0 6, 13A-2ocs 0.201 ne 5.69 4.35 0 0 0 0 53 28 122t-D 11DO 0.390 ne 11.04 11.99 0 0 0 0 25 25 272 296 VU 13A-20cs 0.201 s 5.69 4.35 93 54 310 237 117 117 663 508 t--C 2A-2ov 0.340 s 9.62 13.92 39 0 374 541 0 0 0 0 12C Osw ' 0 091E w 2 58 2.34 0 0 0 1 f 0 0 0 0 0 2A 2ov 0 340 w 9 62 35.730 0 0 0 0 0 0 A; 2B 21v 0 340 w.- u 9.6235.730 0° 0 0_ 0 v 0 0 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 2A-2omd 0.580 w 16.41 18.44 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 12C Osw 0.091 2.58 4, 44F-0 0 0 0 231 208 536 300 11 DO - _' `-.. 0 390 _ ri::_ 11.04 11:99 0 0 0 23 23 250°'". 2721 C 16CR-30ad 0.032 0.91 1.42 0 0 0 0 0 0 0 F 20P,;19t v ,,.; t0,050 1.A1 s 0 7..1 We 0 0 0 0 0; 0F 20P-19t 005o 1.41 0.71 0 0 0 0 0 0 0 61 c) AED excursion 138 127 Envelope loss/gain 963 816 2428 1391 12 a) Infiltration 176 56 329 104 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/ other 0 1200 Subtotal ( lines 6 to 13) 1140 1101 2757 2695 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1140 1101 2757 2695 15 Duct loads 10 % 10 % 114 110 10 % 10 % 276 270 Total room load 1 1254 1212 3033 2965 Air required (cfm) 67 53 162 130 Calculations aooroved by ACCA to meet all requirements of Manual J 8th Ed wrightsoft' 2017-Nov-14 14:29:01 Right - Suite® Universal 2017 17.0.23 RSU24011 Page 5 anlaRosaAGLE\ Lo1154ThornbrookeSantaRosaAGLE.rup Calc = MJ8 House faces: E 43 DEL-AIR Right-J® Worksheet HEM - AMMO MUMNS 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: Lot154ThornbrookeSantaRo... Date: 6/4/2014 By: FJF 1 Room name open to below rm 2 2 Exposed wall 32.0 ft 26.0 It 3 Room height 9.0 It heat/cool 9.0 ft heat/cool 4 Room dimensions 15.0 x 17.0 ft 15.0 x 11.0 It 5 Room area 255.0 ft2 165.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2 °F) Btuh/ft2) or perimeter ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw 2A=2ov 2A,2ov:. _ , , µ., ,,,,, 0 091 FQ 340 0 340 n, n - n.` 2 58 9 62 r ,9:.62 2 34 12 44 12.44 0 0 0 0 0 r0 0 0 0«x., 0 h 0 0 99 0 0 99 ka0 to 0.. 255 0 z0 232 0, n 0° 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 L-.-G 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 W .';16A 30ad:< 0.032 n 0._9 L, n2s38 0s-'- 0 0 s: 0 i.. 0 t 0 0 0 W 13A-2ocs 0.201 ne 5.69 4.35 0 0 0 0 0 0 0 0 I-D 11 DO 0.390 ne 11.04 11.99 0 0 0 0 0 0 0 0 12C Osw ; 2A-2ov . 0 091 0.340 e " e" 2 58 9.62 2:34 35.73 Aft `0 0 0 0 0 r 0 0 0 0 0 0 0 0 0' W 13A-2ocs 0.201 e 5.69 4.35 0 0 0 0 0 0 0 0 12C Osw 2A 2ov .. ._µ,.... 0: 091 0. 340 s. s '' 2. 589. 62 2734 12. 61 153 0 153 w. » 0 394 0 359 0 0 0 0 zs0 0 Vll 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 L 2A-2ov 0.340 s 9.62 13.92 0 0 0 0 0 0 0 0 12C Osw 2A 2ov : •; 2B, 2fv, 0 091 Q340 w : w w 2. 58 9 62 9. 62 2 34 35, 7,335. 7,3135 a0 95 0 y0 245 0 385 223 0 1429 135 30 s r. 105 0 0 a 270 289 0 246 1072 0' 13A- 2ocs 0.201 w 5.69 4.35 40 0 0 0 0 0 0 0 0 0 2A- 2omd 0.580 w 16.41 18.44 0 0 0 0 0 0 0 0 2A- 2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 12C Osw I 11DO = 0 091 u,. 0390 n,,, 2 58 1104r 1 44 11. 99MP,.., 0 0 0 0:;: 0 0€ n 0 0 0kWVW 747_' 0C 0 0 16CR- 30ad 0.032 0.91 1.42 255 255 231 361 165 149 234 F c ., y20P,-19t - , ,, t k,, -: 0.050 m1r.41 0:7,1 . 0- 0 0 0 2 ::'' 0'F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 r0. 989 27.99 0.00 0 0 0' 0 7f,„ mac E t fn ,,, iatis a F"_. ' °"% x$P.•..m'r e 6e•y'-L= 6 c) AED excursion 548 411 Envelope loss/gain 1254 2920 963 2194 12 a) Infiltration 544 172 442 140 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 1799 3092 1406 2334 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1799 3092 1406 2334 15 Duct loads 38% 52% 691 1594 38% 52% 540 1204 Total room load 2490 4687 1946 3538 Air required (cfm) 133 206 104 155 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrigiltsoft' Right -Suite® Universal 2017 17.0.23 RSU24011 2017- Nov-14 1 Page 6 antaRosaAGLE\ Lotl54ThornbrookeSantaRosaAGLE.rup Calc = MJ8 House faces: E 9 DEL -AIR Right-J® Worksheet MATIM`RMGV N3rr1RM6 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: Lott 54ThornbrookeSantaRo... Date: 6/4/2014 By: FJF 1 Room name loth 2 bth 3 2 Exposed wall 8.0 It 12.0 It 3 Room height 9.0 If heat/cool 9.0 it heat/cool 4 Room dimensions 6.0 x 8.0 It 6.0 x 12.0 It 5 Room area 48.0 ft2 72.0 It' Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2 °F) Btuh/ftz) or perimeter (1t) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 1/U L-GG 12C:Osw" 2A; 2ov „ _ 2A' 2ov = 0 091 0 340 o : 0.340 n Sn . n ; 2:58 9.62 9.62 2.34 12.44 12.44 72 6 0. 66170 a 0 4 0 58 m 0 155 75 U. 0 108 0 0 108 0 0 278 0 0 253 0' 01 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 t--G 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 O f0 032 n.._ 0 91_ 2.38 0 0 v '_ 0 A 0 0 0 0: It 0.201 ne 5.69 4.35 0 0 01 0 0 0 0 0' 11 DO 0.390 ne 11.04 11.99 0 0 0 0 0 0 0 0 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 13.92 0 0 0 0 0 0 0 0 12C Oswz 0 091 w 2 58 2 34 0 0 0 0 0 0 0 0 2A 20v 0 340 w 9 62 35r73 0 0 2B 2Iv 0.340 w" 9:62 35r73 0.__. 0 0 0 s.I!,,, E ,0. 13A-20cs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 G 2A-2omd 0.580 w 16.41 18.44 0 0 0 0 0 0 0 0 t--G 2A-2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 12C-Osw 0 091 r 2.58 s 1 44 0 0 0, 0 0 a ' 0 0 0 11 D0. 0 390 n _ 11 _04 11 99 0 0 0 0 u 0 r,,, ).,0 0 L; O C 16CR-30ad 0.032 0.91 1.42 48 48 43 68 72 72 65 102 F,„ : 20P=19t- 0050 t ti41_0?71, R,-0 00 0 77770 0' F I 2nP-19t 0 nso 1.41 0.71 0 0 0 0- 0 0 0 0 61 c) AED excursion 1-15 1 1-19 Envelope loss/gain 271 282 343 336 12 a) Infiltration 136 43 204 65 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) 1407 325 548 401 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 407 325 548 401 15 Duct loads 38 % 52% 156 168 38 % 52°% 210 207 Total room load 564 493 758 608 Air required (cfm) 30 22 40 27 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed W rightsoft` 2017-Nov-14 14:29:01 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 7 antaRosaAGLE\Lot154ThornbrookeSanlaRosaAGLE.rup Calc = MJ8 House faces: E DEL -AIR Right-JO Worksheet MTM1 AM ONOM "`"B Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot154ThornbrookeSantaRo... Date: 6/4/2014 By: FJF 1 Room name rm 4 rm 3 wic 2 Exposed wall 33.0 it 4.0 it 3 Room height 9.0 it heat/cool 9.0 1t heat/cool 4 Room dimensions 1.0 x 161.8 it 4.0 x 5.0 1t 5 Room area 161.8 ft2 20.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (it2) Load number Btuh/ft? °F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross I N/P/S Heat I Cool I Gross I N/P/S Heat I Cool 6 12C Osw p 091 n 2 58 2.34 108 93 240 218 0 0 .0 0 40"2A 2ov's 0 340 n 9 62 12 44 0 0 0 0 0 0' 2A 2ov -_._ .. ,: b 340 ri . , ,yzr9-62 ,:,12:44 15 0 144 . 187 . :0 00 0 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 t--G 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 q 032 a 0.9] 238 -0 - 0 -- 0 0 _ - -. 0 - 'a `0 - Oi V)/ 13A-2ocs 0.201 ne 5.69 4.35 0 0 0 0 0 0 0 0 Z 11 DO 0.390 ne 11.04 11.99 0 0 0 0 0 0 0 0 Vf/ 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 s 9.62 13.92 0 0 0 0 0 0 0 0 12C Osw : 2A 2ov 0 091 0 340 w w 2.58 9.62 2:34 35.730 0 0 0 0 M0 0 0 0 0 0 0 0 0 0 0! 2B-2fv" 0 340 w,> 9.62 35.73 13A-20cs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 G 2A-2omd 0.580 w 16.41 18.44 0 0 0 0 0 0 0 0 L-G 2A-2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 12C Oswyti 0 091 2.58 1 44 0 0 0 0 0 0 0 DO"" 0 390 n3 11104 11 99 . 0 0 Q 0 0 C 16CR-30ad 0.032 0.91 1.42 162 162 146 229 20 20 18 28 F 20P 19t 0.050 A,L 1.41 0.778 78 y ,. , 110 55 0 0 0 F 20P-19t 0.050 1.41 0.71 29 29 41 21 9 9 13 7 6 c) AED excursion 82 6 Envelope loss/gain 1274 1571 124 113 12 a) Infiltration 561 178 68 22 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1835 1749 192 134 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1835 1749 192 134 15 Duct loads 389/o 52% 705 902 389/6 529/6 74 69 Total room load 2540 2651 265 204 Air required (cfm) 136 1 116 14 9 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w ri9 h tsoft- 2017-Nov-14 14:29:01 Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 8 antaRosaAGLE\Lot154ThornbrookeSantaRosaAGLE.rup Calc = MJ8 House faces: E DEL AIR Right-M Worksheet HIATM.<GIB CONMOMS Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 154ThornbrookeSantaRo... Date: 6/4/2014 By: FJF 1 Room name rm 3 loft 2 Exposed wall 24.0 It 10.5 It 3 Room height 9.0 it heat/cool 9.0 It heat/cool 4 5 Room dimensions Room area 12.0 x 12.0 It 144.0 ft2 15.0 x 10.5 It 157.5 ft' 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 1 Gross I N/P/S Heat I Cool 6 12C Osw 2A 2ov R 2A 2ov . 0.091 a ..:: 0.340 n n. 2:58 9 62 2:34 12:44 0 0 0 0 0 0 0 0 0 0 0 0 0 0; 0 0 0 0 0 0 0 0` 0 0 11 W 13A-2ocs~ 2A-2ov 0.201 0.340 n n 5.69 9.62 4.35 12.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LW'':16A-30ad-. i 0032 r;';-- 0.91': 238 0 0 0. 0__ 0..'• v _ W D 13A-2ocs 11 DO 0.201 0.390 ne ne 5.69 11.04 4.35 11.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C Osw-„ 2A 2ov< 0.340 e 2.58 F.9:62 2.34 3 :73 108 F y 5 93 0 240 144 218.0 rc - 536 a . „ ., p W 13A 2ocs 0 201 e. 5.69 4.35 0 0 0 0 0 0 0 0 a12C Osw -_- :. 0 091 s 2.58 9:62 2:34 12.61 ----15 108 93 13 240 144 218 189 95 30 65 26 166 289 1`51 378. VN r, 13A-2ocs 2A-2ov 0.201 0.340 s s 5.69 9.62 4Y.35 13.92 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C Osw 2A2ov ` a 26-2iv - 6.091 0340 0.340w;f w w: 2.58 9.623573 9.62 2 34 35.73 0 0 r -, 0 0 0 0s, 0 0 0 0 0 0 0n 0 0 T777777 0 0 "', 0 0 0 0 0 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 2A-2omd 0.580 w 16.41 18.44 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 D ry11 DO 5 0 091 HO 390 n 258 11.04 1.44 11.99 0 i00 0 0 0_ 0 0 0 0 p 0 0', C 16CR-30ad 0.032 0.91 1.42 144 144 130 204 158 158 143 223 0 050 1.4fi1 0.71'I AO 0 E„,.,.:.z 0 X O R;0 F PnP-1qr n n ri 1 a1 n 71 n n a 9 ni nin n 61 c) AED excursion 1-67 1 1 -15 Envelope loss/gain 902 1300 597 737 12 a) Infiltration 408 129 179 57 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) 1311 1429 776 794 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1311 1429 776 794 15 Duct loads 381% 520% 503 737 38% 52% 298 409 Total room load 1814 2166 1074 1203 Air required (cfm) 97 95 57 53 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wriiight5oft' 2017-Nov-14 14:29:01 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 9 antaRosaAGLE\ Lot 154Thorn brookeSantaRosaAGLE.rup Calc = MJ8 House faces: E DEL -AIR Right-J® WorksheetDELCQr7tNnOMifl6 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: Lot154ThornbrookeSantaRo... Date: 6/4/2014 By: FJF 1 Room name stairs 2 Exposed wall 3.5 ft 3 Room height 9.0 it heat/cool 4 Room dimensions 1.0 x 253.5 it 5 Room area 253.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area Load number Btuh/ft2-°F) Btuh/i12) or perimeter (ft) Btuh) or perimeter Heat Cool Gross I N/P/S Heat Cool Gross I N/P/S Heat I Cool 6 VW 0.091 n 2.58 2.34 32 32 81 74 a 2A 2ov 0 340 ;, n 9.62 12.44 0 0 0 0 2A 2ov. - 0.340 " n'9:62 12.44 0 0 0 , 0 ) 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 11 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 W: 16A-30ad_.... , ,. _ .., '0 032 . n:: .. 091 238 0:. 0 13A-20cs 0.201 ne 5.69 4.35 0 0 0 0 D 11D0 0.390 ne 11.04 11.99 0 0 0 0 2A 2ov I 0.3401 s I0.201s 9. 621 13.92I OI OI OI OI I 13/ 1-LOGS U.-uI w O.by 4..3.7 U U u U 2A- 2omd 0.580 w 16.41 18.44 0 0 0 0 2A- 2ov 0.340 w 9.62 35.73 0 0 0 0 12C Osw ! 0.091 2.58 1.44 0 a y 0 0 0 11 D0 _ 0.390 n P_ 11.04 11.99 56 C 16CR-30ad 0.032 0.91 1.42 254 254 230 359 F°..._ 20P;19t r 0050 A 41'. 0:71 0 0 O 0 F 20P-19t 0.050 1.41 0.71 0 0 0 0 F 22A=tp1 0 989 27:99 0.00 0 M.:.. 0""" 0 p zv 6 c) AED excursion 20 Envelope loss/gain 311 413 12 a) Infiltration 60 19 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/ other 0 Subtotal ( lines 6 to 13) 370 431 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 370 431 15 Duct loads 1 38% 520/ 142 222 Total room load 512 654 Air required (cfm) 27 29 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed wrightsofit, 2017-Nov-14 14:29:01 ACCA Right - Suite® Universal 2017 17.0.23 RSU24011 Page 10 antaRosaAGLE\ Lot 154ThornbrookeSantaRosaAGLE rup Calc = MJ8 House faces: E DEL AIR Duct System Summary HEATING• AIR CONDITIONING Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: TAYLOR MORRISON Heating External static pressure 0.30 in H2O Pressure losses 0.06 in H2O Available static pressure 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O Lowest friction rate 0.156 in/100ft Actual air flow 1450 cfm Total effective length (TEL) Job: Lot154ThornbrookeSant... 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 0.156 in/ 100ft 1450 cfm 154 ft Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bth 2 h 564 30 22 0.308 4.0 Ox 0 VIFx 8.0 70.0 blh 3 h 758 40 27 0.293 4.0 Ox 0 VIFx 12.0 70.0 dining rm h 1254 67 53 0.170 6.0 Ox 0 VIFx 41.3 100.0 st3 family rm h 4324 231 231 0.156 8.0 Ox 0 VIFx 53.5 100.0 st3 kitchen h 3033 162 130 0.178 7.0 Ox0 VIFx 34.6 100.0 st3 loft h 1074 57 53 0.239 6.0 Ox0 VIFx 15.5 85.0 st2 mstr loth h 1249 67 24 0.197 5.0 Ox 0 VIFx 22.7 99.0 st4 mstr rm c 5340 186 234 0.185 8.0 Ox 0 VIFx 30.6 99.0 st4 mstr we c 5 0 0 0.193 4.0 Ox 0 VI Fx 25.2 99.0 st4 mstr wlc c 5 0 0 0.200 4.0 Ox 0 VIFx 21.1 99.0 st4 open to below -A c 4687 133 206 0.220 8.0 Ox 0 VIFx 24.1 85.0 st2 pwdr h 1179 63 26 0.172 5.0 Ox 0 VIFx 39.6 100.0 st3 rm 2 c 3538 104 155 0.282 7.0 Ox 0 VIFx 15.0 70.0 rm 3 h 1814 97 95 0.212 6.0 Ox 0 VIFx 28.0 85.0 st2 rm 3 wic h 265 14 9 0.216 4.0 Ox 0 VIFx 26.1 85.0 st2 rm 4 h 2540 136 116 0.264 7.0 Ox 0 VIFx 20.8 70.0 stairs c 654 27 29 0.309 6.0 Ox 0 VIFx 7.6 70.0 utility c 922 35 40 0.189 4.0 Ox 0 VIFx 28.2 99.0 st4 t WI'1 htSOft- 2017-Nov-1414:29:02 CK 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 1 ant aRosaAGLE\Lot154ThornbrookeSantaRosaAGLE.rup Calc = MJ8 House faces: E Trunk Htg Cig Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st1 Peak AVF 287 300 0.185 549 10.0 0 x 0 VinlFlx st2 Peak AVF 302 362 0.212 664 10.0 0 x 0 VinlFlx st4 Peak AVF 287 300 0.185 549 10.0 0 x 0 VinlFlx st1 st3 Peak AVF 523 440 0.156 666 12.0 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 rb1 Ox 0 1450 1450 0 0 0 0 Ox 0 VIFx 1 Wrhtsoft` 2o17- Nov-1414:29:02 CKl 9 Righl-SuiteO Universal 2017 17.0.23 RSU24011 Page 2 ant aRosaAGLE\Lot 154ThornbrookeSantaRosaAGLE rup Calc = 10J8 House faces: E FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot154ThornbrookeSantaRosaAGLE 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 11/14/2017 2:26 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, e-ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than "default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGaugeOO - USRCSB v5.1 11 /14/2017 2:26:10 PM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lott 54ThornbrookeSantaRosaAGLE Builder Name: TAYLOR MORRISON Street: Permit Office: City, State, Zip: FL , Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2138 sq.ft. Cond. Volume: 19670 cu ft. Envelope Leakage Test Results Regression Data: C 10 Single or Multi Point Test Data HOUSE PRESSURE Leakage Characteristics CFM(50): FLOW: ELA: Eq LA: ACH: ACH(50): S LA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures, 3. Interior doors, if installed at the time of the test, shall be open, 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: 11/14/2017 2:26 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. El 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 L/s/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 L/s) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 0 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)ll 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. 11/14/2017 2:26 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). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 60°C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 11/14/2017 2:26 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: Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. 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. 11/14/2017 2:26 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 WINDOW WIDTHS m' 21- 1 3r W[NOOW CALL -OUR tort• uT. ea:aaumineaur. ran 42X42 A/C SLAB b' pw NStw 11w 1' aw 033w 13514 h BY BLDR MIN o sr 9 uw W3454 74w bm Pa LANAI 2' FROM WALL Z 63' sw n3 w 7sw I O al ar.e l r.A r w I PAD I GC.4ER5T 11Gi?ViY GffJIPYb FCR 4LL W uNI011 SIEs tl1'1 N514LlAi KN MAT VIXI' o RAERTO FL SPELAK5 KN5. Z 5oa--cwtaOuWiTsw,5KCA rnaa. as GL4i5. FG) OWNER55UCfE ae>.r wu ran.ern tar rtcru sntramxrnn w.uca W GATHERING ROOM crow iovrb wiurb 16.12 ag 23s 4" bath duct 8' to roof or wall 4xB s 230 cap w/fan-light a 4' O Nutone 763RLNB z c 3" bath duct B, a O 9^ to cap Q fwallw/anox6 s 3 DINING M twc lff 777 1 c M 55 4' . 6'r— wrulaouu a, a O 9 1 L9 0 J 4' wa a uCt 4olAUN. to net I i ]i s : +w ,, w/ dryercvent box I oa• . Twft room 31 o 12.66 we 5, 1ox2s pTRAY J is u. « DYER c i O y i O m w[i scowlPogo O u 12 x. O---• 2 CAR GARAGE Transfer ducts/grilles shed In compliance with Florldn Resldentlol Bulttling Code - M7602.4 Ralonced Return Air, excep tlons ]-3. Builder art S'EKi xZvL------------n must provide unrestricted 1 inch I I Iundercut on doors to hobitnble Dons. I I I axa r I V 1 I"' 1 Must have a minimum cleoronce of 4 inches around the air handler per the St 1 ',' TNOW/ 5KW "40VI w 16zp: peen Ip platformbyScale bldr 1IW.4fTY lNe]N was wnT. r Ytl x 0 Sn BEDROOM 12.12 rag 25 Iwctl a 7 7- 12x12 rog O 4 w 19z8Iwcdl2D5m I 7 a r B 4r x 20 Id 0' DFf• 6,' a' T as552Qx18r 10x6 1_ d Fe14 r a MTR 95 6' e 4 x6 OtlwcBu4112x12r 30 r. 3 9' 14.14 r Ox6 ctl 6' lw e 0 MT 0.a. 4' 7• 9, 2x6 wctl Bxd lrI15wb12 12x12 rog rMi r r, I I III I I I I I 1 I I I I I I I I II I I I II I II I tV code. All duct has an r=6 Insulation value. WINDOW SCHEDI WINDOW WIDI WINDOW CALL U70' WF4 7d5 Fa M 74' B70 Fa 7070 Fd A Q 1. 1d30 w 7030 w i 3 60' 3 Ig.•0 w 7050 w N n' ww m60w N GG wM 7t %wy alBlii £ UM SI7F5 40 $6Td11ATD O R4SRaiKA Z RBimtO RLI' R RI153kR 5 sr s G3" bathduct to roof cap w/fan Nutone 696R Ratin z o } m w > z mz o J ?: J Q i-- m Q J Co S Q IY M C1_ J (n C 0 c 3" WASTE STACK FROM 2ND FLOOR TERMINATING TO THE 1ST FLOOR 1 S 64 AAV KITCHEN i' G G MASTER BATH S,.. W.M. Lr Lp o d 3 31 POWDER BATH a LA TALOR MORRISON HOMES vt THORNBROOKE Oti HOUSE TYPE: SANTA ROSA Ut LOT 154 1ST FLOOR id. is i ll" ia. TALOR MORRISON HOMES THORNBROOKE HOUSE TYPE: SANTA ROSA j LOT 154 2ND FLOOR BATH 2 16 13 a.; sew BATH 3 3" WASTE STACK FROM 2ND FLOOR TERMINATING TO THE 1ST FLOOR S DESCRIPTION AS FURNISHED: Lot 154, THORNBROOKE PHASE 4, as -recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. RECORD COPY PLOT PLAN FOR/CERTIFIED TO: Taylor orrison of Florida, Inc. y 30' UNNAMED PLATTED ROAD FLORIDA LAND & COLONIZATION COMPANY LIMITED W. BEARDALL'S MAP OF ST. JOSEPHS S 00612'21 " E (P.B. 1, PAGE 114 ) 45.58' 0 10' LANDSCAPE, WALL FENCE ESMT. 26.23' # a• LOT 154 34.25' 16.0' LANAI A/C 8.55' 30.0' 5.00' o LOT 153 LOT 15 PROPOSED RESIDENCE o? SANTA ROSA - A o GARAGE LEFT 0 ENTRY \ zz l 5.0' 5,00' SIR 1-7 F8.7' Ok to construct single family home 5.02' 21'3 with setbacks and impervious area DRIVE WALK {{ shown on plan. i f Say io, RSa- A, Gc-L 25.20' 25.20' 10' UTIL. h ESMT. . P.C. OF WALK LOT 149 J R=100.00 CURB L=150.92., D=03°22'38" ON LOT AREA AL UAPON R=100. DO' S 00°I 0'44 " E 101 _ 5,024a I.T 32.64' (3'AAAG i:19 ; sO. 'T. GARAGE - 412 'Y). '-; . L=5.89' ENTRY = 74 sv., C=5.89' LANAI = 125 SG. FT. BREEZEWAY= N/A SQ.F4'1 CB=S 01 °52'03" E DRIVEWAY .= 403 SO. F,. ED Ro S LAND WC PAD 9 SO.F7. WALKWAY = 75 SQ.F'T. IMPERVIOUS— 45.7 PRIVATE.ROAD)(50' WIDE) 2,297 SQ.FT. V _SOD 2,727 0.1 g\agQ OFF. LOT_ AREA_. C.ALCUiA .iG:,NI.':.. 0 8QC R/W = 333 ::SO. T'. QF PROPOSED = FINISHED SPOT GRADE ELEVATION .... _........... _...__._....__....._... _..... _..... _......... __................ _......._._. APRON = 61 SO f 1. PER DRAINAGE PLANS BUILDING SETBACKS: *PLOT PLAN OATLY*. SIDE'NAI-K = 190 s0.FT. SOD == 82. . Sv ` I PROPOSED DRAINAGE FLOW FRONT = 25' NO7' A .5t7RVE;Y .: ; - --- _.......__ ........ ............ _.......... LOT GRADING TYPE A REAR = 15' S ((..' TAL f.RE'A.`.:;: a PROPOSED INFORMATION SHOWN AREA 5,;$7 54LFT. PROPOSED F.F. PER PLANS = 25.3' SIDE = 5.0' BASED ON SUPPLIED PLAN DRIVOWAY = 403 SIDE CORNER = 10' AND/OR INSTRUCTIONS PER SIDEVIOLK = 266 So. T. x= PROPOSED GRADE PER CONSTRUCTION PLAN + CLIENT(NOT'IELD VERIF'IEL% SO) = 0 6.19T .;. r UR USEjVffEYETR - SCOT_ & ASSOC, INC. — LAND SUR VT'YOR SY LEGEND - LEGEND - P = PLAT ROA. • PGINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 F = FIELD TYP, = TYPICAL NOTES: IP. • IRON PIPC P.R.C. • POINT GF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF R. •IRON ROD PAC. POINT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER W-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STA71JES C.H. =CONCRETE MONUMENT RAD, RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL THIS SURVEY MAP OR COP/ESARE NOT VALID. SET I.R. = I/2' LR. /DLB 4596 N.R. NON -RADIAL J. THIS SURVEY WAS PREPARED FROM TITLE INFORMA770H FURNISHED TO THE SURVEYOR, THERE MAY BE 017f&[t RESTRICTIONS REC. RECOVERED V.P. V[TNESS POPTT OR EASEMENTS THAT AFFECT 1NI5 PROPERTY. PA,B. : POINTOFBEGINNINGCRLC. • CALCULATED A NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. P,O,C. = POINT LI COMMENCEMENT PRlA = FINISH ENT REFERENCE MONUMENT Q CENTERLINE FF. PERMANENT FLOOR ElEVATiON 9. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. - -• NA, NAIL R DISK B,SL BUILDING SETDACK LINE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. ESH EASEMENT WAY H,M. BENCHMARK 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) ESMT, EASEMENT B. B. BASE BEARING 6. ELEVATIONS, IF SHOWN, ARE BASED ON N477ONAL GEODETIC DATUM OF 1929, UNLESS OTHERWISE NOTED. DRAIN. • DRAINAGE UTIL. UTILITY 9. CE7fiRFlCATE OF A(RHORITATION No. 4396. CLFC. =CHAIN LINK FENCE WD.FC. = WOOD FENCE ----- CiD = CONCRETE BLOCK SCALE -- 1' m 20' DRAWN BY: MLT P.C. POINT OF CURVATURE _-------- P,T, = POINT OF TANGENCY DATE ORDER No. DESC. DESCRIPTHIN CERTIFIED BY: - R = RADIUS L • ARC LENGTH PLOT PLAN 11 - 16-2017 4970-17 D = DELTA C = CHORD C. B. - CHORD BEARING NORTH THIS BUILDING/ PROPERTY DOES. NOT LIE WITHIN +TX. THE ESTABLISHED 100YEARFLOODPLANEASPERFIRM' RUSENMEYER, R.L.S. 1 4714 , ZONE X" MAP I 12117C 0055 F. JAMES W. SCOTT, R.L.S p• 4801 STATE CERT .LIC EC13003715 ELECTRICAL SERVICES, INC. 3400 St Johns Pkwy SANFORD,FL 877-906-1113 STRADAN ELECTRIC • SECURITY HOLDER: JOSEPH STRADA NEC 2011/FBC 107 ELECTRICAL LOAD CALCULATIONS UPDATED 5-8-2012 MODEL: SANTA ROSA BUILDER TAYLOR MORRISON SUBDIVISON VOLT/AMPS TON OTY KW LARGEST LOAD: HEAT PUMPS W/SUPPLEMENTAL HEAT 1 9418 2 4032 10000 6500 0 Includes Heat Pump and Heat Strips on together @100 % . 2.5 5040, 10000 6500 0 3 5280 10000 6500 0 Square feet living areal 21381 3 volt/am s 6414 3.5 6168 8000 5200 0 Small Appliance Circuits 3 4500 4 6888 8000 5200 0 Laundry Circuit 1 1500 5 8160 10000 6500 0 Dishwasher 1 1500 Water Heater 1 4500 10 KW SETUP 0 Range 1 8000 3.563333 1 AC EP1 35.5 - 12 2.958333 Oven 0 Cooktop 0 Microwave 1 1100 Dryer 1 5000 Disposal 1 500 Pool 0 TOTAL OTHER LOAD FIRST10KVA@100% 10,000 REMAINDER @ 40 % 9206 LARGESTLOAD 9418 TOTAL LOAD 28 624 V.A./ SIZE RECOMMENDED 1 150 SERVICE SIZE: 240VOLTS= 1 119 MINIMUM PER 150 NEC 33014 TON OTY KW 1.5 2990 5000 3250 0 2 4032 5000 3250 0 2.5 5040 5000 3250 0 3 5280 5000 3250 0 3.5 1 6168 5000 3250 9418 4 6888 5000 3250 0 5 5 KW SETUP 8160 5000 3250 0 9418 PDOL PREWIRES" TY , AMPS, 240 '' 11 Qq 0 100 1 46" Note: This Load Calc is base on the information provided by the builder. The recommended service size will be installed leaving sufficient usage for future homeowner. un E, iy15pLjr+ Ftir oOn cis lu Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RECOf_ COPY RE: TBO154 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Taylor Morrison Project Name: TB0154 Model: Santa Rosa A Tampa, FL 33610 4115 Lot/Block: 154 Subdivision: Thornbrooke Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 45.0 psf Floor Load: 55.0 psf This package includes 54 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# I Truss Name Date 1 T12632102 I C1A 12/1/17 118 IT12632119IF08 12/1/17 12 1 T12632103 1 C3A 1 12/1 /17 119 I T12632120 I F09 12/1/17 13 1 T12632104 1 C3B 12/1/17 120- I T12632121 I F10 12/1/17 14 T12632105 C5A 12/1/17 121 1 T12632122 1 F11 12/1/17 15 T12632106 CJ1 1 12/1/17 122 IT12632123I F12 1 12/1/17 16 1 T12632107 1 CJ3 1 12/1/17 123 1 T12632124 1 F13 1 12/1/17 17 1 T12632108 1 CJ5 1 12/1/17 124 1 T12632125 1 F14 12/1/17 18 1 T12632109 1 E7A 12/1/17 125 1 T12632126 1 F15 12/1/17 19 I T12632110 J EJ5 1 12/1/17 126 1 T126321271 FG1 1 12/1/17 1 110 IT12632111 J EJ7 1 12/1/17 127 1T12632128 1 FG2 1 12/1/17 ill I T12632112 1 F01 12/1/17 128 1 T12632129 FG3 12/1/17 112 I T12632113 I F02 12/1/17 129 J T12632130 FG4 12/1/17 113 IT12632114 I F03 12/1/17 130 T12632131 1 H7A 12/1/17 114 I T12632115 I F04 12/1/17 31 T12632132 1 HJ2 12/1/17 115 I T12632116 I F05 1 12/1/17 132 1 T12632133 1 HJ5 12/1/17 116 I T12632117 I F06 J HJ7 1 12/1/17 1 117 I T12632118 I F07 1 12/1/17 134 I T12632135 I T01 1 12/1/17 1 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. 6\\-D ING SANFORD 651 11111111111, ER P. 1 P•'GENS ti No 2 2190Lap STATE F / i 0. i p R \' D • N Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 1, 2017 Finn, Walter 1 of 2 r RE: TBO154 - Site Information: Customer Info: Taylor Morrison Project Name: TB0154 Model: Santa Rosa A Lot/Block: 154 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. Seal# Truss Name Date j 135 IT12632136IT02 12/1/17 136 I T12632137 I T03 12/1/17 137 I T12632138 I T04 1 12/1 /17 1 138 I T12632139 I T05 1 12/1/17 139 I T12632140 I T06 112/1/17 1 140 I T12632141 I T07 12/1 /17 141 I T12632142 I T08 12/1/17 142 1 T12632143 1 T09 12/1/17 143 I T12632144 I T10 12/1/17 144 I T12632145 I T11 12/1/17 J 145 T12632146 T12 12/1 /171 146 I T12632147 I T13 12/1/17 147 I T12632148 I T14 12/1/17 148 I T12632149 I T15 12/1/17 149 I T12632150 I T16 12/1/17 150 T12632151 T17 12/1/17 151 I T12632152 I T18 12/1/17 52 1 T12632153 V01 12/1/17 153 1 T12632154 V02 12/1/17 1 154 1 T12632155 V03 12/1/17 2 of 2 Job Truss Truss Type ' Qty Ply T12632102 TBO154 C1A Jack -Open 16 1 Job Reference o tional Builders FirstSource. Tampa, Plant City, Florida 33566 7.6— s nuy io cvu nuen iuuu ue. ID:0837CakNCJU5ySDiQmCDdnydl 1 m-gdx?TaehFbVOUupQCgoMNU8FdPs?hK2_gjgTCcyDKF4 1-0-0 ' 1-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 2 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 2 999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014fFP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=- 11 /Mechanical, 2=159/0-8-0, 4=9/Mechanical Max Horz2=38(LC 12) Max Uplift3=- 11 (LC 1), 2= 50(LC 12) Max Grav3=15(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. Scale = 1:7.1 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf, h=25ft; Cat. 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 tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." e WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with MilekO connectors. This design is based only upon parameters shown, and is for an individual Wilding component, not a tir.tss systen r. Before use, the building designer must verify the appllcabtlity of design pan7meteis and polxx i ly Incorlx,rate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of 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 e Qty Ply T12632103 TBO154 C3A Jack -Open 13 1 Job Reference (optional) 252017 P 1BuildersFirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fr Dec 01 14.04. age I D:0837CakNCJ U5ySDiQmC Ddnyd l 1 m-gdx?TaehFbVOU upQCgoMN USEtPryhK2_gjgTCcyDKF4 1-0-D 3-0-0 1-0-0 3-0-0 Scale = 1:12.3 2x4 = LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 2-4 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.01 2-4 999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10-0 Code FBC2014/TP12007 Matrix) Weight: 11lb FT=20% LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=67/Mechanical, 2=234/0-8-0, 4=26/Mechanical Max Horz2=79(LC 12) Max Uplift3=-52(LC 12), 2— 56(LC 12) Max Grav3=67(LC 1), 2=234(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; VUIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5-Opsf; h=25ft; Cat. Il; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code-" WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an individual building component not a truss system. Before use, the buildii iq designer must verify the a1:4DIkxability of design ix:rrameters and properly incogxxate It design into lire overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSI/TPI I Quality Criteria, DSE-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 r7Qty Pit T12632104 TBO154 C3B Jack -Open 1 Job Reference o tional Builders FirsiSource, Tampa, Plant Gity, Florida 33566 2x4 = 3-0-0 3-0-0 ID:0837CakNCJU5ySDiQmCDdnydl1 m-9dx?TaehFbVOUupQCgoMNU8DBPrghK2_gjgTCcyDKF4 Scale = 1:12.3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.00 1-3 >999 240 MT20 244/190, TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 1-3 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 10lb 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 Upliftl— 17(LC 12), 2=-65(LC 12) Max Grav 1=129(LC 1), 2=101(LC 1), 3=58(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." vv WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for rue only with MiTek0 connectors. Ibis design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer musi verify the al:KDlicabilityof design txirameteis and properly incol orate Ibis design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional lemporaryand permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and taus 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. Nexandria, VA 22314. Tampa, FL 33610 Truss Truss Type Oty PIY T12632105FTB0154C5AJackOpen101 Job Reference (optional) Pa e 1 Builders FirstSource, Tampa, Plant City, Florida 33b66 .,-. S.,uy ., , ., ,. ., .....,. ..._ ..-_ __ .. . -,_ . ID:0837CakNCJU5ySDiOmCDdnydl l m-dpVNgwfJOvdF520cmNJbwhhJFp8xQn18uNa0k2yDKF3 1-o.o 5-0-0 1-0-0 5-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(ILL) 0.03 2-4 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(TL) 0.08 2-4 727 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) 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(LC 12), 2= 62(LC 12) Max Grav3=158(LC 1), 2=305(LC 1), 4=96(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.3 PLATES GRIP MT20 244/190 Weight:: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed 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 bottorn chord in all areas where a rectangle 3-670 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except Qt=lb) 3=104. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -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 MllekO connectors. This design is based only upon parameters shown, and is for an individual building component not a MUSS system. Before use, the building designer must verify the c1prilicabilify of design Paianneters and ploperiy incoil:xxate flits design info file overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Muss systems, seeANSI/TPl1 Quality Criteria, D$8-89 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 T12632106 T80154 CJ1 Jack -Open 4 77J.b Reference (optional) Builders FirstSouree, Tampa, Plant City, Florida 33566 7.640 a Aug 16 2017 mi i.k inuusu i—, I—, FriDec 01 1 .co av Faye ID:0837CakNCJU5ySDiQmCDdnydl l m-dpVNgwfJOvdF520cmNJbwhhQXpCEQnl8uNaOk2yDKF3 1-0-0 1-0-0 2x4 = 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 2 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 2 999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ffP12007 Matrix) 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(LC 1), 2= 102(LC 8) Max Grav3=18(LC 8), 2=159(LC 1), 4=18(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:6.2 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=1b) 2=102. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ., Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an individual building corponent, not - a tn.rss system. Before use, the building designer must verify the applicability of design parameter and prol:)erly incorp late this design into the overall building design. Bracing indicated is to prevent tickling 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 pisonal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and If 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 T12632107 T60154 CJ3 Jack -Open 4 1 Job Reference (optional) Builders FirstSource. Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Dec 01 14:04:27 2017 Page 1 I D:0637CakNCJ U5yS DiQmCDdnyd 11 m-503luFfxnCl5jCzpJ4ggSv EaYD W Qg E X H71 JaGVyDK F2 1-0-0 3-0-0 1-0-D 3-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 2-4 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.01 2-4 999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014fFP12007 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. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9,6 PLATES GRIP MT20 244/190 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=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=114. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component- The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. v Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building corponent, not - - a truss system. Before use, the building designer must verify the apr licabilily of design harameteis and properly incogwraie This design inlo the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systenis, 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 e Qty Ply T12632108 T60154 CJS Jack -Open 4 1 Job Reference o tional i., Fri Dec 01 14:04:27 2017 Pnac i Builders FirslSource. Tampa, Plant City, Flonda 33566 1-0-0 1-0-0 2x4 = I D:0837CakNCJ U 5ySDiQmCDdnyd 11 m-5031uFfxnCl5jCzpJ4ggSv EW v DTX9EXH 71 JaGVyDKF2 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.03 2-4 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(TL) 0.07 2-4 820 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0,00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=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 (lb) or less except when shown. Scale = 1:12.9 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=251t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=124. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify 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 MITek9 connectors. This design is based only upon parameters shown, and is for an individual building component, notatrusssystem. Before rise, the building designer roust verity the applicability of design Ixurameteis and properly 6n0011xxate this design into the overall building design. Bracing indicated is to prevent txrekling of individual truss web and/or chord members only. Additional temporary and permanent bra; ing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivey, 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 r T12632t09 TBO154 E7A Jack -Open 7T_ Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 7,640 s „may o 201 , ,. e „us Fes, ,ac. T. ac .. ..,... .. , , , ..y.. , I D:0837CakNCJ U 5yS DiQmC Ddnyd t t m-ZCd85bgZYW tyLMY?toL3?6mbldlxuhnRMh37pxyDKF 1 1-0-0 7-0-0 1.0.0 7-0-0 3x6 = 7-0-0 7-0-0 Scale = 1:22.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.13 2-4 >645 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.31 2-4 >263 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weiyht:24lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=211/Mechanical, 2=393/0-3-8, 4=88/Mechanical Max Horz2=163(LC 12) Max Uplift3= 127(LC 12), 2=-74(LC 12) Max Grav3=211(LC 1), 2=393(LC 1), 4=132(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 Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except Qt=lb) 3=127. . 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 MrrEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. v Design valid for use only with MITekB 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 verily the: Cipplicability of design pararetersand properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members qT permanentonly. Additional temporary and peanent bracing IYii ek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T126321I T60154 EJS Jack -Open 2 1 Job Reference (optional) rem Fri nor 01 1 nd-9R 9ni ] Pane t Builders FirstSource, Tampa, Plant City, Florida 33566 7. 0s ^ug '" ""' '""' `^ n us T " """ "' I D:0837CakNCJ USySDiQnnCDdnyd 11 m-ZCd85bgZYW tyLMY?toL3?6mfldpPuhnRMh37pxyDKF 1 1-0-0 5-0-0 n-n 5-0-0 1 2x4 = Scale = 1:17.3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.08 2-4 >727 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=158/Mechanical, 2=305/0-3-8, 4=48/Mechanical Max Horz 2=121(LC 12) Max Uplift3=- 1 04(LC 12), 2=-62(LC 12) Max Grav3=158(LC 1), 2=305(LC 1), 4=96(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 3=104. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. s Design valid for use only with MiTek© connectors. lhis design is based only upon parameters shown, and is for an individual building component, not - a to M system. Before use, the building designer must verify the Opplicability, of design 1:>arameteis and properly incorrxxate 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, seeANSIjTP11 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 T12632111 TBO154 EJ7 Jack -Open Q', yJob Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Dec 01 14:04:28 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-ZCd85bgZYWtyLMY?toL3?6mcfdlfuhnRMh37pxyDKF1 7-0-0 1-0-0 7-0-0 3x4 = 7-0-0 Scale: 3/4"=V Plate Offsets (X Y)-- 2:0-1-10 Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.10 2-4 825 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(TL) 0.27 2-4 295 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITPI2007 Matrix) Weight: 23lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=205/Mechanical, 2=400/0-8-0, 4=83/Mechanical Max Horz2=117(LC 8) Max Uplift3= 106(LC 12), 2= 140(LC 8) Max Grav3=205(LC 1), 2=400(LC 1), 4=127(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Qt=lb) 3=106, 2=140. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. s Design valid for use only with MiTekO connectors. this design is based only upon pararneteis shown, and is for an individual building component, not a M us system. Before use, the building designer must verify the apjA cability of design I:aaramelers and prof erly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual taus web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance 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 Truss Truss Type city PlyPly T12632112Fob4F01GABLEf Job Reference (optional) nc (opti eunaers rirsraource, iampn, ram any, 0148 I D:08370akNCJU5ySDiQmCDdnydl 1 m-20BWJxhBJq?pzW 7BRVsIXKJx01 Drd8YaaLohLNyDKFO ON-8 scale = 1:24.8 1 2 3 4 5 6 7 8 9 10 11 12 27 24 23 22 21 20 19 18 17 16 15 14 13 3x4 = 1-4-0 2-8-0 4-0-0 5-4-0 6-8-0 8-0-0 9-4-0 10-8-0 12-0-0 13-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 14-8-12 1-4-12 1-4-0 1-4 0 1-4-0 1-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.03 Horz(TL) 0.00 13 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 71 lb FT = 20%F, 11 % E LUMBER- - BRACING- . TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 14-8-12. Ib) - Max Grav All reactions 250 lb or less at joint(s) 24, 13, 23, 22, 21, 20, 19, 18, 17, 16, 15, 14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is Tor an individual building component, not = a truss system. Before use, the building designer must verify the applicability of design parameters and properly lncogxxate this design info 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 stabillty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply T12632113 T60154 F02 Floor 7 1 Job Reference (optional) awioers rirsiaource, Tampa, ram i y, r,onoa ss000 0-1-8 H 1 14-0 17 16 may .. ., .,,.., ID:0837CakNCJU5ySDi6..,,. Ddnyd11m-WbtuWHip477g,afiO?DNX4XszLQN2MWBjp?YEtpyDKF? 1-11-12 011,-8 Sae = 1:25.4 1.5x3 11 3 4 5 6 18 1.5x3 11 3X6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) 0.14 11-12 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.78 Vert(TL) 0.21 11-12 836 240 BCLL 0.0 Rep Stress Incr YES W B 0.33 Horz(TL) 0.03 9 n/a rVa BCDL 5.0 Code FBC2014/TP12007 Matrix) PLATES GRIP MT20 244/190 Weight: 80lb 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.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) 15=793/0-7-4, 9=787/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1151/0, 3-4=-1893/0, 4-5=-1893/0, 5-6=-1791/0, 6-7=-1187/0 BOT CHORD 14-15=0/703, 13-14=0/1595, 12-13=0/1893, 11-12=0/1893, 10-11=0/1627, 9-10=0/724 WEBS 7-9=-1028/0, 2-15=-1024/0, 7-10=0/692, 2-14=0/670, 6-10=-657/0, 3-14=-662/0, 6-11=0/318, 3-13=0/590, 5-11=-341/47, 4-13=-272/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. s Design valid for use only Win MITekO connectors. IT design Is based only upon parameters shown, and Is for an Individual bullding component, not a truss system. Before use, The buildhig designer must verify the applicability of design Pararnote's and pop eiiy incogxxate fills design into the overall building design. Bracing Indicated Is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12632114 T60154 F03 Floor 1 1 Job Reference o tional owiueis rnsioouice. jai uya, riaw—Y, ID:0837CakNCJU5ySDiOmCDdnydl l m-W bluW Hip477gafiO?DNX4Xsl nQNYMX8jp?YEtpyDKF? 0-1-8 1-4-0 1-11-12 - 01-1-rr8 H SCaIe = 1:25.4 1.5x3 II 1.5x3 = 1.5x3 = 1 18 17 2 1.5x3 II 3 4 5 1.5x3 11 1.5x3 = 6 20 7 8 1.5x3 11 3x6 = 11-1-0 it-9-12 14-8-12 11-1-0 0-8-12 2-11-0 Plate Offsets (X Y) j5:0 1 8 Edge] (14:0-1-8 Edge1 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) -0.08 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) -0.12 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.27 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 80lb 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.l(flat) end verticals. WEBS 2x4 SP No-3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=701/0-7-4, 9=503/0-3-8, 11=376/0-3-8 Max Gram 16=701(LC 1), 9=503(LC 1), 11=410(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-992/0, 3-4=-1494/0, 4-5=-1494/0, 5-6=-1197/0, 6-20=-606/0, 7-20=-606/0 BOT CHORD 15-16=0/618, 14-15=0/1338, 13-14=0/1494, 12-13=0/1494, 11-12=0/1030, 10-11=0/1030, 9-10=0/424 WEBS 2-16=-901/0, 2-15=0/558, 3-15=-517/0, 3-14=0/363, 6-10=-633/0, 6-12=0/314, 5-12=-473/0, 7-9= 601/0, 7-10=0/317 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verity design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERANCE PAGE M71-7473 rev. 10/03/2015 BE FORE USE. Design valid for use only with Mllel<6 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 poperty incorrxxato this design into file overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12632115 TS0154 F04 Floor 7 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 5 4 0-1-8 H ' 1.5x3 II 1.50 - 1.5x3 = 1.64V 5 Aug It ZVI I MI 19K Inausiries, Inc. Fri Dec Vi 14: V4:- eui / rage 1 I D:0837CakNCJ USyS DiOmC Ddnyd l l m-_nl GkdiSrR FXCpGaYwumclOA2gjL5?tt2f HnQGyDKF_ 0-8-0 oil 8 Scale = 1:19.2 1.50 II 1.5x3 1.5x3 = e D I o I d' 3 d. 12 11 10 9 i sYa II Plate Offsets 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 YES BCDL 5.0 Code FBC2014/TPI2007 m CSI. DEFL. in (loc) I/dell L/d TC 0.55 Vert(LL) 0.0911-12 999 360 BC 0.78 Vert(TL) 0.1311-12 980 240 W B 0.23 Horz(TL) 0.02 8 n/a n/a Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 13=598/0-7-4, 8=592/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-811/0, 3-4=-1052/0, 4-5= 1052/0, 5-6=-845/0 BOT CHORD 12-13=0/523, 11-12=0/1053, 10-11=0/1052, 9-10=0/1052, 8-9=0/515 WEBS 2-13=-761/0, 2-12=0/431, 3-12=-361/0, 6-8=-730/0, 6-9=0/492, 5-9=-505/0 3x6 = PLATES GRIP MT20 244/190 16 v Weight: 63 lb FT = 20 %F, 11 %E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ak mail, C Design valid for use only WithMITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a miss system. Before use, the building designer must verity the applicahllity of design parameters and properly incogoorate this design Into the overall Bracing indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k' building design. 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. fabricatlon, storage, delivery, erecilon and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitule, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply T72632116 T60154 F05 Floor 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant Goy, Florida 33566 7.640 s Aug is 2017 Mi r en ;-;.,hi- ;-. rfi Ur G 1 14:04:ol Z aye ID:0837CakNCJU5ySDiQmCDdnydl 1 m-_nlGkdiSrRFXCpGaYwumclODjgki5?gt2fHnQGyDKF_ 0-1-8 1-4-0 1-9-0 Scale = 1:24.6 1.5x3 II 1.5x3 = 1.5x3 = 1.5x3 I 118 17 19 1.5x3 II 3x6 = r 11-1-0 u_u Plate Offsets (XY)-- 5:0-1-8 Edge] (14:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) 0.07 14-15 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.76 Vert(TL) 0.10 14-15 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No. 1(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 16=671/0-7-4, 9=417/Mechanical, 11=473/0-3-8 Max Grav 1 6=671 (LC; 1), 9=419(LC 7), 11=496(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-937/0, 3-4=-1368/0, 4-5=-1368/0, 5-6=-1065/0, 6-19=-457/0, 7-19=-457/0 BOT CHORD 15-16=0/590, 14-15=0/1255, 13-14=0/1368, 12-13=0/1368, 11-12=0/876, 10-11=0/876, 9-10=0/353 WEBS 2-16=-859/0, 2-15=0/519, 3-15=-474/0, 3-14=0/302, 6-10=-664/0, 6-12=0/331, 5-12=-470/0, 7-9= 503/0 11-7-0 PLATES GRIP MT20 244/190 Weight: 80lb FT=20%F, 11%E Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 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 ITLISS with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I7-7473 rev. 10/03/2015 BEFORE USE. gs Design valid for use only with MiTek© connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not p a trrrss system. Before use, the building designer must verify the applicability of design paramefers a td properly Incorpol(Ife, this design into The overall building design. Bracing indicated is to prevent buckling of Individual inns web and/or chord members only. Additional temporary and permanent bracing Is always required for slability and to prevent collapse with posslble personal injury and Ixoperty damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Tampa. FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty P7jJob Re ference TBO154 F06 Floor 3 1 fional T12 6321 Builders FirstSource, Tampa, Plant City, Florida 33566 0-1-8 H 1 1 4-0 1.5x3 II 1.5x3 = 1.5x3 = 17 16 1 1-9-0 1.5x3 II 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Dec 01 14.04.32 2017 Pagel ID:0837CakNCJU5ySDiQmCDdnyd l l m-Szsexzj4clNOgzrm6eQ?gyxKbEOSgQmOHJ1 LxiyDKEz Scale = 1:24.6 1.5x3 11 3x6 = 14-6-0 14-6-0 Plate Offsets (X Y) 15:0 1 8 Edgel 113:0-1-8 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.13 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL)-0.1911-12 >893 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code FBC2014ffP12007 Matrix) Weight: 80lb FT =20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 15=780/0-7-4, 9=780/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1129/0, 3-4=-1838/0, 4-5=-1838/0, 5-6=-1743/0, 6-7=-1164/0 BOT CHORD 14-15=0/691, 13-14=0/1559, 12-13=0/1838, 11-12=0/1838, 10-11=0/1592, 9-10=0f712 WEBS 2-15=-1007/0, 2-14=0/654, 3-14=-642/0, 3-13=0/557, 4-13=-258/0, 7-9=-1014/0, 7-10=0/675, 6-10=-640/0, 6-11=0/301, 5-11— 317/50 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 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) CAUTION, Do not erect truss backwards. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. Ihls 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 txtckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabtl0y and to prevent collapse with possible personal inlay and property damage. For general guidance regarding tine fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12632118 T60154 F07 Floor 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 0-1-8 H 1-4-0— 1.5x3 II 1.5x3 = 1.5x3 = 18 17 1.5x3 11 1-9-0 19 7.640 s Aug 16 2017 MITek Industries, Inc. Fri Dec 01 14:04:32 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-Szsexzj4clNOgzrm6eQ?9yxNBE3ggTJOHJI LxiyDKEz Scale = 1:24.6 1.5x3 11 3x6 = 5-5-12 6-5-1 14-6-0 5-5-12 0-11-5 8-0-15 Plate Offsets (X Y)-- j5 0-1-8 Edge1 (14 0-1-8 Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.07 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL)-0.1011-12 >898 240 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 80lb FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-2-13 except Qt=length) 16=0-7-4, 9=Mechanical, 13=0-3-8. lb) - Max Uplift All uplift 100 Ito or less at joint(s) except 14=-141(LC 4) Max Grav All reactions 250 lb or less at joint(s) 14 except 16=444(LC 1), 9=523(LC 4), 14=307(LC 3), 13=514(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-519/0, 3-4=-592/0, 4-19=-592/0, 5-19= 592/0, 5-6=-806/0, 6-7=-676/0 BOT CHORD 15-16=0/379, 14-15=0/623, 13-14=0/592, 12-13=0/592, 11-12=0/592, 10-11=0/878, 9-10=0/457 WEBS 2-16=-552/0, 3-14=-277/177, 7-9=-651/0, 7-10=01326, 6-10=-302/0, 5-11=0/330, 5-12=-422/0 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 lb uplift at joint 14. 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." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. sq® Design valid for use only with Mi1ekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not - p a Iruss system. Before use. the building designer must verify the aptDlicahility of design Ixjrcmleters and proporly incoiporaie this design into the overall f building design. Bracing indicated is to prevent txtckling 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, seeANSVTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12632119 TB0154 F08 Floor 1 1 Job Reference o tional Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 Mr I ek Induslnes, Inc. I-ri Uec U1 14:04:33 201 r rage 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-w9Q1 BJkiM2VFR70zgLxEiAUYXeQxZupAVzmuT8yDKEy 0-1-8 H i 1 q 1-9-4 0-10-0 Scale: 1!2"=1' 1.5x3 1.5x3 = 1.5x3 = 1.5x3 II 1 9 3 4 5 19 6 20 7 8 18 17 1.5x3 ll 3x6 — 8-1-2 8.8-9 11-1-4 7-5-12 7;4 5-4 10-5-14 10-9- 14-0-4 r 7-5-12 0E1-8 4-2' 1_f 3-1 2-11-0 0-5-14 0-3-5 0-3-12 Plate Offsets (X Y)-- l5 0-1-8 Edger 114 0-1-8 Edgel LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) 0.07 14-15 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) 0.12 14-15 756 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.02 9 n/a r1/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 78lb FT =20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-2-13 except (jt=length) 16=0-7-4, 9=Mechanical, 11=0-10-4, 13=0-3-8, 13=0-3-8. lb) - Max Uplift All uplift 100 lb or less at joint(s) except 13=-290(LC 6), 13=-285(LC 1) Max Grav All reactions 250 lb or less at joint(s) 11 except 16=591(LC 3), 9=433(LC 1), 12=718(LC 1), 12=718(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-800/0, 3-4=-1020/0, 4-5= 1020/0, 5-19=-622/0, 6-19=-622/0, 6-20=-497/0, 7-20= 497/0 BOT CHORD 15-16=0/516, 14-15=0/1034, 13-14=0/1020, 12-13=0/1020, 11-12=0/631, 10-11=0/631, 9-10=0/375 WEBS 2-16=-752/0, 2-15=0/423, 3-15=-350/0, 6-10=-252/10, 6-12=-297/180, 7-9=-534/0, 5-12=-842/0, 5-13=0/433 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 290 lb uplift at joint 13. 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." WARNING - Veritydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. _ Design valid for use only with MITek© connectors. This design is based only upon parameters shown, and is for an individual building corponent, not a truss system. Before rise, the building desk,Iner must verity the ar)PIicatAIty of design (x4ametets and properly incorporate his design into the overall ttt 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/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 T12632120 T80154 F09 Floor 1 7 Job Reference (optional) nmaers rirsiaource. Tampa, r,a any, --a aa000 0-1-8 H i 1 18 17 1.5x3 11 1,5x3 = 1.5x3 = 2 oVvanuy , moo,,,... ,oy. I D:0837CakNCJU 5ySDiQmCDdnyd 11 m-O M_PMfIK7Md63H?9E3ST ENOj 12j U I LyJ kd W S?byDKEx 1-9-4 0-10-0 1.5x3 3 4 5 19 Scale: 1/2"=1' 7 8 eN-ZIN NZN77SlI c F6 SF 15 14 - 13 12 is'. 6. 11 6• 10 9 8-5-4 1.5x3 II 9-1-12 3-111+ 0-6-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) 0.07 14-15 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(TL) 0.11 14-15 920 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.02 9 n/a Na BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 16=611/0-7-4, 9=502/Mechanical, 11=394/0-8-0 Max Grav 16=611(LC 1), 9=507(LC 7)„ 11=431(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-834/013-4=-1111/0, 4-5=-1111/0, 5-19=-829/0, 6-19=-829/0, 6-7=-631/0 BOT CHORD 15-16=0/535, 14-15=0/1089, 13-14=0/1111, 12-13=0/1111, 11-12=0/820, 10-11=0/820, 9- 10=0/448 WEBS 2-16=-780/0, 2-15=0/447, 3-15=-381/0, 5-12=-586/0, 7-9=-638/0, 7-10=0/281, 6- 10=-297/0 3x6 = 14- 0-4 PLATES GRIP MT20 244/190 Weight: 78 lb FT = 20%F, 11 % E Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verily design parameters and READ NOTES ON THIS. AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an individual Wilding component. not a truss syslem. Before use., the building designer must verify the applicability of design Ixararneters and property incogxmate this design into the overall individual truss and/or chord members only. Additional temporary and permanent bracing Welk' buildingdesign. Bracing indicated is to prevent trickling of web 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 t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12632121 TBO154 F10 Floor 1 1 Job Reference (optional) tomiaers resraource, lamp., n.m wy, nmm. oa oo 0-1-8 u 1 1-4-0 8 7 1.5x3 1.5x3 = 1.5x3 = 3x4 = 1 2 ID:0837CakNCJU5ySD66l5dnydllm-OM_PMfIK7Md63H?9E3STENOi.W2nu.IKgJkdWS?byDKEx 1- 7-12 i _i 0-9-0 P r3-8 1-3-0 Scale = 1:20.3 3x4 = 1.5x3 II 3x6 3x6 3 4 5 3x4 = 6 3x6 = 7 8 9 I I I I1 d. 15 14 13 & 12 6. 11 10 Jx4 — 3x4 — .11 — --- .,,.., 9- 3-q 9- 3-4 2-0-8 b-8 Plate Offsets (X Y)-- 5:0-1-8 Edqe) (14 0-1-8 Edgel LOADING ( psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) -0.07 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(TL) -0.11 14-15 . >944 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 71 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 16=571/0-7-4, 9=468/0-3-0, 12=178/0-8-0 Max Grav 1 6=572(LC 7), 9=510(LC 7), 12=344(LC 8) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-764/0, 3-4=-942/0, 4-5=-942/0, 5-6=-572/0, 6-7=-430/0, 7-8=-444/0, 8-9=-430/0 BOT CHORD 15-16=0/498, 14-15=0/981, 13-14=0/942, 12-13=0/942, 11-12=0/572 WEBS 9-11=0/618, 6-12=-73/290, 2-16=-725/0, 2-15=0/398, 3-15=-324/0, 5-12=-596/0, 6- 11=-320/6 NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010=015 BEFORE USE. Design valid for use only with MiTek(D connectors. this design Is based only upon parameters shown, and Is for an Individual building component, nol - il aILWsystem. Before use, the building designer must verify the applicability of design p urameters and properly Incolpoiate this design Inlo the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Addlilonal temlwrary and permanent bracing MiTek, is always required for staLAIlty, and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety bntormation available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply T12632122 TBO154 Fit Try- GABLE 1 1 Job Reference (optional) buriaers rnsraource, pampa, riam uny, rionoa a u oHe y ayc I D:0837CakNCJ U 5yS DiQmC Ddnyd 11 m-sYYnZ_myuglzh RaLnmzinbZzU RG 11 rl SzH F?Y 1 yDKEw Scale = 1:19.1 7 1-4-0 2-8-0 4-0-0 5-4-0 6-8-0 1 8-0-0 1 9-1-12 Q-4-Q 10-8-0 _ _ 11-3-12 j1-7-4 1-40 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-1-12 62 1-4-0-7-12 b-3-8 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(ILL) -0.00 11 n/r 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) -0.00 11 n/r 80 BCLL 0.0 Rep Stress Incr YES W B 0.03 HOIz(TL) 0.00 13 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 58 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 11-7-4. lb) - Max Grav All reactions 250 lb or less at joint(s) 22, 13, 21, 20, 19, 18, 17, 16, 15, 14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and isfor an individual building component, not a If uss¢ system. Before use, the building designer rnust verify the applicabtlity of design ixurameters and Ixopedy incorporate This design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord memlxrs only. Additional temiwrary 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 fobrlcation, 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 T12632123 TBO154 F12 Floor 1 1 Job Reference (optional) omioers rirsraource, -pa, ram a y, nonoa as000 0-1-8 H 1 1.5x3 II 1.5x3 = 1.5x3 = 19 18 r. ovv s nu9 , o " , r in rage I D:0837CakNCJ U 5ySD iQmC Ddnyd l l m-sYYnZ_myuglzhRaLnmzinbZnU RC 11 mVSzH F?Y1 yD KEw 1-9-4 ' 0-10-0 1.5x3 II 1.5x3 I,I 3 4 5 6 7 9 Scale = I:26.6 10 3x6 = 3x6 = a r 1"A 7-7-4 9-9-4 9-10 120-L15- 7-4 7- 7-4 2-2-0 8' 5-7-0 0- 1-8 Plate Offsets (X Y)-- 114:0-1-8 Edge] 115:0-1-8 Edge] LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) -0.01 12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.27 Vert(TL)-0.0211-12 999 240 BCLL 0.0 Rep Stress Incr NO WB 0.32 HOrz(TL) 0.01 11 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 89lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.l (flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 9-7-4 except Qt=length) 11=0-3-8, 11=0-3-8, 13=0-3-8, 13=0-3-8. lb) - Max Grav All reactions 250 lb or less at joint(s) except 17=459(LC 3), 11=893(LC 5), 11=888(LC 1), 16=959(LC 3), 15= 895(LC 1), 14=735(LC 3), 13=1724(LC 4), 13=1693(LC 1) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=0/405, 7-8=0/405, 8-9=-645/0 BOT CHORD 16-17=0/313, 12-13=0/531, 11-12=0/735 WEBS 2-17=-457/0, 2-16=-695/0, 3-16= 558/0, 3-15=-514/0, 4-15=-500/0, 9-11=-1046/0, 8- 13=-1322/0, 6-13= 471/0, 5-14=-552/0, 7-13=-436/0 NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 11-17=-10, 1-10--350 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. s Design valid for use only with MITekO connectors. this design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the, ipr icability of design parameters and properly incogporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional feml:)orary and permanent bracing Micelle` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSI/TPI t Quality Criteria, DSB-89 and 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 T12632124 TBO154 F13 Floor t 1 Job Reference o tional o Hersrr5 e, .-p., d - Y, oo _ ., y --_,., ....._..... - - .. . _ _ I D:0837CakNCJ U5yS DiQmCDdnyd l l m-Kk69nKmafztgl a9XLT UxJo616rTkm FwcBx?Y4TyDKEv 0-1-8 H 11 1-9-6 Scale = 1:25.2 2 20 19 1.5x3 3 4 5 6 7 8 9 10 1.5x3 3x6 = 3x6 = t5-i-8 17-6-8 11-10- 14-6-14 14- 14 11-6-8 03-t 2-8-8 0- -0 0-5-10 Plate Offsets (X Y)-- 15:0-1-8 Edge] (16 0-1-8 Edqe] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) 0.08 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) 0.12 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.02 12 n/a n/a BCDL 5.0 Code FBC2014IfP12007 Matrix) Weight: 90 lb FT = 20%F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. REACTIONS. (lb/size) 18=603/0-7-4, 12=72/0-4-15, 13=955/0-4-15 Max Upliftl2= 81(LC 8) Max Gravl8=604(LC 3), 12=243(LC 7), 13=1008(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-820/0, 3-4=-1076/0, 4-5=-1076/0, 5-6=-710/0, 6-7=-159/479, 7-8=-159/479 BOT CHORD 17-18=0/527, 16-17=0/1069, 15-16=0/1076, 14-15=0/1076, 13-14=0/444 WEBS 2-18= 768/0, 2-17=0/438, 3-17= 372/0, 6-13= 833/0, 6-14=0/518, 5-14= 554/0, 8-13=-457/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 12. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekrf) connectors. This design is based only upon parameters shown, and is for an individual Lwilding component, not a to 1ss 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 memberspeonly. Additional temporary and rmanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSI/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 T12632125 TB0154 F14 Floor 6 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 0-1-8 N 1-4-0— i 1.5x3 11 1.5x3 = 1.5x3 = 18 17 1.5x3 11 1.5x3 11 b4U S Aug 1b ZU1I MI I eK mousirle5, mc. Fri Dec U 1 i4 04 37 20 i / rage i ID:0837CakNCJU5ySDiQmCDdnyd1 l m-pxgX_gnCQH?hwkkkvB?ASOe8W FklVgjlQbk6cwyDKEu Scale = 1:25.7 3x6 = 15-1-8 15-1-8 Plate Offsets (X Y)-- 13 0-1-8 Edge], 114:0-1-8 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 0.75 Vert(LL) -0.14 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(TL) -0.21 12-13 >844 240 BCLL 0.0 Rep Stress Iner YES W B 0.34 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 84lb 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) 16=815/0-7-4, 10=815/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1192/0, 3-4=-1974/0, 4-5=-1974/0, 5-6=-1974/0, 6-7=-1882/0, 7-8=-1225/0 BOT CHORD 15-16=0/725, 14-15=0/1651, 13-14=0/1974, 12-13=0/2037, 11-12=0/1679, 10-11=0l748 WEBS 2-16=-1056/0, 2-15=0/699, 3-15=-685/0, 3-14=0/609, 4-14=-317/0, 8-10=-1066/0, 8-11=0/712, 7-11=-678/0, 7-12=0/303, 6-12= 262/0, 6-13= 334/245 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 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) CAUTION, Do not erect truss backwards. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MttekO connectors. This design Is based only ury n parameters shown, and is for an Individual building component, not - - a to lss system. Before use, the building designer mi.isl verify the applicahilr y of design paran'leters and ixopelty incogxrate this design into the overall ,pbuildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temT nn aryandpermanentbrac'IY ingTekO is always mqulred 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 busses and truss systems, se.eANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type city Ply T12632126TJ.b TBO754 F15 Floor 5 erence o tional bmaers rirsraource. Tampa, ream —Y, nonua o0000 0-1-8 H1 1 1.5x3 1.5x3 = 1.5x3 = 1 2 18 17 ID:0837CakNCJU5ySDiQmCDdnydl l m-pxgX_gnCQH?hwkkkvB?AsOe6W FjYVgbiQbk6cwyDKEu 1114 0-8-0 1.5x3 II 1.5x3 II 3 4 5 6 0 a 1.r,8 SCale = 1:26.5 1.5x3 1.5x3 = 7 8 9 3x6 = 15-4-4 _ Plate Offsets (X Y)-- 13 0-1-8 Edge], [14.0-1-8 Edge] LOADING (psf) TCLL 40.0 SPACING- 2-0-0 Plate Grip DOL 1.00 CSI. TC 0.87 DEFL. in (loc) I/dell L/d Veft(LL) -0.17 12-13 >999 360 PLATES GRIP MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Verl(TL) -0.24 12-13 >737 240 BCLL 0.0 BCDL 5.0 Rep Stress Incr YES Code FBC2014ITP12007 WB 0.35 Matrix) Horz(TL) 0.04 10 n/a n/a Weight: 84lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 16=827/0-7-4, 10=821/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1214/0, 3-4=-2033/0, 4-5=-2033/0, 5-6=-2033/0, 6-7— 1929/0, 7-8=-1249/0 BOT CHORD 15-16=0/736, 14-15=0/1685, 13-14=0/2033, 12-13=0/2092, 11-12=0/1715, 10-11=0/760 WEBS 2-16=-1073/0, 2-15=0/713, 3-15=-704/0, 3-14=0/651, 4-14=-341/0, 8-10=-1080/0, 8-11=0/730, 7-11=-696/0, 7-12=0/320, 6-12=-276/0, 6-13=-333/270 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Old (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mllekra connectors. This design is based only upon parameters shown, and is for an individual building cornponenl, not - - a Ines system. Before use, the building designer muss verify the aid licalailiN of design Ixaranreters aid properly in('01POrate this design tnb the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temlxxary and permanent bracing :MiTek` is always required for stability and to prevent collapse will) possible personal injury and property damage. For general guidance regarding rile fabricallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty P72Jb T12632127 T60154 FG1 FLOOR 1 Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. FriDec 01 14:04:38 2017 Page 1 1 D:0837CakNCJU5ySDiQmCDdnydl 1 m-H7DwC0orBb7YYuJwTuW QPDBHef8DE?mvfFUfBMyDKEt 2-8-13 5-3-14 7-12-15 10-6-0 13-2-13 2-8-13 2-7-1 2-7-1 2-7-1 2-8-13 2x4 II 4x12 = 5x8 = 2x4 11 5xl2 = Scale = 1:23.7 2x4 11 4x10 MT20HS 11 602 MT20HS = 3x8 11 5x12 = 2x4 11 5x8 = 2-8-13 5-3-14 7-10-15 10-6-0 13-2-13 22 81 13 2-7-1 2-7-1 2-7-1 2-8-13 Plate Offsets (X Y) (10 0-4-12 0-1-8j 111.0-5-12 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) -0.21 9-10 >736 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Verf(TL) -0.32 9-10 >479 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO W B 0.86 Horz(TL) 0.05 7 n/a r1/a BCDL 5.0 Code FBC2014fTP12007 Matrix) Weight: 153 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.t TOP CHORD Structural wood sheathing directly applied or 2-8-12 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. 1-11,3-11,3-9,5-9,5-7: 2x4 SP No.1 REACTIONS. (lb/size) 12=5115/0-4-15, 7=5021/0-4-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-4131/0, 1-2=-8543/0, 2-3=-8543/0, 3-4=-12559/0, 4-5=-12559/0, 5-6= 255/0 BOT CHORD 12-13=0/347, 13-14=0/347, 11-14=0/347, 11-15=0/13422, 15-16=0/13422, 10-16=0/13422, 10- 1 7=0/1 3422, 17-18=0/13422, 9- 18=0/13422, 9-19=0/8194, 19-20=0/8194, 20-21=0/8194, 8-21=0/8194, 8-22=0/8194, 7-22= 0/8194 WEBS 1-11=0/9073, 3-11=-5401/0, 3-10=0/2373, 3- 9=-956/0, 5-9=0/4831, 5-8=0/1439, 5-7=-8790/0 NOTES- (8) 1) 2-ply truss to be connected together with 1 Od (0. 131 "xX) 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 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 516 lb down at 0-6-1, 234 lb down and 90 lb up at 1-0-1, 770 lb down at 2-6- 1, 805 lb down at 3-0-1, 770 Ito down at 4-6-1, 805 Ib down at 5-0-1, 770 lb down at 6-6-1, 805 lb down at 7-0-1, 409lb down at 8-6-1, 805 lb down at 9-0-1, 409 lb down at 9-6-9, and 805 lb down at 11-0-1, and 809lb down at 13-1-1 on bottom chord. The design/selection of Such connection device( s) is the responsibility of others. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-6= 100, 7-12=-10 ontinued on page 2 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with 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 verity the applicatAlity of design Iaramete s and propery inCogPorale 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 IX:rmanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabticalion, 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 T12632127 T60154 FG1 FLOOR t 2 Job Reference (optional) Builders FirslSource. Tampa, Plant Gdy, Honda 33566 r.b40 s Aug I ZV1 I MI1 eK rnau Sines. Inc. rn uec Vl 14: u4:Ju ev I l rage z I D:0837CakNCJ U5yS DiQmC Dd nyd 11 m-H7DwC0orBb7YYuJwTu W QPD BHef8D E?mvf FUf8MyDKEt LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=-809(B) 11=-1575(F=-770, B=-805)13=-516(F) 14— 234 15=-770(F) 16= 805(B) 17=-770(F)18=-805(B)19=-409(F)20= 805(B)21= 409(F)22=-805(B) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/MMIS BEFORE USE. a Design valid for use only with Milek© connectors. This design is based only upon parornoters shown, and is for an Individual building component not - a truss system. Before use, the building designer musl verify the applicability of design parameters and prof of ly incorlwrofe this design into The overall building design. &acing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi.3'ek` IS always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSIJTPI1 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. Mexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12632128 TBO154 FG2 Flat Girder 1 e 2 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Dec 01 14:04:39 2017 Page 1 ID:0837Ca1kNCJU5ySDiQmCDdnyd1 l m-IJnIPMpTyuFO92u6Oc2fxRjWr3XozU12uvDDhoyDKEs 2-3-2 4-4-7 6-5-13 8-8-14 2-3-2 2-1-6 2-1-6 2-3-2 Scale = 1:16.8 2x4 3x8 = 2x4 5x8 = 5x8 = 1 2 11 12 3 13 4 14 5 10 6 4x6 11 4x6 11 2-3-2 4-4-7 6-5-13 8-8-14 2-3-2 2-1-6 2-1-6 2-3-2 Plate Offsets (X Y)-- j6:Edge 0-3-81 17:0-5-0 0-4-4j 19:0-5-0 0-4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.04 8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC OA2 Vert(TL) -0.11 8 >953 180 BCLL 0.0 * Rep Stress Incr NO W B 0.75 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 103 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-5 oc puffins, except BOT CHORD 2x6 SP M 26 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-9,3-9,3-7,5-7: 2x4 SP No.2 REACTIONS. (lb/size) 10=2607/Mechanical, 6=3602/0-4-15 Max Uplift10=-316(LC 4), 6=-278(LC 4) Max Grav 10=3035(LC 2), 6=4215(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-2699/27311-2-4606/420, 2-11 =-4606/420,11-12=-4606/420, 3-12= 4606/420, 3- 13=-5200/404, 4-13= 5200/404, 4-14= 5200/404, 5-14=-5200/404, 5-6=-3416/263 BOT CHORD 9-16=-553/6966, 16-17=-553/6966, 8-17= 553/6966, 8-18=-553/6966, 18-19=-553/6966, 7- 19= 553/6966, 7-20=-20/308, 20-21=-20/308, 6-21=-20/308 WEBS 1-9= 459/5117, 2-9=-264/98, 3-9=-2731/154, 3-8=-178/1582, 3-7=-2043/172, 4- 7= 1274/134, 5-7= 445/5660 NOTES- ( 12) 1) 2-ply truss to be connected together with 10d (0.131"xX) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-5-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 00. 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) 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 othermembers. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 316 lb uplift at joint 10 and 278 lb uplift at joint 6. 9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 227 lb down and 60 lb up at 2-11- 0, 159 lb down and 42 lb up at 3-11-0, and 958 lb down and 252 lb up at 5-11-0, and 629 lb down and 166 lb up at 7-11-0 on top chord, and 659 lb down and 157 lb up at 1-9-12, 1253 lb down at 3-0-8, 659 lb down and 157 lb up at 3-9-12, 487 lb down at 5-0-12, and 659 lb down and 157 lb up at 5-9-12, and 413 lb down at 7-0-12 on bottom chord. The design/selection of such connection nnfINYW W AH p-,responsibility of others. 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,D connectors. This design is based only upon parameters shown, and is for an Individual building cornrlo vent, not - a truss system. Before use, the balding designer must verify the ar:ipticabilily of design rxiu:nne-tersand properly incorporate If design into the overall building design. Bracing indicated is to prevent tackling of Individual truss web and/or chord members only. Additional temporary_ emporary and permanentbracing :M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI t Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available frorn Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply T12632128 T60154 FG2 Qty Flat Girder 1 2 Job Reference (optional) Builders FI1StSOUrCe, Tampa, Plant city, Florida 33566 /.640 s Aug 16 2U1 / mi I as Industries. Inc. rn Uec ul 14:U4:3y LUl / rage 2 I D:0837CakNCJ U SySDiQmCDdnyd l l m-IJnI PMpTyuFO92u60c2fxRj W r3XozU 12uvD DhoyDKEs 12) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-11=-70, 5-11=-170, 6-10=-20 Concentrated Loads (lb) Vert: 11 =-227(F) 12=-1 59(F) 13=-958(F) 14=-629(F) 15=-659(B) 16=-313(F) 17=-659(B) 18=-117(F) 19=-659(B)20=-98(F) 21=-401 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-11=-60, 5-11=-160, 6-10=-20 Concentrated Loads (lb) Vert: 1 1=-202(F) 12=-141 (F) 13=-852(F) 14=-559(F) 15=-584(B)16= 1018(F)17=-584(B)18=-394(F)19=-584(B)20=-334(F)21=-755 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-11=-30, 5-11=-130, 6-10=-40 Concentrated Loads (lb) Vert: 11=-177(F) 12=,124(F) 13=-745(F) 14=-489(F) 15=-490(B) 17=-490(B) 19=-490(B) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=34, 5-11=-66, 6-10= 10 Concentrated Loads (lb) Vert: 11=60(F) 12=42(F) 13=252(F) 14=166(F) 15=147(13) 17=147(B) 19=147(B) 5) Dead +0.6 MWFRS Wind (Pas. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=34, 5-11=-66, 6-10=-10 Concentrated Loads (lb) Vert: 11=60(F) 12=42(F) 13=252(F) 14=166(F) 15=147(B) 17=147(B) 19=147(B) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11= 5, 5-11=-105, 6-10=-20 Concentrated Loads (lb) Vert: 11=-148(F) 12=1-104(F) 13= 625(F) 14= 410(F) 15=157(B) 17=157(B) 19=157(B) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=-5, 5-11=-105, 6-10=-20 Concentrated Loads (lb) Vert: 11=-148(F) 12= 104(F) 13=-625(F) 14=-410(F) 15=157(B) 17=157(B) 19=157(B) 8) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=34, 5-11=-66, 6-10= 10 Concentrated Loads (lb) Vert: 11=60(F) 12=42(F) 13=252(F) 14=166(F) 15=147(B) 17=147(B) 19=147(B) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=34, 5-11= 66, 6-10=-10 Concentrated Loads (lb) Vert: 11=60(F) 12=42(F) 13=252(F) 14=166(F) 15=147(B) 17=147(B) 19=147(B) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=34, 5-11=-66, 6-10=-10 Concentrated Loads (lb) Vert: 11=60(F) 12=42(F) 13=252(F) 14=166(F) 15=147(B) 17=147(B) 19=147(B) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=34, 5-11=-66, 6-10=-10 Concentrated Loads (lb) Vert: 11=60(F) 12=42(F) 13=252(F) 14=166(F) 15=147(B) 17=147(B) 19=147(B) 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=-5, 5-11=-105, 6-10=-20 Concentrated Loads (lb) Vert: 11=-148(F) 12=-104(F) 13=-625(F) 14=-410(F) 15=157(B) 17=157(B) 19=157(B) 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=-5, 5-11=-105, 6-10= 20 Concentrated Loads (Ib) Vert: 11=-148(F)12=-104(F)13=-625(F)14=-410(F)15=157(B)17=157(B)19=157(B) 14) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (pit) Vert: 1-11=-30, 5-11=-130, 6-10=-20 Concentrated Loads (Ib) Vert: 11= 126(F)12=-88(F)13= 532(F)14=-349(F)15=-358(B)16=-1253(F)17= 358(B)18=-487(F)19= 358(B)20=-413(F) 21=-873 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 WARNING - Verify design parameters and READ NOTES ON THIS AND INCL UDED MITEK REFERANCE PAGE M11-7473 rev. 10MI2015 BEFORE USE. s _ Design valid for use only with MilokJ connectors. This design is based only rpon parameters shown, and is for an individual building component. not - a it system. Before use, the building designer rnust verify the alx-licability of design rXIKInnelers and properly incogxxate this design into the overall building design. &acing indicated is to prevent Ixrckling of individual Huss web and/or chord members only. Additia'lal tem{wrary and {:lermanerll boxing -- TeW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding ftle fabrication, storage, delivery, erection and bracing of trusses and truss systems, secANSI/TPI i Quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type oty Ply T12632126 TBotsa FG2 Flat Girder 2 Job Reference o tional builders MrstSource, I ampa, - Flan Gny. Honda :iJbbb LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-11— 41, 5-11=-141, 6-10=-20 Concentrated Loads (Ib) Vert: 11=-218(F) 12=-153(F) 13=-921(F) 14— 605(F) 15=88(B) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) vvv a ray iu cv,, - en u, —t. ID:0837CakNCJU5ySDiOmCDdnydl l m-IJnIPMpTyuFO92u60c2fxRjWr3XozU12uvDDhoyDKEs 17=88(B)19=88(B) Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11_ 41, 5-11=-141, 6-10— 20 Concentrated Loads (lb) Vert: 11= 218(F) 12=-153(F) 13=-921(F) 14=-605(F) 15=88(B) 17=88(B) 19=88(B) 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=-41, 5-11=-141, 6-10= 20 Concentrated Loads (lb) Vert: 11=-218(F) 12=-153(F) 13=-921(F) 14=-605(F) 15=88(B) 17=88(B) 19=88(B) 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=-41, 5-11=-141, 6-10=-20 Concentrated Loads (lb) Vert: 11=-218(F) 12=-153(F) 13=-921(F) 14= 605(F) 15=88(B) 17=88(B) 19=88(B) 19) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=34, 5-11=-66, 6-10=-10 Concentrated Loads (lb) Vert: 11=60(F) 12=42(F) 13=252(F) 14=166(F) 15=-365(B) 17=-365(B) 19= 365(B) 20) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=34, 5-11=-66, 6-10=-10 Concentrated Loads (lb) Vert: 11=60(F) 12=42(F) 13=252(F) 14=166(F) 15=-365(B) 17= 365(B) 19— 365(B) 21) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=-5, 5-11=-105, 6-10=-20 Concentrated Loads (lb) Vert: 11 =- 1 48(F) 12=-104(F)13 625(F) 14=-410(F) 15=-355(B) 17=-355(B) 19=-355(B) 22) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=-5, 5-11=-105, 6-10=-20 Concentrated Loads (lb) Vert: 11= 148(F) 12=-104(F) 13=-625(F) 14=-41O(F) 15=-355(B) 17=-355(B) 19=-355(B) 23) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=34, 5-11=-66, 6-10=-10 Concentrated Loads (Ib) Vert: 11=60(F) 12=42(F) 13=252(F) 14=166(F) 15= 365(B) 17— 365(B) 19= 365(B) 24) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=34, 5-11=-66, 6-10=-10 Concentrated Loads (lb) Vert: 11=60(F) 12=42(F) 13=252(F) 14=166(F) 15=-365(B) 17=-365(B) 19=-365(B) 25) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=34, 5-11=-66, 6-10=-10 Concentrated Loads (lb) Vert: 11=60(F) 12=42(F) 13=252(F) 14=166(F) 15=-365(B) 17=-365(B) 19=-365(B) 26) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=34, 5-11=-66, 6-10=-10 Concentrated Loads (lb) Vert: 11=60(F) 12=42(F) 13=252(F) 14=166(F) 15=-365(B) 17=-365(B) 19=-365(B) 27) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1 st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=-5, 5-11=-105, 6-10=-20 Concentrated Loads (lb) Vert: 11=-148(F) 12=-104(F) 13=-625(F) 14=-410(F) 15=-355(B) 17=-355(B) 19=-355(B) 28) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=-5, 5-11=-105, 6-10=-20 Concentrated Loads (Ib) Vert: 1 1=-148(F) 12=-104(F) 13=-625(F) 14=-410(F) 15=-355(B)17=-355(B) 19=-355(B) 29) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=-41, 5-11=-141, 6-10=-20 Concentrated Loads (lb) Vert: 11=-218(F) 12= 153(F) 13= 921(F) 14= 605(F) 15=-525(B) 17=-525(B) 19=-525(B) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. _ Design valid for use only with MiTek® connectors. This design is based only upon Iwrarnelers shown, and is for an individual [wilding companent, not a him system. Before Ursa, the building designer must verify The Oppllcahllity of design parameters and properly Incoq:xxate fhls design into flue 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, seeANST/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 T12632128 TBO154 FG2 ]Flat Girder 1 e G JobReference (optional) Builders FirstSource, Tampa, F lan1 cey, Flonda 3356b a y io<vi, 1. vv>11—,111. 1 .1 I D: 0837CakNCJ U 5yS DiQmCDdnyd l l m-IJnI PMpTyuFO92u60c2fxRj W r3XozU I2uvD D hoyDKEs LOAD CASE( S) Standard 30) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads ( plf) Vert: 1- 11=-41, 5-11=-141, 6-10= 20 Concentrated Loads ( lb) Vert: 1 1=-218(F) 12= 153(F) 13=-921(F) 14=-605(F) 15=-525(B) 17= 525(B)19=-525(B) 31) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads ( plf) Vert: 1- 11=-41, 5-11=-141, 6-10=-20 Concentrated Loads ( Ib) Vert:11=- 218(F) 12= 153(F)13= 921(F) 14=-605(F) 15=-525(B) 17=-525(B) 19=-525(B) 32) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads ( plf) Vert: 1- 11=41, 5-11=-141, 6-10=-20 Concentrated Loads ( Ib) Vert: 11 =- 218(F) 12=-1 53(F) 13=-921 (F) 14=-605(F)15=-525(6)17=-525(B)19=-525(8) 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 Iaaraineters shown, and is for an Individual Wilding component, not a hrrss sysien'I. Before use. the Wilding designer must verify the applicability of design parcnnelers and properly incorporate this design into the overall building design. Bracing indicated Is to prevent Lxrckling of individual truss web and/or chord members only. Additional temporary and permanent l:>racing Mi'{ ek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Qualify 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 T12632129 TB0154 FG3 FLOOR 1 2 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1 3x4 = 2-5-7 4-7-6 5-6-0 7-6-0 2-5-7 2-1-15 0-10-10 2-0-0 3x8 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Uec 01 14T4:40 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl1 m-DWLgcip5jCNFnCTJaJZuUeGmBSvmi?5C6ZzmDEyDKEr 1-5-4 ' 2-4-12 12-8-4 5x8 = 3x8 3x4 = 3x4 = 6x8 = Scale: 1/2"=1' 3x4 = 2-5-7 4-7-6 5-6-0 7-6-0 8-11-4 11-4-0 14-0-4 2-5-7 2-1-15 0-10-10 2-0-0 1-5-4 2-4-12 2-8-4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.27 Vert(ILL) -0.02 13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.31 Vert(TL) -0.03 13 >999 240 BCLL 0.0 Rep Stress Incr NO W B 0.49 Horz(TL) 0.00 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 143lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=425/0-7-4, 9=1257/Mechanical, 11=2038/0-8-0 Max Grav 16=443(LC 3), 9=1273(LC 4), 11=2038(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=419/0, 1-2=-570/0, 2-3=-570/0, 3-4=-402/91, 4-5=-402/91, 5-6=-402/91, 6-7_ 1608/0, 7-8=-1608/0, 8-9=-1204/0 BOT CHORD 14-15=0/696, 13-14=0/696, 12-13=-91/402 WEBS 1-15=0/623, 3-13=-603/0, 5-12= 359/0, 6-12=0/807, 6-11=-1979/0, 6-10=0/2061, 7-10=-881/0, 8-10=0/1686 NOTES- (9) 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 7-10 2x4 - 1 row at 0-2-0 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) Unbalanced floor live loads have been considered for this design. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Refer to girder(s) for truss to truss connections. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 976 lb down at 11-5-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-6= 100, 6-8=-350, 9-16=-10 Concentrated Loads (lb) Vert: 10=-976(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. 0 Design valid for use only with MiTek(b connectors. This design is based only upon parameters shown, and is for an Individual building component. not a trim system. Before use, the building deskgner must verify the applicability of design p, rrameters and poperty incorponaie this design into the overall Bracing Indicated is to buckling of individual truss web and/or chord meml:>ers only. Additional temporary and permanent bracing MiTek° building design. 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, 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 T12632130 T60154 FG4 FLOOR 1 f2 Job Reference (optional) Builders FirstSource. Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Dec 01 14:04:40 2017 Page 1 I D:0837CakNCJU5ySDiOmCDdnydl 1 m-DW Lgcip5jCNFnCTJaJZuUeGjBSzl i61C6ZzmDEyDKEr 2-11-0 2-11-0 3x4 = 2 2x4 I I 2X4 11 2-11-0 3x6 = 3 Scale = 1:9.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.00 3-4 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.04 Vert(TL) -0.00 3-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC20141FP12007 Matrix) Weight: 29 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=522/Mechanical, 3=986/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-4= 459/0, 2-3=-459/0 NOTES- (6) 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-8-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 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) "This manufactured product is designed as an individual building component. The suitability and use 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: 1-2= 350(F= 250), 3-4=-10 Concentrated Loads (lb) Vert: 3=-504 5=-59 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Milek© connectors. This design is based only upon parameters shown. and is for an individual br.rilding comronent, not a to rss system. Before use, the building designer must verify the al:>plicability of design txjrameters r,1nd properly incoi pxate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temlwrary and permanent bracing -I ffek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss system, seeANSI/TPI1 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available trom Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T12632131 T60154 H7A Diagonal Hip Girder 5 1 Job Reference o tional Builders FirslSource. Tampa, Plant City, Florida 33566 7,640 s Aug 16 2017 MiTek Industries, Inc. Fri Dec 01 14:04:40 2017 Page 1 ID:0837CakNCJU5ySDiOmCDdnydl1 m-DW Lgcip5jCNFnCTJaJZuUeGhNSrJilvC6ZzmDEyDKEr 9-10-1 1-5-0 5-1-9 4-8-7 c+i zv u p 3x4 = 3x4 = Scale = 1:22.3 5-1-9 9-10-1 5-1-9 4-8-7 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 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 0.37 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 42lb FT =20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=1 71 /Mechanical, 2=520/0-10-15, 5=344/Mechanical Max Horz2=176(LC 4) Max Uplift4=-111(LC 4), 2=-154(LC 4), 5=-88(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-808/191, 8-9= 743/208, 3-9=-733/195 BOT CHORD 2-11=-275/731, 11-12=-275l731, 7-12=-275/731, 7-13= 275/731, 6-13=-275l731 WEBS 3-7=0/288, 3-6=-793/299 Structural wood sheathing directly applied or 6-0-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; 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 111 lb uplift at joint 4, 154 Ib uplift at joint 2 and 88 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) 77 lb down and 110 lb up at 1-4-15, 77 lb down and 110 lb up at 1-4-15, 44 Ib down and 47 lb up at 4-2-15, 44 lb down and 47 lb up at 4-2-15, and 95 lb down and 110 lb up at 7-0-14, and 95 lb down and 110 lb up at 7-0-14 on top chord, and at 1-4-15, at 1-4-15, 12 lb down at 4-2-15, 12 lb down at 4-2-15, and 39 lb down at 7-0-14, and 39 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-4=-70, 2-5=-20 Concentrated Loads (Ib) Vert: 8=94(F=47, B=47) 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 MII-7473 rev. 1010312015 BEFORE USE. r r Design valid for use only with MITekR connectors. This design Is based only upon parameters shown, and is for an Individual bi.iilding comlao vent, not - p a truss system. Before use, the building designer Must verity file applicatAity of design parameters and p"operly incorporate Ines design into the overall a building design. Bractng indicated is to prevent buckling of Individual truss web and/or chord members only. Addlitonal temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty ply T12632132 TB0154 HJ2 Diagonal Hip Girder 1 i Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 T640 s Aug 16 2017 MiTek Industries, Inc. Fri Dec 01 14:04:41 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-hiv2g2gjUW W6PM1 V81470spwYsHoRZ?LLDiJlhyDKEq 1-5-0 3-5-11 ---- 1-5-0 3-5-14 Scale = 1:10.8 2x4 — r 3-5-11 3-5-11 LOADING(pst) SPACING- 2-0-0 CS1. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.01 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr NO W B 0.00 Horz(TL) -0.00 3 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 131b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=49/Mechanical, 2=227/0-4-9, 4=32/Mechanical Max Horz 2=81(LC 22) Max Uplift3=-30(LC 8), 2=-96(LC 4) Max Grav3=59(LC 35), 2=227(LC 1), 4=64(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 30 lb uplift at joint 3 and 96 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) 75 lb down and 110 Ito up at 1-4-15, and 75 lb down and 110 lb up at 1-4-15 on top chord, and at 1-4-15, and at 1-4-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 2-4=-20 Concentrated Loads (lb) Vert: 5=94(F=47, 8=47) WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103MIS BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building corponent, not a trtrss system. Before use, the building designer must verify the aplAicaNilly of design paramelers and pror", ly incorporate this design Into the ov..Al ®®® building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temlwrary 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, slorage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI T Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plaie Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T12632133 TBO154 HJ5 Diagonal Hip Girder 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Dec 01 14:04:42 2017 Page i ID:0837CakNCJU5ySDiOmCDdnydl 1 m-9uTQ1 OrLFpezOVchikbMZ3L_BGXdAOFUasStH7yDKEp 1-5-0 3-8-10 7-0-2 1-5-0 3-8-10 3-3-8 Scale = 1:16.9 1a0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.09 2-4 906 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(TL) 0.25 2-4 328 180 BCLL 0.0 Rep Stress Incr NO W B 0.00 HOrz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 24 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=198/Mechanical, 2=353/0-4-9, 4=77/Mechanical Max Horz2=134(LC 4) Max Uplift3= 113(LC 8), 2=-111(LC 4) Max Grav3=198(LC 1), 2=353(LC 1), 4=123(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint 3 and 111 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) 75 lb down and 110 lb up at 1-4-15, 75 lb down and 110 lb up at 1-4-15, and 60 lb down and 64 lb up at 4-2-15, and 44 lb down and 47 lb up at 4-2-15 on top chord, and at 1-4-15, at 1-4-15, and 15 lb down at 4-2-15, and 12 lb down at 4-2-15 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=94(F=47, B=47) 6=-2(B) 8=-O(B) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312016 BEFORE USE. Design valid Tot use only with MITekO connectors. lhls design is based only upon parameters shown, and is for an individual building component, not a in.tss system. Before use, the build0ig designer MUSS verify the ar)lpilcahilityof design Ixaramefeis and properly Incorporate this deskgn it the overall only. Additional tempxxary and peirnanent bracing Mffek' buildingdesign. &acing indicated Is to prevent txickling of Individual truss web and/or chord members is always required for stability and to ptevent collapse with possible rx isonalinjury awd property damage. for general guidance regarding the 6904 Parke East Blvd. fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, see.ANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 SafetyInformationavollablefromTrussPlateInstitute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314, Job Truss Truss Type Qty Ply T12632134 TBO154 HJ7 Diagonal Hip Girder 2 1 Job Reference (optional) Builders FIr81SOUrce, Tampa, Plant City. Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Dec 01 14:04:42 2017 Page 1 I D:0837CakNCJ U 5yS DiOmC Ddnyd 11 m-9uTQ 1 OrLFpezOVchikbMZ3L3NGXdAwZUasStH7yD KEp 1-5-0 5-3-15 i 9-10-1 1-5-0 5-3-15 4-6-1 Scale = 1:21.1 3x4 = 5-3-15 i 9-10-1 5-3-15 4-6-1 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0-03 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.12 6-7 >984 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.43 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 40lb FT =20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-1 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=158/Mechanical, 2=513/0-10-15, 5=339/Mechanical Max Horz 2=117(LC 4) 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; Vuft=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 last 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 110lb 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 (pit) Vert: 1-4=-70, 2-5=-20 Concentrated Loads (Ib) Vert: 8=94(F=47, B=47) 10=-97(F= 49, B=-49) 13=-36(F= 18, B=-18) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. s Design valid for Ilse only with MiTek© connectors. This design is based only ulxm parameters shown, and is for an individual building companenf, not ratatrusssystem. Before use, the building designer nu verify the al4AIcabilify of design 1xlraneters and properly incogxxate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional lemporaiy and l xmanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and piolx-rly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12632135 TBO154 Tot Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 /.b40 s Aug 16 2017 Mires mousuies, Inc. rn Dec u 1 i u c— rage 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-d51 pFksz07mgefBuFR6b6H uFCgoQvQgeoW BQgZyDKEo 1-0-0 4-5-1 7-0-0 9-0-0 11-6-15 16-0-0 17-0-0 1-0-0 4-5-1 2-6-15 2-0-0 2-6-15 4-5-1 1-0-0 Scale = 1:30.1 46 = 4x6 = I_ 16 6 3x6 = 3x4 = 3x6 = 7-0-0 7-0-0 9-0-0 2-0-0 16-0-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0A 1 7-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.30 7-9 >608 180 BCLL 0.0 Rep Stress Incr NO W B 0.21 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 67lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1318/0-8-0, 7=1326/0-8-0 Max Horz 2=41(LC 31) Max Uplift2=-393(LC 4), 7= 395(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2988/793, 3-4=-27731721, 4-5=-2635/704, 5-6=-2778/728, 6-7=-3006l796 BOT CHORD 2-10= 729/2757, 9-10=-623/2635, 7-9= 691/2775 WEBS 3-10=-265/254, 4-10=-76/562, 5-9=-49/548 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 393 lb uplift at joint 2 and 395 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) shalt be provided sufficient to support concentrated load(s) 154 lb down and 125 lb up at 7-0-0, and 241 lb down and 221 lb up at 9-0-0 on top chord, and 374 lb down and 83 lb up at 7-0-0, and 374 lb down and 83 lb up at 8-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-70, 4-5=-70, 5-8=-70, 2-7= 20 Concentrated Loads (Ib) Vert: 4=-135(B) 5=-194(B) 10=-374(B) 9=-374(8) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. lot s Design valid for use only with MilekO connectors. This design is based only upon paramelers shown, and is for an IncIlAdual Iwllcitng component, not - - a huss system. Before Use, the building designer must verify the aptAicability of design I:larameiers arid properly Incorporate this design into the overall building design. Bracing Indicated is to prevent txickling of individual truss web and/or chord meml e.is 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 fabricatlon, storage• dellvery, erection and bracing of pusses and truss systems. seeANSI/TPN 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 T12632136 TBO154 T02 Hip Girder 1 7 Job Reference (optional) Builders FirsiSource, Tampa, Plant Cily, Florida 33566 7.640 s Aug i o 20i r mi r ek inausiries, inc. Fri Deu 01 14.04A42017 Fyd 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-5HbBS3tbnRuhGpm4p9dgeUROp46?egRnl AxzMOyDKEn 1-0-0 5-1-3 7-0-0 10-8-0 14-4-0 16-2-13 21-4-0 22-4-0 1-0-0 5-1-3 1-10-13 3-8-0 3-8-0 1-10-13 5-1-3 1-0-0 3 Scale = 1:39.0 4x6 = 3x4 = 4x6 = 4 13 5 14 6 3x6 = 6x8 = 5x6 WB = 6z8 = _ 3x6 = I" 0 7-0-0 14-4-0 21-4-0 7-0-0 7-4-0 7-0-0 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 0.55 Vert(LL) -0.15 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Verl(TL) -0.51 10-12 >485 180 BCLL 0.0 Rep Stress Incr NO W B 0.40 Horz(TL) 0.11 8 n/a Na BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 103 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-13 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-4-11 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1884/0-8-0, 8=1910/0-8-0 Max Horz2=-67(LC 25) Max Uplift2=-538(LC 8), 8=-561(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3391/957, 3-4=-3213/939, 4-13=-2883/860, 5-13= 2882/859, 5-14=-2928/900, 6-14_ 2929/900, 6-7=-3267/987, 7-8=-3445/1004 BOT CHORD 2-12=-824/2907, 12-15=-940/3207, 15-16=-940/3207, 11-16=-940/3207, 11-17=-940/3207, 10-17= 940/3207, 8-10=-804/2954 WEBS 4-12=-236/1062, 5-12=-511/317, 5-10=-433/247, 6-10= 184/1014 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. It; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 538 lb uplift at joint 2 and 561 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) 160 lb down and 146 lb up at 7-0-0, 141 lb down and 146 lb up at 9-0-12, 141 lb down and 146 lb up at 10-8-0, and 141 lb down and 146 lb up at 12-3-4, and 260 lb down and 265 lb up at 14-4-0 on top chord, and 383 lb down and 103 lb up at 7-0-0, 92 lb down at 9-0-12, 92 lb down at 10-8-0, and 92 lb down at 12-3-4, and 383 lb down and 103 lb up at 14-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-70, 4-6=-70, 6-9=-70, 2-8=-20 Continued on paqe 2 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. s Design valid for use only with MiTeka connectors. This design Is based only upon parameters shown, and is for an Individual building component. not seaaatRI&S system. Before use, the building designer must verify the applicaibility of design p uiamelers and properly incogxxate this design into the overall s T lxuilding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' elk' Is always required for stability and to prevent collapse with possible personal injury and Ixoperly damage. For general guidance regarding the fabrication, slorage, delivery, erection and Cxacing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Type City Ply T60154 T02 ]7HipGirder 1 1 T1263 2136 Job Reference o tional Builders FirstSource, Tampa, Plant Cny, Florida 33bbb y Ion„,, .. — ID:0837CakNCJU5ySDiQmCDdnydl 1 m-5HbBS3tbnRuhGpm4pgdqeUROp46?egRnl AxzMOyDKEn LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4_ 141(F) 6=-213(F)12=-383(F) 5= 141(F)10=-383(F) 13=-141(F)14=-141(F)15=-68(F)16= 68(F)17= 68(F) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITeM connectors. Ibis design is based only u{r>n parameters shown, and is for at) Individual building component, not - a tirrss system. Before use, the brltlding designer must verify the (II)PHcahility of design {:>ammeters and properly incorporate this design into the overall !!! building design. Bracing indicated is to prevent buckling of indiVidLlgl truss web and/or chord members only. Additionat temporary and permanent bracing MiTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 T12632137 T60754 T03 Hip 1 1 Job Reference (optional) Builders FirslSource. Tampa, Plant City, Florida 33566 7.640 s nuy , o cv e dust o>. Inc.. Fr. . .. age I D:0837CakNCJ U 5ySD iQmCDdnyd 11 m-aT9Zg PtEY kOYtzLGNs83B izZITVfNLnxGggXuSyDKEm 1-0-0 6-3-6 9-0-D 12-4-0 15-0-10 21-4-0 22-4-0 , 1-0-0 6-3-6 2-8-10 3-4-0 2-8-10 6-3-6 q10 4x6 = 5x8 = 3x4 i sxa 3x8 = 4x6 = 3x4 = Scale = 1:39.0 I 0 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014ITP12007 CSI. TC 0.54 BC 0.78 W B 0.14 Matrix) DEFL. in Vert(LL) -0.16 Vert(TL) -0.47 Horz(TL) 0.05 loc) I/defl Ud 7-9 >999 240 7-9 >530 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 102 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-3-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1023/0-8-0, 7=1023/0-8-0 Max Horz2=-84(LC 10) 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= 1512/642, 12-13=-1427/648, 3-13=-1366/659, 3-4=-1230/591, 4-5=-1047/559, 5-6=-1230/590, 6-14= 1338/659, 14-15=-1427/648, 7-15=-1512/642 BOT CHORD 2-11=-470/1258, 10-11=-284/1046, 9-10=-284/1046, 7-9=-477/1258 WEBS 3-11= 328/287, 4-11 =-1 37/368, 5-9=-159/373, 6-9=-329/287 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 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 12-4-0, Interior(1) 16-6-15 to 22-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 217 lb uplift at joint 2 and 217 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only urnn paramefers shown, and is for an Individual Wilding component, not a truss system. Before use, the brrlldirxg designer must verify the opplicatAlity of design fraraneters 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 bra-Ing Welk' is always required for stability, and to prevent collapse with possible personal injury and property da'nage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12632138 TB0154 T04 Common 1 1 Job Reference o tional Builders FirslSource, Tampa. Plant Lily, Florida 33566 T640 > a 1 o 4v ii _"' 'emu" " "Go I D:0837CakNCJ U 5yS DiQmCDdnyd 11 m-2gixtlusJ28PV7wSxag Ijv W n3tuF6n F4 V UQ4QuyDK E I 1-0-0 5-7-4 10-8-0 15-8-12 21-4-0 22-4-0 1-0-0 5-7-4 5-0-12 5-0-12 5-7-4 1-0-0 0 0q1 Scale = 1:38.5 4x6 = 3x4 = 3x4 = 3x4 = 3x4 = sxa — i 7-3-8 14-0-8 21-4-0 73-8 6-9-0 7-3-8 Plate Offsets (X Y) f2'0-1-0 Edqe) 16:0-1-0 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.37 Vert(LL) -0.06 6-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.20 6-8 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.19 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 98 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1023/0-8-0, 6=1023/0-8-0 Max 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, 9-1 0=-1 82/892, 8-9=-182/892, 6-8=-421/1323 WEBS 4-8=-185/506, 5-8=-331/263, 4-1 0=-1 86/506, 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.Opst; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 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 11,1I/-7473 rev. 10/0MOIS BEFORE USE. Design valid for use only with Miiek® connectors. This design is based only upon parameters shown, and is for an IndiAdual txtilding component, not a trrtss system. Before use, The building designer must verify the oppllcablllty of design iarameters aid Ixoperly incorporate this deskgn into the overall Additional temporary and permanent bracing MiTek" building design. Bracing Indicated Is to prevent txicking of individual truss web and/or chord members only. is always required for stablllty and to prevent collapse will) possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Job Truss Truss Type Qty Ply T12632139 2J.bT60154TOSCommonGirder1 eference 0 tlOnal Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Dec Ot 14:04:46 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnyd11 m-2gixtlusJ28PV7wSxagljvW nStyN6gN4VUQ4QuyDKEI 1-0-0 5-7-4 10-8-0 15-8-12 21-4-0 22-4-0 1-0-0 5-7-4 5-0-12 5-0-12 5-7-4 1-0-0 3 10 4x6 = 5x8 = .. 6x8 = oxo — 3x12 MT20HS 11 Sx8 = 3x12 MT20HS I I 5-0- 21-4-0 Scale = 1:40.3 I" 0 Plate Offsets (X Y)-- 2.0-4-0 0-1-15] (6:0-4-0 0-1-15) 8 0-6-4 0-1-8] (11:0-6-4 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Verf(LL) 0.06 8 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(TL) 0.17 8-10 999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.70 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 269 to FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1697/0-8-0, 6=3051/0-8-0 Max Horz 2=98(LC 26) Max Uplift2=-312(LC 8), 6=-472(LC 9) Max Grav2=1726(LC 2), 6=3509(LC 2) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3143/488, 3-4=-2862/446, 4-5=-2860/446, 5-6=-6417/814 BOT CHORD 2-11= 440/2737, 10-11=-440/2737, 9-10=-640/5656, 8-9= 640/5656, 8-12= 640/5656, 6-12= 640/5656 WEBS 4-10=-264/2204, 5-10— 3592/518, 5-8=-238/2999, 3-10=-457/274 NOTES- (11) 1) 2-ply truss to be connected together with 1 Od (0.131 "xX) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 5-8 2x4 - 1 row at 0-2-0 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) Unbalanced roof live loads have been considered for this design. 4) 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 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 312 lb uplift at joint 2 and 472 Ito uplift at joint 6. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3015 lb down and 336 lb up at 15-9-8, and 502 lb down at 18-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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 A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII-7473 rev. 10At372015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only urr.)n parameters shown, and Is for an Individual building component, not a truss system. Before use- 11 le building designer must verify the applicability of design Foralrrefers and properly incorporate this design into the overall building design. &acing Indicated Is to prevent Lxrckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse will) possible personal injury and property damage. For general guidance regarding the fabrication, storage:, delivery, erection and bracing of trumes 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. WOW 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qt7E]2:J.bTB0154TO5commonGirder1 R.fer.n..onal) T12.2139 Builders FirstSource, I ampa, tyrant ary, Flonda: bbb LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-7=-70, 2-6=-20 Concentrated Loads (lb) Vert: 8= 2587(B) 12=-115(13) I D:0837CakN CJU 5ySDiQmC Ddnyd 11 m-W sGJ45vU3MGG7HVf U HBXG73yCH Icr7cEj89ezKyDK E k 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 Milek® connectors. This design is based only upon fwrameters shown, and is for an individual building component, not - a trrrss system. Before use, The building designer must verify the applicabliity of design parameters and pxopedy incorporate Mis design into the overall iii building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regardirxl The fabrication, storage, delivery, erection and bracing of musses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12632140 TBO154 T06 Common 3 1 Job Reference (optional) Builders FirstSource. Tampa, Plant City, Florida 33566 7,640 s Aug 16 2017 MiTek Industries, Inc. Fri Dec 01 14:04:47 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnyd1 l m-WsGJ45vU3MGG7HVfUHBXG73ylHDbr8LEj8gezKyDKEk 1-0-0 5-7-4 10-8-0 15-8-0 1-0-0 5-7-4 5-0-12 5-0-0 3 4x6 = 3x4 = 3x4 = 3x4 Scale = 1:34.8 7-11-8 15-8-0 7-11-8 7-8-8 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.07 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 125 BC 0.62 Vert(TL) -0.19 2-7 >948 180 BCLL 0.0 Rep Stress Incr YES W B 0.59 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 79 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-1 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-11-9 oc bracing. REACTIONS. (lb/size) 2=781/0-8-0, 6=679/Mechanical Max Horz 2=177(LC 12) Max Uplift2= 181(LC 12), 6= 137(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=-1066/391, 3-8=-992/405, 3-9=-811/347, 4-9=-722/358 BOT CHORD 2-7=-427/87316-7=-180/426 WEBS 3-7=-355/277; 4-7=-140/522, 4-6=-581/246 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 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 lb uplift at joint 2 and 137 lb uplift at joint 6. 7) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek© connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the buildiin<g designer must verify the appllcohllity of design rxarrntleteis and properly incorporate tills design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing -:MiTek' Is always required for stability and to prevent collapse will) possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIITPI i Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information availahle from Truss Plate Institute. 218 N. Lee Street, Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T72632141 TBO154 T07 Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant Cey, Florida 33566 L.b4V s Aug l b 20i 7 MI I eK lndusirlas, inc Fri Dec 04A8 2017 Page 1 I D:0837CakNCJ U 5ySD iQmCDdnyd 11 m-_2ghl Rw6gfO7kQ4r2?impKb 1 Jhc?aaO Nyov BVnyDKEj it-0-0 4-9-12 7-0-0 12-4-9 17-7-7 23-0-0 2S-2-4 30-0-0 l-0-0 1-0-0 4-9-12 2-2-4 5-4-9 5-2-13 5-4-9 2-2-4 4-9-12 1-0-0, Scale = 1:53.5 4x10 MT20HS i 3x8 = 3x4 = 4x10 MT20HS 6.00 12 4 16 17 5 18 19 20 6 21 22 7 cno_ r 9 1 2 t0jo o o 15 23 24 14 25 13 26 27 12 28 29 11 5x8 = 6x12 MT20HS = Sx8 = 3x8 = 3x4 - 3x8 = 2x4 11 7-0-0 54-9 17-7-7 5-4-9 30-0-0 Plate Offsets (X Y)-- 12:0-1-11 Edgej 14:0-5-12 0-1-12) 17 0-5-12 0-1-12) 19 0-1-11 Edge LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.26 12-14 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(TL) 0.67 12-14 528 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.66 Horz(TL) 0.15 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 174 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-7: 2x4 SP M 31 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2745/0-3-8, 9=2745/0-3-8 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-3-6 oc bracing. WEBS 1 Row at midpt 5-15, 6-11 Max Horz 2=67(LC 7) Max Uplift2=-799(LC 8), 9=-799(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 5439/1605, 3-4=-5246/1596, 4-16=-4745/1464, 16-17=-4745/1464, 5-17=-4744/1464, 5-18=-6348/1951, 18-19=-6348/1951, 19-20=-6348/1951, 6-20= 6348/1951, 6-21= 4747/1465, 21-22=-4747/1465, 7-22= 4748/1465, 7-8=-5248/1597, 8-9=-5441/1606 BOT CHORD 2-15=-1425/4777, 15-23=-1891/6361, 23-24=-1891/6361, 14-24=-1891/6361, 14-25=-1891/6361, 13-25=-1891/6361, 13-26=-1891/6361, 26-27=-1891/6361, 12-27=-1891/6361, 12-28=-1868/6348, 28-29=-1868/6348, 11-29=-1868/6348, 9-11=-1375/4778 WEBS 4-15=-357/1738, 5-15=-1977/640, 5-14=0/459, 6-12=0/450, 6-11=-1959/632, 7-11=-357/1736 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 799 lb uplift at joint 2 and 799 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) 260 lb down and 265 lb up at 7-0-0, 141 lb down and 146 lb up at 9-0-12, 141 lb down and 146 lb up at 11-0-12, 141 lb down and 146 lb up at 13-0-12, 141 lb down and 146 lb up at 15-0-0, 141 lb down and 146 lb up at 16-11-4, 141 lb down and 146 lb up at 18-11-4, and 141 lb down and 146 lb up at 20-11-4, and 260 lb down and 265 lb up at 23-0-0 on top chord, and 383 lb down and 103 lb up at 7-0-0, 92 lb down at 9-0-12, 92 lb down at 11-0-12, 92 lb down at 13-0-12, 92 lb down at 15-0-0, 92 lb down at 16-11-4, 92 lb down at 18-11-4, and 92 lb down at 20-11-4, and 383 lb down and 103 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). WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MITek(8) connectors. This design Is based only upon Ixiran ieters shown. and is for an Individual Wilding corn ponent. not - a truss system. Before use, the Wilding designer must verity the alyAicability of design Iparcm reters and Ixoperly incol:wrate 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 < iTe k Is always required for stabllity 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/TPt 1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 q \\ 2x4 8 3 Job Truss Truss Type T12632141 TBO154 T07 Hip Girder 7, ypy 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MI I elk Industries, Inc. Fri Uec 01 14:04:48 2011 Page 2 I D:0837CakNCJ U5ySDiQmCDdnyd 11 m-_2q hl Rw6gfO7kQ4r2?impKb 1 Jhc?aaO NyovBVnyDKEj 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-7=-70, 7-10=-70, 2-9=-20 Concentrated Loads (lb) Vert: 4=-213(F) 7=-213(F) 15=-383(F) 11=-383(F) 16=-141(F) 17— 141(F) 18=-141(F) 19=-141(F) 20=-141(F) 21= 141(F) 22=-141(F) 23=-68(F) 24=-68(F) 25=-68(F) 26=-68(F) 27=-68(F) 28= 68(F) 29=-68(F) WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M9-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekJ connectors. This design Is based only upon poiameters shown, and is for an individual building component, not a inrss system. Before use, the building designer must verify the aplAicaul ity of design rxararnetels and piopel'ly incoiromate this design into the overall buckling individual huss web and/or chord members only. Additional temporary and permanent bracing MiTek" building design. Bracing indicated is to 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 busses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job 77 Truss Truss Type Qty Ply T12632142 TB01S4 TOS Hip 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7,64u s Aug i o 20 i r mi i ek muusmes, hi, ni Ue 01 -04 »v 2v 11 -vv 1 1 D:0837CakNCJU5ySDiQmCDdnydl 1 m-SE04VnwkbzW_Maft ciD?LY8C45gHJ3JW BSek1 DyDKEi r1-0-Oi 6-3-6 9-0-0 15-0-0 21-0-0 23-8-10 30-0-0 $1-0-0 6-3-6 2-8-10 fi-0-0 6-0-0 2-8-10 6-3-6 1-0-0, Scale = 1:53.5 4x6 = 3x8 = 4x6 = r 16 ' 17 6 3x6 13 tz - 3x6 = 3x8 = 3x4 = 3x8 = 2x4 11 9-0-0 9-0-0 15-0-0 21-0-0 6-0-0 6-0-0 3u-U-U 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(ILL) -0.18 2-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.55 2-13 >647 180 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.13 8 rl/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 148 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 8=1417/0-3-8 Max Horz2=-84(LC 10) Max Uplitt2=-262(LC 12), 8=-262(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2421/1004, 14-15=-2333/1009, 3-15=-2272/10211 3-4=-2136/950, 4-16=-1874/887, 5-16=-1874/887, 5-17— 1874/887, 6-17=-1874/887, 6-7=-2136/950, 7-18=-2272/1021, 18-19=-2333/1009, 8-19= 2421/1004 BOT CHORD 2-13=-793/2072, 12-13=-765/2228, 11-12= 765/2228, 10-11=-765/2228, 8-10= 802/2072 WEBS 3-13=-322/288, 4-13=-259/697, 5-13=-538/245, 5-10=-538/245, 6-10=-259/697, 7-10= 322/288 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 25-2-15, Interior(1) 25-2-15 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 262 lb uplift at joint 2 and 262 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with MilekU> connectors. This design Is based only upon parameters shown, and is for an Individual rxrRding component, not a truss system. Before Use, the building designer must verify the applicability of design parameters aixl fxownly incorlxxate tints design into the overall p T abuildingdesign. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional femlofary and permanent bracing is always required for stability and to prevent collapse with possible personal InJufy 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 T12632143 T60154 T09 Hip 2 1 Job Reference (optional) Builders FirstSource. Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 Mi I ek Industries. Inc. Fn Uec 01 14:04:50 2011 Fage 1 ID:0837CakNCJU5ySDiQmCDdnyd 1 1 m-wRySj7xMMHer_kDEAQkEuihQRUET2ZVgP601ZfyDKEh ii-D-O 5-9-4 11-0-0 19-0-0 24-2-12 30-0-0 a1-0-Q 1-0-0 5-9-4 5-2-12 r 8-0-0 5-2-12 — 5-9-4 1-0-0, 5x8 = 1617 4x6 = Scale = 1:53.5 3x6 = 13 12 -- 10 9 3x6 2x4 3x4 3x6 = 3x8 = 2x4 5-9-4 HE 8-0-0 24-2-12 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 11) 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 puffins. BOT CHORD Rigid ceiling directly applied or 6-6-9 oc bracing. WEBS 1 Row at midpt 4-10 FORCES. (Ib) - 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. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mllek® connectors. This design is based only upon parameters shown, and is for an individual Ixtilding component, not a miss systenn. Before use, the Iwildhxg designer must verify the applicability of design Ixrranrreters and prof-,erly incogxxate Buis 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 po.W[ le 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 Type Qty PlyT72632144 TB0154 T Hip 2 1 Job Reference(opt,onal F D 01 14 0450 2017 P 1 Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries. Inc. n ec age I D:0837CakN CJ U5yS DiQmC Ddnyd 11 m-wRySj7xMM Her_kD EAQkEulhPKU DX2U LgP601 ZfyDK E h 11 0 0 6-9-4 13-0-0 17-0-0 23-2-12 30-0-0 1-0-0, 1-0-o 6-9-4 6-2-12 4-0-0 6-2-12 6-9-4 1-0-0' 5x8 = 4x6 = Scale = 1:53.5 3x6 = 13 is — sxo — 2x4 3x4 = 3x4 — 2x4 3x8 = 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 CS1. DEFL. in loc) 1/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.10 12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.31 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.13 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 1571b FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 7=1417/0-3-8 Max Horz2= 118(LC 10) 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, 5-1 0=- 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 R 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 fast bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20-Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 296 lb uplift at joint 2 and 296 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MilekO connectors. This design is based only upon parameters shown, and Is for an Individual bulldirlg component. not a truss system. Before use. the building designer must verify the al`.Aicalbility of design Ixlramelers and properly incogxxate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ' MiTek• IS always required for stability and to prevent collapse with possible personal Intuit y and property damage. For general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of busses and truss 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 Cry Ply T12632145 TB0154 T11 Common 6 1 Job Reference (optional) P 1 Builders FirstSource, Tampa, Plant City, Florida 22566 7,640 c Aug 16 2017 MiTek Industries, Inc. Fri Dec D1 14.D4.51 2017 age ID:0837CakNCJU5ySDiQmCDdnydl1m-OdWgwTy_7amibuoQj7FTQzDWjuYan_vpem7r66yDKEg r1-0-0 7-9-4 15-0-0 22-2-12 30-0-0 0 7-9-4 7-2-12 7-2-12 7-9-4 1-0-0, 11 4x6 = 6.00 F12 Scale = 1:52.6 3x6 = 3x6 = 3x4 — 4x6 = 3x4 = 10-2-3 10-2-3 19-9-13 9-7-11 ov-u-u 10-2-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in. loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.35 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.71 2-12 >506 180 BCLL 0.0 Rep Stress Incr YES W B 0.42 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 137 Ib 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 10) Max Uplift2= 309(LC 12), 8=-309(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-2369/831, 3-13=-2267/853, 3-4=-2076/819, 4-14=-1946/832, 5-14=-1941/844, 5-15=-1941/844, 6-15=-1946/832, 6-7=-2076/820, 7-16=-2267/853, 8-16=-2369/831 BOT CHORD 2-12=-614/2016, 12-17=-283/1326, 11-17= 283/1326, 11-18=-283/1326, 10-18=-283/1326, 8-10=-634/2016 WEBS 5-10=-271/820, 7-10=-522/380, 5-12=-271/820, 3-12= 522/380 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 15-0-0, Exterior(2) 15-0-0 to 18-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint 2 and 309 lb uplift at joint 8. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312016 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, norat llaFriisssystem. Before Ine, the building designer must verify the applicability of design parameters and Properly incorporote this design into the ove building design. Bracing Indicated Is to prevent buckling of individual muss web and/or cl'rord inennbers only. Additional temporary and permanent bracing -.WOW is always required for slabiifty and to prevent collapse with possible personal injury and property dunnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systenns, se0ANSI/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 I 0 Job Truss Truss Type Qty Ply T12632146 TBO154 T12 Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Dec 01 14:04:52 2017 Page 1 I D:0837CakNCJ U5ySDiQmCDdnydl 1 m-sp4C8pzduuuYD2NcHgnizAmgLlgMW KWztQtPeYyDKEf r1-0-0 4-9-12 7-0-0 12-4-9 17-7-7 23-0-0 25-2-4 30-0-D 1-0-0 4-9-12 2-2-4 5-4-9 5-2-13 5-4-9 2-2-4 4-9-12 6x8 = annFi -;, 3x6 = 5x8 = 16 17 6 18 19 8x14 MT20HS Scale = 1:53.7 3x12 MT20HS i 15 14 -- -. .- -- 12 -- -- 11 5x8 = 5x8 = 6x8 8x14 MT20HS WB = 3x6 17-7-7 5-4-9 5x8 23-0-0 30-0-( 5-4-9 7-0-0 Plate Offsets (X Y)-- f2:0-2-9 0-1-8} (4:0-5-4 0-2-71 17 0-11-14 0-3-4} (9:0-1-11 Edge} (12:0-4-8 0-1-81 j14:0-3-8 0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.32 12-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(TL) 0.86 12-14 >416 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO W B 0.85 Horz(TL) 0.17 9 n/a n/a BCDL 10.0 Code FBC2014lfP12007 Matrix) Weight: 189 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 `Except" 4-7: 2x6 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=2597/0-3-8, 9=3025/0-3-8 Max Horz2=-67(LC 25) Max Uplift2=-639(LC 5), 9=-821(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-8-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-7-12 oc bracing. WEBS 1 Row at midpt 5-15, 6-11 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5092/1328, 3-4=-4912/1316, 4-5=-4476/1218, 5-16=-7264/2037, 16-17=-7264/2037, 6-17— 7264/2037, 6-18= 5347/1551, 18-19= 5345/1551, 7-19= 5344/1550, 7-8=-5867/1685, 8-9=-6033/1690 BOT CHORD 2-15=1178/4470, 14-15=-1974/7264, 14-20=-2111/7627, 20-21=-2111/7627, 13-21=-2111 /7627, 13-22=-2111 /7627, 12-22=-2111 /7627, 12-23=-2111 /7627, 23-24=-2111/7627, 11-24=-2111/7627, 9-11=-1450/5308 WEBS 4-15=-473/1883, 5-15=-3378/1032, 5-14=-384/1371, 6-14=-491/382, 6-12=-54/894, 6-11_ 2756/803, 7-11=-396/1981 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.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 639 lb uplift at joint 2 and 821 lb uplift at joint 9. 8) "Semi -rigid pltchbreaks 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) 141 lb down and 146 lb up at 14-11-4, 141 lb down and 146 lb up at 16-11-4, 141 lb down and 146 lb up at 18-11-4, and 141 lb down and 146 lb up at 20-11-4, and 260 lb down and 265 lb up at 23-0-0 on top chord, and 1356 lb down and 385 lb up at 14-4-12, 92 lb down at 14-11-4, 92 lb down at 16-11-4, 92 lb down at 18-11-4, and 92 lb down at 20-11-4, and 383 lb down and 103 lb up at 22-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MiTekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. 'Before use. the !wilding designer must verify the applicability of design parameters and properly incogxxate this design into file overall pp Tbuildingdesign. Bracing indicated is to prevent trickling of individual truss web and/or chord memlxxs only. Additional temporary and permanent bracing -aV i eW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, 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 T12632146 T60154 T12 Hip Girder 1 1 Job Reference (optional) builders FirslSource, Tampa, Flan ugly. Honda 33666 b4u s Aug 1 b 2u1 1 MI 1 eK Ino, riles, mc. rr, uoc u, 14:u4:J2 2u1 ! rage 2 I D:0837CakNCJU5ySDiQmCDdnydl 1 m-sp4C8pzduuuYD2NcHgnizAmgLlgMW KWztQtPeYyDKEf LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-70, 4-7=-70, 7-10=-70, 2-9=-20 Concentrated Loads (lb) Vert: 7=-213(B) 11=-383(B) 16=-141(B) 17=-141(13) 18= 141(B) 19-141(B) 20=-1356(B) 21=-68(B) 22=-68(13) 23-68(B) 24=-68(B) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03M15 BEFORE USE. Design valid for use only with MiTekG connectors. This design is based only upon parametersshown, and is for an individual building component. not - - - a Miss system. Before use, the building designer must verify the Uj>plicability of design parameters and properly incorfx,inte this design info the overall p q T buildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord meml:ers only. Additional temporary and permalent bra%:ing-llYi iQi k/ is always required Tel stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12632147 TB0154 T13 Common 2 1 Job Reference o tional PBuildersFirstSOnrCe, Tampa. Plant City, Florida 33566 7 640 s Aug 16 2017 MiTek Industries, Inc. Fn Dec 01 14.04.53 2017 age 7 ID:0837CakNCJU5ySDiQmCDdnyd11 m-LOdaL8_FfCOPrCyprYlxW OJsDiG6Fyt664cyA_yDKEe 7-2-0 14-4-0 1-0-0 7.2-0 7-2-0 5 Scale = 1:26.4 4x6 - 3X6 = 2x4 11 3x6 = 7-2-0 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 0.83 Vert(LL) 0.09 4-5 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(TL) 0.23 4-5 737 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014/fP12007 Matrix) Weight: 52 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=632/Mechanical, 2=719/0-3-8 Max Horz2=71(LC 12) Max Uplift4= 133(LC 13), 2= 162(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6= 922/349, 6-7=-810/356, 3-7=-793/369, 3-8=-789/389, 8-9=-808/375, 4-9=-919/373 BOT CHORD 2-5=-218/720, 4-5= 218/720 WEBS 3-5=0/354 Structural wood sheathing directly applied or 2-2-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-2-0, Exterior(2) 7-2-0 to 10-2-0 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 133 lb uplift at joint 4 and 162 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." e 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 V ITekO connectors. lhls 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 applical-ility of design lxOrametes and propely ine olpliate this design into tire overall building design. Bracing indicated is to prevent twckling of individual truss web and/or chord members only. Additional temporary and pel nlanent bracing - MiTek" is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss syster ns, seeANSi/TPI1 Quality Criteria, DSB-84 and BCSI Building Component 6904 Parke East Blvd - Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12632148 TBO154 T14 Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 1e 2017 Mi ex inousuies, in0. .v 3 2017 rage 1 ID:0837CakNCJU5ySDiQmCDdnydl1m-LOdaL8_FfCOPrCyprYlxWOJuOiH8Fzg664cyA_yDKEe 1-0-0 6-6-0 7-10-0 14-4-0 1-0-0 6-6-0 1-4-0 6-6-0 Scale = 1:25.6 4x6 = 4x6 = 3x6 = 2x4 11 2.4 11 3x6 — 6-" 7-10-0 14-4-0 6-6-0 1-4-0 6-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.09 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.22 5-6 >770 180 BCLL 0.0 Rep Stress Incr YES W B 0.07 Horz(TL) 0.02 5 n/a rVa BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 56lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-14 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) 5=632/Mechanical, 2=719/0-3-8 Max Horz2=66(LC 16) Max Uplift5=-128(LC 13), 2=-158(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-938/403, 3-8=-834/421, 3-4=-745/468, 4-9=-832/443, 9-10=-839/430, 5-10=-935/427 BOT CHORD 2-7=-276/740, 6-7=-274/745, 5-6=-273/741 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; 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 6-6-0, Exterior(2) 6-6-0 to 7-10-0, Interior(1) 12-0-15 to 14-3-4 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 5 and 158 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) "This manufactured product is designed as an individual building component. The suitability and use 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 - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. s Design valid for use only with Mttekr) connectors. this design Is based only upon parameters shown, and is for an Individual building component. not n a truss system. Before, use, the Ixiilding designer must verify the applicability of design fxnarnelers and fxoperly Incogxxate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord rnembers only. Additional temporary and permanent bracing-:MiTek* IS always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of Irt1SSeS 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 Slreet, Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply T12632149 TB0154 T15 Root Special 1 1 Job Reference (optional) Builders FIr51SOurce, Tampa, Plant City, Florida 33566 i 5-10-0 4x6 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Dec 01 14:04:54 2017 Page 1 I D:0837CakNCJU5ySDiQmCDdnydl 1 m-pCBzYU_tQV8GSLX?PFpA2br6N6fS_PW FKkMVIQyDKEd 7-2-0 9-10-0 14-4-0 1-4-0 2-8-0 4-6-0 Scale = 1:26.1 3x4 = 3x4 _. 3x4 = 5-10-0 9-10-0 14-4-0 5-10-0 4-0-0 4-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.04 2-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.12 2-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 62lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-4-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=629/0-3-8, 2=715/0-3-8 Max Horz 2=61(LC 12) Max Uplift6=-143(LC 13), 2=-153(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-963/420, 9-10=-876/423, 3-10=-870/435, 3-4=-843/474, 4-5=-866/495, 5-11=-938/494, 11-12= 966/486, 6-12=-1036/482 BOT CHORD 2-8=-291/772, 7-8=-396/957, 6-7=-347/854 WEBS 3-8= 157/455, 4-8=-397/222 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 5-10-0, Exterior(2) 5-10-0 to 12-10-0, Interior(1) 12 10-0 to 14-2-4 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 143 lb uplift at joint 6 and 153 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 10103MIS BEFORE USE. Design valid for use only with MiTe1k6 connectors. This design Is based only upon p7arameters shown, and is for an Individual building component not - a truss system. Before use, the building designer must verify the al rlicability of design rxararneters and popoi ly it his despn into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temirorary and permanent bracing -. elk` 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 Ply1 T12632150 TB0154 T16 Root special Girder 1 1 Job Reference (optional) Builders Firstsource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Dec 01 14 04:55 2011 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-HOILmq?VBpG74V6ByzKPbpOHaVzWjmLPZ053FtyDKEc 1-0-0 5-0-0 6-8-0 9-2-0 11-10-0 14-4-0 15-4-0 1-o-0 5-0-0 1-8-0 2-6-0 2-8-0 2-6-0 1-0-0 Scale = 1:27.7 4x6 = 5x6 = 3x4 = 3x4 = 5x8 = 2x4 11 3x4 = 5-0-0 9-2-0 11-10-0 14-4-0 5-0-0 4-2-0 2-8-0 Plate Offsets (X Y)-- 4 0-3-0 0-2-01 [6.0-6-0 0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.08 10-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.21 10-11 >821 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.52 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 67lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-11-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1032/0-3-8, 7=958/0-3-8 Max Horz 2=51(LC 7) Max Uplift2=-312(LC 8), 7=-301(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1701/519, 3-4=-1452/483, 4-5=-2780/897, 5-6= 2314/721, 6-7=-1612/506 BOT CHORD 2-11= 409/1433, 11-12= 434/1484, 10-12= 434/1484, 9-10=-392/1384, 7-9=-394/1375 WEBS 3-11= 6/411, 4-10= 400/1366, 5-1 0=-1 381/479, 6-10=-291/1045 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. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 312 Ib uplift at joint 2 and 301 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) 234 lb down and 238 lb up at 5-0-0, and 234 lb down and 238 lb up at 6-8-0, and 143 lb down and 127lb up at 11-10-0 on top chord, and 122 lb down at 5-0-0, and 122 lb down at 6-7-4, and 43 lb down at 11-8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 3-4=-70, 4-5=-70, 5-6=-70, 6-8=-70, 2-7=-20 Concentrated Loads (Ib) Vert:3=-187(B) 4=-187(B) 6=-10(B)11=-76(B) 9=-29(B)12=-76(B) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. s Design valid for use only with MIfek0 connectors. Ibis design is based only upon parameters shown, and is for an individual building component, not a truss system. Before rise, tine building desgner must verify The applicability c f design parameters and properly mcalxxale 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 l Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T72632151TJ.bR.f.r.nc.(.,1T.n.I) TBO154 T17 Jack -Open Girder - 1 Builders FirstSource, Tampa, Plant City, Florida 33566 2x4 = 2-6-0 L640 s Aug 16 2U1 / Mi I ek industries, Inc. Fri Dec ui 14:04:55 zu1 / rage 1 I D:0837CakN CJ U5yS DiQmC Ddnyd 11 m-HOILmq? VBpG74V6ByzKPbpONtV41j uTPZ053FtyDKEc Scale = 1:11.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 1-3 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(TL) 0.01 1-3 999 180 BCLL 0.0 Rep Stress Incr NO W B 0.00 HOrz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 8 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=196/0-3-8, 2=80/Mechanical, 3=45/Mechanical Max Horz 1=53(LC 8) Max Upliftl=-33(LC 8), 2= 53(LC 8) Max Grav1=196(LC 1), 2=80(LC 1), 3=60(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed 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 1 and 53 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) 115 lb down and 32 lb Lip at 0-7-1 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: 1-2=-70, 1-3=-20 Concentrated Loads (lb) Vert: 4=-115(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. _ s otDesignvalldforuseonlywithMITek(D connectors. This design Is based only upon parameters shown, and is tot an Individual building component n- a truss system. Before use, the brtildirlg designer must verify The applicability of design parameters and propel ly incogaorate 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 imss systems, seeANSI/TPI t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply T12632152 TB0154 T18 Monopitch Girder 1 1 Job Reference (optional) Builders FirslSource. Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 Mi I ek Industries, Inc. Fri Dec 01 14.04:b6 201 / Page 1 I D:0837CakNCJU 5yS DiQmC Ddnyd l l m-IbJjzA07y7P_ifhN W gre70xW ivH 1 SEMYo2rcnJyDKEb R 3-7-8 7-0-0 3-7-8 3-4-8 oxo i i 4.x6 = Scale = 1:22.4 3-7-8 3-7-8 i 7-0-0 3-4-8 Plate Offsets (X Y)-- 5:0-4-4 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.02 1-5 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(TL) 0.05 1-5 999 180 BCLL 0.0 Rep Stress Incr NO W B 047 Horz(TL) 0.01 4 n/a Na BCDL 10.0 Code FBC2014/TPI2007 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. (Ib/size) 1=1066/0-3-8, 4=1376/Mechanical Max Horz 1=142(LC 8) Max Upliftl=-218(LC 8), 4=-363(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1657/318 BOT CHORD 1-6=-385/1445, 5-6=-385/1445, 5-7=-385/1445, 7-8=-385/1445, 4-8=-385/1445 WEBS 2-5=-234/1239, 2-4=-1620/431 Structural wood sheathing directly applied or 4-4-6 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) 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 218 lb uplift at joint 1 and 363 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) 612 lb down and 148 lb up at 2-0-12, and 612 lb down and 153 lb up at 4-0-12, and 614 lb down and 150 lb up at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 1-4=-20 Concentrated Loads (lb) Vert: 6=-612(F) 7=-612(F) 8=-614(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and is for cm Individual building component, not a truss system. Before use, the building designer must verity the al-4..Aicabillty of design parameters and prolx3tly incorporate Ihis design into the overall building design. Bracing indicated is to prevent buckling of individual lluss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse wilh 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 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 city Ply T12632153 TBO154 Vol Valley 1 1 Job Reference (optional) Builders FirstSource. Tampa, Plant City, Florida 33566 7,640 s Aug 16 2017 MiTek Industries, Inc. Fri Dec 01 1404:56 2017 Page 1 ID: 0837CakNCJU5ySDiQmCDdnydl 1 m-IbJjzA07y7P_ifhNW gre70xPAvIKSLjYo2rcnJyDKEb 6- 0-0 3 2x4 ' i 2x4 11 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL.. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0 00 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( lb/size) 1=235/5-11-8, 3=235/5-11-8 Max Horz 1=11 O(LC 12) Max Upliftl=-34(LC 12), 3=-89(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-183/265 Scale = 1:18.1 PLATES GRIP MT20 244/190 Weight: 21 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS ( envelope) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 5-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 1 and 89 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 Mll-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MilekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, flee building designer must verify the arplicability of design Ixuraneters and propoily incoilxxate this design into the ov,.'all p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord meml eis only. Addiflonal iempxaryand 4?errnarlent bracing `I iTeke is always required for stability and to prevent collapse with possible Ix-isonal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12632154 TBO154 V02 Valley 1 1 JbReferenceoiontaiBuilders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 201 / MI t eK Industries, Inc. Fri U9c ul 14:u4:5/ 2u1 / rage 1 I D:0837CakNCJU5ySDiQmCDdnydl 1 m-Dnt5BW t tQXrJpGa40MtgEThMJkRBozi1 ia9JIyDKEa 4- 0-0 2x4 !- 2x4 11 2 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(ILL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LLIMIBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( lb/size) 1=145/3-11-8, 3=145/3-11-8 Max Horz 1=68(LC 12) Max Upliftl =-21 (LC 12), 3=-55(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:13.0 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20% Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 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 21 lb uplift at joint 1 and 55 lb uplift at joint 3. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. a Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer rrrust verify the applicahility of design p:lrarneters and proi>erly inaorrx xate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord mernhers only. Additional temporary and pemtanent bracing ': WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldance 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 T12632155 T80154 V03 Valley 1 i Job Reference (optional) Builders FirslSource. Tampa, Plant City. Florida 33566 2x4 2-0-0 64U S Aug it, 2U1 / MI I ek Induslrles, Inc. Fri Dec ul 14:04:57 2017 rage ID:0837CakNCJU5ySDiQnnCDdnyd1 l m-Dnt5BW 11jQXrJpGa4OMtgETkgJnDBozil ia9JIyDKEa LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Ver1(TL) ri/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=55/1-11-8, 3=55/1-11-8 Max Horz 1=26(LC 12) Max Upliftl=-8(LC 12), 3=-21(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.9 PLATES GRIP MT20 244/190 Weight: 6 Ito FT = 20 Structural wood sheathing directly applied or 2-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opst; 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 8 lb uplift at joint 1 and 21 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and Is for an Individual Iwllding component, not a truss system. Before Me. the building designer must verify the applicability of design parameters and properly incor oraie this design into the over( -ll !l155i building design. Bracing Indicated is to prevent twckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for slahillty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricalion, storage, delivery, erection and bracing of misses and trues systems, se.eANS1/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instilute, 218 N. Lee Slreel, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 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. 0'1/ 1 4r I - For 4 x 2 orientation, locate plates 0-'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS 0 c O U a- O r- JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-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 19`Yo at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11, Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19, Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Product Approval Permit # # 1 7._ - 3 6 5 1 Specification Form U\LDING SANFORD Project Location Address: 468 Red Rose Ln., Lot 154 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 herma Tru Swinging Ext. Door (front door) FL15225-R3 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL15332.09-R2 Sectional Windsor Garage Doors Sectional Ext. Door single & Dbl FL15080.1 Roll U Automatic Other 2.Windows Single Hung MI Windows Single Hung window FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows Frame Fixed Glass FL 18644.04 Awning Pass Through Projected Mullions MI Windows Mullions FL 18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3.Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-R4 Underla ments InterWrap, Inc. Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Millennium MMI-2 Off Ridge Vent 16568.1 Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5.Shutters Accordion Bahama Colonial Roll u Equipment Other 6.Skylights Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products HVAC Tie Down BMP International HVAC Tie Down FL14239-R3 Applicant's Signature Applicant's Name Please Print) June 2014 R u+• BpR0/CF LNG TO. 4FF. AT e------ AFI e1 O I D eo mcrLNE LANAI d L'-e'AFF. 16•-U"x8.-D' I pncraLNE C AFF O I FAvEfd TDnI 5-r I r e Io R3ERrOsiEEnu seo•-•-=oo:o ;::.e-.;•-• . 5 CY3-1) TETIP. FKT.O5NRR eOeP14D'e$OS NSi JS.. ru J-stun vj FOIEA7 1 y u - Eaw bLKCCoseraEW(°OsE. GATHERING ROOM N E4O4 Opt IEOD AT OF?. GA4 Rif 6•.16'0•116 2-STORY . FLAT !.'r` T C c W/ ROJM y o w a S D NiNDINING ROOM 1i J'-0• j 4 9'-4- RAT CLC Cp WLFT) 4 a RCONr¢ICp lSEE DE14L1 K•EECALL STAY DArAbR5ER5m E J4 I . w• u— IY6 o I 5Y DIY POST YFM MOLD A'O npY0loExr:'RO2 I IQTCIIEN 9'-4- AT CL4 BSI ouL Op, Sun AS CR SATC4 REOD. A SwS11D 5 ( PER PLAN) OSB D111- CALI. 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TTPJ a 1RY- T5 f"J I, V TREADS AT 10L0' EACH STAIR SECTION BOOR 5r5 , IWDER- STAIR PROTECTIOt * EEdOSm A=55EEE SPAS DOER STAR55ULL PA%S WLLS MR -STAR 5 &:E AND ANT SM(T PFTECTED ON TIE DCLIDSED 50E VVA W-A GTPSAT BOAT PER FBL. 2CE TE$v9mAL c00E Rmi F PF_1, 0E FM W DRAWVDER MIL N N tLTA. AC FLAIFR9 TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS 20' 1 24• 1 36• 48' MNDCWO CALL CUTS Z W8 FG. 208 FG. I 30:8 FG, 4018 FIT. tD 20' SLUZ24' Q1420 FA 2020 FG. 3020 FG. 4020 FG. p36' b30 54 2030 54 303054 4030 S4 M 54 20A0 S4 3040 S4 AM 54 Z 48' p3Z1850 54 2OW S4 3" S4 4050 54 60' 3 I860547060, 44 3ftO 54 406o 54 12, A GL. VERTY t1WNT OPEN.W FOR ALL 1U ND&S, w AJ, OX SIZES, AVD N67AILATION N r VA'VT PER I'l4\'.fAC1URE SFECSICATIGN5. p z FREFER TO FLOOR FL4,N5 FOR STYLE OF UWOW USED (SWKE W R*-SN, CAST; -BXY- C5KT, OR Fl),ED i455- FG) i i i A Y i i AUEYdC-'0T ESGA'E ADD {E.SCIE OP5 GA $PAL CORT WIN Rl'O FUR FBCQ - 5114 ED"ILN (7OIQ i i i Y t t# C L L L 2s Jn o3 c$6J UD 1, 5 GO RL N. N[LOi 13. 1H DICEPI AS WILD ABO.B. ICOJ IEADER5 N LCAO m lo 1l-Ol-II BEAM L'l' L5544L BE 7-'LT DS 4 STP V IT OW RrtOAI FLATSS WRFE I D TODOO.E =_ST"$ AT PE SED EACP IJIN 0) 51'PYl: LSTAS STRAP. TIE JACK -SIDS N NR4 RB1 BE TO 10 DE B07CK PLATE UN m6TPSON 495 CLPS PRINCE is rovm OM AT NO SPAR O LLRLS LOCfR TIJ71 IV FORT -OATS AFTER CoaXr STRUMRAL NOTES Al LAI TO BE Fb,210 TV M ALL WCO LOAD LEARN' WAVERS TO BE tt1IXV LL3D. ALL E)mmm V215 TO BE C0,61A .0 54M fESBRG co -lows A; i A 5({tl4. RLOD MK4g3 A.ffd NOT CLEAR OF' . Y. NEKFNTS N `.VE1Ln5 WIS. WEE TIE OPDO aAR OSRAAAE USM 6 LOCATED POE T"N 1) N]0 AWA nE W5106gA E OR SPACE OLM RE LOEST PART OF BE UAR 010,M 6 Bf LWX BW-1 BE A IF. VTO 24 WAS ABO,E TIE FKEt FLOOR OF OE ROCH K UNCN TIE NS)OY 5 LOCATED. OFiWB'i ALLOW PASSAGE OF A A NDA OLA'EIER Wm WERE SRO O'BAVY4 ARE LCf1Tm 5m7A 24 WID IF TIE FAS{D ROR PER FBC 3ON RESDDlX CLOE F202 LFOCWFAJ. FRESEHT[CR Cf_ FK85 AV UM 6ia". UTERI Mom "a CART Wu nE FEOLOM15OF A51Y F: C50 PER FBC 100 RENCEIPAL CDR F403 A DAVIS BEWS DESIGN GROW o? R.NIL _ JFs>7 Atu .9'11. 5. u00 •Ira. ela.s s- SllOo vnlc wwwAlwvmewsconl SW 3 Y. amtr 31 Ate M F1ant Gty. Ram 13563 WI RF sBFm- OM. zlnn D. K.d Ill. PPf M/ O Z LU o O cn ATTIC ACCESS m DETAIL SCALE: Vl : 1'- ce O o o o 2138 RRf V PFR R009 P4N h'G lEJ UPPER FLOOR PLAN NOTES SCALE vP • If D 1 GARAGE LEFT Florida Building Code Online Page 1 of 3 Professional + r1.. aM)Mttj BCIS Home I Log In User Registration : H011011.1 Submit Surcharge ! Stats & Facts PubllcatIOns PBc Staff ( BC75 Site Nap Links Search 1'+ tNt' Product Approval USER: Public User ulaticri NAM IS za pppflrsl ;i Dew- FL # FL15225-113 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 Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emaii Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute Validated By Ryan J. Ong, P.E. 4- Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard YAK 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:llwww.floridabuilding.org/pr/pr app_4tl.aspx?param=wGEVXQwtDgv3yVVK3ZIQ... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15225.5-68 (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. Nad - Giazing Shai comply with ASTM-E1300 04. (This product approval requires the use of'T' part number doors and sidelites, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate FLAS225 R3 . .CAC AMS NAMI carts&df Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions Created by Independent Third Party: Yes Evaluation Reports Party: Yes 15225.E f. "Premium Series "Construction 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. Series" and "Benchmark by With and without Sidelites. Inswing and Outswing17herma-Tru" with Transoms Limits 11 of Use Certification Agency Certificate Approved for use in HVHZ: NoPit »s 13 r tA' tc»9 6 NAM! everts 6d F 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+5iis R.. IttiSTi s"6#B.odf 15225,6-80 (8'0 Door Products) for installation instructions. ig»S R9 II INSf iS!; 6-$O:odi. Note - Glazing Shall comply with ASTM E1300-04) Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports I.. '.ia.. ai',tF EVA. 1 jZ3&&8.odf 1 t 5 75 R3 AE f-VAL 1c25.6-80.odf. Created by Independent Third Party: Yes 01tc11 Contacts : . wr,_`.:.......Cr.r .r fr _ ::_ . ftO9 PKonel$i'.-1824 The State of Florida is an AA/EFO employer. c o..wt CTate efFlerida :: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not sendelectronicmailtothisentity. Instead, contact the office by phone or by traditional mail., If you have any questions, please contact 850.487.1395. •Pursuant toSection455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address Iftheyhaveone. The emails provided may he used for official communication with the licensee. However email addresses are public record. if you do not wish tosupplyapersonaladdress, please provide the Department with an email address which can be made available to the public To determine If you are a licensee underChapter455, FS., please click here. Product Approval Accepts: 0F,"a CreditSAfE https://www.floridabuilding-ore/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZl Q... 7/20/2015 NOTICE_ OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005329-R4 F _ 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswingw/ and w/o Sidelites Benchmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E334/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 certifcationspecificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing withinlabelrepresentsproductconformitytotheapplicable v+N m`r rtifi do NAMI's Cct,tlf ilon Program is -accredited b ..The Ameriian Nations[ Standards Institute ;4i S1: ; NAMi's Certified Product Listen at* v Glazed Design Missile Test Report Number Configurationg Inswing or or Maximum Pressure Pos/Ne Impact Rated Comments Ou tswin . Q. a ue Opaque Size 6'8" 67/-67 No ETC-01-741-10703.0/L-2097lTTF-253F I/SX Sin le O/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097/TTF-254F X Sin le Opaque 6'0" x 6'8" 401-40 No ETC-01-741-10703.O/L-2097/TTF-253F I/SXX Standard Aluminum Astragal Double Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10703.0/L-2097/TTF-254F O/SXX Standard Aluminum Astragal Double I/S Opaque 6 0 x 6 8 47l-47 No ETC-O i -741 -10703.0/L-2097irrF-253F XX Coastal Aluminum Astra al .. . Double Opaque 6'Q"x 6'8" 47/-47 No ETC-Ot-741-10703.0/L=2097=F-254F O/SXX Coastal Aluminum Astragal Double Opaque Door 5'4" x 6'8' 401 No ETC-01-741-10593.0/L-2097/7TF-253F I/SOXO/OX/XO Sin le w/Sidelites .. O/S Glazed Sidelites Opaque Door 5'4" x 6'8" 40/-40 No ETC-01-741-10593.0/L-2097/TI F-254F OXO/OXXXO Sin le w/Sidelites _ Glazed Sidelites . 8'4" 6'8'' 40/-40 No ETC-01-741=10593.0/L-207/TTF=253F OXXO 1/S Opaque Door x Standard. Aluminum Mona! Doublew/Sidelites.... Glazed Sidelites Opaque Door 8'4" x 6'8" 40/-40 No ETC-01-741-10593.0lL-2097/'I'TF-254F O/SOXXO Standard AluminumAstraal Double w/Sidelites Glazed' Sidelites Opaque Door 8'4" x 6'8" 47/-47 No ETC-01-741-10593.O/L-2097/TTF-253F I/ S OXXOCoastal. Aluminum Antra al .. Double. w/Sidelites.. O/ S Glazed Sidelites Opaque Door 8'4" x 6'8" 74- /-47 No ETC-01-741-10593.0/t;-209T7I I F-254F OXXO Coastal.Aluminum CDouble. w/Sidelites Astragal Glazed Sidelites Management Institute, Inc./4794 George Washington IV[amt iia t . y/Hayes; VA 23072 Accreditation NationalTel: (804) 684-5124/Fax: (894) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005331-115 108 Mutzield 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 certificationAbelrepresentsproductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing withinNatinnA! Standards Institute (ANW1. NAMI's Certified Prod Lis tin at` rfl a lea i Glazed or O a ue Opaque'.0, n:coM, Maximum Size x 6' 8„ Designg Pressure Pos/Ne 67l-67 Missile Impacttshated NoETC-01-741 Pest umberPReortNInswing tion l702.0/L 2096/TTF2 2F5I/SLConor Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10702.0/L-2096frrF251F X O/S Sin le XX US Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10702.0/L-2096/TTF252F Standard Aluminum Astragal. Double 6 0 x b 8 40/-40 No ETC-01-741-10702.0/L-2096/TTF25tF Standard Aluminum Astragal. X}{ O/S Opaque Double XX I/S Opaque 6'0" x 6'8" 55/-55 No ETC-01-741-1 1008.0/L-2151/TTF252F Coastal Aluminum Astragal Double Opaque 6'0" x 6'8" 55/-55 No 251 FETC-0 metal Alum num AstragalXXO/S Double I/S O/S Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed Opaque Door Glazed Sidelites Opaque Door Glazed. Sidelites. Coastal Opaque Door Glazed Sidelites 514" 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" te 40/-40 40l-40 40/-40 40l-40 55/-55 55/-55 i.. ia'Yod [,pnroe 140 No No No No No Washinaton ETC=OI-741-11008.0/L-2151/ i'CF252F ETC-01-741-11008.OJL-2151/1TF251F 2151ETC-01-741-11008.0%L/TTF252F Standard Aluminum Astragal ETC-01-741- 11008.0/L-2151 n I F25 i F Standard Aluminum Astragal ETC-01-741- 11008.0/L-21511I"[ F252F Aluminum Astragal ETC- Ol-741- 11008.0/L-2151/iTF251F Coastal Aluminum Astragal . KemorjaVHkkWyMayes, VA 23072 OXO/OX/XO Single w/Sidelites .... OXO/OX/XO Single w/Sidelites OXXO Double w/ Sidelites . I/S OXXO Double wlSidelites OXXO Double wJSidelites :..- OXXO Double w/ Sidelites.. O/S US O/S National Accreai[ation « iVixnagau.v.L Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: 4 4- P.I. MUU..ION I MASONRY SHOWN FOR MA MASONRY. OPENING TYP. HEAD OPENING REFERENCE 01 JAMBS HEAD l' 1JAMBS 2X BUCK --/ 7 2x 2X BUCK - iI Ii SING1 E W/SlYJ11E a Ck AN allCK-ANQJO-RIN-Q MASONRY OPENING I. min. S.G. 2: 015. 2X BUCK the comers may be adjusted fornainfain the min. Milm-1.612 ,., c edl* dkkW,9* to ih'ddc*JaTnb. 2 orj&auons noted as MAX.. ON CENFER7 rnust be adjusted to In. ddftn cowwwonchmNO .0 may bs, re4t4red fo **!0,th& 74AX 00 CINIW not afded_ m 3. Concrete anchor fable: ANCH04 Ag(* 4* wjiiil wi, 10- M to WIN w 1/4 r TAtCON Lco lf 1 -114' UUMACCiN. u TYP. HEAD JAMBS ASTRAGAL SHOWN FOR REFERENCE 11 it It ii W14vXF_ -- — l)CK ANCHORING I 11 It MULLION 4, SHOWN FOR II TYP,11 REFERENCE HEADII JAMBS II MULUON i SHOWN :11 006REFERENCE ishigLE—vuDEUM BUCK ANCHORING 4- 4. d. l FOR MULLIONi'-MLILLION ASHOWN TYP, REFERENCE I SHOWN FOR It REFERENCE 11HEAD JAMBS 2X-) X BUCK li II c CL ASTfiACrAL II: II REFERENCEroo II D II. 77 Li I1 Fm DOUBLE MASONRY ' R-C., V/51DELITES ANC—Iaw&Q OPENING c. L. T_ r C. IN "6! 2 PAIRS ;30 'A' 7* 3 3' 3 TYPTrItE k A. 4 4 TRj r-p TE73 il 1 TT7 SEE NO EET 3 \"--\' W/2X BUCK F SEE DETAIL. 7S 11 A JINSTALLATION ASHEET3EDETAIL ".3 121Ind ui 111111 TAL I N . . W/IX BUCK W jX R KINSTALLATION - N. TYP. HEAD .2MULLIONYASTRAGALJI & JAMBS F0 ...' HEAD: A SHOWN FOR If SHOWN FOR REFERENCE. AMOS REFERENCE REFERENCE ONLY ONLY SEE DETAIL SEE-/ io DETAIL 5 12 A' DOUBLE DOOR WZS-IDEUTES VIEW "E'- "C DOUBLE DOOR VIEW "A A" SHOWN W1 OMMM WROWTE0 SIDEUTE To DOOR JAMB COMNECA7N51 W/2X BUCK INSTALLATION.. W/1IX BUCK INSTALLATION 4z I W12X SLICK Item DESCRIPTION Material A 410 x 2' 1 2- --FF-H--WOOO SCREW STEEL. TEW 10 x *1 - FH WOOD SCREW STEEL 10 x 314 EG--.PFH_WOOD SCREW (Hinge to Frome) STEEL 1 0 K 2 LG. fFff WOOD SCREW STEEL 3 8 x 2-IZ2" LG. PFH WOOD SCREW STEELF 4 7/4- x 2-3/4 EtX0 OR'ITW CONCRETE' SCREWPFH STEEL 4 4 TIN PFH S TEEL. 9 1 4 3 -ffi4 '17W PFH STEEL STEELI1ITWPFHCONCRETESCREW314ITWPF.H1;115165 :x y3j: CO 1 4 x 3-1 4 ITW PFH CONCRET.E..S.CREW MASONRY — 3000 PSI MIN, CONCRETE CONFORMING TO ACI CONCRETE 13 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 16 774X ' 4 TFH ITW CONCRETE STEEL__j I it) HEADER JAMB (SUGAR PINL. SG0.342 WOOD 121 314" THK. PRESSURE TREAlf EX: I J/ 21 CO S M IILR INSTALIX110N... 4 0 WIIX BUCK. 31 INSTALLATION DETAIL- " 1 ATrATRIKE PLATE ASTPAGE TOFRAL THROAME WBOLTSAS SHOWN. CMK. Or. QUAIL mwrc m%7 FL-1522 SHEET- 4 It'll i INTERIOR EXTERIOR ' INTERIOR EXTERIOR EXTERIOR INTERIOR QfsI , - i, INTERIOR. GAM O1011EXTERIOR d auroruu, EXTERIOR z 1t INTERIOR. d Kj AL.C9QSS SWUM. W 1= 7N7N10- M.1 d FL— ! 5225.5-68 AN 4- 4i'44- 4I t NR MULLION n4P, 4 MASONRYJMASONRY :S146WH FOR . MASONRY .4. 7Yp, 0 C0. OPENING TYP , HEAD OPENING Ty.p REFERENCE OPENING JAMBS HEAD 11 a E01 Z- It 9 1 06 611. 62XBUCKMULLION.. it 2X BUCK-/ SHOWN FOR C', Ci REFERENCE 2X BUCK-i 11_it i c, t SIDEL[ TrS SINGLE DOOR BUCK AMMRM MASONRY_ j OPENING 2X BUCK - I, 2Xbuc -145- k min. S.G. 2: Q,0- CONCRFfEANCtLO- RYQ 1, Concrete anchor locations at the comers may be adjusted to maintain the Min. edge distance IOM000001nfs- e adjusted to 2. Concrete anchor locations noted as "MAX. ON CENTER" must b mainforn the m1n. edge dkfonre to mortar joints, oddrtional concrete anchors may be required to enswe the "MAX ON CENTER" dimension are not exceeded. 3. concrete anchor table., ANCOON fb'Awk woe Sq A 1- i 17' r ago.. 1/4' 11-1/c URtACO I/ SIDELITE 4CHURIN ul, RING BUCKANCHQ4 4- 4 CL 4 4 t MULLIO MULLION SHOWNNFORSHOWN FOR TYP. HEAD IFS TYP.. 1.1 EA - D REFERENCE REFERENCE II JAMBSIIASTRAGALJAMBS SHOWNFORREFERENCE ASTRAGAL 2x,- V_ SHOWN FOR BUCK REFERENCE Lq ixn C3scu Dwa, BY: JK DOUBLE DOOR MASONRY DOUBLE WZ510EUTES FL- 15225.5- BUCK ANCHORING, .QI.J-QK. ANC HORING OPENING ?!EF7 _2 C" 3 . p EJE DETAIL "3".ill +. NOTE 3 SHF_ET 3 tl; tl MULLION;-;'' 1 SHOWN FOR REFERENCE ASTRAGAL tl SHOWN FOR tl. REFERENCE ONLY Q tl. tl. c; 1t T.; C^_„„ Ao//_ AIFDOOR W/5IDEIWEW P a A. wM ytin A" rill A i W/2X BUCK I W//2X SUCK INSTALLATION SEE DETAIL .INSTALLATION A 9 4 SEE W/ix BUCK ^3" 1. W/fx BU41i : OETAII- sx,.. INSTALLATION 1'iN TAlA -n d PPJAM SO tl:iYP. HEAD !L p JAMBS 1 A5TRAGAlj - Q' . SHOWN FOR REFERENCE tl z - ONLY N. Z 37 SEE ¢p v7 1 1' 18 vi OEiA1L. _ F b B 1 4„ A" 1 t, EIEW *F"" EEWjE "-"E" DOUBLE DOOR YIEkY._... E3" SNOwN W/ OPDONAL CORRUGATED FASTENERS. REM !SO M7. All SIDEL/TE TO DOOR JAMB d-RECIIONS) Item OF_SCRIPTION Material A 10 x.2-1,2 PFH WOO SCREW EL STEEL:- g to x 7- W 'OD S i. X 1 P H W OD SCREWL 10x 3 4 LG, PFH D' SCR Hin a to Frp.rne 57EEL 1 4 1 4• 2-3 4 PFH.ELCO OR ITW L NCRETE'SCREW " " ST L ST EL i . z 1-3' 4 17W PF'H :CONCRETE SCREW STEEL 41. 4" x 3-3 4..ITW..PFH CONC kTE SCREW 7EEL 11 X. , FH . SCR .. ... 3 16. x 3-1 4. 1i 'P.FH CONCRETE SCREW STEEL 1 1 ' x ' -1 .4 .. !TW PFH CONCRETE S. R 4MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI CONCRETE 13 301 OR HOLLOW.©LOCK CONFORMING TO..ASTM C90 t@- 1.4 X.2-1 4 PFI ITW CONCRETE SCREW L W000 H DER..JAMB .PINE. SG.>= .U•42 0 D 21 3 .4 THK. PRESSURE TREATED S(DELITE .PAD STEEL. 30 2" X 1" X 25 GA. CORRl1GATED FASTENER i G 1, 0 .... DETAIL " 4" ... . A DETAIL-:]", ATTACH ASTRAGAI. THROW BOLT 1 `.* STRIKE PLATE TO FRAME. AS SHOWN. A t DETAIL " t" E' a JK.... . m NM. Bn LFS .3 RABWO NO,, R N FL-• 15225.5780 0 n r gXTERIO: INTERIOR 4 "V x I:AL.0 SS:S b. ' ,iriiw e9+contfpuro a+. EXTERIOR. x ca .ca 4ISOfig,eaMp r aifon: INTERIOR EXTERIOR INTERIOR fO o 5 VERTICAL 1tOSS EC1 C3 ou. eio* VA A2: 2 f t tip•..: a INTERIOR EXTERIOR. x° cZ g 9qo 120. m aa1 o t I 3. A11.A. 3SSEOON wx >o b 1~ v EXTERIOR INTERIOR s z zz i 13 u y• z 3 b VEkTI AL,GAt?SS E Tom. ate 2/2t b OutSi+IrigcnnlfgWrofion''- m. By, JK m DIKE BYe 2 ORnxIxC x0::: FL- 15225,5-80. h i ElC3RlZON1'At Clil'1S$ SEC1# 2 ..: g tanflp ohon 2 LIRIZO ROSS N q Oulnvin9 cbnit uro`tTon b-'s i5'jq Ylb 3 OR7iOMAL C O 3 r. 0 Sw1Flg coni'rguinHo(1 4r-9/lb" jrairtb' q413,IHIW MIAtCROSS SECSmb DQulswing:conflotirol"I Air W < J N o 2 O 0 uie.Y.21' -72' z N.T.S. 9 JK m IN: sn A WNG NN< C FL715225-68M n cliEft 26P 5_ n FI4 16-H AD AY ®HEAD MULUONY SHOWN FOR REFERENCE a O ld rryylSEE 4 - — MAIL " T I - + Nr SEE DETAIL " 4 VIEW C...Cl. SINGLE DOOR ggLDELITES _VIEW-F-E" rM of the cotngrs maybe adjusted to maintain the min. be 2. Ce6;&"06 hor ns noted es "MAX. CENTER"must ONnot conadjusted to CrOtO anchors remaintain the min. edge distance to rnortarlotnts.odditiO I n may berequiredtensurethe -MAX ON CENTEW'dimensfO ore not exceeded. I, Concrete anchor tab,.: Avg M 00109 Aow1- 114* 4" TAPCON: VLCP, Ile Mi.ZONUW0 AS SHOWN f3 122 T ? Q wood screws. There Ore (4) at each SID""NOT'S 1. The Srdellte is direct set into the jamb with (12) #8 x Z'Pfh. vertical jamb, from the top down at 13X, 3 7 ", 48.5'& 66". There are (21 at the header of N' from theoutsidecometsoftheframe. There are (2) at the sill, 4" from the outside comers. HEAD Cw' i THEADfFOilll HEAD MULUO14SHOWNFORli REFERENCECl 16-9/1 e JAMB TYF,. 0 JAMS 44heJAMB SINGLE DOOR WASIREM.- E, V-IEW"r-lr E ' T&lr 0 JAMBS 16" JAMBT., o SEE SINGLE DOOR VIEW " A" -" A W. D. 9C R W R W Building Consultants, Inc. Consulting and Engineering Services for the Building industryB C P.O. Box 230 Valrieo, FL 33595 Phone 813.659.9197 Florida Board or Professional Engineers Certificate of Authorization No. 9813 Scope: Product Evaluation report issued by R W Therma Tru Corporation, based ooRue Chalpterr No. 61 G20-3, ding Consultants, ( Method 1A of the State aof Florida Product Approval oDept. 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 manufacturers installation instructions. r-cantor distances shall be specked by the fastener manufacture, but in no instance shall they 4. Fastener embedment depths, edge distance and cente be less than shown In drawing FL-15225.5-68. 5. Where shims are used, they must be a "rigid / stiff' material that complies with the requirements -of the FBC. rusewithdrawingFL-15225:5-68 shall be determined by others for specific jobs in accordance 6. Positive and negative design pressure requirements fo 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: 1; 7est R,____-eort f ts ETC- 0 t=741-10702.0 ETC- 01-741-11008.0 TEL 01460147 2. Drawlnn No. No. FLA 5225.5 68 3. otculattons Anchoring Test StandardASTM E330-02 / TAS 202-94 ASTM E330-02 / TAS 202-94 ASTM E330-02 / E1886-02 / E1996-02 Prep_ _ tired by RW Building Consultants, Inc. (CA 49813) EM2A d by RW Building Consultants, Inc...(CA #9813) Sheet 1 of 1 Laboratory ETC Laboratories ETC Laboratories Testing Evaluation Lab. i: ttit7t}i Aqto Lyndon F. Schmidt, P.E. FL PE No. 43409 2/ 612015 Sianed by Wendell W. Haney, P.E. Joseph L. Dolden, P.E. Lyndon F. Schmidt, P.E. SCgnq.& Sealed fitt Lyndon F_ Schmidt, P.E. t. A.--_. b1r. Lyndon F. Schmidt, P.E. 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 Or THE PRODUCT SHOWN HEREIN. WINO LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063-T5. 6. UN:7S MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED iM.PACT 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 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 DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063-T5 1/8" THICK MINIMUM TABLE OF CONTENTS iEET NO. DESCRIPTION 1 NOTES 2 ELEVATION 3 - 9 INSTALLATION DETAILS REVISIONS DESCRIPTION GATE 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. SIGNED: 1012712015 MI LLC I1RILjp 90oWS1900LAKESIDEPARKWADOORSYFLOWER MOUND, TX 75028 S v 4\CEhSF9cP 51 SERIES430/440 XIX SGD 143" x 96REINFORCED b cC++*= OTA NNOTESa_ OF iOF cfOR1P DRAWN: GwcNO. REV F.A. OS-00503 D S& • • • • • Nv S Z///j/lKAL1E`\\\ cALEDATENTS02/23/09 SHEET i OF 9 4 6" MAX - 5" :MAX 17" MAX O.C. 96" MAX FRAME HE i t i J- 6" MAX I j 143" MAX FRAME WIDTH SERIES 4301440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING f40.OPSF NONE SEE CHARTS k1 AND x2 FOR OTHER UNITS RATINGS REVISIONS REV I DESCRIPTION I GATE APPRO'JEO A I ADDED CHARTS 03/O6/i2 i R.L. B REVISED PER 14EW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 6" MAX CHART#i 0 REVISED INSTALLATION DETAILS 08/05/15 R.L. WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (pso Frame Single Panel and Total Frame Width (in) Height in) 30jNe 42.0 47.7 90.0 126.00 143.00 Pos Neg Pos Neg Pos Neg 84.0 40.0 57.940.0 52.0 40.0 48.0 88.0 40.0 54.6 40.0 48.9 400 45.0 92.0 40.0 51.7 40.0 46.1 40.0 42.3 96.0 40.0 49 00 40.0 1 43.7 1 40.0 40,0 CHART q2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE ,NOTE 9 SHEET 1 Design pressure chart (psi Frame SinglePanel and Total Frarre Width (In) Height 30.0 36.0 42.0 47.7 in) 90.00 108.00 126.00 143.00 Pos Neg Pos Neg Pos Meg Pas Neg 64.0 60.0 60.0 57.9 57.9 52.0 520 48.0 48.0 88.0 60.0 60.0 54.6 54.6 48.9 48.9 45.0 45.0 920 59.6 59.6 51.7 51.7 46,1 46.1 42.3 42.3 96.0 56.6 56.6 49.0 49.0 43.7 43.7 40.0 40.0 CHART K3 Number of anchor locations required Frarre Height in) Single Panel and Total Frame Width in) 30.0 36.0 42.0 47.7 90.0 108.0 126.0 143.0 H8S Jamb H&S Jamb HdS Jamb H&S IJamb 84.0 6 6 7 6 8 6 9 6 88.0 6 6 7 6 8 6 9 6 92.0 6 6 7 6 8 6 9 6 96.0 6 6 7 6 8 6 9 6 1::1-uls' n:_'9 SIGNED: 1012712015 MI WINDOWS LLCDDOORPARKWAY00LAKESIDE9dT i FLOWERMOUND, TX 75028 XGENS SERIES 430/440 XIX SGD*• v 0 51,5S' 143" x 96"REINFORCED k= ELEVATIONS S E - TATOF DRAW.: Dwc No. REV iis F40R10P F.A. 08-005230F D SCALE OnTE SNEc. NTS02/23/09 g NAi11 t 1 /2" MIN. EDGE DISTANCE I 1 3/8" MIN. WOOD FRAMING OR 2x BUCK EMBEDMENT BY OTHERS 1/4" EMBEDMENT rIL, f MAX. _ II 10 WOOD lj SHIM SPACE J MIN. SCREW I— EDGE DISTANCEE 10 WOOD SCREW WOOD FRAMING 03 2X BUCK BY OTHERS i! EXTERIOR INTERIOR 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 SEALANTS Y OTHERS TO BE DESIGNED IN ACCORDANCE WITHASTM E2112 0 WOOD SCREW 3E SET 1N APPROVED MIN, viENT WOOD FRAMING OR 2X BUCK BY OTHERS 4-- 1 /4" MAX. SHIM SPACE REVISIONS REV I DESCRIPTION OAT-' APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED F--WGE INSTALLATIONS 112/06/13 R.L. 0 REVISED INSTALLATION DETAILS 08/05/15 I R.L. INTERIOR G 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: Dwc No. F.A. 08-00503 SCALE NTS JOATE 02/23/09 sHEET3 OF 9 SIGNED: 1012712015 1'IL/0 41 /x XCEN3 9cP o 51 TAT E OF ; 0: REV 'z101i c OR10P r, D s/pNAL1\ METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW I M_1'AL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 1/4" MAX. SHIM SPACE 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO SE DESIGNED INACCORDANCE WITH ASTM E2112 4S OR RILLING R L TO BE SET IN BED OF APPROVED 1LANT It 5/4" MIN. EDGE DISTANCE s 410 SMS OR SELF DRILLING SCREWS METAL — STRUCTURE BY 07HERS 1/4" MAX. I SHIM SPACE F.A. GALE NTS REVISIONS DESCRIPTION i DATE I APPROVED ADDED CHARTS 03/06/12 TR.L. REVISED PER NEVI TESTING 10/15/13 i R L. ADDED FLANGE INSTALLATIONS 12/06/13R.L. REVISED INSTALLATION DETAILS 08/05/15 I R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DWG No. 08-00503 DATE 02/23/09 ISHEET4 OF 9 SIGNED: 1012712015 R' I fL i yXGENSFgEP TAT 5EOF 2 1/2" MIN. EDGE DISTANCE T 1/4" MIN. EMBEDMENT 1 1/4° MIN. 9/4" MAX. 4.° CONCRETE/ EMBEDMENT i SHIM SPACE MASONRY 1 BY OTHERS i 2 1/2" MIN. OPTIONAL STANCEEDGEDII ° c IX BUCK I y INTERIOR TC BE 1 4" MAX. I PROPERLY11 SECUREDSHIMSPACE3/16" TAPCON a.a SEE NOTE 3 - I; SHEET 1 3/ 16" TAPCON 1 lCONCRETE/ MASONRY j J I BY OTHERS °°a EXTERIORINTERIORI i SILL TO BE SET IN •.. ° ( EXTERIOR 3/ 16" TAPCON I SEALANTOE APPROVED REVISIONS REV DZSCRIPT'-.011 DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 I R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R.L. No J 1, JAMB INSTALLATION DETAIL k OPTIONAL 1X BUCK CONCRETE/MASONRYINSTALLATION MASONRY/ I TO BE PROPERLY CONCRETE ° I SECURED BY OTHERS SEE NOTE 3 SHEET 1 L7 NOTES: at11/4" MIN. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, EMBEDMENT NOT SHOWN FOR CLARITY. c ° e •1 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 4 DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION CONCRETFIMASONRYlNSTALLATION 2 1/2" M!N. EDGE DISTANCE S SIGNED: 1012712015 M I WINDOWS D PARKWAY LLC `\\\ J Sti9f 11LJo FLOWER MOUND, TX 75028•GENSF9cP SERIES 430/440 XIX SGD*• D 143E x 96" REINFORCED FRAME INSTALLATION DETAILS $TAT OF • ` DRAWN; DWG N0, REV OF•'pRIOP:• GALE GATE 08 SOOE503 D zSNA11Et G\\\ NTS 02/23/09 5 OF 9 OOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW t( WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE IT/8" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE INTERIOR 3/8" MIN. EMBEDMENT 1 1/2" MIN. EDGE DISTANCE 10 WOOD SCREW SILL TO BE SET IN A BED OF APPROVED SF-44LANT i WOOD FRAMING OR 2X BUCK1BYOTHERS 3/8" MIN. EMBEDMENT 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 1N ACCORDANCE WITH ASTM E2112 RNISIONS REV DESCRIPTION A ADDED CHARTS 8 REVISED PER NEW TESTING C , ADDED FLANGE INSTALLATIONS D REVISED INSTALLATION DETAILS 1 /4" MAX. SHIM SPACE lF INTERIOR O J pEXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION M{ WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: OWG NO. F.A. 08-00503 SCALE NTS — 02/23/09 1 SHEETS OF 9 DATE APPROVED 03/06/12 R.L. 10/15/13 R.L. 12/06/13 R.L. 08/05/15 R.L. SIGNED: 1012712015 Et4,9 4 o4, ATATE OF 0 F 0NAI 1EaG\ M ETAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE 9Y OTHERS LJx I tHIVH REVISIONS 3/4" MIN. REV DESCRIPTION DATE APPROVED EDGE DISTANCE I A ADDED CHARTS 03/06/12 R.L. B RNISED PER NEW TESTING 10/15/13 R.L. 55 1/4" MAX. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. F SHIM SPACE D { REVISED INSTALLATION DETAILS I OB/05/15 R.L 1 /4" MAX. SHIM SPACE S RI OR SELF SELF GRILLING 3/4" MIN. SCREW r EDGE DISTANCE INTERIOR El INTERIOR # 10 SMS OR SELF DRILLING SCREWS SILL TO BE SET IN A BED OF J APPROVED SEALANT METAL TURE r_ ill II 11 BYROTHERS cvrrornc 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION I--- I c-1 C XJ 4 --- L I MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DWG NO. F.A. 08-00503 SCALE NTS I DATE 02/23/09 ISHEE17 OF 9 SIGNED: 1012712015 E o pTAT SEOF A REV F• Ftoelo? • ` : Ai E.: I w......., W _. w w ..._.._.....-.,,........,. ...• ,.... . _ _.W..,._,_.,.,...., ,,,.,., y._., s.._.. ,......,,....,..,... _ m ..:..,.,..._,... _........ ...w ... ...... REVISIONS 2 1/2" MIN. REV DESCRIPTION DATE APPROVE) CONCRETE/ EDGE DISTANCE 12 R.L. A ' ADDED CHARTS 03 06 ; MASONRY / / BY OTHERS B REVISED PER NEW TESTING 10/15/13 R.L. 1 t/C" MIN, C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. EMBEDMENT 1/4" MIN. 1/4" MAX. D REVISED INSTALLATION DETAILS 08/05/15 R.L. EMBEDMENT +I SHIM SPACE li OPTIONAL r 2 1/2. i 1X BUCK U I EDGE DISTANCE v TO BE INTERIOR SOP RLY IL.SI 1 7.AX I II SEE NOTE 3 SHIM SPACE • v t SHEET 1 — 3/15" TAPCON 3/16" TA?CON a i CONCRETE/MASONRY EXTERIOR I INTERIOR BY OTHERS 3/16" TAPCON SILL TO BE SET IN I' EXTERIOR A BED OF APPROVED i SEALANT jOPTIONAL 1 x BUCK JAMB INSTALLATION DETAIL TO BE PROPERLY CONCRETE/MASONRYINSTALLATIONS=CURED I SEE MASONRY/ NOTE 3 SHEEP 1 CONCRETE .. I BY OTHERS T NOTES: 1 ;/4" MIN. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, i _ b .• ' 35_ ' . EMBEDMENT NOT SHOWN FOR CLARITY. c ' B ° ! 1 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE a ! DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION 2 1 /2" MIN. CONCRETE/ MASONRYINSTALLATION EDGE DISTANCE . S SIGNED: 1012712015 MIWINDOWS LAKESIDE PARKWAY D LLC \\\\ iR II.Io 1 FLOWERMOUND, TX 75028 = •y GENS 9,' SERIES 430/ 440 XIX SGD =*• 0 69 *= 1 x A REINFORCED d FLANGE INSTALLATIONDETAILS p • TAT OF O. DRAWN: DWG NO. REV •'IORtOP• \\ 08005 SCALE NTS DATE 02/23/09 1830E 9 D 1NAL1E? G`\ 1 5/8" MIN. EDGE DIST. TRIM INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP a 1 1/4" MIN. EMBEDMENT X BUCK BY OTHERS, 1X BUCK TO BE 1 PROPERLY SECURED 1 3/76" EXTERIOR --- PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE INTERIOR TRIM METAL STRUCTURE — BY OTHERS TRIM —, INTERIOR HOOK STRIP — RVAS'14S REV 0ESCRIPTIO14 DATE APPROVED A ADDED CHARTS 03/06/12 R.L B REV!SED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTA'_L4TION DETAILS 08/05/15 R.L. 3/4" WK. EDGE DISTANCE 10 SELF DRILLING SCREW li 1/2" MIN. ?ANEL EDGE DISTANCE EXTERIOR !NTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE 1 3/8" MIN. EMBEDMENT I HOOK STRIP 10 WOOD f ! SCREW EXTERIOR !J PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCK/WOOD FRAMING NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED HOOK INSTALLATION DETAILS DRAWN' DWG NO. F.A. 08-00503 SCALE NTS DATE 02/23/09 S"E`T9 OF 9 SIGNED: 1012712015 M X 0 51 ••= i TA7E OF ; rim i0. Cci ss/ONA1.t'a\' ' f i BcIS Home Log to User Registration Hot Topics Submit Surcharge Salts & Facts Publications FBC Stall 'BCIS Site Map 1Unks Searchto F dbpf6( , Product Approval . j- USER: Public User Yt -t Am,, kr1 Min-, > P. =W o A,r&RcnL4e+ > 44 Ltn man L.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 Evaluation Report from a Florida Rei gistered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the JOHN SCATES Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. i Quality Assurance Contract Expiration Date 08/28/2018 Validated By Kurt Dietrich PE Validation Checklist - Hardcopy Received i Certificate of Independence FLI-5080 R' f Q1 of Ind Scdes 2015 .odf Referenced Standard and Year (of Standard) I Standard I Year ANSI/ DASMA115 2005 DASMA108 2005 Equivalence of Product Standards Certified By Sections from the Code FL # Model, Number or Name Description 15080.1 RESIDENTIAL PAN DOORS MODELS 724, 426, 735, 750, IV55 Limits of Use Installation Instructions Approved for use in HVHZ: No FLI5080 R1 i1 99A061-reVF JambAttach s Ddf Approved for use outside HVHZ: Yes FL15080 R1 II 99AA075 Lockinstall s ndfImpactResistant: No I FL15080 R1 II 9 `s Ddf Design Pressure: +22.9/-26.4 Verified By: JOHN E. SCATES; PE FL 51737Other: +22.9/-26.4 LISTED IS FOR THE 9' 0" X 7' 0" OTHER Created by Independent Third Party: YesSI2ESANDPRESSURESARELISTEDONTHEDRAWINGSEvaluationReports FLi5080 R1 AE Eval Reoort; ResPan rla s odf Created by Independent Third Party: Yes 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16" X 1-1/2' LAG SCREWS 2" CALV. STEEL VERTICAL TRACK 16GA , BOLTED TO 04 TRACK BRACKETS WITH 1/4"-20 X 5/8' RACK BOLTS. OPENINGHEIGHT b4 AOT OVERRHEIGHT) 3/4- X 1-1/2" X 13 GAGE MIN. 1/4- X 1/2- LONG GALV. STEEL HORIZONTAL ANGLE. USE EXTRA CARRIAGE BOLT k NUT 1/4" X 3/4- HEX REM SELF DRILLING//SCREW USESHE E YALSC R3EWSr LV. STEEL HORIZONTAL K 16 GAGE OR 13 GAGE D ON THE WEIGHT THE DOOR. DETAlL D 63" (16 X 7) 74" (16 X 8) 42" (16 X 7) 50" (16 X 8) 16 CAGE GALV, STEEL 5 STRUTS -1 TOP BRACKET WITH 14 Xg" 20GA WIDE (16GAGEROLLERHOLDER3" 18GA WIDE (16 XSEEDETAILD. ( SEE DETAIL A)_ 2" ROLLER WITH 7/16" DM4 STEM. TIRE: STEEL 816 X 7) 7 BALL SHORT STEM 16 X 8) 10 BALL LONG STEM OPTIONAL LOCK -/ STRUT ON UPPER PART OF SECTION DIVER 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) X 7) 1/2" POLYSTYRENEINSULATION(16X8) STANDARD FOR SECTION ER R PARTOFL21(15 MODEL 735. O LEGEAF. (SEE DETAIL e). 3 1- 3/8' POLYSTYRENE 20 GAGE END STILES - FASTENED WITH 21' OR 24" HIGH iNSlriA710N OPTIONAL FOR MOO. 724.. 730, TOG- L-ICCS TO PANEL USE END CAP PANEL GALV, AND 750, 755. 426. OVER END STILES. ( SEE DETAIL C) PREPAINTEO STEEL 25 GAGE ALL STOP MOULDING HAILED EVERY 9" MODELS EXCEPT STRUT ON BOTTOM BRACKET 6- D TYPE NAIL M64----. 24 GAGE MODEL 750, 755 13 GAGE GALV. STEEL BOTTOM BRACKET 2 111 _ ATTACHED WITH 2 LAG SCREW 5/16- X 1-1/2- FASTENERS. BOTTOM BE ABOVE T_ SECTION B — B SECTION A -A ORRBELOWEW NROLLER. 20 WE GALV, STEEL CENTER STILE TOG- L-LOC OR POP RIVETED TO PANEL. 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL TOGA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE FASTENED WITH (4) 1/4" X 3/4' FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16' X 1-1/2' HEX HEAD SHEET METAL SCREWS. LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. P. S.F. TABLE DOOR SZE- ... OESM,PRESSURE. TEST.PRESSLRE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NECATNE 7'- 0"+18.7 20.6 28,1 31.2 016'-0" 16'- 0" 8'-0"+18.7 NOTE- ALL NON -DESCRIPTIVE FASTENERS SHOWN TO BE 1/ 4--20 X 5/8- HEX BOLTS & NUT$ OR 1/ 4, X 3/4" LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. I _ 1 / i r t+o.611737 i BTATfsOIF ; p` USE ONE EXTRA SELF DRILLING SCREW THROUGH TOP LEAF OF HINGE, END STILE k RAIL. TYPICAL FOR EACH OPTIONAL SSB GLASS LIGHTS 16'( DOUBLE CAR) 7' IR 8' I BOPTIONAL LONG PANEL STILES (,, 55 COLUMNS EMBOSSES HINGES ( 3 COLUMN) 20 GAGE END STILES 20 GAGE END CAP - 3" e 2. 75" —I • t DETAIL A DETAIL C 3' 20GA WIDE STRUT (16 X 7)) 3" 18GA WIDE STRUT (16 X 6) 1 L.H.I NOTE: DOOR MUST BE INSTALLED DETAIL B WITH EITHER ION ELECTRIC OPERATOR OR A LOCK MUST ENGAGE BOTH TRACKS ON OORS WITH EXTENSION SPRINGS). NOTE: GLAZING DOES NOT SATISFY IMPACT L16' T DEBRISREQUIREMENTSINFBC562- 1872 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR OLCE ERANWl B12/15/11 RLB 2866 3/ 10/06 RLB FRAC.a 2848 11/ 1/07 RLB DEC. t ANG.f E.C. N, DATE: APPROV. SCA NW DATE: I DWG. NO.- 07 99— B-079 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 OVE D OR HEIG 3) 1/4' CARRIAGE BOLTS X 13 GAGE MIN. GALV. STEEL FAI HORIZONTAL ANGLE. 1/4" x 3/4' SHEET METAL EXTRA SCREWS 1/4" X 3/4" ama1D HEX HEAD SELF 2" GALV. STEEL HORIZONTAL 13 MILLING SCREW TRACK 16 GAGE OR 13 GAGE DETAIL D BASED ON THE WEIGHT OF THE DOOR. 63" 18 X 7 74" 18 X B SEE DETAIL "E" 42'(18X7) 50" 18 X 8 22X 7) 24" 18 X 8 DETAIL E J—L--- 4 BRACKETS EACH SIDE 20 GAGE END STILES — FASTENED WITH TOG—L—LOCS TO PANEL. USE END CAP OVER END STILES. ( SEE DETAIL C) STOP MOULDING NAILED EVERY 9" 6-0TYPE NAIL MIN. I SECTIONB- B \ 13 GAGE GALV, STEEL WINDLOAD TRACK BRACKETS. SEE AI FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1— LAG SCREWS & WASHERS. PREPARATION OF JAMBS BY OR SEE DETAIL P. S.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 1. 25" —) 1` f'— 2.75" I DETAIL A 3" 18GA WIDE STRUT 1/ 2" POLYSTYRENE INSULATION STANDARD FOR MODEL 735. 13 GAGE GALV. STEEL TOP BRACKET WITH 10 GAGE ROLLER HOLDER. NOTE THAT HOLLER HOLDER CURLIS TURNED DOWN. 5EE DETAIL D. STRUTS BGA IL DA DETAILASTRUT JUST BELOW TOP BRACKET. 2" HURRICANE ROLLER WITH B 7/ 16" DIA. LONG STEM. / TIRE: STEEL 10 BALL / OPTIONAL ALTERNATE CONSTRUCTION USING ( 2) STRUTS OPTIONAL SSB GLASS LIGHTS I uiu uiu uiu u I leililnliinlun III r i III ti! i 11n 71101 1 oil 1o111miiFm9 1 FiiiFm Mm&li aae e. ear af aar eaal e IrII 111r 1111F 1 1ir71r11r.11r1 ILMM IL IMMILJI MILMIILMMI I l ___ - _ m STRUT ONUPPERPARTOFNeeSECTIONOVER HNGE LEAF. (SEE DETAIL B). GALV. STEEL ( 14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 6 FASTENERS. SEE DETAIL B 4(") X 16" AIR( VENTS SECTION OVER UPPER PARTOF 120 SQ. IN4CHR MIN. TOTAL OPEEN LEAF. (SEE DETAIL 8). AREA). OPTIONAL. STRUT ON LOWER PART OF — USE TWO EXTRA SELF DRILLING GALVANIZED STEEL STRUT ATTACHED 2" WITH 1 /4' X 3/4" LONG HEX HEAD SELF DRILLING SCREW Z PER VERTICAL STILE) 1-3/ 8" POLYSTYRENE 21" OR 24" INSULATION OPTIONAL HIGH PANEL FOR MOD. 724, 730, GALV. AND 750, 755, 426. PREPAI NTED STEEL 25 GAGE ALL STRUT IN MIDDLE OF MODELS EXCEPT BOTTOM SECTION. 24 GAGE MODEL 750, 755. 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 3 MD FASTENERS. BOTTOM 2 SCREW CAN BE ABOVE OR BELOW ROLLER. T SECTION A -A 20 GAGE GALV. STEEL CENTER STILE TOG—L— LOC OR POP RIVETED TO PANEL 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL FASTENED WITH ( 4) 1/4" X 3/4" HEX HEAD SHEET METAL SCREWS. NOTE: ALL NON —DESCRIPTIVE FASTENERS SHOWN TO BE 1/4"- 20 X 5/8" HEX BOLTS & NUTS OR 1/4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS, 21 DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES IA—Ht DaJVO—r—GLUJ LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. FL— PE-51737 972 4SZ- 9500 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES 15 THE RESPONSIBILITY OF OTHERS. ProtesslanaI Engineer' s seal Wlovided only for verification of ndlaad constructiondetailB. SCREWS THROUGH HINGE LEAF, END STILE & RAIL AS SHOWN. TYPICAL EACH END HINGE. OPTIONAL LONG PANEL EMBOSSES CENTER STILES ( 7 COLUMNS) CENTER HINGES ( 3 COLUMNS) 20 GAGE END STILES 16 GAGE END CAP 0[ nrrA II r e' I 00 NOTE: DOOR MUST BE INSTALLED p RAILS WITH EITHER AN ELECTRIC OPERATOR OR A LOCK MUST ENGAGE BOTH TRACKS ON DOORS WITH EXTENSION p SPRINGS). DETAIL B 1 U 1 X 7 1 L. H. NOTE: GLAZING DOES NOT SATISFY IMPACT DEBRIS REQUIREMENTS IN FBC FL 15080 1 81 X 8' 1P.O. BOX 8915 LITTLE 1111K. ® ffii D" n 7 219 8915 All 5D1) 562- 1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR 12/15/ 11 RLB TOLERANCE W1 g 2856 3/ 10/08 RLB FRAC.t1/64" DEG. t , 01s NEXT LEVEL DATE: DWG. NO. 2848 11/ 1/07 RLB ANC. t r 11 1 07 99—B-079 E.C. N. DATE: APPROV. SCALE NONE PLOT SCALE DRN. BY - BH 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 SELF DRILLING SCREW 1/4' X 1/2- LONG CARRIAGE BOLT & NUT 3/4" X 1-1/2" X 13 GAGE MIN. i GALV. STEEL HORIZONTAL ANGLE. 13 GAGE GALV. STEEL TRACK SPLICE OR FLAG BRACKET. FASTEN TO WOOD SHEET2METAL"SCREWS' JAMBS WITH 5/16" X 1-1/2" LAG SCREWS. DETAIL D 2" GALV. STEEL VERTICAL TRACK BOLTED TO TRACK BRACKETS WITH 1/4"-20 X 5/8" TRACK BOLTS. 18GA. (9 X 7), 16GA. (9 X 8). OPENING HEIGHT III 63" (9 X 8) NOT OVER DOOR HEIGHT) 2 BRACKETS EACH SIDE) COMMERCIAL (9 X 7) 42" (9 X 7) 1/2" POLYSTYRENE 37" (9 X 8) (3 BRACKETS EACH SIDE) INSULATION STANDARD COMMERCIAL (9 X 8) FOR MODEL 735 —\ I_I 20 CAGE END STILES — FASTENED WITH TOG—L—LOCS TO PANEL. USE END CAP 21" OR 24" OVER ENO STILES ON 9 X 8. SEE DETAIL C. HIGH PANEL STOP MOULDING NAILED EVERY 12" GALV. AND PREPAINTED STEEL 6—D TYPE NAIL MIN. 25 GAGE ALL MODELS EXCEPT 24 GAGE 750. 755MODEL 2 T LAG SCREW — 5/16" X 1-1/2" SECTION B—B 20 GAGE GALV. STEEL CENTER STILE TOG—L—LOC OR POP RIVETED TO PANEL. 10GA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE 1B GAGE GALV. STEEL CENTER HINGE RESIDENTIAL SECTION A-PFORSPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2" FASTENED WITH (4) 1/4" X 3/4" LAC SCREWS. PREPARATION OF JAMBS BY OTHERS. HEX HEAD SHEET METAL SCREWS. P.S.F. TABLE DOOR SIZE DESIGN PRESSURE TEST PRESSURE WIDTH HEIGHT POSIRVE NEGATIVE POSITIVE NEGATIVE 9'-0" 7'-0" 22.9 26.4 34.4 39.6 9'-0" 8'-0" 19.2 22.2 28.8 33.3 NOTE: ALL NON —DESCRIPTIVE FASTENERS SHOWN TO BE 1/4"-20 X 5/8" HEX BOLTS & NUTS OR 1/4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES IFL—PE-51737 LISTED IN THE TABLE ABOVE WA TESTING TO ANSI/DASMA 108-05. 972 492-9500 r,"n%-I', ssional Engineer's seal DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. ed only for verification ad construction details.. 16 GAGE GALV. STEEL TOP BRACKET OPTIONAL SSE WITH 14 GAGE ROLLER HOLDER GLASS LIGHTS SEE DETAIL D) 2" ROLLER WITH 7/16' DIA. STEM. TIRE: NYLON OR 7 SALL STEEL. (9 X 7). 2' ROLLER WITH 7/16" DIA. STEM. TIRE: 7 BALL STEEL. (9 X 8). OPTIONAL LOCK—/ NOTE: DOOR MUST BE INSTALLED WITH EITHER AN ELECTRIC OPERATOR OR A LOCK MUST ENGAGE BOTH 3 STRUTS J TRACKS ON OORS WITH EXTENSION SPRINGS). 3" 20GA SEE DETAIL A) GALV. STEEL END HINGE COMMERCIAL ATTACHED WITH 5 FASTENERS. 14 GAGE. (SEE DETAIL C). GALVANIZED STEEL STRUT. ATTACHED WITH 1/4" X 3/4- LONG HEX HEAD SELF DRILLING SCREWS. 2 PER VERTICAL STILE) THIS STRUT ON HINGE LEAF. (SEE DETAIL C) OTHER STRUTS IN MIDDLE OF TOP & BOTTOM SECTIONS. 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. WnJlrSTRUTS EXBOSSES I'll 111111111mi11 I I— 1 .25" I l I-- 2.75" --I DETAIL A 3" 200A WIDE STRUT T 9' SINGLE CAR) CENTER STILES AND HINGEOLUMN34(y" X 16" AIR( VENTSINHRMINTOTALPEN AREA), OPTIONAL. USE ONE EXTRA SELF DRILLING SCREW THROUGH TOP LEAF OF HINGE, END STILE & RAIL. 20 GAGE END STILES O s O` r O. a L 20 GAGE ENDCAP USED ON 9 X 8 DOOR ONLY NOTE: GLAZING DOES NOT SATISFY IMPACT DETAIL C 9 X 7 DEBRIS REQUIREMENTS IN FBC FL 150801 9 X 8 P.O. BOX 8915 IVEMS®R D"R 1 7 219 8915 AR 501) 562-1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B12/15/11 RLB TOLERANCE 2866 3/10/08 RL8 FRAC.f 1/64" DEC. t .01s ANG. t 1• NEXT LEVEL DATE: 11 1 07 DWG. NO, gg_B_079284811/1/07 RLB E.C.N. DATE: APPROV. SCALE NONE PLOT SCALE DRN. BYIBH SHT 1 C F 3 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, OOD WITHFASTE5/16'RTO1/2B LAG SCREWS 2" GALV. STEEL VERTICAL TRACK 16GA , BOLTED TO B4 TRACK BRACKETS WITH 1/4" -20 X 5/8" TRACK BOLTS. OPENINGHEIGHT #4 NOT OVER D OR HEIGHT) 3 4 BRACKETS EACH SIDE X 1-1/2" X 13 GAGE MIN. 1/4' X 1/2' LONG STEEL HORIZONTAL ANGLE. USE EXTRA CARRIAGE BOLT 8 NUT 1/4' X 3/4" HEX HEAD SELF USErr ll DRILLING SCREW SHEEi2M EiAL" SCR WS' a STEEL HORIZONTAL GAGE OR 13 GAGE THE WEIGHT _ OF THE DOOR 63" (16 X 7) 74" (16 X 8) 42" (.16 X 7) 50"(16X8) 2 X 7) 24" (16 X 8) 3 5. 20 GAGE END STILES - FASTENED WITH TOG-L-LOGS TO PANEL USE END CAP OVER END STILES. ( SEE DETAIL C) STOP MOULDING NAILED EVERY 9" 6-D TYPE NAIL MIN. SECTION B-B I OGA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2 LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. P.S.F. TABLE DOOR SIZE DESIGN PRESSURE TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE PM71YE NEGATIVE 16'-0" 7'-0" 18.71+18.7 2D.8 28.1 31.2 1 6'-0" 8'-0" 20.8 28.1 31 .2 16 GAGE GALV. STEEL 5 STRUTS TOP BRACKET WITH 14 3" 20GA WIDE ((16 XGAGEROLLERHOLDER3" 18GA WOE (16 X SEE DETAIL D. SEE DETAIL A) STRUT JUST BELOW TOP BRACKET. 2' ROLLER WITH 7/15" DIA. STEM. TIRE: ST EL 16 X 7 7 BALL SHORT STEM 16 X 8) 10 BALL LONG STEM OPTIONAL LOCK STRUT ON UPPER PART OF SECTION OVER HINGE LEAF. (SEE DETAIL 8). GALV. STEEL (14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 5 FASTENERS. GALVANIZED STEEL STRUT ATTACHED WITH 1/4" X 3/4" LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) STRUT ON UPPER PART OF SECTION OVER HINGE LEAF. (SEE DETAIL 8). J 1 -3/8' POLYSTYRENE 21" OR 24" HIGH INSULATION OPTIONAL FOR MOD. 724, 730. PANEL GALV. AND 750, 755, 426. PREPAINTED STEEL 25 GAGE ALL STRUT ON BOTTOM BRACKET MODELS EXCEPT 24 GAGE MODEL 750, 755 I 13 GAGE GALV. STEEL Jj BOTTOM RACKET ATTACHED WITH 2 LAG SCREW 5/16" X 1-1/2" SCREW BCAN BE AS. BOVE SECTION A —A OR BELOW ROLLER. 20 GAGE GALV. STEEL CENTER STILE TOG-L-LOC OR POP RIVETED TO PANEL. 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL FASTENED WITH (4) 1/4" X 3/4' HEX HEAD SHEET METAL SCREWS. NOTE: ALL NON -DESCRIPTIVE FASTENERS SHOWN TO BE 1/4"-20 X 5/9' HEX BOLTS k NUTS OR 1/4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. 3121 FAIRGATE DR. Carrollton, TX 75007 DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES TX -PE 56308-F-2203 LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. FL-PE-51-997251737 00 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Professional Engineer's seal Wlo ad onl efor verification ofndlaadctructiondetails. OPTIONAL SSB GLASS LIGHTS 16'(DOUBLE CAR) 4("))X 16" AIR VENTS N4CHRSOMIIN. TO ALOOPEEN AREA). OPTIONAL. CEI USE ONE EXTRA SELF DRILLING SCREW THROUGH TOP LEAF OF HINGE, END STILE k RAIL. CONSTRUCTION STRUTS OPTIONAL LONG PANEL STILES (5 COLUMNS) EMBOSSES HINGES (3 COLUMNS) 1.25" 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 a" 0: DETAIL C L.H. NOTE: DOOR MUST BE INSTALLED 7 ELECTRIC OPERATOROTHWITHEITHERCK 1N ENGAGEJITBO16X7DETAILBTOACKSON (DOORS WITH EXTENSION SPRINGS). NOTE: GLAZIND NOT SATISFYREMENSINFBCPACTBRISGREQUDOES 16' X 8' FL 15080 15P.O. BOX 89LITTLEROCK, ARW1DWREmmm72219-8915 501) 562-1872 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR Wl B 12/15/11 RLB TOLERANCE FRAC.f 1/64' DEC. t .01s ANG. f V 2856 3/1 0/013 RLB NEXT LEVEL PLOT SCALE DATE: 11 1 07 DRN. BY BH DWG. NO. 99—B-079284811/1/07 RLB E.C.N. DATE: APPROV. SCALE NONE SHT 2 OF 3 Florida Building Code Online Page 1 of 4 FL17676.9 0) MAUL-7.GI 1517l S CdtiS4.iaaPY Deepa.`TIFTid BQS Home i Log In 1 User Registration Hot Topics 1 Submit Surcharce Stats & Facts Publications FBC Staff BCIS Site Map Links Search 3 QUsines l/ I"I) Product ApprovalProfessiUSER: Public User Rego at on Product Aooroval Menu > P.,-oduct or Application Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE M Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA/WDMA/CSA 101/I.S.2/A440 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/201S Year 2008 https:Hfloridabuilding.org/pr/pr_app_dtl.asp;?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Building Code Online Page 2 of 4 Sum 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 36x74 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Firr 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 Architf;ctural Manufacturers Association Created by IndependentThi;-d 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: 117676.3 13540 SH ( 40x66 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-45 Other: R-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 40x66.i)df Quality Assurance Contract Expiration Date 08/26/2016 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 40x66.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 1 3S40 SH 144x63 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +40/-47 Other: R-PG40. Units must be glazed in accordance with ASTM E1300-04. 17676.5 13540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-47 Other: R-PG35. Units must be glazed in accordance with ASTM E1300-04. 17676.6 13540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed In accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x63.ndf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x63.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 44x72 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x72.odf Quality Assurance Contract Expiration Date 08/01/20--7 Installati.)n Instructions 1`1_176 s" R2 II Install - 3540 SH Fin 44x72.odf Verifed By: American Architectural Manufacturers Assc iation Created by Independent Third Party: Evauation Reports Creaed by Independent Third Party: 44x84 ;in Frame Certifmi.tion Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.1)df Quality Assurance Contract Expiration Date 04/12/20J Installaton Instructions FL176'6 R2 II Install - 3540 SH Fin 44x84.udF VeriflA By: American Architectural Manufacturers Assoilation Creaed by Independent Third Party: ilding.org/pr/pr_app_dtl.aspx?param=wGEvxQwtDgvFGYZsjrZFR6fG 1... 5/26/2016. Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 II Install - 3540 SH Fin 52x84.odfASTME1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 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 FL1767G R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 4402 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.p_df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96 odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.odf Created by Independent Third Party: Yes 117676.12 13540 SH 1 52x62 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.pdf 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?pafam=wGEVXQwtDgvFGYZsjrZFR6fG l ... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 2269.Ddf Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance, Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.pdf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- R2 C7326.01 3540.AWS,IG.FIN.48X72.R35.(072016) Approved for use outside HVHZ: Yes Rev.pdfImpactResistant: No Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Ddf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Bads 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 mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: Credit FE https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Vsliidator / opwatiions Adminjsttator) MI Windows R Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION rn The produdt.desedbed bow is bareby+ rapproved for :ftl g'in,the tfmd issue of the MMA Certified Products Directory.. The approval Is based on sucb l completion of tests, and the reporting to the Administrator ofthe rosulis attests, accompanied by related drawings, by an. AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Direr ry. SPECIFICATION REMRD OF PRODUCT TESTEDAAMA/ DNWCSA 16II.S2JA44tt-013 LC-PG40-414x2134 (3ftU)-H Negative Design Pressure = 50 psf COMPANY AND CODE CPD NO. SERIES MODEL APRODUCT DESCRIPTION MAXIMUM SIZE TESTED 3540 SH (FINLESS) FRAME SASH MI Windows'LLC 7157 PYC)(CitX)(IG)(INS Cat.) 914 enm x 2134 trim 861 mm x 092 mm Code. MT1- tREM"TILT)(ASTM) 3' l" x 7'W) 2. This;t`;,ertifiration uvill explre.July 27, .2020 (extended from July 27' 201a per AAMA 103-1da) and :re+quires validation until. then by continued listing. in the current AAMA Certified Products Directory. 3, Product Tested. and Reported by: Architectural Testing, Inc.. Report No.: 151910.01409-47. Date of Report: August 15,. 2011 Date: April 16, 2015 Cc: AAMA. JGS ACP-04 (Rev. Ill!) Validated for Certification 44L. h, oci fed Laboratoriess, Inc. Authorized for Certification AmeriArchitectural Manufacturers Association 36' MAX. FRAME t•i!DiF! I I 4„ MAX.. I r... ANCFICRB TO FEE EQUALLY SPACED, SEE ` ! i I ANCHOR CHART ISh1E:k:T 1 F'OR UNIT SIZC AND ANCHOR \ QUANTITY O 1 64" MAX. FRAME. HEIGHT I II II R4 Ax. SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.01-50.OPSF NONE Number of anchors rmMeq tr/red At eachjamb Height in) Panel width in 24. 0 1 30.0 136.0 24. 0 2 2 2 30. 0 2 2 2 36. 0 3 3 3 4ZO .. 3 .. 3 ...... 3 48. 0 3 3 3 54. 0 3 3. 4 60. 0 4 4 4 60. 0 4 4 4 72. 0 4 4 5 78, 0 4 4 5 84. 0 4 5 5 TABI.. F, OF' CONTENT'`,; SHEET NO. DESCRIPTION 1 ELEVA11ONS, ANCHORING LAYOUTS AND NOTES 2 -- 3 INSTAI..IA1'ION DETAI.S REMSMINS DESCRIP' ON DATE APPROVED NGI' E:S: 1) TFIE:: PRODUCT SHOWN HEREIN IS DE:31•SNE!:D AND MANUF'.AC'71.1RE'.`D '1"0 COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2) WOOD FRAMING AIJD MASONRY OPENING TO BE. DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS '!HE RESPONSIBILITY OF THE; ARCHITECT OR ENGINE:.F:R OF RECORD. f311( K C;EF! MAoONkY CCMCkt""E: IS CC1'IUNA... WHERE 1X h:..(,K IS NOT 11SECi DISSIMILAR MATERIALS MUST BE SEPARATED WITIH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OE- RECORD. 4) AUOWA811 STRESS INCREASE OF 1/3 WAS N-01 USED IN 'THE Dk`.ilCly OF T"HE PRODUCT SHOWN HEREIN. WIN[) LOAD DURATION FACTOR Gd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5} FRAME MATERIAL: EXTRUDED RIGID PVC, F) SASH UNITS MUST BE REINFORCED WITH GVL.-451-070 STEEL. REINFORCEMENT. MEETING RAILS MUST BE REINFORCED WITH RF'-'104S- 020 STEEL. REINFORCEMENT. UNITS MUST BE GLA2117 PER ASTM E:1.7d10- 04, 8} APPROVED IMPACT FF.OTt:.L;TIVF: SYSTEM. FOR THIS PRODUCT IN NINTi BORNE OEBRIS 2ECi0iJ.5. 9) SHIM AS RFOUIRED AT EACH INST.AI..EATION ANCHOR WITH E_OAD BEARING SHIM. SHIM WHERE SPACE Oil 1/16" OR GREATER OCCURS. MAXIIv1UM ALLOWABLE SHIM STACK ' 1'0 BE 1/4". 100 FOR ANCHORING IN'I`O MASONRY/CONCRETE: USE: 3/16" TAI'CON=' WITH SUFFICIE:N•T LENGTH 10 ACHIEVE A 1 1/4" MINIMUM LMBEDMENT INTO SUBSTRMIE WITH 2 5/ 8" MINIMUM EDGE DISTANCE. LOCATE. ANCHORS AS SHOWN IN ELEVATIONS AND IN5TAL.. L:ATION " OE.TAILS. II} FOR ANCHORING INTO WOOD FRAMING OR 2X BLICK USE P8 WOOD `_',CREW WITH SI. 1FI°ICIEiNT LE:NG'H '1'0 ACHIE J1:: A 1 3/ 16" MINIMUM EM!3EI MEi:NT INT,' SUB TRAIL. LOCATE ANCHORS AS SHOWN IN ELEVA" ONS AND INSTALLAIION 0E" TAiI_S. 12) All F'AS'I'ENERS 10 BE.. CORiROS10,1 RF:".SISTA•NT'• 13) jwSTALI.ATION ANCHORS SHALL. BE. INSTALLED IN ACCOROANCE WITH ANCHOR MANUFACTURER' S INSTALLATION INSTRUCTIONS. AND ANCHORS SHAI. L NOT BE USED IN '. QBSTRATE7, WITH STRENGTHS Lc SS THAN THE MINIMUM STRENGTH SPEC! E'IE0 BELOW: A. WOOD — MINIMUM SPFCtEI(: GRAVITY OF C:=0.47 H. (, ONE;RETE. - MINIMUM COMPRESSIVE STRENGTH 0F' 3,192 PSI. MASONRY. - STRENGTH CONFORMANC".' TO ASTM C '.90, GRADE N, TYPE 1 GREATER). SIGNED: 1012112011 MI WINDOWS AND DOORS W 1tt1 1411j7j RQ'llp i 650WEST. MARKET STREET GRANTZ, PA 17030=0370 N • rp 1w,•ti 6rN p SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW k• 0 5 STEEL REINFORCED - NON -IMPACT 36" X, 8dS ELEVATION, ANCHORING LAYOUT AND NOTE irz A ? iv 1ANNN; nNG PI(i. '=F/ jai• C V. L. 08-01372 SCALE NTS ,.nTE 10/17/11 JSIIEET1 OF 3 f RINISIUN'S CASCRIPTKIN 1 011 1 F. I APF- Fh+ r 2y *.*3:XK1;,,fO0,) I: FAKING By OTHERS, 2X BLICK IU-. 4rE PRO 'P ".K. SECUREIU FLANIC'E: T 1/4" /AX. PED OF' 3/16 AIN . .... . ......... ............ R,' -..D SEk.ANT hy t 4. E WI 9 LD V, E N ISLjj likiAM )VF 110 :Bf.. S'El wl?of) 'SCR w INTERIOR K Kim 2X k: K: K,/VvO0 D RAW NG BY ji-!AE:pl ' . 2.X EDEXTERIORINTERIORBEPRC —,LRLY SFCUR, J! ... ....... J. EXTERIOR IN BED 0; SET IN APPROVED SEALANT HORIZONTAL CROSS SECTION U. BED OF AP ROVED 2X BUCKIWOOD FRAMING INSTALLATION cX"i-4s i R'llre 1 Kl ADHESIVE Y, 114" SET IN BED, OF APPROVI.1) S'E'AI.ANT . ..... ............................. INTE.-RIOR A,D EXTERIDr, By 0! DR, I '-1 ' R: TY, NO,r SH(pA.N 1,,f CL_ MI WINDOWS AND DOORS R. Lo, VERTICAL CROSS SECTION 650 WEST' MARKET STREET BY )THE.RS, 2X. BlUil"K I) .... ..... ......... 4 ............. . ..... LA TION GRANTZ, PA 17030-0370SECURE.0 2X DUCKWOOD FRAMING INSTAL SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW 'o STEEL REINFORCED - NON -IMPACT 36" X 84 a INSTALLATION DETAILS STATE OF V.L. 08-01372 NTS 10/17/11 2 OF 3 AA.;ONRY" C; iP.CRE T E BY OTHERS, iPi ONA:. I [fUCI: BY OTHERS, IX 3U(.:K TO BE PR')PERE.Y SEC'iRED. "'E.F. 3 Sf1E I SE i*Hq BED OF APPROVED `.EAl..ANT EXTERIOR FLANi;E T() 3E SE:`T1. F';u"' ')F APPP,OVEC?SFALi•.NT OPTIGNAL ':X DUCK 13f O'rF!ERS, IX HUCK '1'0 HE PROPERLY :SECUR[p. SEE NOTE 3 SHEET 1 f IN A HFD OF APPROVED CONSTRUCTION SEALANT INTERIOR SILL. 70 C?F:. SET N 41 BEE) OF APPR.OVEP CC.iPJ`':;T'!',U,1:1ON ADHESIVE 1/4" MAX, L. h SHIM E.... e v VERTICAL CROSS SECTION MASONRY/CONCRETEINSTRLLATION P.E1'Klnfi4 OESCRIPWN EMBEDMENT VASONRY:-':)t1 t.:RE 1'E BY OIHERS IN F Fmm amn o : e- q , L i..... T. l OP110NAL 1X EauCK 3Y EXTERIOR OTHERS, TX 6(X_'.. __.......... 10 3E PF: PE:F.LY SECURED. SF: HE t:;TE 3 SHEET 1 `..i. S N e1E.) APPROVED SEALANT HORIZONTAL CROSS SECTION MASONRYICONCRETE INSTALLATION b1TE: I App;z; eo F.aA'Sn14F?YfCCNdC!.?E;E N01E: INTERIOR AND EX?ERiOpFINiSHE:S, BY OTI-fi:F:;, 4OT SHOW^; FOR •'LA:.'I. PY 101HE:RS MWINDOWS G DOORS 650WEST MARKET STREET 9tp GRANTZ, PA 17030-0370 y,•(,ENS SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW 61STEEL REINFORCED — NON —IMPACT36" X 84 W INSTALLATION DETAILS f,OE tom` V.L. 08 Harr.: s0t1372 r: 1: NTS' 10/17/11 3 OF 3 0 L. Roberto Lorrlas F':E. 1432 Woodford Rd. Lewisville, NC 27023 336-945-4695 rllomas@.lrlomaspe.com Manufacturer: M1 Windows and Doors 650 'West Market Street Grantz; PA 17030-0370 Engineering Evaluation Report Froduct Line: Series 3540 Finiess PVC Single Hung Window— Non -Impact Report No.: 511989 Compflancs : The above .mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 9N-3. The product.listed herein complies with requirements of the Florida Bu'Ud'mg Code. Supping Technfea! Documentation,• 1. Approval .document:. drawing number 08-01372, titled Series 3540 Finless PVC Single Hung Window- Non- tmpact, sighed and. sealed by Luis Roberto Lomas P.E. 2. Test report No.. B1910.01-109-47, signed and sealed by Michael D. Stremi»el, P.E. Architectural Testing, .Inc: York, PA AAMAIWQMAICS 4101/1.S.21A44M5 Design pressure: +40,10/-50.130f Watar penetration resistance 6.06psf 3. Anchhor'calculations;report number511959-T, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure; }40.0/ 50.D psf Maximum units¢e: 36" x 84' Units must be glazed per ASTNI. E 1300-04. Frame and sash material: Extruded Rigid PVC. Sash: stile and rails and fixed meeting rail .reinforcement: Rail formed steel. Th1s product is not to be used in the I VHZ. This product is not impact resistant and requires, impact protection in wind borne debris regions. installation: Units must be installed: in accordance with appmval document, :08-01372. l eawcat/o7t or Independence: Please riots that I doift have nor will acquirea 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 inWest in any other entity involved in the approval process of the listed producttsj. 1 of 1 o 5 TATE OF liititW Luis. R. Lomas, P.E_ FL No.: 62514 11/07/2011 Florida Building Code Online Page 1 of 4 FL17676.16 Business Professional Regulation i'1a.,e:Q BCIS Home ; Log In User Registration ; Hot Topics Submit Surcharge Stabs & Facts Publications FBC Staff BCIS Site Map ; Links Search 3usines k' IProduct Approval r fessiUSER: Public User Regulation Product Approval Menu > Product or Application Search > Application List > Application Detail I FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/ Email Authorized Signature Technical Representative Address/Phone/ Email Quality Assurance Representative Address/Phone/ Email MI Windows and Doors 650 West Market Street Gratz, PA 17030 717)365- 3300 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 Validation Checklist - Hardcopy Received 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 Standard AAMA/ WDMA/ CSA 101/I.S.2/A440 Method 1 Option A 12/03/ 2015 12/04/ 2015 12/06/ 2015 Year 2008 https: Hfloridabuilding. org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1 5/26/2016 Florida Building Code Online Page 2 of 4 t Summary of Products fL # Model, Number or Name Description 17676.1 3540 SH 3604 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.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be a_lazed 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 Tbird Party: Evaluation Reports Created -by -Independent Third -Party: - - - 17676.5 3540 SH 44x72 fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By-. American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes, Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SI I fin 44x0kp Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 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.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 II Install - 3540 SH Fin 52x84.odf Verified By: American Architectural Manufacturers ASTM E1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure:+35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B Todf 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.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3540 FLS 44x72.odf Quality Assurance Contract Expiration Date Impact Resistant: No Design Pressure: +35/-47 08/28/2017 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH I48x96 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: LC-PG30 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 48x96 odf Quality Assurance Contract Expiration Date 08/28/2017 Installation Instructions FL17676 R2 II 08-01371B 11.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.odf Created by Independent Third Party: Yes 17676.12 13540 SH 152x62 Finless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.odf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGl... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE S6 Created by Independent Thi ThirdParty: Yes 17676. 13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration -Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Created by Independent Third Party: Yes 17676. 14 3540 SH 52xB4 Finless Frame Limits of Use Certification Agency Certificate Approved for. use in-HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.udf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fis 52x84.Ddf Created by Independent Third Party: Yes 17676. 15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- R2 C7326.01 3540.AWS.IG.fIN.48X72.R35.(072016) ApprovedforuseoutsideHVHZ: Yes v. d Impact -Resistant: No Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units.must.be glazed in accordance with 07/20/2016 ASTM E2300-04. instaifation instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 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 10804.0f Quality Assurance Contract Expiration Date Approved foruseoutsideHVHZ: Yes Impact Resistant: No 04/12/2017 Design Pressure: + 35/-50 Installation Instructions Other: LC- PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.Ddf Verified By: American Architectural Manufacturers ASTM E1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Back N R Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-07-1824 The State of Florida is an AA/EEO employer. Coovrioht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455. 275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine if you are a licensee under Chapter455, F. S., please dick here . Product Approval Accepts: CreditSAFE https:// floridabuilding. org/pr/pr app_dtl:aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGl... 5/26/2016 V idatotlO peiations Aori+inistraGor) MI Windows & Doors, Inc. P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM At#"I` ORIxA'1` 014 FOR PRODUCT CERTIFICATION The p ,odUct dasoibed•b+etow is t amby approv ed for t ft to the next issue of tfie AA,MA Certified Prndu t)irec M. The approval is based 0 surd ournpiadon pfW..sbs,and the rdWM9 to the Adrt WW—ftrof the resui#s of tests, acasMaifted .by related drawtngs, by arj. AAMA Accted'rted Lebo story. 1. The listing below WH be added to the next published AAMA Cerhired Products -Direr tory- WIECIFICATION AAMANIIDMA,/ CSA'IMI1 S:2IA440-0$ LC42G3 " 27M]7 tw 00W'q Negative Des gpPressure = -50.psf COMPAIWAOM CODS Mt Windows & Doors; Inc. Cotfe MTt. RECORD OF PRODUCT TESTED CM NO. SERIES MODEi. $ PRODUCT` MAXIMUM SIZE TESTED DES PION I- 3w, TRIPLE SH ON` FRAME 1ti817 ( PYC){OlX.a41X.Qmm.. _ ??31M x 1W:tt m KS 0LXREINF)(MT)(ASTM) x W2" SASH 860 mm x.919 MM zits* x 3ti"j 2 " i cps tt°catiorv lll expire A pril.l2, 2Q17 and requires validation unit then by.continued listing In the currentAAMAtertiited Products' Diredory. 3. Product Tested and Reported'by. Architectural Testing, Inc. Report No.: C7327.01409-47 Date of RReport May 7, 2013 Validated for Certification A fed 1-6b6r9tories; Inc. Date: May % 2013 Authorized for Certification Cc: AAMA JGS ACP- 04 (Rev.Ill 1) American Architectural Manufacturers, Association ELEVATION loa 12" 0.0 2" typ I,_ 1 Mci 2' typ, T7 2" o.c. max, r. 1'*" CLEARANCE ALL FOUR SIDES) SHFTHING Min 'Edge Distance e" JAMB DETAIL WHICH HEAD DETAIL FIASI• BY OTH Anchor See Sectiol betolls) IN Min;. Edge 4' SIZE HEADER AS NEEDED Caulk under ENTIRE perimeter of. Nailing fin before fostening: SHIM AS REgUIRED SSHHEATHIN ))MUST CHIEHVEE111-%a' 1/ 2- PENETRATION iNTO.STUD. SILL DETAIL Notes: 1. Installation depicted` based off of structural test report A C7327.01-108-47. 2. Wood screws shall satify the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S-P-F .(0-0.42) or denser.. Buck width shall be greater than the window frame. width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4; Wood screw lengths shall be sufficient to guarantee 1-1/4' penetration into wood buck, 5. Maximum shim thickness .of 1/4' permitted at each fastener' location. Shims shall be load beaelfig. non- compressibie type. G. These drawings depict the details necessary to meet structural load requirements. They do not address the air infiltrotlon, 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 eldimed. For window sizes smaller than :shown,, locate fasteners approx,. 2" from corners and no more than 12" on canter, Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN: PRESSURE CHART FA BER TYPE, AND ;SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO t35/-50 UNfiS. UP TO 108' x 74' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) Windows &.DpbrS Gratz, PA FIN - 3540 .Single Hung Continuous Head and Sill V, M. R. 8-20-08 osoaa wx NONE 1 1 ow 3540 SH C514 FIN 0 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 1S 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 REV I DESCRIPTION I DATE I APPROVED ' 15. ALL FASTENERS TO BE CORROSION RESISTANT, 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 17. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18. THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 3500PW, 3500T, 350OSDLITES, 3500SP, 3540PX, 3540T, 3540SOLITES, 3540SP, 3250PZ, 3250T, 3250SDLITES, 3250SP, 3240PW, 3240T, 3240SDILITES, 3240SP, 3500HPPW, 3500HPT, 3500HPSDLITES, 3500HPSP, 358OWP, 3580T, 358OSDLITES, 3580SP, S-350OPW, S-3500T, S-350OSDILITES, S-3500SP, S-3540PW, S-3540T, S-3540SDLITES, S-3540SP, M-3500PW, W-350OPW, W-3500T, W-354OPW, W-3540T, W-354OSDILITES, W-3540SP, 1255PW, 1255SP, 1280PW, 910SP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. f-RJ M_ -Ftxt'b (D.L45's SIGNED: 0211712016 MI WINDOWS AND DOORS 11111I11/1j 650 WEST MARKET STREET GRATZ, PA 17030-0370 N s;'Cbt1y v••GEAt •d, ` oy6 b tSERIES3500FIXEDWINDOW 96" X 60" NON -IMPACT N gs{lfi7 NOTES E 0 Fo''", 6666TAT OF G DRAWN: DWG NO. REV/•'<ORIOP N.G. 08-02859 s`s/pNAt S\ 7j 11111111 1 T-E NTS DATE 02/04/16 sNEEFi OF 3_ 2" f, Ff HI 96" MAX. FRAME WIDTH MAX tU .MAX OC. -{ 2" MAX 2" MAX J 10" MAX 0" O.C. AX. AME IGHT SO FOI OF SERIES 3500 FIXED WINDOW 2" MAX 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 CHART # 1 NUMBER ANCHORS Frame rFll 11 1. Heigh! 36.0042.00 48.00 54.00 60.00 66.00 72.00 1 78.00', 1 84.00 1 90.00 1 96.00 REVISIONS I REV I DESCRIPDDN IDATE I APPROVED II MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030- 0370 SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT ELEVATION DRAWN: DWG NO, N.G. 08- 02859 SALE NTS IDATE 02/04/16 IIHEET2 OF 3 SIGNED: 0211712016 APPROVED SEALANT BEHIND FIN 6 WOOD SCREW 3/8" MIN EDGE DISTANCE EXTERIOR 3/8" MIN EDGE DISTANCE 6 WOOD SCREW APPROVED SEALANT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR WOOD FRAMING BY OTHERS 1/4" MAX. SHIM SPACE WOOD FRAMING BY OTHERS 6 WOOD SCREW 1 1/4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE 1/4" MAX SHIM SPACE INTERIOR EXTERIOR REVISIONS DESCRIPTION DATE APPROVED JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX SHIM SPACE NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. WOOD 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112I y FRAMING BY OTHERS I d 14 SIGNED: 0211712016 MsWINDOWSESTARKeD S 1R 11L 0 DOORSso GRATZ, PA 17030-0370 N\' GENs. + SERIES 3500 FIXED WINDOW 0 61 96" X 60" NON —IMPACT 9 FIN INSTALLATION DETAILS 0 • TAT OF tt DRAWN: DWG NO, REV i'c••'c(0 R VDP" alp N.G. ass Ds—o2 0NA1 I11111111\\\ SHEETSCALE NT$ DATE 02/04/16 S OF 3 Florida Building Code Online 18504.2 Page 1 of 3 EMIR= BCIS Home 1, Log In j User Registration Hot Topics ? Submit Surcharge Stats & Facts Publications FBC Staff ; BCIS Site Map i Links Search F1 rtia bFiA Product ApprovalrUSER: Public User b ;tnuaoyty Product Approval Menu > Product or Application.Search > Application List > Application Detail FL # FL18504 Application Type New Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL18504 RO COI FL COI.odf 1710.5.3 Method 2 Option B https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQWtDgs9%2f%2ftCOhpJQgi... 9/6/2016 1D7 3/8„ COMBir{LD W90TH W 1-- W2. 883" i FRAME HE:GHT WINDOW WINDOW 41ULLION PAN) t 107 3/8" COMBINED WIDTH W 1 -I r W2 - 83„ FRAME WINDOW tiFIGHT WINDOW MULLION SPAN) { 107 3/8" COMBINE.D WIDTH W2 83" [FI/7 II FRAME WINDO WINDO HEIGHT MULLION I' S?AN) W1 10? 3/8" COMBINED WIDTH Design prom- rating (050 Units anchored Into wood ftMMg mullion span On) r130. r butatyw 25i50 d.th 30;06 42,00 in 48.00 $ 113 25.00 130:0 t30,0 130r0 130.0 13010 37..38 13 ,0 127.2 127.0 1270 127049.63 94,3 77.9 73.8 72A 72.0 52.00 0,6 56.0 G1.5 48:6 4?.4ti5.8.3 65.6 51.7 47.3 44'472.00 587 45.0 4t.4 38:6 37,0. 8400 IRA 1 45: qL'1 L29.1 I 26:3 24:9 te7 sr'" COM81NEL1 WID'I'FI W1W2_ 83" I FRAME 1 INDOW WINDOW HEIGHT --.._.._ ..__.. _. MULLION SPAN) 107 3/8" -- COMBINED WIDTH W1' W2 _............... , WINDOW 83" FRAME HEIGHT W1N441K i!. MULLIONSPAN) y I W1 I F-- W2 107 I:::-cOV9INED WIDTH REVISIONS REV, DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 08/07/15 R.L. 107 3/8" COMBINED WIDTH W1.._ 11......... ... ......... W2 ................. r I WINDOW 83" r< / r FRAME HEIGHT.- W INQWINDOW MULLION 1 / SPAN) I f ' W1 -- N- W2 I 107 3/ 8" COMBINED WIDTH APPROVED COWIOURATIONS MULTIPLE UNI75 MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED t07 318"'AS SHOWN HEREIN. Design pre- N -11ng W Untts.anchomdinto masonryloontrmte Mu111011 mn ( In) Tilbutary 18, 13, 25.50 Widt r X00 14XOO In) 14& 00 5Z13 25,00 130,0 130.0 130:0 130,0 130.0 130.0 37;38 130.0 130:0 130.0 1. , .0 130.0 130.0: 49.83 130.0 130:0 130.11 130.I 13EI0 130.0 k2.00 130,0 115.4 67.8. 79.3 73.9 71.5. 8583 130. 0 96.6_ 72 9 65.6 60:5 58.2 72W 99. 3 72A 54.0. 48.1 44,0 42,0 t1400 62. 1 45,6 33.1 29,1 26.3 24.9: LARGEAND SMALL MISSILE IMPACT, .LEVEL D, .WINO ZONES DIMENSIONS IN CHARTARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND DP CHARTS DRAWN: G' WG NO. V. L. 08T-01445 SCALE NTS DATE 01/11/12 ISHE02 OF 3 SIGNED: 0810712015 L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rilomas@lrlomaspe.com Manufacturer: M1 Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: M-1926 - Vertical Mullion Engineering Evaluation Report Report No.; 512069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 1 /8" x 84" Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind-Bome 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 beinstalled 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 J S R E N,9 •`s' 00 iTATOF i d' ...• .G 1171 ONAI.tti tip`` Luis R. Lomas, P.E. FL No.: 62514 08/ 07/2015 Florida Building Code Online Page 1 of 2 s ` Business A 1 am d BCIS Home 1 Log In User Registration I Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search j C1(t1,p& P fessi l PApproval USER: ER: Public User RegL. liflon ffrodudIr t=oct Aon+ A Menu Y Aeni;catibn list 9 Appl3+;9tloi+ QetsA_ FL # FL12019-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/ Phone/Email 5140 W CLifton Street Tampa, FL 33634 813) 884-0444 lyle. pestow@acm-metals.com Authorized Signature Vivian Wright rickw@rwbidgconsultants. 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 Archltect 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 ]. King, P.E. 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 A12019 R5 CAICpM= Pf'Indeuendence.odf SStandard. Year ASTM E330 2002 Method 1 Option D https:// www.floridabuilding.orglpr/pr_app_dtl.aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 AMERICAN CONSTRUCTION METALS S140 West Offlon Street Tampa, FL 33634 TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL. NOTES i . This product has been evaluated and Is in compliance with ilia 5th Edition (2014) Florida Building Code excluding the "High Velocity Hurricane Zone" jHVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco, 3. Site conditions not covered by this drawing are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed properly to receive loads from the soffit and/or 7' x 2" batten strips. 5. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. raeLE of coxrErns ... . a.general noteeldetailsRsHEETT#. DESCRIPTION: calelevarans sures fit details & design ressures fit details, design pressures & bill ofmateriais TRIPLE4.041 T46i2 f.6i' THCK) T4014 (0137TH09 QUAD 4 1Qt 0.4-0121.0115-THCK) Q-40141A1&17THCr4 aZ z LEA N.T.S. 01 BY.. JK m sr: LFS R tNNC'1:0« P Fl-12019.1 a N ET 1 OF 5 is A` d IfI N q jir. • '• :. m A ROOF OVERHANG Itlf;}j. i +6m Ls " " . i--ROOF OVERHANG ROOF OVERHANG SPAR ' A " 1. SP z m ROOF ROOF ROOF £ m FRAMING - FRAMING FRAMING Ii a a fJ' ddffflF*It lt1 tr` ti o n m z ALUMINUM a o ALUMINUM - FASCIA. z c Z PASCUc TRIM' TRIM:.. r r c^lu OR soWIT 1 Emu OR cZt iOFFIT— CMU OR SUFFII' WOOD WOO o SF.F.DETAII."A FRAMEDE2DETAIL"C' FRAMED SEEUETAIL'(A" J FRpllED. SEE DETAIL" B" JJJJJJ SEE WOOD DETAIL 1) SEE DETAIL C' I! SIDE VIEW - SINGLE SPAN_w/F-CHANNEL. SIDE VIEW - SINGLE SPAN w 3-CHANNELS SIDE VIEW - SINGLE SPAN w/3-CHANNEL Shown wl truWfmming cantilever) (Shown w/ trusslframing cantilever) (shown wl truwfFrarnin9 cantilever) E n SINGLE SPAN LENGTH A" DESIGN PRESSURE (PSI) POSITIVE NEGATIVE g' 70.0 141.0 10^ 60.0 60.0 12" 50.0 50.0 IN, 38.5 38.5 Is^ 30.0 30.0 j m c,iE TRIM NAIL ATTACHED z r THROUGH FASCIA NOTE: ti 16" O.C. MAX. FOR SQUARE CUT OVERHANG, STAPLES INSTALLED Q I T O.C. (INTO WOOD) TRIM BOTTOM OF FASCIA FLAT IN J-CHANNEL SLOT OR T-NAIL 012" O.C. o AGAINST PANEL INTO WOOD OR MASONRY) STAPLES LOCATED 24" O.C. INTO FRAMING se STAPLES LOCATED PTO.C. INTO FRAMING 11. a U a a 1i 7 NOTE: WOOD FRAMING AND CONNECTIONS TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD 3 11 N. a STAPLES INSTALLED d •"-+ END OF PANEL AND 8" MAX. O.C. SEE DETAIL"J". SHEET5) IJTMAX.-" — u n DETAIL A Fascia 116. _ ( I r 1/ 8 MAX. 1" MAX. MAILr' C„ q05 n I X cr — _ - a> ( S 1/8 MA)L' 1fl DETAIL' B " a F-Channel STAPLES INSTALLED ® 24"O.C. (INTO WOOD) ON F-CHANNEL LEG OR T-NAIL @ IT O.C. IWO WOOD OR MASONRY) STAPLES INSTALLED @ 1T'O.C. (INTO WOOD) INF- CHANNEL SLOT OR T-NAIL@IT'O.C. INTO WOOD OR MASONRY) MAX. f 6 I" MAX. . Ll STAPLES INSTALLED ®12" O.C. (INTO WOOD) IN J-CHANNEL SLOT OR T-NAIL @ 17' O.C. DETAIL D J- Channel Fascia J Channel SUBSTRATE NOTES: 1. WOOD SUBSTRATE: G = 0.42 OR BETTER 2. MASONRY SUBSTRATE:3,000 PSI CONCRETE (ACI 301) OR HOLLOW BLOCK (ASTM C90). seas 1LT.$. TSwc- JK clHK.: 9t: LFS oanwrvo NO.: FL-- 12019.1 SHEeT OFF ITEM DESCRIPTION MATERIAL I FASCIA .021 F THK. AL. 3105 - H 14 ALUMINUM 2 T' CHANNEL .0155' THK. AL. 3105 - H24. . ALUMINUM 3 F" CHANNEL .0155'THK. AL. 3104 - H19 ALUMINUM. 5 QUAD 4 PANEL (.0115 0R .0135' THICK AL. 3105 ALUMINUM 6 TRIPLE 4 PAN -a (.0115 OR .0135' THICK) At.. 3105 ALUMINUM 7 15x13/4"TRPANAIL S.S. 8 18" GA. X 114" SS STAPLE w/ 7/8" MIN. EMBEDMENT STEEL 9 7`X2'BATTENSTRIP WOOD 10 Gk42ORBETTER) APA B-C- GROUP 1 EX7.15/32" PLYWOOD OR BETTER WOOD I 1 097' DIA. T-NAIL 1wj 5/9' MIN. EMBEDMENT STEEL 12d X 3 1 /C 1 x2 VERDCAL FRAMING (G>-0.42) H.D. GALV, STEEL ATTACH w/ 2 8d COMMON NAIL 0 24" O.C. COMMON NAILS w/ 1-3/4" MIN. EMB 111 @ TqP TO ROOF FRAMING S STAPLES INSTALLED 0 j END OF PANEL AND I 7/1 W MAX. O.C. SEE DETAIL'1'7 DETAIL "H" C. MAX. MIAIL 4,_ if xw J ROOF CVERHANG SPAN " A ROOF SEE DETAIL" B " FRAMING (SHEET 3) e 12dX3.1/4" THU 0T2 H.D. GALV. STEEL ^ ^^ f WOUD COMMON MAIL @24"O.C. SEE DETAIL "A" ` / FRAMEDrw/ 1-3/4" MIN. EMB. (SHE3 31 jj CONTINUOUS SEE DETAIL BATTEN@CL SPAN SIDE VIEW - DOUBLE SPAN W,JBATTEN . STAPLES INSTALLED @ (Shown w/ truss/flaming cantilever) END OF PANEL AND g' MAX. O.C. SEE DETAIL"1 "j DETAIL " I" TWIN SPAN LENGTH w/ CONTINUOUS BATTEN A" DESIGN PRESSURE (PSQ POSITIVE NEGAifVE 116" 70.0 70.0 tB° 66.5 66.5 20" 60.0 60.0 54. 5 54.5 24' 50.0 50.0 SPAN " A " ROOF OVERHANG SEE DETAIL" G SHEET 4) ROOF FRi1PBNG SEE NOTE 2 Ii Emu OR WOOD l 1 4 1 i SEEDETATL 1- & 11 FRAMED SEE DETAIL" A" SHEET 3) SIDE VIEW - DOUBLE SPAN w BATTEN Shown w/ truss/framing overhang) Q;,! 91 n m iri` r o m zomd c iN •• z zmzti u° a 3 0 u•.> >( 5t mD:( L CONNECTOR NOTES: nwr.. er: X m 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGINEER OF RECORD c a. ar: LFS l . WOOD SUBSTRATE: G = 0.42 OR BETTER ai 2. 12d COMMON NAIL OR 3/16" 11W TAPCON CONCRETE SCREW 2- MASONRY SUBSTRATE:3,000 PSI CONCRETE (ACT 301) ° " MIN. 1-1 /4" EMBEDMENT) 0 ZV ON CENTER FL--12U 19:7 OR HOLLOW BLOCK (ASTM C40). ° N SHEEr . S - OF .. S. h Florida Building Code Online Page 1 of 2 Business q r ti1QiA aCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff ( BCIS Site Map ( Unks € Search niARJo UUsines t V J (' pre« r t - 1.7 +JJ ; - Product Approval USER: Public User Regulation i. .. .: pald_yPmduGwAcolket3onSlarch>.„j55tTApDliwtianDetasl. FL # FL16305-114 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RiverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollins@atiasroofing.com Authorized Signature Meidrin Collins mcollins@atlasroofing.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 1 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Locke Bowden SJ Validation Checklist - Hardcopy Received Certificate of Independence 16 5 RI COI ATI-136024 2014 FBC PtoduitEvalua= Shinoies, Referenced Standard and Year (of Standard) Standard YPT ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https: llwww.floriclabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDquJBMjgUlj 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 Siimmary+of Products FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Installation Instructions ki636s k4 11 At 36614 anin FBC P id Evillytatlon Shinales.pdf Verified By: Zachary R. Priest 74021 Created by Independent Third Party; Yes Other: See evaluation report for limits of use Evaluation Reports _ tSS R4 AE AiL13002:4 2014 FBC Product Evaluation Shina(es.Dd# Created by Independent Third Party: Yes r = Contact Us :: iMRA...411f!:t? 2M 5'Itlet. T. .... see EL 38aui4M'ilet 851)i4$7-ffu The $Cate of Flnrda is an A FGO n s"' '`'''P''r' z-ce- - - Phvac• Statement... ,. . , t'•''s"' : P`-`'-' + ` w•"i, 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 650,487.1395. *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, FS.; please click here . Product Approval Accepts: SAFE https://Nvww.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQWtDgUJBMjgU1j3N... 7/20/2015 CREEK17520 TECHNICAL SERVICES, LLC EVALUATION REPORT Certificate of Authorization No. 29824 Edinburgh Dr Tampa, FL 33647 813) 480-3421 FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2,7.1, 1523.6..5.,1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity 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 ATLA 16-02-01 ATL-118-02-01 ATL-119-02-01 ATL-123-02-01 ATL-125-02-01 ATL-127-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATLA 35-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 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 r>rporf is provided for State of Florida product'apprcival under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ATLAS ROOFING CORPORATION. CREEK Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 .2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878)' ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster@ 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master@ 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with .a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM b 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 wiScotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMasterO Shake ASTM D-3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462: StormMaster@ Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462,. ATL13002A FL 163057R4 t% 2 of This evaluation report is provided for State oF. product approval under Rule 6.11320-3.: The manufac tuner 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.., . GlassMasterS 30 & Basic Wind Speed (Vwi): Tough-MasterO 20 Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ); Installation (Non-HVHZ)' ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in.. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction.. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattem" detailed below. M00 . Figure 1. GlassMaster® 30 & Tough -Master@ 20 4 Nail Pattern (Non-HVHZ only) 36 am w• Imm . s r•r +w• . *a A 0joi — i ir Figure 2. GlassMaster® 30 & Tough -Master@ 20 6 Nail Pattern This evaluation reportis pr dettfor State of Florida product approval tuVer Rule 61G20-3. The manufacturer shall mlity.MiFXTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC ProLAMT" Architectural Basic Wind Speed (Vot): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min.. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. heedrnlAvilhl4DaDheadnnn31B' 1. 1217 T' Tm 6I. 6 119` t. Figure 3. ProLAMTTM Architectural Shingle 4 Nail Pattern (non-HVHZ only) Mh, 12 De- md.g net thnb..3i I.W si t_n Ga 4=_ =I- F Figure 4. Pro -LAM' Architectural Shingle 6 Nail Pattern ATL13002:4 _.... _ _.. FL 16305-114 vage 4,91: y. This evaluation report-isprovided 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. NCRFEEKTECHNICALSERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (Vuu): StormMaster@ Shake Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ)3 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. MM: 12 sm.soroe dmoons MII J—.!' mm_whs w YPffUrTYP r-1 _ . n 1, ' ..' - r'._.. Figure S. Pinnacle@ Pristine and StormMaster@ Shake 4 Nail Pattern (Non-HVHZ only) Mm.12sa WM1lentled-9 anank Ml wM min, 3,9• nod 1 7 IrT 00C0CZ) 00 00 000QOM C ,a• 718, Figure 6. Pinnacle@ Pristine and StormMaster@ Shake 6 Nail Pattern ATL13. 002:4.._.. FL.16305-R4 Page, 5of9 ibis 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. 0-QREFEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (Vuit): 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. 15132 in,. plywood or wood plank for new construction; Min. 7/16 in;.OSB existing construction. In accordance with FBC requirements. 212 and in accordance.with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's .published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 1" 9" Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StortnMaster® Slate 6 Nail Pattern ATL13002 4. _ FL 1:6$05-114. Page 6 of 9 This evaldatiori report'rs'provided for State. of Florida product approval under Rule 61G20-3j:: The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is. valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein: CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (V it): Basic Wind Speed (Vest): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ); Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in, plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions_ Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below.. 36. Irla, u y., i-i/z• ,i mw,R pan o d Figure 9. Pro -Cut® Starter Strip ATL130.02.4 FL 16305-134 Page 7 of.9 This evaluation report is provided for State of Florida product approval under Rule 61 G203 The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL_ SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (V„ii): Basic Wind Speed (Vwd): Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ and. non-HVHZ): is ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in, plywood existing construction, In accordance with FBC requirements; Solidly sheathed min. 15/32 in, plywood or wood plank for new construction; Min. 7/16 in:.OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Installed with 5-5/8 inch exposure in accordance with RAS 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind.. 7. . 12 ga. 1-1/2" ring r shank nail in: Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 ..._... FL 16305-114....._ Page 8 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-1. The manufacturer shall notify CREEKTechnicalServices, LLC of any product changes or quality assu..rance 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. Ic ii EEK 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 BuildingCode51hEdition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 2015.06.2 912:55:48 0400' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE --- - - CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation: CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. ATL13002. 4 END OF REPORT FL 9of9 This evaluation report is proviuea lug Q-tc u, r---- p rr•- - - -- Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. Thisevaluationreportdoesnotexpressnorimplywarranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Certificate of Authorization No, 29824 C R E. K 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODEf" 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 Entity Report No. Standard Year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM D 3161 2009 TAS.107 1995 PRI Construction Materials Technologies (TST5878) ATL-083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) 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) ATLA18-02-01 ASTM :D.3462 2009 PRI Construction Materials Technologies (TST5878) ATLA 19-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02701 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM D 3161 2009 TAS107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 ASTM D 3462 2009 PRI Construction Materials -Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASTM D 3161 2009 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 _ FLJ_6305-R4 ... PBg I of 9 This evaluation report rs .pro. 0ded for State of Florida product'approvai under Rule 611320-A' The manufacturer shall notify CREEK Technical Services, LLC of any -product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ATLAS ROOFING CORPORATION CREEKAsphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179=02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster@ 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Masters® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut@ Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMasterO Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster@ Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL1.3.002.4 FL 16305-R4_ Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule,61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. M.:C . R, iEEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster@ 30 & Basic Wind Speed (V,,,r): Tough -Master@ 20 Basic Wind Speed (Vasd)' Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: installation (HVI-1 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. 15132 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 greaterthan 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with S-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall beattachedusing either 'A Nail Pattern" or "6 Nail Pattern" detailed below. Figure 1. GlassMaster@ 30 & Tough-MastertD 20 4 Nail Pattern (Non-HVHZ only) 3e- Nails M. oft IM f 12" i 12" Figure 2. GlassMaster@ 30 & Tough -Master@ 20 6 Nail Pattern ATL13002A FL 16305-R4 Ateo 3 of 9 This evaluation report is Wpvfiled for State of Florida product appri>vaf under Rule 61G20-& 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. Thisevaluationreportdoesnotexpressnorimplywarranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Prol-AMTm Architectural Basic Wind Speed (Vuu): 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. 0S13 existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12, Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using T Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or T Nail Pattern" detailed below. 393i3' Ian 129a rued mofin9 rW wNmin 3 ed 1} f 12VY:.. TYPJ D 0 0—+ 00 00 0 o CD. o I t I 611N" Figure 3. Prol-AMI Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMTm Architectural Shingle 6 Nail Pattern ATL13002_ 4 FL 1.6305-R4 ' _904 "'' This evaluation report is provided for State of Florida ptnducf approval under Rule 61G20-3. The manufacturer shall riulify CREEK TechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. Thisevaluationreportdoesnotexpressnorimplywarranty, installation, recommended use, or other product attributes that are not specifically addressed herein. EE C TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (Vuit): StormMaster@ Shake Basic Wind Speed (Vasa): Deck (HVHZ): ATL13002.4 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. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements.. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure :in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either 'A Nail Pattern" or "6 Nail Pattern" detailed below. 323ffi• --- _ i Mi. 12 ye.9",ft d rvdW MII 303•tr.d 12 In. C5 ..C-3 O O_ C_O O t 6' II S l Figure 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) a w o+wrri+a 3n.MMd r f 7VY 000 O.O CD O CD O. O O Co. Q CD J-0000 . C3 i_7 Ste: C3. l3 : O J= CI 6 71B' Figure 6. Pinnacle® Pristine and StormMaster@ Shake 6 Nail Pattern Or Ci- FL This State of Florida product approval under Rule 61.. -& The manufacturer shall notey 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 StormMasterS Slate Basic Wind Speed (V„ ir): Basic Wind Speed (Vasa} Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max.. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min:. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in, exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using % 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 T Nail Pattern" detailed below. Figure 7. StormMaster@ Slate 4 Nail Pattern Figure 8. StormMastere Slate 6 Nail Pattern FL16305-R4 Of This evaluation report is provided for State of Florida product. approval under Rule 61 G e man a rer s naii Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut& Starter Strip Basic Wind Speed (Vun): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ)t ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min, 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in, plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12, Installed in accordance with RAS 115 and manufacturer's published installation instructions; Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions.. Shingles shall -be attached as shown below . 3C 12 gs.1-172` rin6 x!un: Wait o Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL.1U..JW-Ka This evaluation reportt is.pr,ovkW fOr. State of Florida product approval finder Rule 61G320::3:: The manufacturer shall notify ; . - Technical Services, LLG of any product changes. orquality 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. CR!EK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (V„ i,): Max. 194 mph Basic Wind Speed (Vasil); Max: 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min.. 19/32 in.. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements.. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturers published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 1 12 ga. 1-1/2" ring t r J. shank nail 12" Figure 10. Pro -Cut® Hip & Ridge ATL13002 4 FL 16305 R4 _.. ' aX '- This evaluation report is .provided for State of Florida product approval under Rule 61G20 3.. The marndaolurer 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. EK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation.:. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements.: 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularites 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 fi1G20-3. C.OMPLLANCE_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. w: r 0 STATii OF 4 OR t.p1:,: Nam,. MAI- CERTIFICATION OF INDEPENDENCE 2015.06.2 9 1 2:55:48 041 1 Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT Florida Building Code Online Page 1 of 2 Business , r Professional BCiS Home Login User Reg stratlon I HotToplcs Submit Surcharge Stets & Pacts Pubticatlwis FBC Staff aC 5+ Site MdP Links Search Product Approval USER: Public User r jt lation r .... FL # FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551)574-2939 mtupas@i nterwrap.com Authorized Signature Eduardo Lozano elozano@interwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@ interwrap. com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Wamock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevich, PE 9 Validation Checklist - Hardcopy Received Ft i 1? R3 Col.2015 01 .oi NisminensidCertificateofIndependenceZ-..... 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.orglpr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZI Q... 7/20/2015 Florida Building Code Online Page 1 of 1 I Business & Professional t df Dos Home I Log In I User Registration i Hot Topic I submit surcharge I Slats & Facts I Pubiiwtions I F8C staff I eas site Map I Unks I seam jllai'aitn ent . Busnest. Product Approval Pros LSER: Public User Regulation ll pitduri ad roaal Me„r s wnduria,g+n 5omsh s.rp1fa39an.t>tt. Refine Search, Search Criteria Code Version 2014 FL# 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Appr- oved For usei - n HVHZ ALL Approved foruse outside HVHZ ALL- - Impact Resistant ALL Design Pressure ALL Other ALL SearCD.:KewKs AP canonra ... ... per. Tvoe manufacturer ._.. Validated ByMato FL15216-R2 Revision InterWrap, Inc: "_ - John W. Knezevich, PE Approved History Category: Roofing 954) 772-6224 Subcategory: Underlayments Contact Us ::Q;iiaiiA 1latire!''s 'rnTLTef5t! Flr3ao:l+lrtiiisi9cfr:4t4=1824 The State of Florida is an WEED employer.: ,,,--trC2 7-20SLYe•y FtotidL :: Privacy Statement :: AMMIIWIY 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 sendelectronicmalttothisentity. Instead, contact the office by phone or by traditional marl If you have any questions, please contact 850.407.1395. *Pursuant toSection455.275(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 omclai 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 cbdc here.. Product. I1pP..to%* Apcepts: In CrclfitSAFE https://www.floridabuilding.org/pr/pr_appjst-aspx 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 gunitiniry of Products Ft # Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof undedayments Limits of Use Installation Instructions FL15216 R2 II 20J5 04 FINAL. ER INTERWRAP RHINORODF FL15216- Approved for use in HVHZ: No Yes R2_odfApprovedforuseoutsideHVHZ: 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. Eyaluation.Reports. _ , co ,irrcvtia4P t2HINOti00FYtS216itaAE201504 R2.odf ... Created by Independent Third Party: Yes Contact s :: aen Nlaii'_• 4*+ :irhassee IL 977rfa.'Plldne: 85+±-497-1& : The State or Florida is an WEED emPloyer._avrlat`K3007 Bt39ace d.iJarida,:: ; :: Refund 53tement Under Florida law, eman addresses are public records. if you do not want your e-mail address released in response to a public -retorts requestr do not.sendelectronicmantothisentity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395.:41)dn nt'toSection455.275(1), Florida Statutes, effective October 1, 2012, licensees Iicensbd under Chapter 455, F.S. must provide the Department with an e4iir.40ress Iftheyhaveone. The emails provided may bt+ryd.for official COMmlinitW* with the ncensda.liowirver erna8 4dilgelkiftare public record. If you do not wish to supplyapersonaladdress, please provide.ffie•Depehfrleht w1lh8tijittla 4i.'a5s:which can betrWe'AoIIable totllepWc. To determine If you area licensee under C±aP please dick. ti Product Approval Accepts. WN: MENU CrcctitSAFE https:// www.floridabuilding.org/pr/pr app dtl.aspx?param7-wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 V 1 j INIIYIERD EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way FL15216-R2 Mission, BC V2V-6f4 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 5u' Edition (2014) Florida Building Code sections -noted -herein.... . DEsci:upriow RhinoRoof Underlayments LAsEUNG: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions -of the Lode that relate to the product -change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinityjERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERnsEmEum The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P,E on 04/27/2015: This does not serve as an electronicaliy signed document. Signed, sealed hardooples have been transmitted to the Product Approval Admudstrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinity]ERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. 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 I ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TTRINITYIERD 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, 2507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3,1507.9.5 on Heating 15071.3,1507.5.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 2507.93 Heating, Uquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS(TST1509) Physical Properties 100539395C04006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TSf1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.3 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type 11 felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in_various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither 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 Coven OrnoNs Wood Shakes Slate or Asphalt Nail -On Tile Foam -On Tile Metal Underlayment Shingles &Shingles Simulated Slate RhinoRoof UZO 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 Undedayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or it or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140S10.02.12-RZ F Certificate of Authorization f19503 Revision 2: 04/27/24/27/201515 Page 2 of 3 JTRININIERD 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. 6A liiixoftbofl0;_. 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/84nch 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 mitt ! j$t9i ,Rd1Jf"SlbV11 >$ 4.12: End (vertical) laps shall -be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. -Refer-to-Interwrap, Inc. recommendations for alternate lap -configurations and/or the use of sealant -under certain -conditions. For exposure < 24 hours, use of every -other fastening. location. -printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 sz srr6k+ Laver 2'12 tftatif5lo»e•92 End (vertical) laps shall be minimum 124nches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus-1-inch-side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contactthe manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 CIA 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 Certificote ofAuthorizotlon #9503 FL15216R2 Revis'wn 2:04/2712MS Page 3 of 3 t I RINITY (ERD EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization t19503 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 FL1S216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5"' 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. TrinitVI ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4 ANE1983 The facsimile seal appearing was authorized by Robert Nleminen, M on W /27/2p15. This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrmitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. F)0. l TRINITYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of •following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section. Properties Standard Year 1507.2.3,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.83,1507.9.3, M- 7.9.5 on Heating 1507.23,150753,1507.83, Unrolling, Tear Strength., Pliability, Loss an ASTM D4869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entitv Examination Reference, Rate. ITS (TST1509) Physical Properties 100539395COQ-005 10/.27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395100Q-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/1'7/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is-a-multilayered_polymer woven coatedsynthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type 11 felt. RhinoRoof Underlayment is available in 424nch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5. 1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5. 2 This Evaluation Report is 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: TABI# 1 Root: 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 it or D4869, Type it underlayments in FBC Sections 3.507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Evaluation Report 140510.02.124R2 Certificote of Author&otion #9503 FLIS216-RZ Revision 2: 04/27/2015 Page 2 of 3 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. b,_4 . RhinoR oof 1J20- 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 & 1-51V diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 516a LaVer•,Roof.StouiS>..ii: 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:S 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 pulale•lav r 2t13 < Roaf.5loce <.4c12 End ( vertical) laps shall 1. 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 - Evaluation Report 140510.02.12-112 Exterior Research and Design, U.C. F1.15216-112 Certl lcate of Authorization A9503 Revision 2: 04/27/2015 Page 3 of 3. Speclalty Structural EnglnpEarinq 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 Sth Edition (2014) Per Rule 61G20-3 Method: 2 - B Category: Roofing Sub - Category: Product: Material: Support: Roofing Accessories that are an Integral Part of the Roof System MMI-2" Off Ridge Vent Steel Wood Deck Prepared by: James L. Buckner, P.E., SECB Florida Professional Engineer # 31242 Florida Evaluation ANE ID: 1916 Project Manager: Youry Demosthenes Report No. 14-104-MM12-StORV-ER-14 Date: 2 / 26 / 15 Contents: Evaluation Report Pages 1— 7 stir.V rA, 5-1rrrEk< .k w I`,11 111,,J,. 111 E5 L. BUCK No 31242 w= 01. STATE OF rt 0RID 0 N A J!lJIIIIII`` Digitally Signed by: lames 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 CUCK Engineering Page Report No.: 25- 1 MM2-StORV-ER_14 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Manufacturer: Product Name: Product Category: Millennium Metals, Inc. MMI-2" Off Ridge Vent Roofing Product Sub -Category Roofing Accessories that are an Integral part of the Roofing System Compliance Method: State Product Approval Rule 61G20-3.005 (2) (b) Product/System "MMI-2" Off Ridge Vent Description: Steel off ridge vent for shingle roofs mechanically attached to Plywood Deck. Product Assembly as Refer to Page 4 of this report for product assembly structural components: Evaluated: 1. Off Ridge Vent 2. Fasteners 3. Roof Cement Support: Type: Wood Deck Design of support and its attachment to support framing is outside the scope of this evaluation.) Description: 15/32 (min.) or greater plywood, or Wood plank (min. specific gravity of 0.42) Slope: 2 : 12 or Greater Performance: Wind Uplift Resistance Design Uplift Pressure: - 75 PSF Allowable design pressure for allowable stress design (ASD) with a margin of safety of2to1. FL #: FL 16568.1 R1 Date: 2 / 26 / 15 C UCK n lne rin Reportage No.: 35of MM2-StORV ER_14 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 CEB Report No.: 15-104-MM2-StORV-ER_14IUCKnQPage4of7 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Components/Materials Ridge Vent: "MMI-2" Off Ridge Vent by Manufacturer): Material Type 1: Steel Thickness: 26 gauge (min.) Yield Strength: 40 ksi min. Corrosion Resistance: In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel Nominal Dimensions: Width: 24" Height: 4-1/2" Lengths: 2' , 4', 6', 8' and 10' Fastener(s): Base Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Annular Ring Shank Roofing Nails Size : 11 gauge x 1-1/2" Corrosion Resistance: Per FBC Section 1506.5 Standard: Per ASTM F 1667 Alternate Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Hex -Head Wood Screw Size : #10 x 1-1/2" (min.) Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4 Standard: Per ANSI/ASME B18.6.4 Roof Cement: Type: Asbestos -free asphalt based roof cement w/ SBS rubber Application Size : 1/4" thick minimum Standard: Per ASTM D 3019 Type III and ASTM D 3409 FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 Page 5 of 7 Specialty Structural EngineiPring CBUCK, Inc. Certificate of Authorization #8064 Installation: Installation Method: Refer to drawings on Pages 6-7 of this report.) Prepare deck opening by trimming any shingles & nails that may interfere with ridge vent installation. Apply roof cement to the underside, back and side flanges of the ridge vent. Cement should be a 1/4" thick and extend 2" onto roof underlayment. (Install cement in compliance with manufacturer's installation guidelines.) Position vent flange beneath loosened shingles and align with deck opening. Attach vent top, bottom and side flanges to deck with nails or screws spaced 4" o.c. and 1-1/2" from each end. Minimum fastener penetration thru bottom of support, 3/16". Install the "MMI-2 Off Ridge Vent" assembly in compliance with the installation method listed in this report and applicable code sections of FBC 5th Edition (2014). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. ASTM E330-02 Uniform Static Air Pressure Difference Test Architectural Testing, Inc.(FBC Organization #TST ID: 1527) Report #: D0249.02-450-18, Report Date: 8 / 29 / 13 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID: 1824) Millennium Metals Licensee # 423 3. Certification of Independence By James L. Buckner, P.E. @ CBUCK Engineering FBC Organization # ANE 1916) FL #: FL 16568.1 R1 Date: 2 / 26 / 15 E1n` rin 07 Page Report No.: 65of-MM2 StORV-ER_14 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck Profile Drawings 5-1/71 4 1/2 in. i 18-1 /4" I Y r Side View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws MMI-2" Steel Off Ridge Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Plywood Deck Lower Slope Front) Typical Side View (Not To Scale) Higher Slope Back) r FL #: FL 16568.1 R1 Date: 2 / 26 / 15 ESUCKEn1n r@n Report No.: 15-104-MM2-StORV-ER_14 Page 7 of 7 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 1 1/2' o.c. 1 1/2" 4" o.c. 4" o.c. Typical, Maximum Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR Base Flange 10 min. Wbod Screws Top Plan View (Not To Scale) Typical Fastening Pattern) Nominal Lengths 4 Ft. e ap\ e 6 Ft. er9 r5lse 8 Ft. \e 10 Ft. e e Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Typical Ridge Vent Assembly Isometric View (Not To Scale) Florida Building Code Online Cuss e ..a+e5 Page 1 of 3 eoks r r r H T is I Submit Surcharge i stats & Facts I Publications FBC Staff I BCIS Site Map Links I Search raa uoDq)0XMtd BCIS Home ; Login 1 User Registration of op BpJi IJ i. Product Approval I .USER: Public user Reg Won ProduR AporWal Menu > F@dk > gppiiratior List > Application Detail FL # FL2197- R5 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Mifek Industries, Inc. Address/ Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7460 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) 851-7480 dwert@mli. com Category Structural Components Subcategory Truss Plates Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2015 Validated By ICC Evaluation Service, LLC. Certificate of Independence Fri; 97 RS COI i ertificate Pendence for Evaly;iii4li f Referenced Standard and Year (of Standard) standpard. Year ANSIJTPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code 7/ 20/2015 https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... Florida Building Code Online Page 3 of 3 Cre tSLeF E https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEvXQwtDgvrTEx%2bbkf... 7/20/2015 Excerpt from !CC -ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by - hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial. embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the. Manufacture of Metal - Plate -Connected Wood Trusses. ICC-ES Evaluation Report ""% ' Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orQ j (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, Mll 20, M-20 HS, MII 20 HS, AND MT20HSym 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 international Building Code' (IBC) i• 2012, 2009, 2006 International Residential Codee (I RC) 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 2009 IBC, 2oo9 IBC code sections referenced in this report are the same sections in the ADIBC Property evaluated: Structural 2.0 USES MiTeke metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek® M-16 and MI116: Model M-16 and Model MI 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm): Slots 0,54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates -The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionallyshapedintoatwistedconcaveform, facing the slot cutout area.:Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0:0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0:45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3..8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0,25 inch (iSA mm). Each slot has a 0.334nch-long (BA mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek®M-20 HS, MII 20 HS, and MT20HSTM: Models M-20 HS, MII 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 314-inch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse oentedines 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, ed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of rho subject of the report ore recommendation for its use. 21here is no warranty by !CC Eraluation Sen ice, UC. express or implied, as CC -ES Eraluation Reports are not to be construed to any finding or other matter in this report, or as to any product cohered by the report. page 1 of 5 Copyright 0 2015 ESR-1311 1 Most Widely Accented and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/in'1PLATE) LUMBER SPECIES SG AA EA At EE M-16 AND Mil 16 Douglas fir -larch 0.5 176 121 137. 126 firm-flr 0.43 119 64 102 98 Spruce -pine -fir 6.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mtl 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 . .. . 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0 55 249 190 184 200 M-20 HS, MII 20 HS and MT20HS Douglas fir -larch ... 0.5 165 146 .. 135 143 Hem -fir 0.43 139 . . 111 97 109 .. Spruce -Pine -fir 0-42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: ttt>fir1 = 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. AA = Plate parallel to load, wood grain parallel to load E4 = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to toad, wood grain perpendicular to loadAlltruss:p!ates ale pressed,into, thewood 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 M-16 AND MII 16 M=20 AND Mill 20 M-20 HS, MII 2QHS.AND MT20HS Efficiency Poundstinch/Pair Efficiency PoundslinchtPair Efficiency Poundslinch/PairFORCE DIRECTION of Connector of Connector of Connector Plates Plates Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 Minimum Net Section over the Joint)' Tension @ 00 0.70 2012 0.50 880 0.59 1505. Tension @ 90° 0.36 1013 0.47 820 0.48 1219 Tension Values in Accoidancewith TPI-1 with a 1) ation Md Section 5.4.9 (e)) MaxirnumvetSection Occurs overthe.JW . Tension @ 00 6.68 1945 0.62 1091 0.67 1716. Tension @ 900 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 0° 0.54 1041 0.49 574 0.43 761 Shear @ 301 0.61 1173 0.63 .. 738. 0.61 1085 Shear @ 60° 0.73 1402 0.79 936 0.67 1184 Shear @ 90° 0.55 1055 0.55 645 0.45 792 Shear @ 120° 0.48 . 914 0.42 490 0.34 608 Shear @ 150° 0:35. 672 0.46 544 0.3 537 For SI: 1 Ibfinch = 0.175 N/mm, finch = zbA MM. NOTES: Minimum Net Section -A fine 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. ZMaxinium. 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 1 Most Widely Accepted and Trusted Page 5 of 5 0.126' 015T 0 5W 32MM 64Axis 1270 a 000 goo goo 000 t :zz: 000tl Dog Ono k Ono Ono flQ 000 Ono DOG 1000 Ono Ono 0.365* 93mm M-20 HSI M1120 Hs, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report t5K--1s1-1 rl5%, OUPPIUMU111, Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.or (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Councl le DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 vwvw.mii.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HSM 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, Mll 20 HS, and MT20HSTm, recognized in [CC -ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HST"", described in Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe2014nd.01ti: €loritia Build Code—Resider?fiat,. provided the design and installation are in accordance with the international Building #Bp)l provisions noted in. the master report. Use of the MiTeeTruss 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 not sp¢cifically 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 natter to this report or as to any product covered by the report Page 1 of 7 Copyright 0 2015 ICC-ES Evaluation Report ""-'"' Reissued June 2015 This report is subject to renewal June 2.017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com.. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HSTm 1.0 EVALUATION SCOPE Compliance with the following codes: M. 2012, 2009, 2006 international Building Code® (IBC) a. 2012, 2009, 2006 international Residential Codee (1RC) a'• 2013 Abu Dhabi international Building Code (ADIBC)t 1The ADIBC is based on the 2009 IBC_ 2oo9 IBC code sections referenced in this report are the same sections in the ADIBC: Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and M11 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [OA005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (o.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 14nch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6,4 mm). Each slot has. a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, MII 20 HS, and MT20HSTMt: Models M-20 HS, MII 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)), ASTM A653 Grade 60i high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1 -inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0,45 inch (11.4 mm) long and 0.125 inch (32 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, aesthetics or any other attributes not specifically addressed, nor are they s be construed CC-FS Evaluation Reports are not to be construed as representing no warranty bvlCC Evaluation as an endorsement of the subject ofthe report or a recommendation for its use. There is ation Service, L.LC, express or implied, to any f nding or other matter in this report, or as to any product covered by the report. Page 1 of 5 Copyright 0 2015 ESR-1311 I Most Widely AcceAt 4'and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in2/PLATE) A I FE MBER SPECIES SG AA M-16 AND M.11 16 firPSprucel-pine-fir 0.5176121, 137 126 larch 0.43 0.42 _ 11964102 127 82 75 98 107 Southern pine .... 0.55. . 174 M-20 and Mll 20 126 147 122 fir 0.5 .... 220 .. . 195 180 190 Douglas -larch Hem -fir Spruce -pine -fir Southern pine. 0.43 0.42 0.55 185 148 197 1 249 190 M-20 HS, Mll 20 HS and MT20HS., 129. 143 184 145 137 200.. Douglas fir -larch Hemfir0.43 0 5 165 139 146 111 135 97 143 109 0. 42 0. 55 148 187 108 143 107 138 103 150 Spruce -Pine -fir Southern pine For SI: l lbfin2 = 6.9 kPa. NOTES: Toothholdingunits = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular'to load'. wood -grain perpendicular to load. 3AIItrussplate$ are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that usepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial emedmeni roller prCSses and hydraulic platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES I u_ n uc run gnHs AND iT20HS PROPERTY M-16 AND M11.116 Efficiency PoundslinchlPair Efficiency Pounds/inchlPair Efficiency FORCEPounds/inch/Pair of Connector of Connector DIRECTION of Connector Plates Plates Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-11 1 ( Minimum Net Section over the Joint)' Tension @ 0° 0.70 2012 0.50 880 Q.59 1505 1219 Tension 900 0.36 1013 0.4.7820 0:48 @ Tension Values in. -Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e)] tdazimumNetSectionOccursovertheJoineTension @ 0° E8449 0.62 1091 U.67 1716 1321 Tension @ 9,0° E0,30][E 0.48 841 0.52 Shear Values Shear @ 0° 0.54 1041 0.49... 574 0.43 761 1. 085 Shear @ 30° 0.61 1173 0.63 738 0.61 1184 Shear @ 60° 0.713 1402 0.79 936 0,67 792 Shear @ 90° 0.55 1055 0.42 490 0. 45 .. 0. 34 608.. Shear @ 12V 0.48 . 914 0.42 490 _ 0. 3 537 Shear @ 150° ._. 0.35 672 0:46 544 For SI: 1 Ibfinch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: MinimumNet Section -Aline through the plate's tooth pattern with the minimum amount of sleet for a specified orientation, For these plates, this line posses through a line of holes. 2Maximum Nei 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 6 ESR-1311 I Most Widely Accepted and Trusted 0.125' 025T 0.8W 3;2.mm SAT= 121MM 000 Ong 000 oM —to0r0 o 09000 C, .1000 000 000 BOO Ono OU-0 1110, Vwm, 0-1S 3w 93mm M-20 HSI M11 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report "" Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orsl 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www-mii.com EVALUATION SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mll 20, M-20 HS, Mll 20 HS, AND MT20HSTO 1.0 REPORT PURPOSE AND SCOPE Purpose: evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, MII 16, M-20, MIIThepurposeofthisThe M-20 se Mil 20 and MT20HSTM', recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: s 2014 and 2010 Florida Building Code —Building lii:2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeOTruss Connector Plates M-16, Mil 16, M-20, Mll 20, M-2wth he 2014 and 2010 Florida BuildingHS, Mll 20 HS, and MT20HSTm, ) Codbed e—Binding 211. through.7.0 Of fh.e r PSW. evaluation rep., rk. ESR-13:-1 comply andtFre2014andZ0't0 Floirfa Hulldiilg Code --Residential' provided the design and installation are in accordance with the InternationalHullding-Code (IBC) provisions noledm the master report. Use of the MiTek'Truss Connector Plates M-16, Mil 16, M-20, Mll 20, M-20 HS, Mll 20 HS, and MT20HS'TM has also been foundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Buildingandthe2014and2010FloridaBuildingCode —Residential. For.prflducts (aging under Florida Rule:gN 3, verification that the report holder's quality assurance program s audited by:a: qual'ifj; assurance entity approved. 6 fhe Florida Building Commission for iiae type of inspections being conducted Is. the i sibtls; of.an a . roved validation ' ' K (or the code. oificiat when: fhe ieport_ holder does not possess an apprnval by resp. o Y : pP Y the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC ESEvaluation Reports are not to be construed as representing aesthetics or any other attributes not specificaNy addressed, nor are they to be construed asanendorsementofthesubjectafihereportorarecommendalionforitsuse. There is no warranty by ICC-Evaluation Sen ice, I.LC, express or implied as to any Eroding ar other mailer in this report, or as to any product covered by the report. page 1 of 1 Copyright 0 2015 ICC-ES Evaluation Report r-oIz- f J " Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orq ( (800) 423-6587 1 (562) 699-0643 A Subsidiary of the International Code Council DIVISION: 06 00 DO -WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mli.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mll 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: R 2012, 2009, 20061ntemational Building Code (IBC) it 2012, 2009, 20061ntemational Residential Code (I RC) 2013 Abu Dhabi International Building Code (ADIBC)t rrhe 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 1-inch (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 0.33-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 MT20HS"m: Models M-20 HS, MII 20 HS, and MT20HST" metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)1, ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0:013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal., Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6A mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details: 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC-ES El aluation Reparu are not to be construed as representing aesthetics or any other attributes not specifically addressed. nor are they to be construedasanendorsementofthesubjectofihereportorarecommendationforitsuse. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to arty finding or other matter in this report, or as to arty product covered by the report. Page 1 of S Copyright 0 2015 Page 3 of 5. ESR-1311. 1. Most Widely Accepted and Trusted TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lblin2/PLATE) LUMBER SPECIES SG AA EA AE EE. M-16 AND Mil 16 0;5 176 121 137 102 126 98Douglasfir -larch Hem flr 0.43 11, 9 . 84 82 75 107 Spruce -pine -fir 0,42 . 127 . 174_. 126 147 122 Southern pine 0.55 M-20 and MII 26 0.5 220 195 148 180 129 190 145Douglasfir -larch Hem -fir 0.43 185 197 144 143 137 Spruce -Pine -fir 0.42 249 190 184 200 Southern pine 0.55 M-20 HS, MII 20 HS and MT20HS " Douglas fir -larch 0.5 165 . 146 135 g7 143 ... 109 Hem fir 0.43 139 111 108_. 107 103 Spruce -pine -fir 0.42 148 1.87 143 138 150 Southern pine 0.55 . For St. 1lblin2 = 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. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to loadEE = Plate petpenditxilar:.to bad., wood grain perpendicular ta:lo8d embedment presses, multiple roller presses thatAiltru&s plates ar>;.pressed. into.the wood for the full depth of their teeth by hydraulic -platenthrotiers, or combinations of partial embedment roller presses and hydraulic -platen pressesusepartialembedmentfollowedfull -embedment that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES HS Mj120HS AND MT20HS ROPERTY FORCE DIRECTION M-16 AND MI116 Efficiency Poundslincht of Connect Plates Tension. Values. in Accordance. with Tension @ 0° 0.70 2012 Tension @._90° 0.36 1 013 Tension Values in Accord Maximu Tension @ 0° 0.68 1945 Tension @ 90° 00 849 @Shear 0°._ 0.54 1041 Shear @ 30° 0.61 1173 Shear @ 600Shear @ 90' 0. 73 0. 55 1402 1055 Shear @ 1200 0.48 914 Shear @ 150° 0.35 672 M- 20 AND Mll 20 Pair or Efficiency PoundsCnchlPair Efficiency P of Connector of Connector'r Plates plates Section 5.4.4.2 of TPIA (Minimum Net Section over the Joint)' 0. 50 880 0.59 1505 0. 47 820. 0.48 1219 With TPI-1 with a Deviation I Section 5.4.9 (e)] anise m . Net Section. occurs .over the Join.. 0. 62 1091 0.671 1716 OA8 841 Shear Values 0. 49 574 0.43 761 0. 63 738 0.61 1085 0. 79 936 0.67.. 1184 _, 0. 55 645 0.45 792.. 0. 42 490 0.34 608 0. 46.. 544 0.3 537 For SI: 1 Iblinch = 0.175 N/mm, linch ='LbA mm. NOTES: MinimumNet Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 2Maximsx'n 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,-131 i .I Most Widety,Accepted and.Trusted 0:12V 0.2W 0.8W 0.:3E3 3.2 GA mm 12 7 nwn 9 3`mm jm} m 00000 'A A ao0 .000 0O0 n 000 1 SOD 000 000 000 000 000 n0 000 000 M- 20 HS, Mll 20 HS, MT20H S 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.org l (800) 423-6587 ( (562) 699 0543 A Subsidiary of the fiternational 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: MiTele TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, M1120, M-20 HS, Mil 20 HS, AND MT20HSTm 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek®Truss Connector Plates also a evaluatedluate MII 20, M-20 HS, MII 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below,. Applicable code editions: 2014 and 2010 Florida Building Code —Building r 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeleTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HST"", described in Sections2.0"tt roug2i.7:a of tlie_rna.ter:evatuatioin tepolt,.E 13'11.,.comply with the 2014 and 2010 Florida Building Code —Building and tia 2014 and 2a1fl Ftanda Bttllt lls Cnode e dar#lal, provided the design and installation art an accordance with the Intem2fitittal 8iildrng Dade (tR): psi0ns<noted .in.ite master report: Use of the MiTeeTruss Connector Plates M-16, M11 16, M-20, Mil 20, M-20 Hth MII 20 HS, and MTlorida ^ has also been Code — found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida building Code — Building and the 2014 and 2010 Florida Building Code —Residential. s aud- I a For prodttcts faliihcl under Florida: Rafe BN-, verificatttan tCommissionhat the rtfo#fiede type of inspections beingconducted +s the quali#p asslsrance;enMy approved by-Ahe Florida i3u11d'rng. respoUstb i y ui ala approved valida5on entity (or the .code` official when the .tepott.holder does not possess. an. approval by the Commission).. This supplement expires concurrently with the master report, reissued in June 2015. h y express or implied. as r' lCC-ES Lraluarion Reports are not to he construed as representing aesthetics or any other attributes not specifically addressed, nor are they ro he construedasanendorsementofthesubjectofthereportorarecommendationforitsuse: There is no ivarran b ICC Fvalumion Service. i LC, exp P _ to otq+finding or other matter in this report, or as to atry product covered by the report. Page 1 of 1 Copyright 0 2015 IMES Evaluation Report Reissued June2o15 This report is subject to renewal June 2017. le Www.icc-es.org (800) 423-6587 1 (562) 699-0543 A Subsidiaryof the International Code Councl DIVISION: 06 00 DO -WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, MII 20, M-20 HS, Mll 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: is 2012, 2009, 2006 International Building Code (IBC) 2012, 2009, 2006 International Residential Code (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t IThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the AMC., Property evaluated: Structural 2. 0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses,. 3. 0 DESCRIPTION 3. 1 MiTek® M-16 and MII 16: Model M-16 and Model Mll 16 metal truss connector plates are manufactured from minimum No. 16 gag [e 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 s lanced right formed into two opposing angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shapedintoatwistedconcaveform, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9. 4 mm) long, and there are 4.8 teeth per square inch 0. 0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/4-inch (31.7 mm) multiples, See Figure 1 of this report for details. 3. 2 MiTek® M-20 and M1120: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum2 A653e [SS356 inch Grade total thickness (0.9 mm)], ASTM 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 stampedoutandformedatrightanglestothefaceof the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3. 8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3. 3 MiTek® M-20 HS, M1120 HS, and MT20HSI": 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 ofteetharestampedoutandformedatrightanglestothe face of the parent metal. Each module has three slots, 0. 45 inch (11.4 mm) long and 0A25 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction_ Longitudinal centerlines of slots are spaced 0.25 inch 6. 4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4. 0 DESIGN AND INSTALLATION 4. 1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, e they 10 be rued er as at endorsement ofthe subject of the repoto be co rt or a recon representing joraesritstics useor any Themis no attributes by /sCC E alulation Seri -ice. LLC,rexpress o IMP as product corered by the reporL to any findingorothermatterinthisreport, or as to orry p Page 1 of 5 copyright 0 2015 Page 3 of 5. ESR-1311 I Most Widely Accepted and Trusted TABLEHYDRAULIC-PLATEN EMB DMENT3 (IblinCPLATE) ES, LUMBER SPECIES SG EA AE EE M-16 AND MI1 16 Douglas fir -larch 0.5. 176 121 137 102 126 98 Hem -far 0.43 . 119 64 .. 127 82 75 107 Spruce -pine -fir 0,42 174.. 126 147 122 Southern pine 0.55 M-20 and Mil 20 . Douglas fr-larch .. 0 5 195220 148 186 129 190 145 Hem -fir.. 0.43 185... 197 1... 1 43 137 _ Spruce -Pine -fir 0.42 .... 249 190 it - 200 Southern pine 0 M-20 HS, MII 20 HS and MT20HS Douglas fir -Larch 0.5 146165 111 135 _. 97 143 109 Hem -fir 0.43 139 148 108 107 103 Spruce -Pine fir 0.42 n as 187 143 138 150 For SI: I lbrtr Z = 6.:9 kPa. NOTES: psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, platesToothholdingunits must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to loadEA = Plate perpendicular to load, wood grain parallel to loadAE = Plate parallel to load, wood grain perpendicular to load EE =. Piglp peed' icrAar to loadoculartoload. WNW gratr,perpend . All truss:p#ates ate:.sed into the wood far :the full depth of their Seeth:by hydraulic platen :embeiiinerrt presses multiple roller presses thatusepartialembedmentfollowed'by fult•embedmeat rollers. or Ctimb3nations of partial embedment rolierpresses: and hydpVlc pWen pressesthatfeedtrussesintoastationaryfinishrollerpress. RESISTANCE ALLOWABLE DESIGN VALUESTABLE2-EFFECTIVE TENSION AND SHEAR 1120HM-20 AND_MII ZO M-20 HS, M SAND MT20HS PROPERTY FORCE M-16 AND M11.16 Poundstinch/Pair Efficiency PoundsnnchlPair Efficiency iP of Connector it DIRECTION Efficiency of Connector of Coonnector Plates plates Plates . in Accordance with Section 5.4A.2 of TPI-1 (Minimum Net Section over the Joint)' Tension Values 0.56 880 0.59 1505 ision @.o` 0.70 2012 820 0• 0.47 48 1219 rsion @ 90° 0.36.. 1013 TPI-1 with a Deviation [see Section 5.4.9 eTensionValuesinAccordancewithSectionOccursovertheJoinMabmum.Net 1945 0.62 1716 ision @ 0° 0.68 _ 841 0.520.48 .. 1321 ision @ 90° 0.30 849 _..._ Shear Values 574 _ 0.43 761...... .. 0.49 - Shear @ 0° ... 0.54 1041 0.63 738 0.61 1085 Shear _@ 30° 0.61 1173 .... _ 1184 Shear @ 60° 0.73 1402_ . 0.79 936 0.67 1055 0.55.. 645 Shear @ 900 a.55 _. ..... a 0.48 914 0.42 490 _.0.34 608 Shear 120 0.46 544 0.3 537, Shear 672 For SI: 1 Ibrinch = 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 specified orientation. For these plates. this line passes through.a line of holes ZMaxirttum 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 ESR71311 I...Most.Widely Accepted and Trusted 0126' .0.2W 0.5W 32mm 64mm 127mm 10-00 00, 00 11, I Igoo ago 000 Boo 000 000 00 Ono 005 ego Ono 000 0. 565" 83mm W20 HS, .Mll 20 H.S, NT20H.S FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report =ZsK--ISII I root• OuNP«n1V-ttL Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 Nww.mii.com. EVALUATION SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mll 20, M-20 HS, Mil 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 MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: It 2014 and 2010 Florida Building Code —Building k 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, Mll 20 HS, and MT20HSTM', described in Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe2014bod2010FlomfaBwfln-q. Code —Residential provided the design and installation are in accordance with the International Building Code:.(IBG) { revisions 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 MT20HS7A° 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 Et'aluotion Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject ofthe report or a recommendation for its use.. There is no 1rarromy by ICC Evaluation Service, LI.C, express or implied, as z x to any finding or other mailer in this report, or as to any product covered by the report. Page 1 of 1 Copyright m 2015 Florida Building Code Online j Page l of 2 Ira a PepatMild BurinesjPr BCIS Horne Log In User Registration Product Approval i Hot Topics i Submit Surcharge I Slats & Facts ; Publications FBC Staff BCIS SI;e Map links Search Tl rCNf'- MUSER: Public User Regulation rl ft luti urMOO aeoiMbn SeaAectiCgUon Lit > Appl lmtlon D'et81i-01St' x ir} rib FL # FL14239-R3 r Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer BMP International Inc. Address/ Phone/Email 4710 26th 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 lei 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 Lqi Validation Checklist - Hardcopy Received Certificate of Independence indeo:ndt 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 14239 R3 Eduiy Eouivadf' Sections from the Code https:// www.floridabuilding. org/prlpr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 04/23/2015 Date Validated 04/30/2015 Date Pending FBC Approval 05/0612015 Date Approved 06/2312015 summary of Products FL* Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1" Steel Tie -Down Clip System (For Use with Mechanical Units and 2" Models at Roof or Grade) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL14ag-N ill PM4201 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 Ff142 R2l AE 'Evai-udf system. The required site - specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. . Contact Us ::I¢:ti NnrthNenin! CreM_ TaiL+I!:"?e Ft_323a4Phnne: BT•+367-1L4 The State of Florida is an AA/EEO employer. laM 2po7.2013'State bf Honda :: Prwacv Stafement :: AaessUtv SU fund 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 d ectrwk iinall tothisentily. Instead,'aontactthe office by phone. or by traditional trail. If:you Nye any questions, please contadt•$50.467.1395. •Putsd8k to section 455.275(),'Fla dA t*lltuits,'e fe&t 11 C1Cob r'1, 2032. tkt!±SeES tkensa0 order Chppter 45% F.$...st provide the Department yrtM an ecnaL address If U*y have ohC_ The emills provided!n ay be used for OffK9i cWi nmunkitiofi w$h the llems e.. kowever'emal.addresses are public record. if YOU'd0 aot.vrish to supply apemoaW dilre%i. ptew provide it* Department.erith an enan address which can be made available to the public. To determine if you are a licensee under Chao* 455, F.S., please click here_ Product Approval Accepts: It— red IAOE https:// www.floridabuilding.org/ pr/pr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS T CENTER OF GRAVITY ASSUMED TO ACT AT THE 'ui ; GEOMETRIC CENER OF THE > MECHANICAL UNIT. w MECHANICAL UNIT MUST BE _ SQUARE OR RECTANGULAR,'. i n NO IRREGULAR SHAPES, ij f wu 3• MAXTYP. ` HOST STRUC"I'URE DESIGN , BY OTHERS" SEE DES] SCHEDULES FOR - ALLOWABLE SUBSTRATES t CENTER OF GRAVT 1 Y. r 3' FFAX MECHANICAL UNIT TIE -DOWN ISOMETRIC 1 1• = 1. 0•..• ISOMFI'RIC r75LB MIN, 'HEIGHT, MECHANICAL UNIT PER SEPARATECERIIFICAI"ION, TYP. 3' MAX TYP. SEE DESIGN SCHEDULE FOR f MAXIMUM SURFACE AREA AND DESIGN PRESSURE, TYF. STEEL TIE -DOWN CLIPS. i x. 5E£ DETAIL. 1/3 & 213 j -POI CLIP INFORMATION; TYP. 1 3' MAX. TYP. 1 v/ l TIE -DOWN CLIP DIRECTIVE EXAMPLE THE FOLLOWING -EXAMPLE ILLUSTRATES THE PROCEDURE. USED TO DEI'ERMI E THE MAXIMUM ALLOWABLE ROOF -TOP INSTALLATION HE[GFR, It, FOR ANY GIVENMECHANICAL. UNIT T: AT CONFORMS TO THE. DIMENSION RESTRICTIONS AND DESIGN CRITERIA LISTED HEREIN, 'uEF SHEETS 4-5 FOR DESIGN SCHEDULES.) MECHANICAL UNIT CRITERIA: CONSIDER THE INSTALLATION OF (1) MECRANIGL UNIT' WTTM THE FOLLOWING CRITERIA'- VWt=170 MPH, EXPOSURE Ir 40" TAIL. X 48" DEEP x 48' WIDE, 100 LB (WEIGHT AS VERIFIED BY OTHERS) tN5TALLED TO 3000 PST MIN CONCRETE WITH 11,1.2' CLIP AT EACH CORNEA OF UNIT (TOTAL OF (4) CLIPS) r rri c. I'JAVt•LV L1L': PROCEDURE STEP RESULT 1 j DETERMINE THE CONNECT}ON TYPE BASED ON THE DIAGRAMS ON SHEET 2 CONNECTION TYPE' 3- _ GN THIS MN TALU'HON 15 INTENDED FOR A VUlt=.170 MPM, EXPOSURE'B'. T'H15 DESIGN 2 DETERMINE WHICH DESIGN SCHEDULE TABLE TO USE CRITERIA CORRESPONDS TO TABLE 5 l 3 DETER:}NE}NE LARGEST FACE AREA OF MECHANICAL UNR TO BE [CJS7ALLEU d8xb6"=I F'` THIS UNIT HEIGHT OF 48• IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF 48'. NOTE. TMIS PRODUCT APPRO VAL ALLOWS THE UNIT TO BE INSTALLED ON TOP 4 CHECK MAXIMUM UNIT' HEIGHT' RESTRICTION Of AN AIC STAND THAT IS MAXIMUM 30" TALL IFAN A/C STAND IS UTTLUED, CHECK TO SEE THAT THE STAND DOES NOT EXCEED 30' LN HEIGHT ^ p S CHEOt MINIMUM 17 t'1O7N REST OCTiT>aI ... TM SA V- t i R !MN MINIMUM ALLOWABLE. 1 UNIT MAY BE iNSTALLF.D AT ROOF HEIGHTS LESS THAN OR EQUAL "IO 15 FT. n25AODITIONAU.Y, THIS UNIT MAY BE INSTALLED ON ROOF -TOP HEIGHTS GREATER 6 DETERMINE. THE ALLOWABLE RWP LOP HEIGHT OF THE INSTALLATION THAN 6GFT AND LESS THAN 300 FT. SEE. (') ON TABLE 5 FOR THE NUMERICAL T VALUES OF THIS DESIGN EXAMPLE DESIGN NOTES: THIS PRODUCT HAS BEEN DESIGNED IN ACCORDANCE WITH ASCE 7-10 AND THE BUILDING CODE FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE. INDICATED. IN THE ACCOMPANYING DESIGN SCHEDU F.5: THE DESIGN CRITERIA t THE BUILDING. THIS PRODUCT APPROVAL Al: OWS FOR EACH UNIT TO BE INSTALLED ON A MAXIMUM 30' TALL AIC STAND (CERTIFIC:ATION BY OTHERS) ON TOP OF THE HEIGHTS LISTED IN THE. DESIGN SCMEDUI ES,. GENERAL NOTES: 1. THIS PRODUCT HAS BEEN DESIGNED AND SMALL Be FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE h ASCE 7-1.0. THIS PRODUCTMAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE. 2. NO 33-1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. 3. DESIGN 15 BASED ON Cl [ENT PROVIDED PI?OOIX'T AND DIE SHEETS FROM TEST REPORTSfT£ C,U13iS6 Qj+j.+ 1OM747 BYTESTINGEVALUATIONLABORATORIES, INC., NO 5Uli5TTTUfIDMS T WRITTEN AFPNOVAL BY TMJ5 ENGINEER SMALL BE PERMITTED: 4. MAXIMUM & MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL CONFORM TO SPECIFICATIONS STATED HEREIN. ALL MECHANICAL SPECIFICATIONS CLEAR SPACE, TONNAGE, ETC'.) SHALL BE AS PER MANUFACTURER RECOMMENDATIONS AND ARE THE EXPRE55 R SPONSIBILDY OF THE CONTRACTOR. 5. FASTENERS TO BE J112 X %" OR GREATER SAE GRADE .5 UNLESS NOTED OT+E.RWISE. TAPCONS REFERRED TO HEREIN SHALL BE ITW BUILDER BRAND, CARBON STEEL. ONLY, INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR REQUIREMENTS, All. FASTENERS SMALL HAVE APPROPRIATE CORROSION PROTECTION TO PREVENT ELECTROLYSIS. 6. ALL STEE CLIPS SHALL BE ASTM A283 STEEL (GRADE. D) WITH Fyu,33 KSI OR BETTER ALL STEEL MEMBERS SHALL BE PROTECTED AGAINST CORROSION WITH AN APPROVED COAT OF PAINT', ENAMEL OR OTHER APPROVED PROTECTION; G9D-RATED COATING REQUIRED FOR ALL COASTAL INSTALLATIONS. 7: ALL CONCREI"E SPECIFIED HEREIN IS NOT PART OF THIS CERTIFICATION, AS A MINIMUM, ALL CONCRETE. SMALL BE STRUCTURAL CONCRETE 4" MIN, THICK AND SHALL HAVE MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI, UNLESS NOTED OTHERWISE. 8. THE CONTRACTOR IS RESPONSIBLE TO INSULATE. ALL MEMBERS FROM DISSIMILAR MATERIALS TO PREVENT ELECTROLY?i5. 9. fLCCTILLCAL GROuNO, W...41[ i 1D,-TO-BE DFSIGMEO S :INSTALLED By *TMMS; 10, THE Aog4 ACY Ot ANV BX(STIN6 SiRwnR i TO YlIiH5TAN0 &VtERiMF05ED LOADS 5WLlt. BB VERIFIED BYTItE OMSITE DESIGN. PRO!BS4.IONAt"AND IS- NOT Mau= IN THIS CERTFICAIION,EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED, IT. THE SYSTEM DETAILED HEREIN 15 GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECIFIC SITE. FOR SITE CONDITIONS DIFFERENT' FROM THE CONDITIONS DETAILED HEREIN, A LICENSED ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE IN CONIUNC'I'ION WITH THIS DOCAIMENT. 12, WATER -TIGHTNESS OF EXISTING MOST SUBSTRATE SHALL BE IMF. FULL. RESPONSIBILITY OF THE INSTALLING CONTRACTOR. CONTRACTOR SHALL ENSURE THAT ANY REMOVED OR ALTERED WATERPROOFING MEMBRANE IS RESTORED AFTER FABRICATION AND INSTALLATION OF STRUCTURE PROPOSED HEREIN. THIS EN INEER SHALL NOT Be RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS WA' I ER=TIGHTNESS SHALL BE THE FULL RESPONSIBILITY OF THE. INSTALLING COW1 RACTOR. 13. FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPANY THE VVIL WIND SPEEDS USED IN THIS APPROVAL, SEE SECTION 26,7.3 OF ASCE 7.10, O ;_ 4 Gay oW 3 0W V z pz Z.9 m 8 o ! K z cz z w z T f- 1 ca f G m ANCHOR SCHEDULE: ? r 111 CLIPS 2" CLIPS SUBSTRATE DESCRIPTION SUBSTRATE 7 OR5gtl}T'StiNz 19 (1)'Sil6'O CARBON STEEL (0-5I16"OCARBON SfSj'.L't j., }; ! IT'N BUILDEX TAPCON, ITN BUtl DEX TAP.'OFiy j O Lui j.'{Tj t{} CONCRLT: 2YV FULL EMBED TO CONCRETE. 2Y. PULL EMS* IU g j - f E{ j+ (4- THICK MIN, CONCRETE, 3i$" MIN. (4" THICK MIN, CO,'KRVIAl 7M. 13 0(Q 30D0 pSl MIN.; EWE DISTANCE, 3000 PSI MIN.) EDGEOtSTANCE, 3fy' MIN: i ZvW SPACING 7D ANY SPACING TQANY y I ADJAC'.F.'TNTANCHOR. ADJACENT ANCHOR. Z _ 11 (7)'f 145AE GRADES (Z)--0145AE GRADE y ALUMINUM: AI.UMTNUM: SHEET METAL SCREW TO - SHEET METAL SCRFYlS TO O,T.25 MIN, (0.t25' M.iN. ALUMINUM, PROVIDE (5) THICK, 6061 T6 ALUMINUM, PROVIDE (5) THICK, 6061=T6 PITCHES MIN- PAST MIN. ALUMINUM) PRf„HES MIN. PAST 3" MAX MIN, ALUMINUM). THREAD PLANE ) THREAD PLANE 11CUPS TYP. /jt CLIPS r . nP.: 'YYP. S'!'EF.1.: (1)-514 SAE.. GRADE 5STEEL: (2)-f14 SAE GRADES 1 (0 12V MIN,. SHEET METAL SCREW TO (B 12S MIN, SHEET METAL SCREWS ID THICK 33 KST STEEL, PROVIDE (5) THICK, 33 KSI STEEL, PROVIDE (5) MIN. STEFL) _PITCHES MIN, PASTMIN, STEEL) PITCHES MIN.,PAST r MAX VAN 3 MAX J\ta THREAD PLANE THREAD PLANE TYP. TYP.+, L> 1, EMBEDMENT AND EDGE DISTANCE EXCLUDES FINISHES, IF APPLICABLE. 2: ENSURF MINIMUM EDGE DISTANCE AS NOTED IN ANCHOR SCHEDULE, CONNECTION I 1 P E C 1 3, SEE DETAILS ON 5NEET 3 POR ASATTACHING70MECHANICALUNIT CONNECTION TYPE C2 1. 1" CLIP - UTILIZE (i) AT EACH CORNER FOR A TOTAL OF (4) PER UNIT 1' CUP:. UTILIZE (2) AT EACH CORNER FOR A TOTAL OF (B) PER UNIT 6" MAX Cup OFFSET i:jy 5p f yWW E_NW EN ` yTfx r f4AII.. u -' r CUPS •. _3•. MAXTYP,•2^.CLIPS 1` 1^MAX TYP, Tl'P. 3" MAX 1r YPI 44 TYP,. cs CONNECTION TYPE C3 CONNECTION TYPE C4 2' p.t . • y.T111ZE (l) AT EgCM CARWTOA A TOTAL OF ,(9 PER 11N(T IP&... UttL12E (2) AT EACH fW W ER FORA TOTAL OF js•vERuMtr WIDTH 6' MAX R SPACING CUP OFFSET mx.-Il U I TYPcuP-cuv SPACING CERTIFICATION UTILIZE (4) C' PS EA SIDE OF UNIT FORA TOTAL OF S) PERL1NiT 1 ALTERNATE (8) CLIP DETAIL 9 N.T.S. PLAN VIEW THIS DETAIL MAY BE USED AS AN ALTERNATE GEOMETRIC PATTFRN FOR ALL CONNECTION TYPES THAT UTILIZE (2) CLIPS AT EACH CORNER FOR A TOTAL OF (B) CUPS PER UNIT, Mrrry . FOR ANY CUP 1 y LONGER THAN 10" MECHANICAL UNIT BY OTHERS. ALUMINUM 0.19" UTILIZE (5)-912 SAF. HOUSING UNITS SHALL BE 6063-T6 MIN. TYp.. GRMIN. THICKNESS, STEEL HOUSING UNITS (;})-012 SAE GRADE 5 SHEET ADE 5 SHEET ALUMINUM SHEET WITH Fty-30 KSI, 0.125 METAL SCREWS, TYP. • r 0. 069" THICK SHALL BE ASTM A653 Fy-33KS1 MIN. - .—METAL SCREWS FOR CLIPS UP TO c i' ASTM kICK STEEL, GRACE 33, 22GA MIN, (t-U.UZ99"). J/ 5" LONG, UTILIZE (5)-517 SKEET ry STEEL, TYP. " ' r / : METAL SCREWS FOR CLIPS 6 ' LONGER THAN 5". PROVIDE (5) -' O •• aTi u o QM1 o u ,Y PITCHES MIN. PAST THREAT) PLANE iifr• 3)- 0 i2 SAE GRADE 5 'a. =i o P, P ;/ FOR EACH SMS, TYP. 0.069' THICK ASTM SHEET METAL SCREWS A ', a= A283 STEEL CLIP TYP FOR CLIPS UP TO 5" ! I Q ANCHOR PER:, LONG- UTT.UZE(5)-F12 .:/ / Q DA_C OF UNIT SMf LI. --ANCHOR.-U• SHEET METAL SCREWS BE FLUSH WITH PAS 3jB. SCHEDULE Z_ w m $ S FOR CLIPS LONGER PERMITTED, F CLIP, NO SPACE W THAN 5', TYP. O /' SSS V' O HOLE, WITH. 3; ANCHOR FROM 1• ; _ SUBSTRATE PER VIR C, W - _ J CLIP ANCHOR }3j 0. 75" SEHCOULE, TYP. j"`/ " `(VARIES) E O C OTHER DIMENSIONS '• 1 SIMILAR) 1" TIE -DOWN CLIP aa753 ANCHOR DETAIL 1 1" CLIP ISOMETRIC DETAIL s 3•=1'-0• DE -AIL z-t1 3 N;T,S: ISOME?RIC CLIP IS DfESIGNED FOR FULL - 6 a CONTACTWI'I'H'THE BASE OF EACH 3 O MECHANICAL. UNIT. TYP. Q ^y O Z G INl9nFµru! f Z n 1 Ip MECHANICAL UNIT BY OTHERS,. ALUMINUM ce 2 HOUSING UNITS SHALL BE 6063-T6 MIN. W a n ALUMINUM SHEET Wr, H FtY=30 KSI, 0.125": ^ q 3)-012 SAE GRADE 5 SHEET ~ < rn O MINT'HICKNESS, STEEL HOUSING UNITS Z METALSCREWSFORCLIPS4" CC 0, 072" OR ., - SHALL 8E ASTM A653 FY=33KSI MIN. 0. 113" THICK, LONG. SCREWS FOR C SHEET u S STEEL, GRADE 33, 22Gk MIN. (t=4.0299) - i w ASTMA283 (1p1 ; , ME I'AL SCREWS FOR CLIPS d STEEL, TYP. I p: (3)-t12 SAE GRADE 5 5 - LONGER THAN A". PROVIDE (5) IIIQQQ SHEET METAL SCREWS ? - PITCHES TAU N. PAST THREAD PLANE FOR CL1F5 9" LONG. 0, 072" OR Q l.L3 / FOR EACH SMS, TYP, UTILIZE ( 4)-S12 SHEET THICK ASTM A283 STEEL CLIP TP METALSCREWSFOR T I) i ;f CLIPS LONGER THAN 4", BiLSE OF UNIT SHALL / PER ANCHOR ^ i' ' != BE FLl1OR (2) ANCNORS TYP. I WITH PACE :!, . gls A1 i ry IYYYJJJOFCLIP, NO ! 4 IYIO PERMTTTED, TyP. SCHEDULE TYP y'' 0 HOLES, NOT TOSUBSTi i BE USED FOR y ,J+, ANCHOR ATF. PER f `' ANCIIORS, TYP. `?':. ANCHOR SiMEpS(VARIES) I 375" 0. 75 UJ.. 2" TIE -DOWN CLIP`' 4 ANCHOR DETAIL lit) x = .1.'-0" I'?FT"AIL LltAtiRGD14. 0.5v CLIP IS DEsicroEo FOR Fuji 15-2378 FACTORY -MILLED V' 0 HOLES; - raSO CONTACT WITH 'HE BASE OF EACH SCAlR f+.T..S:. ITTILIXE (1) OR ( 2l ANCHORS" .. MECHANICAL UNIT TYPt.._. _ vAclo[scaumorr. FROM 2' CLIP ANCHOR ' SCHEDULE, TYP. 0. 5(r z 2" CLIP ISOMETRIC DETAIL_ ISOMETRIC I TABLE 1: Vult=175 MPH, EXPOSURE C fFOR USE WITH A RISK CATEGORY it STRUCTURE IN THE HIGH VELOCITY IIURRICANE ZONE-) TABLE 2 : Vult=175 MPH, EXPOSURE D FOR 65E WI'I7t -ARISKCATEGORY It STRUCTURE IN THE HIGH VELOCITY HURRICANE ZONE-) ALLOWABLE ROOF -TOP HE'i(iH'i'(HI AiIOWABEE R00F•TOP HEIG _iNf, i 1 TtF-DOWN C.ONF!GURATION TYPE- f1E% Od YN CONfIGVRATid1N TYRE E MAXIMUM MAXIMUM F SUAfACi 11!lEA Oi UNIT UNIT Cl C2 C3 T4 SURFACE AREAOF UNIT UNIT Cl C2 C.T - C4 llNITS.AA6E5T HEIGHT WIO'T- UNIT LARGEST HEKHi - YlIDTH FACE: am t 124MAX12. MIN N/A .ATGRADE ATGRADE H5200FT' 6f' 24"fdAX 12- MIN N/A I AT GAAD6 ATGRADE Hf200 fT 9 fT+ 32 MAX f l NIN T N/A - AT GRADi AT GRADE H56DFT 9FT' 32'MA% I'IS`MItJ N/A AT GRADE N/A H53D FT 4F' 4FT' ATGRADEHA20OfT-i H -0 FT NA200 FT AT GRADE H5200 T AT H5200 Ff DE 6FT_AT GRADt HA<0 FT ATGRADE HA200 F7 6F*' N/A II5 T5 fT ATGRADE HS200 FT 9 TV4S"MAX 24 MIN f WA ATGRADE. ATGRADE HA 160 FI 9FI I48"MAY. 24"MIW N/A I hIGiAD AT GRADE HARD fT I N%A_.. 12FTY I NIA AT GRADE ATGRADE-, H540 fT, f 17 . N/A... AT GRAD AT GRME lgfT? .. 1... N/A •- Al GRADE, N/A ATGRADE..: 16 FT" N/A: Ai_GRACE N/A ATGRADE... f 70 FT ATGRADE N/A ATGRADE 11 2S FT' . 30 FT N/A AT GRADE 60 N1AX 48 MN ltN/A N/A N/A AT GRADE N/ A AT GRADE rS Ti 30tT N/A G.^." MAX oR' A11N N/ A N/A H/ A- N/ A AT CRAI`E WA AT OWE 36 ft:, t' 111 ry/ A N/ A NJA "A bRADL 15m w... ..... ..,.. .. THIS TAAlE.4SrERMIS510LE RA: N/ A O BE USED WITHIN THE HVN2 WHICH CONTAINS BRUW'ARD ANG TN75 TABLE IS PERMIS5IRLE TO BE USED WITHIN THE NVHY WHI/,H CONYAM5 BROWAR0 NO MIAMI-DADE COUNTIES- CHECK WITH LOCAL. A11T'HORI IY HAVING.ILIRISUICI ION FOR THE APPLICABILITY MiAMI DADE COUNTIES, CIA ECKWITHLOCALAUTHORITYHAVINGJURISDICTIONFORTHEAPPLICABILITYOFTHISTABLEWITHINCERTAINFLORIDACOUNTIES, Of THI5 TABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY it STRUCTURE') TABLE 4 : Vult=170 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE.'; ALLOWABLE RDOf-TOP HEIGHT H ALLOWABLE ROOF -TOP HEIGHT{H) T!E-0OWN CONFIGURATION TYPE TIE -DOWN CONFIGURATION TYPE I MAXIMUM MAXIM U M A SURFACE AREA UNIT UNIT ClCSC2C3 CM1 SUk ACE AREA OF l UNIT'S LARGEST UNIT UNIT HEIGHT WIDTH CI_--_- C2 C3 CA UNIISLAIGEST HEIGHT WIOTH k I FACE FACE I AT GRADE H <!00 FT r---_........_ i 6 FT' 24" MAX 12" MIN i N/A A AT GRADE N'7(%O FTHS 6U fT 80 F i HS2 0 Hi 6 Fr 24" MAX 12MIN N/ A H <100 FT GO.FT 14.s160 F' I t f i i l 41S15 FT AT ( BADE H5200F7SIFT12"MAX J 1S MIN NIA AT GRADE NjA FT H s t00 HS2 OFT 9Fr 32"NIAX 15 MIN ! N/A GO FT 5H 2O0 FT W,,,„•,,,•,,,_-_ I AT GRADE H5200 FT H 200 FT HS20F'I 4FT' AT MADE E1S201 FT t H OO FT 5 EOfT<H_100FT H52C0 F74FP I I60 FT<H5200 FT( 1 FT f }...___...___._.._._. _... ._-____._.-.---, AlRADE H<200 fT t HS4q FT HSZ00 FT f,tl'' N/ A 5FF H 2O0 Ff 6C FT H 200 FT H52001'i' 6 F7' 4fi0 FTSH 2O0 FT AT GRADE H<_200 FT - H320D fP 9 FT' 4S" MAX 24" td1N N/A H _ .__. ... H S ES FT. _ AT GRADE lA fT<HA200 Ft. H 5 200 FT 9 FT' 48' MAX, 24'MM' tJ/ A 1 .60fTtNf50 TT i I AT GRADE N/A N/ A H t iW,FT• 12FT' N/A A7 GRADE N!A 6D FT<H i120 FT', H S 2C0 FT 12 PT' 60 FT<H ;200 FT; FI 4 R' . H 5 0 16 FT' NIA ATGRADEN/A H 5 20O FT 1 16 FT' N/A N/A' N/A 50 FT < H FT. l N/A AT GRADE N/A' 115200 IT 20 FT, NA 1 T. .. ADE. NA A GRACE ( HsFT 60 FT <H5200FT 20 FT' N.A T fJ/p N/A H530 FT 25 Fr, N;A N/ A. N/A ATGRADE " 60 FT <H 5200 FT 75 FT' I p FT <H 52U0 Fi. 60" MAX 48" MIN 1 60" MAX : 48' MIN 'r, N .. A AT . 30 fT' N/A N/A fJ,rA AT GRADE 60 FT <H <_ SIX)FT 30 FT N/A N/A 60 FT<NS180 F7 m l NIA- N/A N/A ATGRADE 36 FT IY A N/A N/A AT GRADES 35 FT' 1- AS AN EXAMPLE 7HISTABLEIS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNFY CIIECK WITH LOCAL ASAN EX0.MPl N .f., THIS TABLE IS PERMISSIBLE TO BEUSED WITHIN PALM BEACH COUNTY. CHECK WITH LOCAL All i HORI I Y HAVING JURISDICTION FOR THE THIN CERTAIN FLORIDACOUNTIES, APPLICABILITY OF THIS TABLE W I .41N AUTHORITY HAVINGJURISDICTIONFORTHEAPPLICABILITYOFTHISTABLE WITHIN CERTAIN FLORIDA COUNTIES. dAI4I40 i U Z u O a z 3 g z 9 A 0z F G z t:; zcwed5 Z"G a o aW F 15-2378 TABLE S : Vult=140 MPH, EXPOSURE B FOR USE WITH A RISK CATEGORY II STRUCTURE-) 1 ILLLOWAME Rl90E-TpD.IiEtGIR'Ml. PE -DOWN Ci NMI1,JAATIONTYPE MAXIMUM SURFACE AREA OF UNIT UNIT Cl C2 C3 I C4 UNIT'S LARGEST HEIGHT WIDTH FACE 6FT' 24'MAX 12" MIN HS15 FT 60FT<14612QFl;, H5.200 FT H5200 FT H5200 FT 9 FT' 32"MAX IS" MIN. Al' GRADE ) H5200 Fr H5200 FT H5200 FT 4 FT' H52DO FT a H6200 FT Hs200 FT H5200 FT 6 FT2 Q H' H5200 FT H520OFTA H!; 200 FT s60 FT<H 5200 FTj 24' MIN '. ATGRADE ' 60 FT<H580 F7 H 5200 FT N 5200 FT H 5 200 FT9FT' •_.'-,-_! 48" MAX 4. 12 Fr t ATGRADE H1200 FT H 540 FT 60 FT<H 5200 FT H5ZOO FT t 16 FT, N/A i H5200 FT HSISFT H5200 F7 AFT< HSIOOFT 20 FT' N/A H 5 200 FT FT H 5 200 FT 25 FT' k N/ A I 60 FT <H 9200 FT GRADE ATGRADE60 FT<H.S84 FT H5200 f'! 60" MAX 48' MIN ._...._... .. 30 FT N/A H 515 FT ATGRADE : H 5 200 FT 60 FT <H S1ISO FT. 36 Fr2 N/A ATGRADE ATGRADE HS20D FT t i 60FT<H$SOFT; II TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE") ALLOWABLE ROOF -TOP HEIGHT (H) 11C_, 1-1(1NFIf,11RATY TVDF MAXIMUM ' SURFACE AREA OF UNIT UNIT Ci I C2 i C3 33 q fR3* UNIT' SLARGEST HEIGHT WIDTH FACE 6FT 24"MAX 12"MIN I ATGRADE H5200 FT H5200 FT H5200F 1 9FT, 32"MAX 15"MIN ; N/A H5200 FT IT I H5ZOOFT4SFT60FT<H 200 I e 4FT t Hs200 FT Hs200 FT ! H5200 FT I Hs200 FT` . E 6FT, H520D FT H5200 FT H9200 FT 60 FT <H SA380 FT H540 FT j 9FT' 48"MAX 24"MIN ATGRADE H5200 FT 60 FT < H 5 200.FT H5200FT i 12 FT N/A - H 5 200 FT I AT GRADE FT < H 5140.FT H 5 20D FT n H! 5 is FT AT GRADE H 5 20D FT 16FT' N/A 60 FT < H 1200 FT f FT'. N/A N530 FT AT GTIAOf H S 200 FT 204 60 FT <H52D0 FT 25 FT i N/ A ATGRADE 60 FT <HS140 FT Ai GRADE H 5 200 FT 60" MAX 48" MIN 30 FT' N/A I ATGRADE I 'NIA: H 5 200 FT y j 36 Fr' N/A n ATGRADE j NIA' 6Q FT<H 5200 FT' TABLE 7 : Vult=140 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE') ALLOWABLE ROOF OP HEIGHT (H TIE - DOWN CONFIGURATION TYPE MAXIMUM SURFACE AREA OF UNIT UNIT Ci C2 C3 UNIT' S LARGEST t HEIGHT WIDTH FACE i 6 FT' 124" MAX 22" MIN N/A ii H 5 200 FT H s 30 fT g FT' 32 MAX 15" MIN N/A H 5200 FT AT GRADE WFTH5140 FT' 144 404 Hs200 FTH5200FT60FT< H5200 FT T.Hs ATGRADEH5200FT H5200 FT GIFT, 60 FT<H5100 FT 9 FT 48" MAX 24" MIN N/A H s 200 FT H fCt515 .FT< H5200 N/ A HS4GFT ATGRADE 12 FT' 60 fT< H 5.200 FT 60 FT 580 l N/A ATGRADE N/ A 14FT' 60FT<H520UFT 2DM': l t N/ A ATGRADE 160 FT c H5200FTATGRADE25F!' N/ A ATGRADE 60 FT<H s80 FT N/A 60" MAX 48"MIN __._ ._. .. 30 FT' N/A N/A WA AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE USED WITHIN N/A N/A BREVARD COUNTY, CHECK WITHLOCALAUTHORITYHAVINGJURISDICTIONN/A FOR THE APPLICABILITY OF I H)5l ABLE WITHIN CERTAIN FLORIDA COUNTIES. 36 FT' CA FTI H5200, FT. - FT H5200FT H 5200 FT I H5200 FT 1 FT, H 5 200 FT ' FT I H!; 200 FT 1. _... ._. ... .:. H 5200 FT H 5 200 FT H 5 200 FT wi vO Fi' 60 FT<H5200 FT. 4 AT GRADE 60 FT<H5200 FT; et a! ry U a Z UJJ z i Q « m O 2 z O ml m o 0 ale G Q m. z 1 Z Pc't z a Z aa o m £ . 1 ENGINEERING EXPRESS@ it PRODUCT EVALUATION REPORT ENGINEERING EXPRESS® EXPERT PRODUCT EVALUATION REPORT April 14, 2015 Application Number: FL #14239.1-R3 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 4710 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1" and 2" Models Product Description: Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report is being issued in accordance with the requirements of the Florida Department of Community Affairs (Florida Building Commission) Rule Chapter 61 G20-3.005, F.A.C., for statewide acceptance per Method 1(d). The product noted above has been tested and/or evaluated as summarized herein to show compliance with the Florida Building Code Fifth Edition (2014) and is, for the purpose intended, at least equivalent to that required by the Code. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or revisions. Substantiating Data: 0. PRODUCT EVALUATION -DOCUMENTS FLB drawing #15-2378 titled "Mechanical Unit Steel Tie -Down Clip: At -Grade and Roof -Top Mounted Applications", sheets 1-5, prepared by Engineering Express, signed & sealed by Frank L. Bennardo, P.E. is an integral part of this Evaluation Report. TEST REPORTS Ultimate test loading structural performance has been tested in accordant standards per test report(s),#TEL.01976387A and.#TEL 6197038713 by T Inc. a STRUCTURAL ENGINEERING CALCULATIONS ftL s d n eer s Structural engineering calculations have been prepared which evaluate the product based on comparative and/or rational analysis to qualify the following design criteria: 1. Minimum Allowable Unit Width 2, Maximum Allowable Unit Height Frank.{w, 3. Minimum Unit Weight PE00491,e 4. Maximum Allowable Unit Surface Area ll111N4' 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 12T11 AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM MWENGINEERINGems-1f-S 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 SUBP LOT CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: / 3 Documented Construction Value: S Job Address: L)(- P-er%- Q6-- C.. p ^, , historic District: Yes No Parcel ID: sf-.. Residential Commercial Type of Work: Nevi Addition Alteration Repair Demo Change of UseE1_MALxe Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Phone: Name Street: City, State Zip: Tax: Title: Email: Property Owner Information Vl Sv Phone: Resident of property? : Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2082 Street: 6310 MABLETON PARKWAY SUITE 1000 Fax: (770) 941-9522 City, State Zip: MABLETON, GA 30126 State License No.: CFC1426562 Architect/Engineer Information Name Street: City, St, Zip: Bonding Company: Address: Phone: Tax: E-mail: Mortgage Lender: Address. NVARNINC. TO O\VNER: YOUR FAILURE TO RECORD A NOTICE OIL COMMENCEMENT MAN' RESULT IN YOUR PAYING TWICE FOR IIMIPROVEN4ENTS 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' CVITH 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, anti air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code iu effect as of that date: 5" Edition (2014) Florida Building Code Rey ised:.lune 30, 201i Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of plan review fee at the time ol'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 ekceuted contract exeeed 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 condj t,u e6on and l Signature of ou-ner/Agent Date Signature ofC 'actor/Agent Date Print OwnerlAgent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Print Cgntra • xlAgei !'s Name J 1 Stgnanire f Ncuary-Slate of Ftprida Date Contractor/Agent is Personally Kno Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps wire Sprinkler Permit: Yes No # of Heads APPROVALS. ZONING: ENGINEERING: COMMENTS: UTILITIES: is Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE, WATER: BUILDING: Revised June 30, 2015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S%Q Job Address; L_(I P Historic District: Yes No Parcel, ID: Residential Ercommercial Type of Work: Nevv Q. A Plan Review Contact Person: se Alove- Phone: Fax: Email: Property Owner Information Name I ` Phone: Title: Street: Resident of'properiy? ; City, State Zip: Names Street:. City, State Zip. - Name: Street: City, St, Zip: Bonding Company Address; on Phone:,; Fax - State License No. %lk Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO O«DER: YOUR FAILURE TO RECORD A NOTICE OF COADIENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR B PRQ17EMENTS TO YOUR PROPERTY. A NOTICE OF CO?1'LRIENCEAIENT AIUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT NVITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING FOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a.pernnit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a pen -nit 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: 5'1 Edition (2014) Florida Building Code Ret iced` June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional perluts required from other so'zrnrnental entities such as water management districts, state agencies, or federal agencies. Acceptance of pernut is. verification that I «ill notify the owner of the property ofthe requirements of Florida Lien Law, FS 713 The City of Sanford requires ,payment of a plan revieis, fee at the time ofpermit 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 constriction value. credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction .ning. Signature of 0,xner/Agent Date `signature offC^ntractor? gent Date Print d rner,Agent's Name Print Signature of Notary-State,ofFlorida Date Owner/Agent is Personally, Known to Me or Contractor/Agent is ' Personally Known to Me or Produced ID Type of ID Produced ID Type.of M BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbin F] 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: ZONII\TG: UTILITIES: WASTE WATER: ENGINEERE\TG: FIRE: BUILDENTG: COMMENTS: Revised: June 30,,7015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: %" 31_. 0 Documented Construction Value: S 2on cX3 Job Address: "--1 l . Historic District: Yes No [Q Parcel ID: Residential Commercial Type of Work: New 0 'Addition Alteeration j- R' e ppair 0 Demo} Change of Usee n 111\1ove Description of Work: i , `y 1 (' t_>r `"I-,r- I I e- 4n ,1' l..r 1 `,. . r i { r a t i t cZWtqC Plan RevieA, Contact Person: Title: Phone: Fax Email: Property Owner Information Name_110- I ( l l i Phone: Street: Resident of property? City, State Zip: Contractor Information Name 41 (:XY I T `: i G". _,- 1 i. 1Phone; R %7?t.` 1 Street: ; Fax: ` _ I QC`2t City, State Zip:. _ ( / f State License No.: E( t,--7 3'74 - Name: Street: City, St, Zip: Banding Company: Address: Architect/ Engineer Information Phone: Fax: E- mail: _ Mortgage Lender: Address: WARNING TO O«'\ER: YOUR FAILURE TO RECORD A NOTICE OF COMIMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMAIENCEIMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT NVITH 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, dells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1.05.3 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 10, 2015 Pernlit .4pplication 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 fi-om other governmental entities such as eater management districts, state agencies, or federal agencies. Acceptance of penivt is verification that I, will notify the owner of the property of the requirements of Florida Lien Law,,FS 713. The Cite of Sanford requires payment of a plait review fee at the time of permit. submittal. A copy of the executed contract is required in order to calculate a plan reviewcharge and .will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be 6--ured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. 'Should calculated charLes 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 informationis accurate and that all work will be done in compliance with all applicable laws regulatin SiTnature of ONaier/Ai!ent Date Print 0« t1er-Agem's Name signature of Notan,-State of.Florida Date OwneriA2ei t- is Personally Known to Me or Produced ID Type of ID 12 "it"' STEPHANIE RALLO j a ` Commission # FF 175017 r Expires vember 9, 2018' FNn Inswum 800,MS-7019 Contractor/Agent is Personally KnoAvn to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Types Occupancy Use Flood Zone: Total Sq Ft of Bldg: Nfin. Occupancy Load: # of Stories New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERE\TG: COMMENTS: UTILITIES: Plumbing # of Fixtures Fire, Alarm Permit: Yes To WASTE WATER: BUILDII\G: Revise& June 30; 2015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION P Q r PERMIT APPLICATION Application No: I I- Documented Construction Value: $ Job Address: 1151"^ ! +—'` Historic District: Yes Nog Parcel ID: ResidentiaQ Commercial L Type of Work: Newo. Addition Alteration Repair Demo Change of Use 4 'Move. Description of Works" ' Plan Review ContactuPerson: 41' Title: V1 SOOI I'ax•p--38 Email• V 171 r Phone: 5. • h c c Carl,\ Property Owner Information Name Phone: to Street: _ :. _ ..:.._ _ Resident of property? City, State Zip: i_%;I_( l ' ' Contradtor. Information Name h u' t•,Y .rhonq* qU Street: i U tsC'.0 U ) — Fax: `-lb- ,5 j3 y . ty, +\C % ! State License No.: 0!=1-C' 0Ci ,State Zip: _ Name: Street: City, St, Zip:, - Bonding Company: Address: ArchitectlEngineer Information Phone: -, Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5ih Edition (2014) Florida Building Code Revised: June 30.2015 Permit Application NOTICE: In addition to therequirements 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 >at- work will be done in compliance with all applicable laws -regulating -construction and zo ,g.a-- Signature of Owner/Agent Date Print Owner/Agent's Name Signature ofNotary-State of Florida Date Sig re of Contractor/Agent f gate P ' = t,Contr ictori/A cnCs Name c, Signature ofNo ry-State of Florida Vate CHERYL D AKERS 0 MY COMMISSION # FF998962 EXPIRES June 05, 2020 ME Owner/ Agent is Personally Known to Me or Contractor/Agent is Personally Known to:Me or Produced ID Type of ID Produced ID Type of ID S 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 Z3 Sd¢'9-Waxf jm{j >^ sa;i) Vendor Name: AS' m*wt nI .1 coo nowm•fj•A_ L .' ,Le:si C- 61-1eoa.. 5/19/M6 c Wnc'e srEs/2eti-dU1` s .,_ YP.ndor SignazurP paf I-_- TM I'urrha=In P ISi I sr• C ir^ xF , a[Yr M•raf S e iKilml tMkv ;`M tIJ1CslO_ a . awni krlil,i+a...rs 6DAMr RV+v+sY5 a 51245E HVK 4L. WrM1•" 7:46a19 +tafi f•. L. iUt. , ru .IS i¢ iva hV» 3G:i...., t.•.....q[w a a c,A3 d,u i+KY318'. da . stWidl4_I :YNa9+++a..: AL w:4•.•i.H:lj A.mmnn• ivfM!s[e 6aY.V.wrr lddii', vnG 1L. Vu.(N LkIN Nl+l t.Y.. At { 3«*"'KSrGVa SrG p: dYt f['` Y`i+fi$ YwO e'}•il rvirfk tdtf A5le ..,tf a^vY'v'k' Ni R het xY.a'1 t S[«!-0 p..j Y Sn? 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