The URL can be used to link to this page

532 Red Rose Ln 17-3734; NEW SFHCOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 181#: 18 DATE: BUILDING APPLICATION 18-10000080 BUILDING February O1, 2018 PERMIT NUMBER: 18-10000080 UNIT ADDRESS: RED ROSE LN 537 21-19-30-510-0000-3160 TRAFFIC 20NE:022 JURISDICTION: 3 5 1{% Q / SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: PLAT BOOK: PLAT BOOK PAGE: BLOCK: TRACT: LOT: OWNER NAME: 3 Zq 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: 537 RED ROSE LANE THORNBROOKE PH 4 316 SFRLOT FEE BENEFIT RATE UNIT CALCTYPE--------------DIST- SCHED------ RATE UNITS UNIT TYPE TOTAL DUE ROADS -ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000ROADSN/A dwl unit 705.00 g- COLLECTORS FIREnRESCUEFamily Housing .00 1.000 dwl unit 00 LIBRARY CO -WIDE ORD 00 Single Family Housing 54.00 1.000SCHOOLSCO-WgDE ORD dwl unit 54.00 P SSiingle Family Housing 5,000.00 1.000 dwl unit 5,000.00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THESEMINOLECOUNTYROADFIRE/RESCUE, LIBRARY AND/OR EDUCATIONALISSUANCEOFABUILDINGPERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNERTOAPPEALTHECALCULATIONOFANYOFTHEABOVEMENTIONEDIMPACTFEESMUSTBEEXERCISEDBYFILINGAWRITTENREQUESTWITHIN45CALENDARDAYSOFTHEDATEABOVEBUTNOLATERTHAN CERTIFICATE OF OCCCUPARY OR OCCUPANCY. THE REQUEST FOR REVIEW COPIES OF RULESEGOVERNINNGGSAPPEALSFTHE MAYNBE PPICKEDEUP, OREREQUESTED, FROM THE BUSINESS OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORDBUILDINGDEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT OUIYRITOBEETHERLFOODHIESTOUNTYBIILDNGPEMNUbRATIroPETFTSTATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT ISSUED WITHIN60CALENDARDAYSFROMTHEDATEABOVE Parcel ID Number: Prepared By Kim Carter and Taylor Morrison Homes Return To : 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMNIENCEMENT. State of Florida. County of Seminole. ir t t tt 1111111 IIIII IIIII I!!ll IIII IIII GRANT MALOY SEMINOLE COUNTYCLERK, OF CIRCUIT COURT 4 COMPTROLLEROK9044P9259 (1P9s) CLERK'S 0 2017128379 RECORDED 12/20/2017 10:04:2E AMRECORDINGFEES $10.00 RECORDED BY hdevore The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. Description of property : LOT 3 1 b Legal Description: Thornbrooke Phase ` according to the plat thereof, as recorded in Plat Book 8! Page-API/of the public records of Seminole County, Florida. Addresses : 537 Pad Sanford FL 2. General description of improvements : Single Family Home 3. Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 4. Fee Simple Title Holder: N.A. 5. Contractor name and address: Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. 9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed : Signature of Owner's Agent: 4,—r ; J n Asa Wright Taylor Morrison of Florida Inc. Sworn to and subscribed before me this by John Asa Wright wh ' pe nally known to me. Notary Public DA Clark My commission expires: 6/27/19 Serial ffFi EITC8NPC.m:•!` CLERK OF THE CIRCUIT CGu 5Er ate r D. A CLAFIK r * MY COMMISSION 0 FF 209108 Notary Ignature: s, r *ffS: June 27, 2019 BMW tMu8uOPINabrySmkr. 2017 1' I 20171 KI`4-tc 7i pLq') 61 CITY OF SANF D BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: l% 3 75 4 Documented Construction Value: S 1945 I86-00 Job Address: 53-1 a-4—pd 46s-& r! aiH-'C Historic District: Yes No Parcel ID: VL(-19-30- 510-0000- 314P 0 Residential [ Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: 3! Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: l:1tt-c1'-tu 11 qtt Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: Street: 151 SOUTHHALL LANE #200 City, State Zip: MAITLAND FL 32751 407- 629-0077 Resident of property? : NO Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Name: Street: City, St, Zip: Bonding Company: N/A Address: 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, plumping, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5'" Edition (2014) Florida Building Code Revised: June 30, 2015 WD 13 1 Permit Application 6b 30 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. w &' A'qk? Si tureofOwner/Agent ate TAYLOR MORRISQ90F FLORIDA INC Print Owner/Agent's Signature o -State of Florida Date/ r u D. A. CLARK IAY COWISS10N 1 FF 20910A t EXPIRES: June 27.2019 s, 440Pd ° W4e T'~10nryS4r" Owner/ Agent is y & Personally Known to Me or Produced ID N/A Type of ID Z112, gnature of Contractor/Agent Date JOHN ASA WRIGHT Print Contractor/Age is n Signature of ota - tatc of Florida Dat r 4• D. A CLAM MY COMMISSION 0 FF 209109 EXPIRES: June 27.2019 rr. d 8aMe01Aru 8udgel Notary SenEr Contractor/ Agent is YES Personally Known to Me or Produced ID NIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: BuildingEl Electrical© Mechanical® Plumbing0 Gas[] Roof Construction Type: V b Occupancy Use: V-3 Flood Zone: X— $ CE k-i - i4f—HM Total Sq Ft of Bldg: S28 1 Min. Occupancy Load: t # of Stories: 2- New Construction: Electric - # of Amps Iti-- Plumbing - # of Fixtures 22 Fire Sprinkler Permit: Yes No ® # of Heads APPROVALS: ZONING: UTILITIES: ENGINEERING:1ATC. 1-Z-Zo(& FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. 5y ' •% ;,,,IP. AYICtmt7l1; iat , n Fire Alarm Permit: Yes No1771 WASTE WATER: BUILDING: ! -1. 20 9 Revised: June 30, 201S Perini( Application Q vV CITY OF SANFORDtLP Am. BUILDING & FIRE PREVENTION DEC 10 2017 PERMIT APPLICATION F. _ D a: a lBY. Application No: 1 3 7 Documented Construction Value: S 0 Job Address: 53-1 E_.e_o f_d 5& Historic District: Yes No Parcel ID: V{'-19-30- 5 (0-0000- 314P 0 Residential R Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: NFW SINGLE FAMILY HOME_THORNEBROOK PHASE Ll LOT NUMBER : Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: daphne P rmit Permit P rmft . 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 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: 51" Edition (2014) Florida Building Code Revised: June 30.2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and 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 tureofowner/Agent Pate TAYLOR MORRIS-WOF FLORIDA INC Print Owner/Agent's Signature o -State of Florida Date/ Y au MY COMMISSION 0 FF 209109 EXPIRES: June27.2019 Jf eora Bonded Tom BAetItoten/5u" Owner/Agent is yFS Personally Known to Me or Produced ID N/A Type of ID gnature of Contractor/Agent Date Z JOHN ASA WRIGHT Print Contractor/Age is n iz 13 j Signature o olary-State of Florida Sat D. A. CLM MY COMMISSION IFF 209108 EXPIRES: June 27, 2019MiroFF0BondedThnBod9eiNottrySent_. Contractor/ Agent is YES Personally Known to Me or Produced ID WA 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: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit:. Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: ' / 2 `Z WASTE WATER: FIRE: BUILDING: Revised: June 30. 2015 Permit Application I . 0 a o . Application for Right -of -Way Use for Driveway, Walkway & Landscape O I pq Department of Planning 3 Development Services1877 — 300 North Park Avenue. Sanford. Florida 32771vvwweaMoedrLyov Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat dearly Identifying the size and location oof the existing right—of-way and use shall be provided or application could be delayed. oc z/QZdj/Z0I 31(e Rne..nanbelow Calleefomreudlp 1. Project Location/Address: 2. Proposed Activity: 3-1 R-e A-1c Driveway Walkway M Other. 3. Schedule of Work: Start Date G ,p cC,o mplpletion Date Emergency Repairs 4. Brief Description of Work: INPAVAY AAQ SFA This application is submitted Properly Owner hW4 hIf/IV dD lSignature: !/, / Print Name: Address:: ISI MM64MO Phone: -2 t-6140 Fax Date: 0i0 Maintenance Responsibilities/lndemnif9cation 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-orwdy adjacent thereto. Requestor may, with written City authorization, remove said InstallationAmpnovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, ulrlities, stoamvater facilities, or any general maintenance activities by the City becomes In conflict with the above permitted activity, the pennittee 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 rightof-way to its previous condition, the City shall, after appropriate notice. restore the area to its previous condition at the Requeslor's expense and, if necessary, file a lien on the Requestoes property to recover costs of restoration. To the Mast extent pertained by law. Requester agrees to defend, indemnify, and hold harmless the City, its councllpersons, agents, servants, or employees appointed. elected, or hired) from and against any and all 4abili ies, 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 attorneys fees up to and including an appeal), resulting to any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read and understand the above statement and by signing this application 1 agree to its (terms. I hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: Date: 0 -13 -/% This permit shall be posted on the site during construction. Please call 407.688.6080, Ext. 6401.24 hours In advance to schedule a pre -pour Inspection. Pre -pour Inspection by: Date: a pwmuo cv.v ROW Use 0IIvGW2Y.pdf 0 City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: John Asa Wright Firm: Taylor Morrison of Florida, Inc. Address: 2600 Lake Lucien Drive City: Maitland State: Florida Zip Code: 32751 Phone: 407-257-6940 Fax: Email: daphne@permitspermitspermits.com Property Address: 537 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-3160 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) OFFICa AL S ONLY Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: 0 floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone 'A', the best available information used to determine the base flood elevation is: , 8P# 17-3734 Reviewed by: Michael Cash, CFM Date: January 2, 2018 BHti 003 CITY OF SANFORD Application Inquiry - Fees 12/20/17 14:08:06 Application number: 17 00003734 Property . . . . : 537 RED ROSE LN Fee Class/Type/Description Trans amt Amt due Struct A AF 01-APPLCTN FEE -BUILDING 25.00 25.00 A BR 01-BLDG PLAN REVIEW 630.00 630.00 A D5 02-CURB CUT/DRIVE - S/F 40.00 V - Permit Insp F Credit fees due: Revenue fees due: 69 .00 Total due: 5.00 4 Press Enter to continue. 0 F3=Exit F11=Change view F12=Cancel F10=Amt billed CITY OF SANFORD Oper: ANTONINIILLT RTy pee:IOPCT Drawer: 1Date: 12/20/17 01 Receipt no: 43488 Year Number Amount 3734 537 REDIROSE LN SWORD, FL 32771 BUILDING PERMIT RECEIPTS 684.09 Tender detail CH CHECK 160W&12 1684.06Totaltendered1684.00Totalpayment1684.00 Trans date: 12/20/17 Time: 14:54:44 32 vU Bottom per: ANTONINIL Type: OC Drawer: 1 Date: 12/20/17 01 Receipt no: 43488 2017 3734 537 RED ROSE LN SWORD, FL 32771 BP BUILDING PERMIT RECEIPTS 684. 08 CK CHECK 160OW832 684.00 Total tendered 1684.00 Total payment 684.00 Trans date: 12/29/17 Time: 14:54:44 BP200I03 CITY OF SANFORD 12/&0/3q Application Inquiry - Fees 14:06:14 Application number: 17 00003733 Property . . . . : 545 RED ROSE LN Fee Class/Type/Description Trans amt Amt due Struct Permit Insp A AF 01-APPLCTN FEE -BUILDING 25.00 25.00 A BR 01-BLDG PLAN REVIEW 630.00 630.00 A D5 02-CURB CUT/DRIVE - S/F 40.00 A@--1W Bottom Credit fees due: .00 r Revenue fees due: 695.0 `f Total due: 69 0 Press Enter to continue. F3=Exit F11=Change view F12=Cancel F10=Amt billed SCPA Parcel View: 21-19-30-510-0000-3160 http://parceidetaii.scpaf .org/ParceiDetailinfo.aspx?PI D=2119305100... Property Record Card CrA Parcel: 21-19-30-510-0000-3160 i Owner: TAYLOR MORRISON OF FL INC ac..aaaonurrr,anr a Property Address: 537 RED ROSE LN SANFORD, FL 32771I Parcel Information Parcel 21-19-30-510-0000-3160 Owner TAYLOR MORRISON OF FL INC Property Address 537 RED ROSE LN SANFORD, FL 32771 151 SOUTHALL LN STE 200 MAITLAND. FL 32751Mailing Subdivision Name THORNBROOKE PHASE 4 Tax District S1-SANFORD I DOR Use Code Exemptions 00-VACANT RESIDENTIAL Value Summary 2018 We Values Valuation Method Cost/Ma Number of Buildings 0 Depreciated Bldg Value Depreciated EXFT Value Land Value (Market) 26,050 Land Value Ag Just/Market Value " 26,050 Portability Adj Save Our Homes Adj 0 Amendment 1 Adj 24,241 P&G Adj 0 Assessed Value 1.809 Tax Amount without SOH: 2017 Tax Bill Amount Tax Estimator Save Our Homes Savings: Does NOT INCLUDE Non Ad Valorem Legal Description LOT 316 THORNBROOKE PHASE 4 PB 81 PGS 70-71 Taxes Taxing Authority Assessment Value Exempt Values County General Fund 1,809 0 Schools 26.050 0 City Sanford 1,809 0 SJWM(Saint Johns Water Management) 1,809 0 County Bonds 1,809 0 Sales Description Date Book Page Amount Qualified i No Sales I of2 12/13/2017, 12:44 Ph REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # %-1- 3—I 2. 4 BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Pre our 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence Address: 4sfZ—, 7s%, C irC ELECTRICAL PERMIT Min Max Inspection Description 10 Electric Underground 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 16Thorn rookeAnastasiaGRS Builder Name- Taylor M rrison 06 Street: 53-74d 94 l Y Permit Office: S City, Slate, Zip- FL, S®,1., Permit Number. # 1 7 _ 3 7 3 n Owner: Jurisdiction• 691500Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2 1. New construction or existing New (From Plans) 9. Wall Types (3145.8 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1380.60 fl' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 244.22 It' 4. Number of Bedrooms 4 d. N/A R= ft' 10. Ceiling Types (1509.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1482.00 ft 6. Conditioned floor area above grade (ft') 2582 b Knee Wall (Vented) R=30.0 27.00 W floor area below grade (ft') 0 c. N/AConditioned R= fct' 11.Oucts R f1 7. Windows(367.7 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 295.74 ft' b. Sup: Attic, Rel: 2nd Floor, AH: 2nd Floor 6 223 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 72.00 ft' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit b. Central Unit 25. 2 SEER:16.00 25. 2 SEER:16.00 c. U-Factor: N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft' a. Electric Heal Pump 21.8 HSPF:8.50 SHGC: b. Electric Heal Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 3.506 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2582.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft' b. Conservation features b. Floor Over Other Space R=0.0 1102.00 ft' None c. other (see details) R= 13.00 ft' 15. Credits Pstat Glass/ Floor Area: 0.142 Total Proposed Modified Loads: 73.86 PASS TotalBaselineLoads: 76.76 1 hereby certify that the plans and specifications covered by Review of the plans and FTHE STAp this calculation are in compliance with the Florida Energy specifications covered by this y Code. calculation indicates compliance 0, rrj i,, '' ' ±' with the Florida Energy Code. h-." ;. O PREPARED BY: j4AAAA6. Before construction is completed DATE: _ 12/_1/_17 _ - _ _-_ _ _ this building will be inspected for y compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. L c OWNER/AGENT:_ _ __-- - __.-___ _ _ _ y COD WE CEO BUILDING OFFICIAL: -_- DATE: -- - ---% a"!-1-% DATE:- 2.?-?'t$ 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. 12/ 1/2017 8.41 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Pagel of 5 FORM R405-2014 PROJECT Title: Lot316ThornbrookeAnastasia Bedrooms: 4 Address Type: Sheet Address Building Type: User Conditioned Area. 2582 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlalBook: 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 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 1467 13643.1 2 Block2 1115 10035 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Healed 1 1st Floor 1467 13643.1 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1115 10035 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor __-- -___ 13 ft' 19 0 0 1 2Slab-On-Grade Edge Insulatio 1st Floor 147.9 ft 0 1467 W 0.43 0 0.57 3 Floor Over Other Space 2nd Floor ____ 1102 ft' 0 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pilch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1655 ft' 370 ft' Medium 0.85 N 0.85 No 0 26.6 ATTIC v # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1480 ft' N N 12/1/2017 8:41 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Knee Wall (Vented) 1st Floor 30 Batt 27 W 0.11 Wood 2 Under Attic (Vented) 1st Floor 30 Blown 13 ft' Oil Wood 3 Under Attic (Vented) 2nd Floor 30 Blown 1469 ft' 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar BelowV` V # ..Ornt _ To - _- Wall Type - Space R_Value-Et-In Et-In Area-R Value_Eraction_Absor._Grade%_ 1 N Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 ft' 0 0 0.6 0 3 E Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 0.23 0.6 0 4 E Exterior Concrete Block - Int Insul 1st Floor 4.1 54 6 9 4 508.7 ft' 0 0 0.6 0 5 S Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 6 S Exterior Concrete Block - Int Insul 1st Floor 4.1 5 6 9 4 51 3 ft' 0 0 0.6 0 7 SW Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 45.9 ft' 0 0 0.6 0 8 W Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 0.23 0.6 0 9 W Exterior Concrete Block - Int Insul 1st Floor 4.1 53 0 9 4 494.7 ft' 0 0 0.6 0 10 - Garage Frame - Wood 1st Floor 13 26 2 9 4 244.2 ft' 0 0.23 0.01 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 Wood 1 st Floor None 39 2 7 8 20.7 ft' WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 Vinyl Low-E Double Yes 034 031 30.0 ft' 1 110 in 1 ft 0 in Drapes/blinds None 2 n 1 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 3 n 2 Vinyl Low-E Double Yes 0.34 0.31 58.3 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 4 n 2 Vinyl Low-E Double Yes 0.58 032 72.0 ft' 10 It 8 in 0 ft 0 in None None 5 e 3 Vinyl Low-E Double Yes 034 031 30.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 6 e 4 Vinyl Low-E Double Yes 0.34 0.31 38.9 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 7 s 5 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 8 sw 7 Vinyl Low-E Double Yes 0.34 0.31 23.3 ft' 10 ft 8 in 0 ft 4 in Drapes/blinds None 9 w 8 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 10 w 8 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft' 1 ft 0 in 1 h 0 in Orapes/blinds None 11 w 9 Vinyl Low-E Double Yes 0.34 0.31 5.0 ft' 1 ft 0 in 11 118 in Drapes/blinds None 12 w 9 Vinyl Low-E Double Yes 0.34 0.31 19.3 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 12/1/2017 8:41 AM EnergyGauge® USA - FlaRes2014 Section R405.4 1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE 1 Floor Area Ceiling Area 455 ft' -- 384 ft' Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000408 2762.4 151.65 28521 .3666 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump Split Split HSPF•8.4999 21.8 kBtu/hr 1 HSPF:8.4999 21.8 kBtu/hr 2 sys#1 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit Split Split SEER: 16 25.2 kBtu/hr cfm 0.75 1 SEER- 16 25.2 k8tu/hr cfm 0.75 2 sys#1 sys#2 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnl 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 fl' DUCTS 1 2 Supply ---- Location R-value Area Attic 6 293.4 ft Attic 6 223 ft' Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF Attic 73.35 ft Default Leakage 2nd Floor (Default) (Default) 2nd Floor 55.75 ft Default Leakage 2nd Floor (Default) (Default) HVAC # Heat Cool 1 1 2 2 12/1/2017 8.41 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 Programable Thermostat: Y Cooling j I Jan j 1 Feb fX Mar j 1 Apr Heatin Jan X]j Feb Mar A r Ventin X] Jan Feb Mar X]J Apr Thermostat Schedule: HERS 2006 Reference Schedule Type 1 2 Cooling ( WD) 78 78 PAMM8080Cooling ( WEH) AM 78 78 PM 78 78 Heating ( WD) AM 66 66 PM 68 68 Heating ( WEH) AM 66 66 68 TEMPERATURES Ceiling Fans: XI Jun X Jul Au Se Oct Dec MayMayJunjJulAuIXISeprlOctHNOVNovjX} Dec Ma Jun Jul Aug Se Oct Nov 1 Dec Hours 3 4 5 6 7 8 9 10 11 12 78 78 78 78 78 78 80 80 80 80 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 66 66 66 68 68 68 68 68 68 68 68 68 68 68 68 68 68 68 66 66 66 66 66 68 68 68 68 68 68 68 68 68 68 68 68 68 68 68 66 66 12/ 1/2017 8:41 AM EnergyGaugeO 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. FL, 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 (W) 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: New (From Plans) 9. Wall Types Insulation Single-family a. Frame - Wood, Exterior R=13.0 b. Concrete Block - Int Insul, Exterior R=4.1 1 c. Frame - Wood, Adjacent R=13.0 4 d. N/A R= 10. Ceiling Types Insulation No a. Under Attic (Vented) R=30.0 2582 b. Knee Wall (Vented) R=30.0 c. N/A R= Area 11. Ducts 295.74 ft' a. Sup: Attic, Ret: Attic, AH• 2nd Floor b. Sup: Attic, Rel. 2nd Floor, AH• 2nd Floor 72.00 ft' ft' ft' 3.506 ft. 0.312 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft' b. Floor Over Other Space R=0.0 1102.00 ft' c. other (see details) R= 1300 ft' 12. Cooling systems a. Central Unit b. Central Unit 13. Heating systems a. Electric Heat Pump b. 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: Address of New Home: 53%_ ,.e (jl oS G 1.p City/FL Zip: cS4 f Area 1521.00 ft' 1380.60 ft' 244.22 ft' W Area 1482.00 ft' 27.00 ft' fl' R ft' 6 293.4 6 223 kBlu/hr Efficiency 25 2 SEER•16.00 25 2 SEER:16.00 kBlu/hr Efficiency 21.8 HSPF:8.50 21.8 HSPF:8.50 Cap: 50 gallons EF: 0.95 Pstat 0F qHE S74T v O IC1,6D wE 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. 12/1/2017 8:41 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 jDEL-AIR Manual S Compliance Report IffA1Ut8 • AOl C01 1i1ON016 a h u 1 DEL - AIR HEATING & AIR CONDITIONING 531 CODISCO WAY. SANFORD. FL 32771 Phone: 407.333.2665 Fax 407.333.3853 Web: WWW.DEL•AIR.COM For: Taylor Morrison Design Conditions Job: Lot316ThornbrookeAna... Date: 6/4/2014 By: FJF Outdoor design DB: 92.5°F Sensible gain: 18556 Btuh Entering coil DB: 76.5°F Outdoor design WB: 76.3°F Latent gain: 3465 Btuh Entering coil WB: 63.20F Indoor design DB: 75.0°F Total gain: 22020 Btuh Indoor FIR 50% Estimated airflow: 840 cfm Manufacturer' s Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230•++TDR Actual airflow: 840 cfm Sensible capacity: 21080 Btuh 1140/6 of load Latent capacity: 1628 Btuh 47% of load Total capacity: 22708 Btuh 1030/6 of load SHR: 93% Design Conditions Outdoor design DB: 41.7°F Heat loss: 19827 Btuh Entering coil DB: 69.5°F Indoor design DB: 70.0°F Manufacturer' s Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230•++TDR Actual airflow: 840 cfm Output capacity: 22379 Btuh 113% of load Capacity balance: 39 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.0 kW 85% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. c wri htsoft` 2017- Dec-0108:52:18 9 Right.Suite® Universal 2017 17.0.23 RSU24011 Page 1 gyp`.. eAnastasiaGRS\Lol3l6ThornbrookeAnastasiaGRS.rup Calc = MJ8 House laces: S 1 DEL -AIR Manual S Compliance Report mot° • "t" °°MMMIM° ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone. 407.333.2665 Fax: 407-333-3853 Web, WWW DEL-AIR.COM For: Taylor Morrison Design Conditions Outdoor design DB: 92.5°F Outdoor design WB: 76.30F Indoor design DB: 75.0°F Indoor RH: 50% Sensible gain: 16082 Btuh Latent gain: 2925 Btuh Total gain: 19007 Btuh Estimated airflow: 840 cfm Job: Lot316ThornbrookeAna... Date: 6/4/2014 By: FJF Entering coil DB: 78.0°F Entering coil WB: 63.9°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230`++TDR Actual airflow: 840 cfm Sensible capacity: 18134 Btuh 113% of load Latent capacity: 2831 Btuh 970/6 of load Total capacity: 20965 Btuh 1100/6 of load SHR: 86% Design Conditions Outdoor design DB: 41.7°F Heat loss: 13590 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 165% of load Capacity balance: 30 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 3.5 kW 871% of load Temp. rise: 13 OF Meets are all requirements of ACCA Manual S. wri htsoft' 2017-Dec-0108.52:18 9 Righl-Suile® Universal 2017 17 0.23 RSU24011 Page 2 44CCA...eAnaslasiaGRS%Lo1316ThornbrookeAnaslasiaGRS.rup Calc = MJ8 House faces: S 1 DEL -AIR Com orient Constructions Job: Lol316ThornbrookeAna... Date: 6/4/2014 ltetnec•suit COM mMulo Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone 407-333.2665 Fax 407.333.3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (°F) 70 75 Elevation: 95 It Design TD (°F) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: Daily range (°F) - 17 ( M) Method Simplified Wet bulb (°F) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain n' BIUh/Itl.'F hi'F/BWh Btuh/ftr 81uh BIuMF Bluh Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int Irish, 2"x4" wood frm, 16" o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" Ihk, 1/2" gypsum board int Irish 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2" gypsum board int Irish Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A-2ov. 2 glazing, clr low-e oulr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31), 50% drapes, medium, 1 It overhang (5 ft window ht, 1 ft sep.); 6.67 ft head ht 2A-2ov 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It overhang (6.3 ft window ht, 11 67 It sep.), 6.67 It head ht 2A-2ovd: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" Ihk, NFRC rated (SHGC=0.32); 10.67 ft overhang (8 It window ht, 0 ft sep.); 6.67 ft head ht 1OC-v• 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 10.67 It overhang (8 It window ht, 0.33 ft sep.); 6.67 ft head ht n 200 0.091 13.0 2.58 515 2.34 469 e 461 0.091 13.0 2.58 1186 2.34 1079 s 240 0.091 13.0 2.58 618 2.34 562 W 470 0.091 13.0 2.58 1209 2.34 1100 all 1370 0.091 13.0 2.58 3528 2.34 3210 n 150 0.201 0 5.69 851 4.35 651 e 470 0.201 0 5.69 2671 4.35 2044 s 51 0.201 0 5.69 292 4.35 223 sw 23 0.201 0 5.69 130 4.35 99 W 470 0.201 0 5.69 2675 4.35 2046 all 1164 0.201 0 5.69 6619 4.35 5064 n 29 0.032 30.0 0.91 26 2.38 69 223 0.091 13.0 2.58 575 1.44 322 n 30 0.340 0 962 289 10.6 317 n 40 0.340 0 9.62 385 10.6 423 e 30 0.340 0 9.62 289 30.4 911 s 30 0.340 0 9.62 289 10.8 323 W 15 0.340 0 9.62 144 30.4 455 all 145 0 340 0 9.62 1395 16.8 2430 n 58 0.340 0 9.62 561 10.6 617 e 39 0.340 0 9.62 374 30.4 1180 all 97 0.340 0 9.62 935 18.5 1796 n 72 0.580 0 16.4 1182 16.8 1213 sw 23 0 340 0 9.62 225 7.41 173 C Wrl htSOft` 2017-Dec-0108:52:18 At= 9 Right -Suite® Universal 2017 17 0 23 RSU24011 Page 1 eAnaslasiaGRS\Lot316ThornbrookeAnaslasiaGRS.rup Calc - M.18 House faces S 2A-2ov• 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, w 6 0.340 0 9.62 58 30.4 182 1/8" thk, NFRC rated (SHGC=0.31); 50% drapes, medium; 1 R overhang (3 ft window ht, 1 ft sep.); 6.67 R head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, w 5 0.340 0 9.62 48 30.4 152 1/8" thk; NFRC rated (SHGC=0.31), 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.67 R sep.); 6.67 ft head hl 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl firm mat, clr innr, 1/4" gap, w 19 0.340 0 9.62 185 30.4 585 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 R window ht, 11.67 R sep.); 6.67 R head ht Doors 11 DO: Door, wd sc type n 21 0.390 0 11.0 228 12.0 248 Ceilings 168.30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1483 0.032 30.0 0.91 1343 1.74 2574 gypsum board int fnsh Floors 20P-191: Flr floor, frm fir, 12" thkns, r-19 cav ins, gar ovr 13 0.050 19.0 1.41 18 0.71 9 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 0 28.0 4140 0 0 C Wtl htsOft' 2017•Dec-Dec08:52 18 9 Righl-Swte® Universal 2017 17 0.23 RSU24011 Page 2 eAnastasiaGRS% Lot3l6ThornbrookeAnaslasiaGRS.rup Calc . MJ8 House faces: S DEL -AIR Component Constructions Job: Lot316ThornbrookeAna... Date: 6/4/2014 HFA1tNc•AlflCONOf11BNMG ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407.333-2665 Fax: 407.333.3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 (M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain 42 BWhrol-•F ft •Hawn MIAMI etch BWhmt Bwh Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 150 0.201 0 5.69 851 4.35 651 board int fnsh a 470 0.201 0 5.69 2671 4.35 2044 s 51 0.201 0 5.69 292 4.35 223 sw 23 0.201 0 5.69 130 4.35 99 w 470 0.201 0 5.69 2675 4.35 2046 all 1164 0.201 0 5.69 6619 4.35 5064 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2" n 29 0.032 30.0 0.91 26 2.38 69 gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl frm mat, cir innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31), 50% drapes, medium: 1 ft e overhang (6.3 ft window ht, 11.67 ft sep.); 6.67 ft head ht all 2A-2ovd: 2 glazing, clr low-e outr, air gas, vnl frm mat, cir innr, 1/4" n gap, 1/8" thk: NFRC rated (SHGC=0.32); 10.67 ft overhang (8 It window ht, 0 ft sep.); 6.67 It head ht IOC-v: 2 glazing, cir low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, sw 1/8" thk; NFRC rated (SHGC=0.31): 50% drapes, medium; 10.67 It overhang (8 ft window ht, 0.33 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, cir low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, cir low-e oulr, air gas, vnl frm mat, cir innr, 1/4" gap, w 1/8" thk; NFRC rated (SHGC=0.31). 50% drapes, medium, 1 ft overhang (6.25 ft window ht, 11.67 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type 223 0.091 13.0 2.58 575 1.44 322 58 0.340 0 9.62 561 10.6 617 39 0.340 0 9.62 374 30.4 1180 97 0.340 0 9.62 935 18.5 1796 72 0.580 0 16.4 1182 16.8 1213 23 0.340 0 9.62 225 7.41 173 5 0.340 0 9.62 48 30.4 152 19 0.340 0 9.62 185 30.4 585 n 21 0.390 0 11.0 228 12.0 248 c wri htsoft• 2017-Dec-Ol 08 52:18 9 Righl-Suite® Universal 2017 17 0 23 RSU24011 Page 3 eAnastasiaGRSLLot3l6ThornbrookeAnastasiaGRS rup Calc - MJ8 House laces: S Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 13 0.032 gypsum board intfnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 30.0 0.91 12 1.74 23 0 28.0 4140 0 0 C WI 1 htsoft` 2017-Dec-Ol 08:52:18 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 4 eAnastasiaGRS\Lot316ThornbrookeAnaslasiaGRS.rup Calc = MJ8 House laces: S 1' DEL -AIR Component Constructions Job: Lot3161rhornbrookeAna... M Date: 6/4/2014 KEMG' AM CO"111111H01a ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax* 407.333.3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (OF) 70 75 Elevation: 95 It Design TD (OF) 28 18 Latitude: 28ON Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board in1 Insh, 2"x4' wood Irm, 16" o.c. stud Partitions none) Or Area U-value 42 Otuh/IR•"F n 200 0.091 e 461 0.091 s 240 0.091 w 470 0.091 all 1370 0.091 Windows 2A-2ov: 2 glazing, clr low-e outs, air gas, vnl Irm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft n overhang (5 It window ht, 1 ft sep.); 6.67 ft head ht e s w all 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl Irm mat, clr innr, 1/4" gap, w 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 it overhang (3 It window ht, 1 It sep.); 6.67 It head ht Doors none) Ceilings 168-30ad: Altic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" gypsum board inl Insh Floors 20P-191: Fir floor, frm fir, 12" thkns, r-19 cav ins, gar ovr Insul R Htg HTM Loss Clg HTM Gain It'•"Fraluh 8tuh/h' 81uh 81uh/I12 8tuh 13.0 2.58 515 2.34 469 13.0 2.58 1186 2.34 1079 13.0 2.58 618 2.34 562 13.0 2.58 1209 2.34 1100 13.0 2.58 3528 2.34 3210 30 0.340 0 9.62 289 10.6 317 40 0.340 0 9.62 385 10.6 423 30 0.340 0 9.62 289 30.4 911 30 0.340 0 9.62 289 10.8 323 15 0.340 0 9.62 144 30.4 455 145 0.340 0 9.62 1395 16.8 2430 6 0.340 0 9.62 58 30.4 182 1469 0.032 30.0 0.91 1331 1.74 2551 13 0.050 19.0 1.41 18 0.71 9 C Wrl htSOft' 2ot7-Dec.Ot0852:16 9 Right-Suile® Universal 2017 17.0.23 RSU24011 Page 5 eAnaslasiaGRS%Lol316ThombrookeAnastasiaGRS rup Cat 2 MJ8 House laces: S 1 DEL -AIR Project Summary Job: Lot316ThornbrookeAna... 1 y Date: 6/4/2014 tllIMINc•AIR t;ONomotaec 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 2/1/16 JA LS 3/8/ 16 LS 6/21/16 JA LS 10/27/16 JA InformationDesign LS 3/2 17 A L Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TO 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Structure 26215 Btuh Ducts 7202 Btuh Central vent (0 cfm) 0 Btuh Humidification Piping Equipment load Infiltration Method Construction quality Fireplaces 0 Btuh 0 Btuh 33417 Btuh Simplified Average 0 Heating Cooling Area (ft2) 2582 2582 Volume (ft3) 26938 26938 Air changes/hour 0.41 0.21 Equiv. AVF (cfm) 184 94 Heating Equipment Summary Make n/a Trade n/a Model n/a AHRI ref n/a Efficiency n/a Heating input Heating output 0 Btuh Temperature rise 0 OF Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Space thermostat n/a Sensible Cooling Equipment Load Sizing Structure 23630 Btuh Ducts 11007 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data Ratelswing multiplier 1.00 Equipment sensible load 34638 Btuh Latent Cooling Equipment Load Sizing Structure 4165 Btuh Ducts 2225 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 6390 Stuh Equipment Total Load (SenrLat) 41028 Btuh Req. total capacity at 0.70 SHR 4.1 ton Cooling Equipment Summary Make n/a Trade n/a Cond n/a Coil n/a AHRI ref n/a Efficiency n/a Sensible cooling 0 Btuh Latent cooling 0 Btuh Total cooling 0 Btuh Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Dec-0108:52:18 wrightsoft Right -Suite® Universal 2017 17.0.23 RSU24011 Page 1 14CCt+. g eMastasiaGRS1Lo1316ThornbrookeAnastasiaGRS. rup Calc = MJ8 House laces: S 1' DEL -AIR Project Summary Job: Lot316ThornbrookeAna... 1 7 Date: 6/4/2014 NUMIG • = GGxmrroMG ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone' 407.333.2665 Fax: 407.333.3853 Web WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 2/1/16 JA LS 3/8/ 16 LS 6/21/16 JA LS 10/27/16 JA Design Information LS 3/ /17 A LS 11 WA Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TO 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 16921 Btuh Structure 14310 Btuh Ducts 2905 Btuh Ducts 4246 Btuh Central vent (0 cfm) 0 Stuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 19827 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 18556 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 2626 Btuh Ducts 839 Btuh Central vent (0 cfm) 0 Btuh Heating cooling none) Area (ft2 146 146g Equipment latent load 3465 Btuh Volume ()ft3) 13715 13715 Air changes/hour 0.39 0.20 Equipment Total Load (Sen+Lat) 22020 Btuh Equiv. AVF (cfm) 89 45 Req. total capacity at 0.75 SHR 2.1 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-19 Cond 14HPX-024-230-19 AHRI ref 10258598 Coil CBA27UHE-024-230'++TDR AHRI ref 10258598 Efficiency 8.5 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 470F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.042 cfm/Btuh Air flow factor 0.045 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.84 Capacity balance point = 39 OF Backup: Input = 5 kW, Output = 16909 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Dec-01 08:52:18 wrightsoft' Right-Suile® Universal 2017 17.0.23 RSU24011 Page 2ACC*...eAnastasiaGRS\Lot3l6ThornbrookeAnastasiaGRS.rup Calc = MJ8 House faces, S Project Summary Job: Lot316ThornbrookeAna... 1 DEL -AIR anu 2 Date: 6/4/2014 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 211/16 JA LS 3/8/ 16 LS 6/21/16 JA LS 10/27/16 JA r"k- Design Information LS 3/2 117 A LS 11 A Orlando Intl AR FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 9294 Btuh Structure 9321 Btuh Ducts 4296 Btuh Ducts 6761 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 13590 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 16082 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 1539 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling none) Area (ft2 111111g Equipment latent load 2925 Btuh Volume ( W) 13223 13223 Air changes/hour 0.43 0.22 Equipment Total Load (Sen+Lat) 19007 Btuh Equiv. AVF (cfm) 96 49 Req. total capacity at 0.75 SHR 1.8 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-19 Cond 14HPX-024-230-19 AHRI ref 10258598 Coil CBA27UHE-024-230'++TDR AHRI ref 10258598 Efficiency 8.5 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 47°F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.062 cfm/Btuh Air flow factor 0.052 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.85 Capacity balance point = 30 OF Backup: Input = 3 kW, Output = 11784 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrl htsoft' 9Righ1•Swle® Universal 2017 17 0 23 RSU24011 2017• Dec•010852.IS Page 3 14CCIK eAnastasiaGRS\L01316ThornbrookeAnaslasiaGRS rup Calc = MJ8 House laces: S DEL -AIR Kamm • = mmnmmia Right-JO Worksheet Entire House DEL -AIR HEATING & AIR CPNDITIONING 531 CODISCO WAY, SANFORD. FL 32771 hone 407.333-2665 Fax: 407-333.3853 Web: WWW DEL-AIR.COM Job: LWMThornbrookeAnastas... Date: 6/4/2014 By: FJF I 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area Entire House 316.9 It 9.2 II 2939.3 W ahu 1 147.9 It 9.3 It 14700 Ilz Ty Construction number U-value Stuh/ltzeF) Or HTM Bluh/II9 Area (fig or perimeter (it) Load Btuh) Area (Itq I or perimeter (it) Load Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 11 12C-Osw 2A-2ov 2B-2(v 13A-2ocs - -- - 2A-2ov 2A-2ovd 0.091 0.340 0.340 0.201 0.340 0.580 n n n n n n 2.58 9.62 9.62 5.69 9.62 16.41 2.34 10.58 10.58 4.35 10.58 16_85 270 30 40 200 0 0 515 289 385 851 561 1182 469 317 423 651 617 1213 0- 0 0 0 0 0 a-- 851 561 1182 0 0_ 651 617 1213 Val C L_{^_ 280 58 72 150 0 0 280 58 72 150 0 0 W v t-G 16A_30ad 12C-0sw 2A-2ov 13A-2ocs 2A_2ov 0 032 0.091 0 340 0.201 0.340 n a e a e_ 0_9.1- 2.58 9_62 5.69 9.62 2_38 2.34 M 36 4.35 30.36 29 491 M 29 461 0 470 0 26 1186 289 2671 374 1079 911 0 0 29 0 0 26 0 0 69 0 0 508 39 2044 1180 508 39 470 0 2671 374 2044 1180 yl I- G 12C-Osw 2A-2ov 0.091 0.340 s s 2.58 9.62 2.34 10.77 270 30 240 26 618 289 562 323 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 s 5_69 4.35 51 51 292 223 51 51 292 223 yl T--G 13A-2ocs 10C-v 0.201 0.340 sw sw 5.69 9.62 435 7.41 46 23 23 23 130 225 99 173 46 23 29 23 130 225 99 173 V! 1 12C-Osw 2A-2ov 2A_2ov 0.091 0.340 0.340 w w w 2.58 9.62 9_62 5.69 9.62 9.62 2.58 11.04 091 2.34 30.36 30.36 4.35 30.36 30 36 491 6 15 470 0 0 470 0 0 1209 58 144 1100 182 4M 2046 152 585 0 0 0 494 5 19 0 0 0 470 0 0 0 0 0 2675 48 185 0 0 0 2046 152 585 322 248 23 0 Val 1 13A-2ocs 2A-2ov 2A-2oy 0201 0.340 0.340 w w w 494 5 19 2675 48 185a 0--- L0. 12C-0sw it D0 16B_30ad 20P_191 M Ip 0.091 0.390 1.44 1.1.99 1.74 244 21 1483 223 21 1483 13 575 228 322 248 244 21 223 21 13 0___ 575 228 12 o._ C F JF-F 0 032 05)_ 0.989 n_ 1343 18 2574 13 1.-o. 071 13 9 0 27_99 0 00 1470 148 4140 0 1470 148 6 c) AED excursion 0 0 Envelope loss/gain 20504 18027 14175 9645 12 a) Infiltration b) Room ventilation 5711 0 1809 0 2747 0 870 0 13 Internal gains: Occupants @ 230 Appliances/other 6 1380 2415 6 1380 2415 Subtotal (lines 6 to 13) 26215 23630 16921 14310 14 15 Less external load Less transfer Redistribution Subtotal Duct bads 1 270/6 479/6 0 0 0 26215 7202 0 0 0 23630 11007 171/6 30'/e 0 0 0 16921 2905 0 0 0 14310 4246 Total room load Air required (cim) I 1 1 33417 1680 34638 1680 1 19827 840 18556 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. AG A - Fk wrilghts4 frt- 2017-Dec-01 08.52:18 Right-Suile® Universal 2017 17.0.23 RSU24011 Page I eAnastasiaGRS%LO1316ThornbrookeAnaslasiaGRS.rup Cak = M.18 House laces: S jQDEL--AIR IMM • 11M Right-JO Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone. 407-333.2665 Fax: 407.333.3853 Web. WWW.DEL-AIR.COM Job: Lot316ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area ahu 2 1690 It 9.0 It 1469 3 It2 Ty Construction number U-value Btuh/ItZ-F) Or HTM atuh/f(2) Area (Ill or perimeter (It) Load Stuh) Area or perimeter Load Heal Cool Gross N/P/S Heat Cod Gross N/P/S Heal cod 6 11 22C•0sw 2A•2ov 28.21v 0.091 0.340 0.340 n n n 2. 629.62 9.62 2. 5610.58 10.58 230 30 40 0 0 0 200 0 0 0 0 0 289289 385 0 0 0 469 317317 423 0 0 0 yl G 13A-2ocs 2A-2ov 2A-2ovd 0.201 0.340 0.580 n n n 5.69 9.62 1641 4.35 10.58 16.851- -G W 16A-30ad 0.032 n 0.91 2.38 0 0 1079 911 0 0 vyyl C 12C-Osw 2A-2ov 13A-2ocs 0.091 0_340 a a 2.58 9.62 5.69 2.34 3Q36 4.35 491 30 0 0 461 0 1186 289 0 0 0.201 0.340 a 0 0 Vy C 2A_2ov 12C-Osw 2A-2ov 0.091 0.340 e_ s s 9.62 2.58 9.62 30.36 2.34 10.77 270 30 240 26 618 289 562 323 W 13A•2ocs 0.201 n 5.69 4.35 0 0 0 0 V)I Y--G 13A•2ocs tOC•v 0.201 0.340 sw sw 5.69 9.62 4.35 7.41 0 0 0 0 6 0 0 0 12C•Osw 2A-2ov 2A-2ov 0.091 0.340 9_340 w w w 2.58 9.62 9.62 2.34 30.36 36 491 6 IS 470 0 0 1209 58 144 1100 182 455 Vy t3 A-2ocs 2A-2ov 2A-2oy 0.201 0.340 0.340 w w w 5.69 9.62 9.62 4.35 30.36 30.36 0 0 0 0 0 0 0 0 0 0 0 02 P 1-0. C F F 12C-Osw 11DO 168_30ad 20P_191_ 22A-td 0.091 0.390 2.58 11.04. 0 91_ 1.41 1.44 11.99 174 U71 0 0 1469 13 0 0 t469 13 0 0 0 0 2551 0 0_O32 Q 0.989 n_ 1331 18 27.99 0_00 0 0 0 6 c) AED excursion 0 Envelope loss/gain 6329 8382 12 a) Infiltration b) Room ventilation 2964 0 939 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 Subtotal (lines 6 to 13) 9294 9321 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 46% 73% 0 0 0 9294 4296 0 0 0 9321 6761 Total room bad Air required (clm) I I t35901 &0 16M 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4- -Fk- wrightsoft' 2017-Dec-01 08:52:18 Right -Sure® Universal 2017 17.0.23 RSU24011 Page 2 eAnaslasiaGRS%Lot3l6ThornbrookeAnastasiaGRS.rup Cale - MJ8 House laces: S RDEL--AIR1rtnt.a • as txlmnolma Right-JO Worksheet ahu 1 DEL -AIR HEATING 81 AIR CgNDITIONING 531 CODISCO WAY, SANFORD. FL 32771 hone: 407.333.2665 Fax: 407.333.3853 Web: WWW.DEL-AIR.COM Job: Lot316ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area ahu I 147.9 ft 9.3 It 1470.0 IR msir an 42.0 It 9.3 It heat/cool 17.0 x 15.5 It 2W.5 ft' Ty Construction number Uwalue Btuh/Itz•F) Or HTM BtutVltq Area (ill or perimeter (It) Load Btuh) Area (Ill or perimeter (11) Load Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat I Cool 6 11 0 0 0 280 58 72 Vjl F-CC 12C•Osw 2A-2ov 2B-21v 13A-2ocs --- 2A-2ov 2A-2ovd 0.091 0.340 0.340 0.201 0.340 0.580 n n n n n n 0.00 0.00 0.00 5.69 9.62 16.41 0.00 0.00 0.00 4.35 10.58 16.85 0 0 0_ 150 0 0 0 0 0-___ 851 561 1182 0 0 0 651 617 1213 0 0 0 145 58 0 0 0 0_ 86 0 0 0 0 0 491 561 0 0 0 0 376 617 0 yl V^ W 16A-30ad 0_032 0.091 0.340 0.201 0.340 n a a a e_ s s 0.9_1_ 0.00 000 5.69 9.62 0.00 0.00 2.38 0.00 0,00 4.35 30.36 29 29 26 69 29 29 26 69 L12C•Osw r_ 2A•2sov 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-2ocs 2A:2ov 508 39 470 0 2671 37-4 2044 1180 89 0 89 0 504 0 386 0 Vy L-( 12C-Osw 2A-2ov 0.091 0.340 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A•2ocs 0.201 s 569 4.35 51 51 292 223 0 0 0 0 y! C 13A-2ocs 10C-y 0.201 0.340 sw sw 5.69 9.62 4.35 7.41 46 23 23 23 130 225 99 173 0 0 0 0 0 0 0 0 12C-Osw 2A-2ov 2A-2ov 0.091 0.340 0.340 w w w 0.00 0.00 O.AO 5.69 9.62 9_62 0.00 0.00 0 00 0 0 0 494 5 19 0 0 0 0 0 0 2675 48 185 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl 13A-2ocs 2A-2ov 2A-2ov 0.201 0.340 0.340 w w w 4.35 3036 30.36 470 0 0 2046 152 585 159 0 0 159 0 0 902 0 0 690 0 0TC P I - D. C F 12C-Osw 11D0 16B-30ad MeaI9 0.091 0.390 2.58 11.04 O.5T O_ Q_ 27,99 1.44 11.99 244 21 223 21 13 575 228 322 248 0 0 0 0 0 0 0 0 0 0.032 0 050 0_989 n_ 12 23 0 0 0 000 0_00 0 0 0 0 0 0 0 0 F M -101 1470 148 4140 0 264 42 1176 0 6 c) AED excursion 0 1 233 Envelope loss/gain 14175 9645 3660 1904 12 a) Infiltration b) Room ventilation 2747 0 870 0 820 0 260 0 13 Internal gains: Occupants Ca 230 Appliances/other 6 1380 2415 1 230 600 Subtotal (lines 6 to 13) 1 16921 143101 4480 2994 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 117%- 30% 0 0 0 16921 2905 0 0 0 14310 4246 17% 30'/- 0 0 0 4480 769 0 0 0 2994 888 Total room load Air required (ctm) 1 1 19827 840 18556 840 1 1 5249 222 3882 176 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. h- wrightsoft' 2017-Dec-01 08 52:18 Right-Suile® Universal 2017 17.0.23 RSU24011 Page 3 eAnaslasiaGRSILot316ThornbrookeAnastasiaGRS nup Cak - MJ8 House laces S DEL --AIR Right-J® Worksheet rrt.r.m•alcmmrrlorarro ahu 1 DEL -AIR HEATING & AIR CgNDITIONING 531 CODISCO WAY. SANFORD. FL 32771 hone: 407.333.2665 Fax- 407.333.3853 Web: WWW.DEL-AIR.COM Job: W316ThornbrookeAnastas... Date: 6/4/2014 By: FJF I 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area msir bth 12.0 It 9.3 It heal/cool 12.0 x 8.0 It 96.0 It2 mslr wic 0 It 9.3 It heat/cool 6.5 x 75 It 48.8 112 Ty Construction number U-value Btuh/112-•F) Or HTM 81uhlll2) Area (III or perimeter (h) Load Btuh) Area (It2) or perimeter (It) load Btuh) Heat Cool Gross N/P/S Heal cool Gross N/P/S Heat Cod 6 11 V J - IL---1C 12C-Osw 2A-2ar 28-21v 13A-2ocs - -- 2A-2ov 2A-2ovd 16A-300d_ 12C-Osw 2A-2ov 13A-2ocs 2A. -2ov 0.091 0.340 0.340 0.201 0.340 0.580 0 032 0.091 0 340 0.201 0.340 n n n n n n 0.00 0.00 0.00 5.69 9.62 16.41 0.00 0.00 0.00 4.35 10.58 16.85 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 yl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W y/ G yyll L-C n a a a e_ 0.91 0.00 0_00 5.69 9.62 2.38 0.00 000 4.35 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V I C 12C-Osw 2A-2ov 0.091 0.340 s s 0.00 000 0.00 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 s f 69 4.35 0 0 0 0 0 0 0 0 yl G IOC-v 0.201 0.340 sw sw 5.69 9.62 4.35 7.41 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C-Osw 2A-2ov 2A _2ov 13A-2ocs 2A-2ov 2A-2ov 12C-Osw JIDO 168.30ad 2_tyt__ 22A_t0I._ 0.091 0.340 0_340 0.201 0.340 0.340 w w w w w w 0.00 0.00 OUO 5.69 9.62 962 0.00 0.00 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.35 30.36 3036 112 0 0 112 0 0 637 0 0 487 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P 1-0 0.091 0.390 2.58 11.0.4 0.91 1.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C F F 0.032 0.050_ 0.989 n_ 1.1.99 1.74 0 00 0 0 0 0 0 Q00 27.99 U_OQ 0_00 Q 0 0 0 Q 0 0 0 96 12 336 0 49 0 0 0 6 c) AED excursion 401 0 Envelope loss/gain 973 447 0 0 12 a) Infiltration b) Room ventilation 218 0 69 0 0 0 0 0 13 Internal gains. Occupants @ 230 Appliances/other 0 0 0 0 0 5 Subtotal (lines 6 to 13) 1191 51610 5 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 1 17% 30% 0 0 0 1191 204 0 0 0 516 153 17% MY. 0 0 0 0 0 0 0 0 5 1 Total room load Air required (clm) 1395 59 669 30 0 0 6 0 Calculations waroved by ACCA to meet all reauirements of Manual J 8th Ed. w rig h tsoft- 2017-Dec-01 08:52 IS Right -Suite® Universal 2017 17.0.23 RSU24011 Page 4 eAnastasiaGRS%Lot316ThornbrookeAnastasiaGRS.rup Calc - M.18 House faces: S QDEL--AIR Right-JO Worksheet r..M-JI01 ahu 1 DEL -AIR HEATING 8t AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax: 407.333-3853 Web: WWW.bEL-AIR.COM Job: Lot316ThornbrookeAnastaS... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area mstr we 0 It 9.3 11 heat/cool 5.5 x 3.5 it 19.3 112 study 21.0 It 9.3 It heat/cool 1.0 x 146.5 It 146.5 W Ty Construction number U•value Btuh/fl2-°F) Or HTM 131uhllt2) Area (ft2) or perimeter (IQ Load Btuh) Area (It2) or perimeter (It) Load Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 II V I--C 12C-Osw 2A•2ov28.2(v _ 13A-2ocs 2A•2ov 2A•2ovd 16A-30ad 0.091 0.340 0.340 n n n 0.00 0.00 0.00 5.69 9.62 16.41 0.00 0.00 0.00 4.35 10.58 16.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 f Tmo_ 0.201 0.340 0.580 n n n 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 b 0 0 W 0.032 n 0.91 5 38 0 0 0 0 0 0 0 0 LV)I- - 0 L_G.2Ae2ov 12C-Osw 2A-2ov 13A•2ocs 0.091 0.340 0.201 0.340 a a e e_ 0.00 0.00 5.69 9.62 0.00 0.00 4.35 30.36 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V I Y_C_ 12C-Osw 2A-2ov 0.091 0.340 s s 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A•2ocs 0.201 s 5.69 4.35 0 0 0 0 51 51 292 223 Vjl t3A-2ocs IOC-v 0.201 0.340 sw sw 5.69 9.62 4.35 7.41 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C-Osw 2A-2ov 2A•2ov 0.091 0.340 0340 w w w 0.00 0.00 0_QO 0.00 0.00 OAO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VL 13A-2ocs 2A-2ov 2A•2ov 0 201 0.340 0.340 w w w 5.69 9.62 9.62 4.35 30.36 30.36 0 0 0 0 0 0 0 0 0 0 0 0 145 0 19 125 0 0 713 0 185 545 0 585 P 1-0. C 12C-osw 11D0 168.30ad 0.091 0.390 n_ 2.59 11.0.4 1.44 11.99 1.74 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00.032 0 0 0 0 F _ F OP19t 22d 0_050 0.91 000 000 0_00 0 19 0 0 Q 0 0_ 0 0 0 0 U o_989 27.99 147 21. 51i8 0 6 c) AED excursion 0 213 Envelope loss/gain 0 01 1778 1567 12 a) Infiltration b) Room ventilation 0 0 0 0 382 0 121 0 13 Internal gains. Occupants @ 230 Appliances/other 0 0 5 0 1 0 0 Subtotal (lines 6 to 13) 0 5 2160 1688 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 179/6 309% 0 0 0 0 0 0 0 0 5 1 179/6 301/e 0 0 0 2160 371 0 0 0 1688 501 Total room bad Air required (clm) 0 0 6 01 1 2531 1 107 2189 99 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsof - 2017•Dec-Dec08 52:18 4G A Right - Suite® Universal 2017 17.0.23 RSU24011 Page 5 eAnaslasiaGRS\ Lol316ThornbrookeAnaslasiaGRS rup Calc - M.18 House laces: S DEL -AIR sane • as wsnmmro Right-JO Worksheet ahu 1 DEL -AIR HEATING & AIR CQNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.333.2665 Fax• 407.333.3853 Web: WWW.DEL-AIR.COM Job: Lot316ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area util 4.0 It 9.3 11 heat/cool 4.0 x 11.5 It 46.0 112 pwdr 40 It 9.3 It heat/cool 4.0 x 11.5 It 46.0 IR Ty Construction number U-value Btuh/IIL'F) Or HTM Btuh/fig Area (Itg or perimeter (It) Load Bluh) Area (fig or perimeter (It) Load Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heal Cod 6 Val 12C-Osw 2A•20v 28.2(v 13A-2ocs -- 2A•2ov 0.091 0.340 0.340 0.201 0.340 0.580 n n n n n n 0.00 0.00 0.00 5.69 9.62 16.41 0.00 0.00 0.00 4.35 10.58 16.85 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Val 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 W 2A•2ovd 16A_ gl 0.032 n Q91_ 2.38 0 0 0 Q 0 0 0 0 i=G_ Vtl t-G 12C-Osw 2A-2ov 13A-2ocs 2A.:2w 0.091 0_340 0.201 0.3.40 a e a e_ 0.00 0 00 5.69 9.62 0.00 0:00 4.35 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 t12C-Osw f 2A•2ov 0.091 0.340 s s 0.00 000 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 yJ G I3A•2ocs IOC•v 0201 0 340 sw sw 5.69 9.62 4.35 7.41 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y! t-C 12C-Osw 2A-2ov 2A-2ov 0 091 0.340 0 340 w w w 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Imo' yJ C 13A-2ocs 2A-2ov 2A-2ov 0.201 0.340 0 340 w w w 569 9.62 9.62 435 30.36 30.36 37 0 0 37 0 0 212 0 0 162 0 0 37 5 0 32 0 0 184 48 0 141 152 0 P 0. 12C-Osw 1.1D0 16B_30ad 0.091 0.390 2.58 11.04 091 1.44 1t.99 1.74 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 0 032 n_ 0 0 0 0 0 0 0 0 0 F F 20P t l 0 059 0 9W 0,00 27:99 0_0-0 0_QO 0 46 0 4 Q 112 0 0 0 0 Q Q 22A•td 46 4 112 0 mz 6 c) AED excursion 57 60 Envelope loss/gain 324 106 344 353 12 a) Infiltration b) Room ventilation 73 0 23 0 73 0 23 0 13 Internal gams: Occupants @ 230 Appliances/other 0 0 600 0 0 0 Subtotal (Imes 6 to 13) 397 729 417 376 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 179/6 309/6 0 0 0 397 68 0 0 0 729 216 17% 1 30% 0 0 0 417 72 0 0 0 376 112 Total room load Air required (clm) 465 20 945 43 1 488 1 21 488 22 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrilghtsoft- 2017-Dec-01 08:52:18 Right -Suite® Universal 2017 17.0 23 RSU24011 Page 6 eAnastasiaGRStLot3l6ThornbrookeAnastasiaGRS rup Calc a MJ8 House laces S DEL --AIR Right-JO Worksheet Nunn-Alfil ahu 1 DEL -AIR HEATING & AIR CgNDITIONING 531 CODISCO WAY, SANFORD. FL32771 One:407-333.2665 Fax:407.333.3853 Web: WWW.DEL-AIR.COM Job: Lot 316ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area amity rm 35.0 It 9.3 It heat/cool 205 x 14.5 It 297.3 fly dining rm 10.0 it 9.3 It heat/cool 1.0 x 2t0.0 It 2t0.0 112 Ty Construction number U-value Btuh/fl2-*F) Or HTM Btuhllt Area (III or perimeter ((t) Load Btuh) Area (112) or perimeter (it) Load 8tuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 11 0 0 0 U 0 0 I-r C 12C-Osw 2A•2ov 2B-2(v 13A-2xs -- 2A-2ov 2A-2ovd 0.091 0.340 0:340 0.201 0.340 0_580 n n n 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 360 0 1182 0 0 0 275 0 1213 U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl-- f n n n 5.69 9.62 16.41 4.35 10.58 16.85 135 0 72 63 0 0f' W -_ L12C-0sw G V I C 16A_30ad 0_03_2 0.091 Q340 0.201 0.340 n 0.91 2.38 0 0 0 0 0 0 0 0 0 0 0. 0 0 0. 2A•2ov 13A•2ocs 2A:21ov a e a e_ 0.00 0 00 5.69 9.62 0.00 0 00 4.35 30.36 0 0 0 0 0 0 0 0 0 0 191 0 191 0 1088 0 832 0 93 39 0 0 54 0 0 0 310 37.4 0 0 237 1180 0 0 12C-0sw 2A-20v 0.091 0.340 s s 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-2ocs 0_201 0.201 0.340 s 5_69 4.35 0 0 0 0 0 0 0 0 y/ G t3A.2ocs 100-v sw sw 5.69 9.62 4.35 7.41 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C-0sw 2A•2ov 2A•2ov 0.091 0.340 0_340 w w w w w w 0.00 0.00 0.00 5.69 9.62 9.62 0.00 0.00 0.00 4.35 30.36 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl 13A-2ocs 2A-2ov 2A-2ov 0.201 0.340 0_340 P D- 12C-0sw 11 DO 16B_30ad 2QP_19l 22A-tit 0.091 0.390 2.58 11.0..4 0_91 0_p0 1.44 11.99 1.74 0 n 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0C F F 0_032 0_050 0.98.9 n- 0 0 0 0 QQ0 0 0 0 0 0 0 10 Q 280 0 027.99 0_00 297 35 980 0 210 6 c) AED excursion 249 301 Envelope loss/gain 3609 2072 963 1717 12 a) Irddtralion b) Room ventilation 636 0 202 0 182 0 58 0 13 Internal gams: Occupants @ 230 Appliances/other 4 920 0 1 230 0 Subtotal (lines 610 13) 4246 3193 1145 2005 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 1s7% 30% 0 0 0 4246 729 0 0 0 3193 948 17% 30% 0 0 0 1145 197 0 0 0 2005 595 Total room bad Air required (clm) 4975 211 4141 187 1342 57 2600 118 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. wrightsof - 2017-Dec-01 08 52:18 At& Righl-Suile® Universal 2017 17 0 23 RSU24011 Page 7 eAnaslasiaGRS1Lol316ThornbrookeAnastasiaGRS. rup Calc = M.18 House faces, S j DEL -AIR 1QOiM0 • as txlmnalmw Right-JO Worksheet ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone. 407-333.2665 Fax: 407.333.3853 Web: WWW.DEL-AIR.COM Job: Lot316ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area pantry 0 It 93 It heat/cool 6.0 x 3.5 It 21.0 112 kitchen 19.9 if 93 It heat/cod 1.0 x 275.8 it 2758 It= Ty Com Lion B -value F Or HTM Bluh/fll Area (fig or perimeter (It) Load Btuh) Area (ft2) or perimeter (it) Load Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat I cod 6 11 yl C 12C-Osw 2A-2ov 2B-21v 0.091 0.340 0.340 n n n 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0C yl f G 13A-2ocs 2A-2ov 2A-2ovd 0.201 0.340 0.580 n n n 5.69 9.62 16.41 CIF5 1058 1695 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 16A-30ad 0_032 n 0_91 0.00 0_00 5.69 9.62 2.38 0 0 0 0 0 0 0 0 yl := Y13A-2ocsG 12C-Os 2A-2ov 2A:2ov 0.091 0.340 n a 0.00 0.00 4.35 30.36 0 0 0 0 0 O 0 0 0 0 0 0 0i0 0 0 0.201 0.340 a e_ 0 0 0 0 0 0 0 0 135 0 135 0 770 0 589 0 V1l I--f 12C-Osw 2A-2ov 0.091 0.340 s s 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 yl f 13A-2ocs 10C-v 0.201 0.340 sw sw 5.69 9.62 4.35 7.41 0 0 0 0 0 0 0 0 46 23 23 23 130 225 99 173 Vj! 120-0sw 2A-2ov 2A-2ov 0.091 0.340 0.340 w w w 0.00 0.00 0_Og 5.69 9.62 9.62 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02 13A-2ocs 2A-2ov 2A-2ov 0.201 0.340 0.340 w w w 4.35 30.36 30.36 0 0 0 0 0 0 0 0 0 0 0 0 5 0 0 5 0 0 27 0 0 20 0 0 P 12C-Osw 1.1 DO IfiB-30ad 0.091 0.390 2.58 11.04 0.91 1.44 11.99 1.74 0 0 0 0 0 0 0 0 0 244 21 13 223 21 13 575 228 12 322 248 23C0.032 n_ 0 0 0 F 2 P'_t9 9-050 0.989 0 00. 27.99 040 0 0 0 0 0 0 Q 0 F 22A-Id 0.00 21 0 0 0 276 20 557 0 6 c) AED excursion of 6 Envelope loss/gain 0 0 2523 1480 12 a) Infiltration b) Room ventilation 0 0 0 0 363 0 115 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 5 0 0 1200 Subtotal (lines 6 to 13) 10 5 12885 2795 14 15 Less external load Less transfer Redistribution Subtotal Duct bads 17% 3T/, 0 0 0 0 0 0 0 0 5 1 17% 30% 0 0 0 2885 4% 0 0 0 2795 829 Total room bad Air required (clm) 0 0 6 0 3381 143 3624 164 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsofFt' 20t7-Dec-Ot 08:52:18 MA Right-Suile® Universal 2017 17 0 23 RSU24011 Page 8 eAnastasiaGRS%Lot316ThornbrookeAnastasiaGRS rup Calc - M.18 House faces: S DEL --AIR 10KIM -ear rlmmla Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR C9NDITIONING 531 CODISCO WAY, SANFORD. FL 32771 hone: 407.333.2665 Fax: 407.333.3853 Web: WWW.DEL-AIR COM Job: Lot 316ThornbrookeAnastas... Date: 6/4/2014 By: FJF I 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area ahu 2 169.0 It 90 It 1469.3 It2 nn 2 39.5 It 9.0 It heat/cool 14.5 x 15.5 11 224.8 112 Ty Construction number U•value Btuh/It2-*F) Or HTM atuhlft Area (112) I or perimeter (It) Load Btuh) Area ((12) I or perimeter (it) Load Stuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 11 2.34 10.58 10.58 000 000 0.00 276 30 40 0 0 0 V)I E-CC 12C•Osw 2A-2Dv 2B-21v 0.091 0.340 0.340 0.201 0.340 0.580 n n n n n n 2.58 962 A2 0.00 0.00 0.00 200 0 0 0 0 0 515 289 385 0 0 0 469 317 423 140 30 0 110 0 0 282 289 0 257 317 0 V I--C i3A.2ocs - -- 2A-2ov 2A-2ovd 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Imo' W_ Vy I--G yylf yJ G 16A_304d _ _ _ _ 12C-Osw 96-4cm 13A.20cs 2Ac2ov 0.032 0.091 03a0 0 201 0.340 n _ a e a e_ s s 0.00 2.58 062 0.00 0.00 2.58 9.62 0 00 2.34 30.36 0.00 0.00 2.34 10.77 0 0 0 0 0 0 0 0 200 0 491 30 461 0 1186 289 0 0 1079 911 86 0 66 0 220 0 0 0 270 30 0 0 0 0 0 0 0 0 0 0 0 0 12C-Osw 2A•2ov 0.091 0.340 240 26 618 289 562 323 0 0 0 0 0 0 0 0 W 13A•2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 t-G I3A•2ocs IOC-v 0.201 0.340 sw sw 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C-Osw 2A•2bv 2A•2ov 13A•2ors 2A•2ov, 2A-2ov 0.091 0.340 0_340 0.201 0.340 0.340 w w w w w w 2.58 9.62 9_62 0.00 0.00 000 2.34 30.36 30 360.00 0.00 000 491 6 15 470 0 0 1209 58 144 1100 182 iM 131 0 0 131 0 0 336 0 0 306 0 0 Val C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0t P 0. 12C•Osw 1100 16B_3Oad 2OR-1191 0.091 0.390 0.00 0.00 0_91 1.41 0.00 000 0.00 1.74 0 0 140 0 0 1469 0 0 1331 0 0 0 0 0 0 0 0 0 0 C F 0_032 n_ 2551 2250 225 0 204 0_ 390 00050 0 989 0.71 0.00 13 U 13 1$ 9 F 22&lpl 0 0 0 0 0 0 0 6 c) AED excursion 0 114 Envelope loss/gain 6329 8382 1330 1357 12 a) Infiltration b) Room ventilation 2964 0 939 01 693 01 219 0 13 Internal gains: Occupants @ no Appliances/other 0 0 O 0 0 0 Subtotal (lines 6 to 13) 9294 9321 2023 1576 14 15 Less external load Less transfer Retistribullon Subtotal Duct bads 469% 739% 0 0 0 9294 4296 0 0 0 9321 6761 461% 73% 0 0 0 2023 935 0 0 0 1576 1143 Total room load Air required (clm) 13590 840 16082 840 2959 183 2719 142 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c -F- wrightsof - 2017-Dec-01 08:52 16 4G P Right-Suile® Universal 2017 17.0.23 RSU24011 Page 9 eAnastasiaGRS%Lot3l6ThornbrookeAnastasiaGRS.(up Cale = M.18 House laces: S RDEL-AIR Right-JO Worksheet MUM-amahu 2 DEL - AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone 407-333.2665 Fax: 407-333.3853 Web WWW DEL -AIR COM Job: Lot316ThornbrookeAnastaS... Date: 6/4/2014 By: FJF I 2 3 4 5 Room name Exposed wail Room height Room dimensions Room area bth 2 9. 0 It 9. 0 It heat/cool 9. 0 x 6.0 It 54. 0 It2 bth 3 11. 5 It 9. 0 If heat/cool 115 x 6.0 It 69. 0 112 Ty Construction number U- value BlutVlt2- eF) Or HTM 81 It2) Area ( III or perimeter (it) Load 8tuh) Area ( 112) or perimeter (it) load Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 I1 Vj - 12C-0sw 2A- 2ov 28- 2(v 13A- 2ocs 2A- 2ov 2A- 2ovd 0. 091 0. 340 0. 340 0. 201 0. 340 0 580 n n n n n n 2. 58 9. 62 9. 62 0. 00 0. 00 0. 00 Z34 10. 58 10. 58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I----GG 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 l-G W yJ G 16A- 30ad 12C- Osw 2A- 2oy 13A- 2ocs 2Ac20v 12C- Osw 2A- 2o 0. 032 0. 091 0_ 340 0. 201 0. 340 n 0.00 0.00 0 0 0 0 0 0 0 0 a a a 2. 58 9. 62 0. 00 Z34 30_ 36 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 091 0. 34o e- s s 0. 00 2. 58 9. 62 2. 34 10. 77 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 w 13A-2ocs 0.201 s O.00 0.00 0 0 0 0 0 0 0 0 y/ G I3n- 2ocsloc- v 0. 201 0. 340 sw sw 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V612C- Osw 2A- 2ov 2A- 2ov 0. 091 0. 340 0. 340 w w w 2. 58 9. 62 9. 62 Z34 30. 36 30. 36 81 6 0 75 0 0 193 58 0 176 182 0 104 0 0 104 0 0 267 0 0 243 0 0 yl I-- C 13A- 2ocs 2A- 2ov 2A- 2ov 0. 201 0. 340 0. 340 w w w 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C_ P L- 0 12C- 0sw 1100 16B_ 30ad 2oP_ t91__ __ id 0. 091 0. 390 0_ 032 0_ 050 0_ 989 n- 0. 00 0. 00 0_ 91 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 62 0 0 0 120 0 C F F_ 0. 00 1. 74 54 54 49 94 69 69 0 419.71 0.0 0 0 0 9. 00 0_00 0 0 0 0 0 0 0 0 6 c) AED excursion 66 29 Envelope loss/gain 300 518 329 334 12 a) Infiltration b) Room ventilation 158 0 50 0 202 0 64 0 13 Internal gains: Occupants @ 230 Appliances/ other 0 0 0 0 0 0 Subtotal ( lines 6 to 13) 458 568 531 397 14 15 Less external load Less transfer Redistribution Subtotal Oucllows I 46% 739% 0 0 0 458 212 0 0 0 568 412 4V., 739/6 0 0 0 531 245 0 0 0 397 288 Total room load Air required (cIm) 669 41 9W 51 776 48 686 36 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Dec-01 08:52:18 A Rghl-Suile® Universal 2017 17.0.23 RSU24011 Page 10 eAnaslasiaGRS\ Lo1316ThornbrookeAnastasiaGRS rup Calc = M.18 House laces: S 2 DEL -AIR rumwo - M Ixummmmro Right-JO Worksheet ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax: 407.333-3t153 Web: WWW.DEL-AIR.COM Job: Lot 316ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area rm 4 28.0 It 9.0 It heat/cool 14.0 x 14.0 It 196.0 I12 rm 3 wic 7.0 It 9.0 It heat/cool 9.5 x 5.0 It 47.5 W Ty Construction number U-value BtutVftx-F) Or HTM atuFVll Area (Itq or perimeter (It) Load letuh) Area (I12) or perimeter ((l) Load Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 11 Vf 12C•Osw 2A•2ov 28.21v 13A•2ocs 2A-2ov 2A-2ovd 0.091 0.340 0.340 n n n n n n 2.58 9.62 9.62 0.00 0.00 0.00 2.34 10.58 10.58 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0IF---C yI 1 0.201 0.340 0.580 0-- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W y/ G Tjl G yl 16A•30ad 12C- Osw 2A- 2ov 13A- 2ocs 2A: 2ov 0. 032 0. 091 0 3400. 201 0. 340 0. 091 0. 340 n e a a e_ s s 0. 00 2. 58 9, 62 0. 00 0. 00 2. 58 9. 62 0. 00 2. 34 30_ 36 0. 00 0. 00 0 0 0 0 0 0_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C• Osw 2A• 2ov 2. 34 10. 77 126 15 111 13 286 144 260 162 45 0 45 0 116 0 105 0 W 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 Y__' 13A-2ocs 10C• v 0. 201 0. 340 sw sw 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C- Osw 2A- 2ov 2A- 2ov 0. 091 0. 340 0. 340 w w w 2. 58 9. 62 9. 62 234 30. 36 30 36126 O IS 111 0 0 286 0 144 260 0 455 18 0 0 18 0 0 46 0 0 42 0 0 Vjl 13A•2ocs 2A- 2ov 2A• 2ov 0. 201 0. 340 0. 340 w w w 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Imo' P 12C-Osw Al DO 0. 091 0. 390 n_ 0. 00 0- 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C_ F 168. 30ad 34!'- t91 0. 032 0_ 650 0_ 989 0. 91 1.74 196 196 177 340 48 48 43 82 1. 41,_ 0.71 0 0 0 0 11 11 16 0 F 226•113-1 0_00 9.00 0 0 0 0 0 0 0 0 6 c) AED excursion 71 19 Envelope losstgain 1038 1549 221 219 12 a) Infiltration b) Room ventilation 491 0 156 0 123 0 39 0 13 Internal gains: Occupants @ 230 Appliances/ other 0 0 0 0 0 0 Subtotal ( Imes 6 to 13) 1529 1704 344 258 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 46% 739/6 0 0 0 1529 707 0 0 0 1704 1236 46/673% 0 0 0 344 159 0 0 0 258 187 Total room load Air required (clm) 2236 138 2941 154 503 31 446 23 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017 Oee 01 0 Right - Suite® Universal 2017 17 0 23 RSU24011 age II eAnastasfaGRStLot3t6ThornbrookeAnaslasiaGRS. rup Calc - MJ8 House laces: S S DEL -AIR Right-JO Worksheet NUM-= ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORO, FL32771 Phone:407.333.2665 Fax:407-333.3853 Web: WWW.DEL-AIR.COM Job: Lot 316ThornbrookeAnastaS... Date: 6/4/2014 By: FJF I 2 3 4 5 Room name Exposed wall Room height Roam dimensions Room area rm 3 24.0 It 9.0 It heat/cool 13.0 x 11.0 It 143.0 112 loft 11.5 It 9.0 It heat/cool 11.5 x 11.0 It 126.5 1(2 Ty Construction number U-value Stuh/ft2 •F) Or HTM St III Area (III or perimeter (it) Load letuh) Area (111 or perimeter (it) Load Btuh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 11 Val G 12C•Osw 2A•20v 28.21v 0.091 0.340 0.340 n n n_ 2.58 9.62 9.62 2.34 10.58 10.56 0.00 0.00 0.00 0 0 0 v- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl t--G 13A-2ocs 2A•2ov 2A•2ovd 0.201 0.340 0.580 n n n OAO 0.00 0.00 0 0 0 6 0 0 0 0 0 0 0 0I-G W LV)I G i6A•304 0.032 0.091 0.340 0.201 0.340 n a a a e_ 0.00 2.58 9.62 0.00 0.00 0.00 2.34 30.36 0.00 0.00 0 0 0 0 0 0 0 0 172 911 0 0 12C-Osw 2A•2ov 13A-2ocs 2Ac2ov 117 0 117 0 301 0 274 0 104 30 74 0 189 289 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V)/ G 12C-0Os 2A-2ov 0 091 0 340 s s 2.58 962 2.34 10.77 99 15 84 13 216 144 197 162 0 0 0 0 0 0 0 0 w 13A-2oos 0201 s 0.00 0.00 0 0 0 0 0 0 0 0 yr C 13A•2ocs 10c-v 0.201 0.340 sw sw 0.00 0.00 0.00 0.00 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl G 12C-osw 2A•2ov 2A•20v 0.091 0.340 0.340 w w w 2.58 9.62 9.62 2.34 30.36 30.36 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0T-G yl f 13A•2ocs 2A•20v 2A-2ov 0.201 0.340 0.340 w w w 0.00 0.00 OAO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0TG_ P L---D. 12C-Osw 11 DO 0.091 0.390 n_ 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 168.30ad 0.032 0.91 1.74 143 143 1 130 2 248 1 127 0 127 0 115 0 220 Q F 20P• 19t 22A_ 1pl 0_ 950 o_ ses 1. 41 9.31 f o_ o0 0.00 0 0 0 0 0 9 o a 6 c) AED excursion 51 237 Envelope losstgain 793 830 593 1540 12 a) Infiltration b) Room ventilation 421 0 133 0 202 0 64 0 13 Internal gains- Occupants @ 230 Appliances/ other 0 0 0 0 0 0 Subtotal ( lines 6 to 13) 1214 964 794 1604 I4 IS Less external load Less transfer Redstribution Subtotal Duct bads 469% 73% 0 0 0 1214 561 0 0 0 964 699 46% 73% 0 0 0 794 367 0 0 0 1604 1163 Taal room load Au required (cim) 1775 110 IW3 87 1161 72 2767 145 Calculations aooroved by ACCA to meet all reauirements of Manual J 8th Ed Fk wrightsoft M7-Dec-01 08:52:18 4GC. P1Righ1•Swte® Universal 2017 17.0.23 RSU24011 Page 12 eAnastasiaGRS1Lot316ThornbrookeAnastasiaGRS. rup Calc a MJ8 House laces: S QDEL--AIR Right-JO Worksheet laar.m•Aalcawurleimro ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407.333.2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 316ThornbrookeAnastas... Date: 6/4/2014 By: FJF I 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area open to below 35.0 (t 9.0 It heat/cool 20.5 x 14.5 It 297.3 (12 stairs 3.5 It 9.0 it heat/cool 1 0 x 311.3 it 311.3 It2 Ty Construction number U-value 8tuh/ft2••F) Or HTM let (12) Area (It2) or perimeter (it) Load Btuh) Area (III or perimeter (it) Load 81uh) Heat cod Gross N/P/S Heat cod Gross NIP/S Heat cod 6 11 4)I 12C-Osw 2A•2ov 2B-21v 13A-2ocs 2A-2ov 2A•2ovd 0.091 0.340 0.340 0.201 0.340 0.580 n n n n n n 2.58 9.62 9.62 0.00 0.00 0.00 2.34 10.58 10.58 131 0 40 91 0 0 233 0 385 212 0 423 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 IF----ICa I-G 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 W_- L12C-Osw f3 16A_V 2A-2ov 13A-2ocs 2A_2ov 0032 n 0.00 0.00 0 0 0 0 0 6 0 9 0 0 0 0 0 0 0 A 0 0 0 0 0.091 0_340 0.201 0.340 a e a e_ 2.58 9_620.00 0.00 2.34 V 36 0.00 0.00 185 0 185 0 475 0 432 0 0 0 0 0 0 0 0 0 0 0 0 0 Vj! G 12C•Osw 2A•2ov 0.091 0340 s s 2.58 9.62 2.34 10.77 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A_2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 V G 13A•2ocs t0c•v 0.201 0.340 sw sw 0 00 000 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Val F-C 12C-Osw 2A•2ov 2A•2ov 0.091 0.340 0_34o w w w 2.58 9.62 962 0.00 0.00 0.00 234 30.36 30 36 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 32 0 0 32 0 00 81 0 74 0 0C Vjl C 13A-2ocs 2A•2ov 2A•2ov 12C-Osw J1DO 16B_30ad 24P•19l 22A•Id 0.201 0.340 0.340 w w w' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0C_ P L-D. C F F 0.091 0.390 n_ 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 311• U 0 0 311 0 0 0 282 0 0 0 0. 540 Q 0 0_032 0950 0_989 991 1.41 1.74 297 297 0 269 0 516 071Q O oo 0.00 0 0 0 0 0 0 6 c) AED excursion 120 43 Envelope loss/gain 1362 1464 363 571 12 a) Infiltration b) Room ventilation 614 0 194 0 61 0 19 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 1976 1658 424 591 14 15 Less external load Less transfer Redistribution Subtotal Duct load 4W. 73% 1 0 0 0 1976 914 0 0 0 1658 12M 46/. 731/6 0 0 0 424 1% 0 0 0 591 429 Taal room load Air required (cim) 2890 179 2861 149 621 38 1020 53 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. A - F- wrilghtsoft' Right -Suite® Universal 2017 17.0.23 RSU24031 2017-Dec-01 08:52,18 13 eAnaslasiaGRS\Lot316ThornbrookeAnaslasiaGRS.cup Calc = MJ8 House laces: S Page 1 DEL -AIR Duct System Summary WATWG • AM C011Dfr MMO ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone' 407.333.2665 fax• 407.333.3853 Web. WWW DEL -AIR COM For: Taylor Morrison Job: Lot316ThornbrookeAna... Date: 6/4/2014 By: FJF Heating Cooling External static pressure 0.30 in H2O 0.30 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.24 in H2O 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O 0.120 / 0.120 in H2O Lowest friction rate 0.148 in/100ft 0.148 in/100ft Actual air flow 840 cfm 840 cfm Total effective length (TEL) 162 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matt Actual Ln (ft) Ftg.Egv Ln (ft) Trunk dining rm c 2600 57 118 0.196 6.0 Ox 0 VIFx 27.1 95.0 SO family rm h 4975 211 187 0.183 8.0 Ox 0 VIFx 36.2 95.0 stl kitchen c 3624 143 164 0.212 7.0 Ox 0 VIFx 18.1 95.0 SO mstr bth h 1395 59 30 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 mstr rm h 5249 222 176 0.148 9.0 Ox 0 VIFx 52.0 110.0 st3 mstr We c 6 0 0 0.164 4.0 Ox 0 VIFx 36.7 110.0 st3 mstr Wic c 6 0 0 0.159 4.0 Ox 0 VIFx 41.1 110.0 st3 pantry c 6 0 0 0.209 4.0 Ox 0 VIFx 19.6 95.0 SO Iwdr c 488 21 22 0.194 4.0 Ox 0 VIFx 28.6 95.0 SO study h 2531 107 99 0.195 6.0 Ox 0 VIFx 27.8 95.0 stl ulil c 945 20 43 0.191 4.0 Ox 0 VIFx 30.9 95.0 SO Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st3 Peak AVF 282 207 0.148 358 12.0 0 x 0 VinlFlx SO SO Peak AVF 840 840 0.148 602 16.0 0 x 0 VinlFlx c wri htsoft' 2017-Dec-01 08 52:19 9 Right-Suile® Universal 2017 17.0.23 RSU24011 Page I 4r-CA . eAnastasiaGRS%Lo13i6ThombrookeAnastasiaGRS.rup Calc - MJ8 House laces: S Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matt Trunk rb3 Ox 0 840 840 0 0 0 0 Ox 0 VIFx wri htsoft' 2017•Dec-01 08.52:19 C 9 Right -Suite® Universal 2017 17.0.23 RSU24011 page 2 A...eAnastasiaGRS%Lot316ThornbrookeAnastasiaGRS rup Calc a MJ8 House laces: S DEL --AIR Duct System Summary Job: Lot316ThornbrookeAna... Date: 6/4/2014 HOMO • AM CONDm011010 till u 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY. SANFORD. FL 32771 Phone: 407.333.2665 Fax: 407-333.3M Web: WWW.DEL-AIR.COM For: Taylor Morrison External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.202 in/100ft 840 cfm Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.202 in/100ft 840 cfm 119 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Mall Actual Ln (ft) Ftg.Egv Ln (ft) Trunk blh 2 c 980 41 51 0.318 4.0 Ox 0 VIFx 5.5 70.0 bih 3 h 776 48 36 0.311 4.0 Ox 0 VIFx 7.1 70.0 toll c 2767 72 145 0.203 7.0 Ox 0 VIFx 33.0 85.0 st2 open to below h 1445 89 75 0.274 6.0 Ox 0 VIFx 17.5 70.0 open to below -A h 1445 89 75 0.286 6.0 Ox 0 VIFx 14.0 70.0 rm 2 h 2959 183 142 0.270 7.0 Ox 0 VIFx 18.8 70.0 rm 3 h 1775 110 87 0.206 6.0 Ox 0 VIFx 31.5 85.0 st2 rm 3 wic h 503 31 23 0.202 4.0 Ox 0 VIFx 33.7 85.0 st2 rm 4 C 2941 138 154 0.281 7.0 Ox 0 VIFx 15.5 70.0 stairs c 1020 38 53 0.306 6.0 Ox 0 VIFx 8.6 70.0 Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st2 Peak AV 213 255 0.202 576 9.0 0 x 0 VinlFlx Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mall Trunk rb2 Ox 0 840 840 0 0 0 0 Ox 0 VIFx Wrl htsoft' M7-Dec-010a:52-1g 9 Righl-Suite® Universal 2017 17.0.23 RSU24011 Page 3 CA eAnastasiaGRS\Lot3l6ThornbrookeAnastasiaGRS.rup Calc a MJ6 House faces, S FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot316ThornbrookeAnastasiaGRS 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 ceding/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 lambs 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 12/l/2017 8.42 AM EnergyGaugeO 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, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than 'default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge® • USRCSB v5. t t2/t/20178:4t:39AM Page t of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot316ThornbrookeAnastasiaGRS Builder Name: Taylor Morrison Street: Permit Office: City, Slate, Zip: FL , Permit Number: Design Location- FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2582 sq ft. Cond. Volume: 23678 cu ft. Envelope Leakage Test Results Regression Data: fill Single or Multi Point Test Data HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): E LA: EgLA: _ ACH: ACH(50): SLA: 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. Healing 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 lest, shall be fully open. I hereby certify that the above envelope leakage ,' Where required by the code official, 04-oHE ST,gT performance results demonstrate compliance i testing shall be conducted by an IV with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: 12/1/2017 8:42 AM 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: 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. O 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. O 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-buming fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageYVindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2 6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/1 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 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system l7 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 heal pump compressor can meet the heating load. R403.2.2 Sealing (MandatoryAll ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct 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 Umin) 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 Umin) 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 Umin) 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. 12/1/2017 8:42 AM EnergyGauge® USA - FlaRes2014 - Section R405 4.1 Cam Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. O 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. O 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. O 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 heal traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 '/z inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. O 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 atilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. O 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. O 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. 12/1/2017 8-42 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 limes 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 healing within that space by one or more of the following options: 1. 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. Heal 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 healing 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 heal loss Exception: Outdoor pools deriving over 70 percent of the energy for healing 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. 12/l/2017 8-42 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 7NDOW SO4EDULE WINDOW WIDTHS # R I Ir WIDOW CALL fOM SSmr1 QIt •S>r SS/r W O/lri.e• 9M4 •MCRP•IY u90" 14" RR 11111114 Yj- r • u alw raseas 9WeItl9 0.moaevlal 1 u mlec/le•raaw •n enwuemlohr Soi[ reroaeri.irin°Iri9 "" . TI TRAY CEILING SECTION CAU TOPIwr•N w r•r+ Troffer duct,/prslec ,lied h colvience •Ith rlarltlo t-ld—tlel V cede - M160" 0.16 Cetl qy W Return •r, r•crpt— 1-1 Butler nrl%I provWe un *$Vic tetl 1 Yrch 0-C It On tloorS t0 h•oit•ole II I GATIPP24 BDON I r.••Y. Ie.B c• 1„ s./v. rule IBS • I I 1I u I I OP mt11N 1 orr I r. r• iw W. uu T. U. ro0 1I I B e: .c 3 1 B enw Bp/ S 4. O rSUIIE I vs 11;. B11b N•540. 1 ---1 I I 30L------- w o•Dc o•Dc wI1Y N tY44 42X42 A/C SLAB2.B Tml v/5X B2e0v IF" " IB•tO p0.m r•O BY BLDR MIN bid, n e a o UC 2' FROM WALL ec.ed/6.10• y to wall Cop Nutone W/fan 696RN mr r.osr.•r•/sea c IMru•e w w rl. .• Yltl I.tM..D/p,mY..IY..r{i.wt mtPV••.Irlm•I Wtl•L•p Mwir/•IrnYt•PfJ OSp•a Ylb O PruN•IrYY Yw rm7n•r •r•r A •I VIm•Y•r V r.O.rYYY bL'rRgrr•r•OI•yr•rpwSSW 1•YOnlrw YeE.N.ECTIONpggl•I• palPlil a nWnun•cfno 4 Inches around fWdg- 7•Mltchen vent to e•11 Cap . 1 r--------- A W i SI K oe 1 1 11 1 1 CID" NIIK I I I\ 12.6 Ir MI ulit 1I raw 11 1yIll1ItIIdRGAAACf1 YO6 •[ i N I 11 s m 1 11 • • w.t rt 11 Tn / 12i :.ram; sM ddd i 1•.Moerlvo.. Ie.1 1 Bo/i T- N-- r.•/•/•t/ 1St - - 6 fO1Tdl r•p u L pppp rr 10.6 1wf I-Y WS• O ell. •1 ; O1 Wim N Aw •M OI @ eArW1Y Yrie a rp 111 p0/I Trees II N YMiI Y. cawu r)•POI both duct to wall cop u;1" • • rLetrwa•rrw rAl.a•Ntml tY•OS r,tYL• CnINPMr31id1 M WIP.MrISmT PrlM tw Olelt•p 1/letiir e/y Ioo YW iOw o•mmw nwm. aMomtm w• rnc/oY..r.ru •rl r.evaeP,seale arOrM W eD Clf1N.N1•re N101111 A.w7 erm code. All duct has on rc6 Insulatlo74 value. ruemw .rw.rO-waelmcmaeuaw r p. _ rm•oawnwor 101e SN01r MI tea ow,efunm D 0' ' wnPlovmaua O r "wrwm.r.. eslwso•®n•r 1Z %' oN l a Q _•pplllrrOlnSMrer 411R10: l'i OaY1.Idf0Ir)spe WYY IPI•+•.tl•u nomY OPNlnmrwwUM j'> 11- O. VR wrww wr••rr eay.aesc•a/Ymao•Y Q` fie'[` q7'i Inm.tos iv.roesrioa Ym•/tlaN•fl.lOr L s•rww.wuror• P tMn/Oehi S M I NDTB u®trueimcrmrsOYY.rmOiW alrw•rs.r..o.0 a Q a z m O W IIJ T U U0 0 U Z O N W i Y p Q 0/Hl/Z N j V ) O Z0= \ a_j ZO } N m to > Z J Z 0 w 3 Q H co H Q O J O O Q m 0- J to 0 0 6c owl KLC& Mal MR Kt MM NMx"4cW.A--AIGLT.IgS{9 T/INc+I,RYOV%CMA" O t d41110 V •JOlpt31^2 O I ri.n II AlOIQ[iNYYI[atiel'O.1. O1N. pfReO or• e en 1 p. f•[• iq I1 O w u) r .ui as o• 1 j q 75 / 7S I2a6 I.Cd 6.6 1•ctl 10.6II.Ctl 10.6 I.cd I.y 2, rop 6' 11 11 1 1 r+ Vrw .•Y arm w 9' i e.. 1.[O DlAd.r .+I M.d 1. 1 provlfl •/c duct c1Ysf Y q 1 I.. 6• tJ I lr. I Y 6 w 14.1 p 6• w 1 1 e. 1I IA g 6SS t.ctl r 6• 12.12 rop 1 12.6 B®R00112 LctlUO II y J 6.16 r•p T y126 1 f-: nr-r j!9MRM 6 f•I Nl ORN 3 1 is l i•5- r 9 1 sue I C6•RiCA 2.0 ION V/y,V e240v IPN J 18.10 yIrn trorofrr, tluct+/ +1pl.trorn py® ENutone h duct Y f1 s1,f0.1 aly, ca.Wrnc• .Itn rl MI" Rfsltlrnt dscoren/B•.1•r f Cap rm,p core. - Nlsoz.r brncrtl , Rf turn AI-. .vnoOons 1-31 nstl.r I..st yavWf wfstrktfd 1 LKh 696RNB vwrcut an mar+ to rowtaelfra Must hove a nlnlnun clearance of 4 Inches oround the air handler per the State Cnergy code. All duct has on r=6 Insulation value. Q JJJ 0oQ cl Qr Sao 0 H (h Z CU J 0 c \ QJ— 0Q a Zo=\ Rating zo } rn m w > Z O z o W 3 a5JO a Ix4mEL -i to 0 0 TAYLOR MORRISON HOMES THORNBROOKE S.F. LOT 316 HOUSE TYPE: ANASTASIA W OPT LAV BATH 3 2ND FLOOR a L:o vlj . c a~ BATH 2 rrl t Lo p° :o FNr p.i . AA BATH Lai 3" WASTE STACK FROM 2ND FLOOR TERMINATING 70 THE 1ST FLOOR TAYLOR MORRISON HOMES THORNBROOKE S.F. LOT 316 HOUSE TYPE: ANASTASIA W OPT LAV BATH 3 1ST FLOOR AAV KITCHEN v 9' WHAM STACK FROM UD FLO01; tv TENNAPNOTOTHE 1STFi00R "A Ile MASTER BATH I - W/M au . li POWDER BATH DESCRIPTION AS FURNISHED: Lot 316, 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 Morrison of Florida, Inc. LOT 278 LOT 279 LOT 280 N 00°1455 " W 40.00' 19.80' 19.80' LOT 316 a 5.00' 15.7' COVERED V PATIO 5 14.3' . 00' co j 0 N LO PROPOSED RESIDENCE p 4 MODEL: ANASTASIA p NA E p p 2 CAR GARAGE RIGHT TI N p p LOT 317 LOT 315 U 0 5.00' ENTRY 8.7' ZONINGA DATEof 21.3' Ok to construct single family home5.00' 16' DRIVE with setbacks and impervious areaWALK shown on plan. 514101. 25.20' S 1 , orp, r'o 10UTIL. ESMT. 90 89.92' sy o---- - - --- - - - - -- PC) 5' CONC. WALK J' FLARES ON LOT AREACULATIO S: LOT - 4,800 SOFT. LMNC - 1.522 SOFT. N 00° 14' 55" W (e.e.) GARAGE - 400 SOFT. ENT40. 00' LANAI - 139 SO.FT. BREEZEWAY- N/A SOFT. DRIVEWAY - 403 SO.FT. RED ROSE LANE A/C PAD = 18 SO.Fr. WALKWAY - 70 SOFT. 50' R/W) TRACT I IMPERVIOUS- 54.7 R G 2. 623 SOFT. UTILITY / 1L ACCESS R/W S00 177 TO.FT. LOT AlFrA R/ W = 440 SOFT. Qe PROPOSED - nNISHEO SPOT GRADE ELEVATION APRON - I IO SO.FT. PER DRAINAGE PLANS BUILDING SETBACKS: *PLOT PLAN ONLY-*. SIDEWALK - 200 SO. FT. 1 PROPOSED DRAINAGE FLOW FRONT - 25' (NOT A SURVEY) • SOD - iJ0 SO.Fi. LOT GRADING TYPE A PROPOSED F.F. PER PLANS - 22.8' REAR - 15' PROPOSED INFORMATION SHOWN AR - 5,240 _SO.FT. PLAN SIDE = 5.0' ON SUPPLIED SIDE CORNER - 10' 4= PROPOSED GRADE PER CONSTRUCTION PLAN p OR INSTRUCTIONS SIDEWALK - 270 SOFT. CUENT NOT FZO VERInED SOD - 2,307 SOFT. CRUSEYVWYER - SCOTT & ASSOC, INC. - LAND SUR PEYOR,S'.. LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-32J2 FAX (407)-658-1436 P . PLAT PAL. •roar ON LINE r rtELD TIT. • TYPICAL tP. • IRON vc PAZ • PONT Or REVERSE CURVATURE IA IRON ROD I= • POINT or cOIO1N0 cuaw URC 1. ME UNDERSIGNED DOES NEREBY CERTIFY TNAr NHS SAhV MEETS ME SLAND IM Of PRACTICE SET FORM BY THE FLORIDA BOARD OF pgpFEypNµ SURVEYORS AND MAPPERS IN CHAPTER AI-17 FLORIDA AMNSTRATIVE OOOE PURSWM TO SECTION Man. nMOA STATUES GL CONCRCTC HMO" RAD • RADIAL SCT IR • 1/2' IR. •/OLD 459E NR. •VON -RADIAL W. P. • WITNESS POINT 2. UNLESS EMBOSSED WIN SURWY RY WNATURE AND OR=ft RASED SEAL IMS SURVEY MAP OR COPIES ARE NOT VAUO. 5. THIS SURKY WAS PREPARED FROM RRE INFORMATION FURNISHED TO INC SURVEYOR. INCRE MAY BE OTHBR RESTRICTIONS ROC. • RCCOVERCO PLLB. • POINT Or BCGD4/ICC CAL4 • PCRKACALCIACNT IORRRM AC. • roaTNbIDK7C[NCNT r. rCRNM[NT RC OR EAS[ 11EHT5 MAT APFECT MIS PROPERTY. 4. NO UNDMIO6ND WPROI.Va T4 NAVE BEEN LOCATED UNLESS OMERNISE SHOWN. R CLE% t • lSNTCRIIt! rf. • raISNEO FLOOR CLEVATIOI LI N!D • NAIL L DISK L L • BUILDING SETBACK LINE A 1f45 SURVIT S PREPARED FOR Mf SOLE BENL:T Of THOSE CLRRFIm TO AND SHOULD NOT Bt RELIED UPON or ANY OMER QITITY. OIUEHSIONS SNOWN FOR ME LOCATION OF DIPROKUDM HEREON SHOULD NOT Be USED TO RECONSTRUCT BOUNDARY UNIM RN CNIGH ASCNr r-WAY L L DENCNO A* CASEMENT B.B. •BASE BLARING 7. BEARINGS, ARE BASED ASSIRRD DOW AND ON THE UNE SNOW AS BASE SCARINO (B.BJ DRARK DRAIN, • DRAINAGEMafl1VATIONS, R SHOINHL ARE BASED Gv HATIONIL cmDEnc atW OF 1920. UNLESS OMcaNLu Norm. UTIL • UTILITY CLM • CHAIN LINK rCNCC 9. CERTIFICATE OF AUMDMlATION No. 4561E WDfC. • WOOD FOIE[ cis - CO NRETTrE aSLOCK ME OAVA SCALEN- I' - 20' ORAWN BY: ••• P.T. • POINT Or TANGCNCV ac D- DC=IPT10N CERIIFlEO BY: 611E ORDER No. p • RADIUS L . ARE LCNGIN PLOT PLAN 12-04-2017 3401-17 D • DELTA CA can DURING NORTH THIS BUILDING/ PROPERTY DOES. NOT LIE Wr1NIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM' TOM RUSENM R.L.S. 1 4714 ZONE N. MAP / 12117C 0055 F. JAMES W. SCO1T, R.LS 1 4801 STATE CERT .LIC EC13003715 ELECTRICAL SERVICES, INC. ' HOLDER: JOSEPH STRADA 3400 St Johns Pkwy STRADAN NEC 2011/FBC 107 SANFORD. FL 1113877.906-1113 ELECTRIC • SECURITY ELECTRICAL LOAD CALCULATIONS UPDATED 5-8.2012 MODEL: ANASTASIA BUILDER TAYLOR MORRISON SUBDIVISON VOLT/AMPS LARGEST LOAD HEAT PUMPS W/SUPPLEMENTAL HEAT 15672 Includes Heat Pump and Heat Strips on together @100%. Square feet living areal 2585 3 votUam s 7755 Small Appliance Circuits 3 4500 Laundry Circuit 1 1500 Dishwasher 1 1500 Water Heater 1 4500 Range 1 8000 Oven 0 Cooktop 0 Microwave 1 1100 Dryer 1 5000 Disposal 1 500 Pool 0 mi3e mist TOTAL OTHER LOAD 34355 FIRST 10KVA@100% 10.000 REMAINDER ® 40% 9742 LARGESTLOAD 15572 TOTAL LOAD 35 314 V.A./ 240VOLTS= 1 147 SIZE RECOMMENDED 200 MINIMUM PER 160 SERVICE SIZE: NEC 4032 10000 6500 5040 10000 6500 5280 10000 6500 6168 8000 5200 6888 8000 5200 8160 10000 6500 TON CITY KW 1.5 2990 5000 3250 0 2 1 4032 5000 3250 7282 2.5 1 5040 5000 3250 8290 3 5280 5000 3250 0 3.5 6168 5000 3250 0 4 6888 5000 3250 0 5 5 KW SETUP 8160 5000 3250 0 15572 00 RE-' S O AMP 6 0 E K60 1 2a01 Q 100 Note: This Load Cale is base on the information provided by the builder. The recommended service size will be installed leaving sufficient usage for future homeowner. v O y Z t 0 6 V 2r 0 r Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. W1® RECORD COPY M!Tek RE: TB0316 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Taylor Morrison Project Name: TB0316 Model: Anastasia Tampa, FL 33610-4115 Lot/Block: 316 Subdivision: Thombrooke 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: FBC2014lrP12007 Design Program: MiTek 20/20 7.6 aWindCode: ASCE7-10 Wind Speed: 140 mph Roof Load: 45.0 psf Floor Load: 55.0 psfThispackageincludes58individual, 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 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. 1SeaI# ITruss Name Date No. I Seal# ITruss Name Date 1 I T12636112 JC1A 12/2/17 18 1 T12636129 1 F04 12/2/17 2 IT12636113 1C1B 12/2/17 19 IT12636130 F05 12/2/17 3 1 T12636114 1C3A 2/ 20 IT12636131 F06 4 IT12636115 I C36 12/2/17 121 IT12636132 F07 12/2/17 5 1 T12636116 1 C5A 12/2/17 122 IT12636133 F08 12/2/17 6 IT12636117 I C5B 12/2/17 123 IT12636134 F09 12/2/17 7 IT12636118 1CJ1 12/2/17 124. T12636135 IF10 2/2/17 8 IT12636119 I CJ3 12/2/17 25 T12636136 F11 12/2/17 9 1 T12636120 1 CJ5 12/2/17 26 T12636137 F12 12/2/17 10 IT12636121 I VA 12/2/17 127 T12636138 F13 12/2/17 11 IT12636122 I E76 2/17 128 T12636139 F14 11 2/2/17 12 T12636123 I E.12 12/2/17 129 1 T12636140 F15 12/2/17 13 1 T12636124 1 E.17 12/2/17 130 IT12636141 F16 12/2/17 14 IT12636125 IF01 12/2/17 131 IT12636142 I FG1 12/2/17 15 IT12636126 I F02 1212/17 132 1 T12636143 1 1-17A 12/2/17 16 IT12636127 I F02A 33 1 T12636144 1 H78 17 IT12636128 IF03 12/2/17 134 1 T12636145 1 HJ2 12/2/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineers Name: Albani, Thomas 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/TPl 1, Chapter 2. 5754 lp 0,03 E..+t No Rosso 04 STATE OF M PIdb.Elld BM Tft" t"10- am December 2,2017 Albani, Thomas I of 2 RE: TB0316 - Site Information: Customer Info: Taylor Morrison Project Name: TB0316 Model: Anastasia Lot/Block: 316 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. Seal# JTruss Name I Date 35 T12636146 1 HJ7 12/2/17 36 T12636147 I T01 12/2/17 37 IT12636148 I T02 12/2/17 38 T12636149IT12636150 1 T03 12 2/1 39 I T04 12/2/17 40 IT12636151 I T05 12/2/17 141 IT12636152 I T06 12/2/17 1 42 IT12636153 I T07 1212117 43 IT12636154 I T08 12/2/17 T12636155 T09 12/2/17tT12636156IT1012/2/17 46 IT12636157 IT11 12/2/ 7 47 48 IT12636158 IT12636159 IT12 lTJ3 12/2/17 12/2/17 49 T12636160 1 T14 12/2/17 50 T12636161 IT15 12/2/17 51 T12636162 T16 1121211JI 52 T12636163 T17 12/2/17 53 IT12636164 I T18 12/2/17 154 IT12636165 I V01 112/2/17 55 IT12636166 1 V02 1 12/2117 156 IT12636167 1 V03 112/2/17 57 IT12636168 I VO4 12/2/17 58 IT12636169 I V05 12/2/17 J 2 of 2 Truss Truss Type Dry Ply T12LIS11211oloTowleCIAJack -Open 1 1 Job Refetenos(gotponal) Sudden FinlScace, Tamps. Plan Cry. Florida 335e6 7.e40 s Aug 16 2017 INTek Inausaas. Inc. Fn 00C III 11:64.0a 2011 reps 1 ID 0837CakNCJUSySDiOmCOdnydl l m-6_Oa18Urg1 PdOfgOnIOvOF7964ig8U9DrNY96yDHcb 140i 100 20 = Gigr! Ig Scale a 1:7.1 LOADING (psf) SPACING- 24).0 CSI. OEFL. in (loc) Uden Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.02 Vert(LL) -0.00 1 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 1 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a We SCOL 10.0 Code F8C2014/TPI2007 Matrix) Weight: 3 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/slze) 1=44/Mechanical, 2-34/Mechanicel, 3=10/Mechanical Max Harz 1-22(LC 12) Max Uplifts=5(LC 12).2=23(LC 12) Max Grav 1=44(LC 1), 2=34(LC 1), 3-20(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCOL=S.Opsf: h=25ft: Cat. II; Exp C: End., GCpl--0.18: MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces 6 MWFRS for reactions shown: Lumber OOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonooncurtent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 Ib uplift at joint 1 and 23 lb uplift at joint 2. 6)'Semi-dgid pftchbreaks with Posed 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' Q WARNING. VarW do*n pramersn and READ NOTES ON Tres AND INCLUDED AeTEK REFERENCE PAGE A11-74" row. 1dOb20f5 BEFORE USE. Oeslpn valid for use any with aRTel® connectors. Tits design Is based only upon pararnotera shown. end 6 lr an Individual bolding component, not a buss system. Before use, Ilia bAdkp dealpna arp verly try oppkaWly of ~ parameters end popery I ' I F I eb this design Into the overeg OWmng design. Bracing iMkaAed Is to prevent b ckIft of Individual true web anNor chord members onty Additional temporary and perrttamn brwk* Isakvrp required for stability, pandto avant collapse with p eslbb personal Injury and mprop" damage. For general guidarn, reperdIna the VWffff taMr fon, staape, delhery, erection and bracing of Iusses and truss systems, sea ANSVFM Quality Criteria, OSS42 and SCSI Building Component 6604 Parke East Blvd. Sdaty bdo nardon evatlabb from Truss Plata anatWo. 216 N. Lee Slaw, Sine 31Z Akwndrh. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply T12808113 TB0318 Cis Ja"pen 2 1 Job Reference(QpWol) Builders FhsL4ource. Turps. Plyd City. Florida 33568 7.840 a Aug 16 2017 MRek Industries. Inc, popFADoeO117.04.08 2017 Pa1 ID: 0837CakNCJUSySDiOmCDdnydllm-x5 Qa1BUrglPdOfgOnlOvOF Y64jg8U9DrNY96yDHcb 1- 0-0 it G0 1J} 0 1 0 ta 14. 2x4 = Seale a 1.6.2 LOADING ( psf) SPACING- 2-" CSI. DEFL. In (loe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 8CLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(rL) -0.00 3 n/a n/a 8CDL 10.0 Code FBC2014frP12007 Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing direly applied or 1-0.0 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling direly applied or 1044 oc bracing. REACTIONS. ( lb/size) 3=11/Mechanical, 2-159/041-0, 4=9/Mechanical Max Horz 2-34(LC 8) Max Uplifl3=11(LC 1), 2=102(LC 8) Max Grav 3-18(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 NOTES- ( 7) 1) Wind: ASCE 7-10; Vuh-140mph (3-second gust) Vasd-108mph; TCDL=4.2psf, 8CDL-5.0psf: h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS ( envelope) and C-C Exterlor(2) zone:C-C for members and forces 3 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 tell by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 3 and 102 lb uplift at joint 2. 6)' Semi-rigid pilchbreaks 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.' QWARNING - VrMy design parantemi and READ NOTES ON TN1S AND INCLUDED ANTEK REFERENCE PAGE NS-7472 rev. 1002"111 BEFORE USE. valid for use IndWidurd COrnpOnfort. hot as truss system 9alore useuae. the build dealgier trust verily the applkaWOy design panurnaten and pop" Inwith 11011701011, connocim. This design IS based only Upon parameters shown. and Is for corporate Nit design IWO the owns bull" design. & & q Irtdlceted Is to proven buClobrg of INVAdral trwa Web andfdr Chord trternben arty. Additional lemporbry and pontgrsm bracing Is always required for Stability and to proven Collapse with possible personal Injury and property damage. For general guidance regarding the fabricalltn. Storage. delhory, erection and bracing of trusses and truss systems. soa ANSVTP" Quality Cottons. 03549 and SCSI Building Component 8904 Parke East Slw Safety Intorbsdon avaaable ham Truss Plate Ins1Au*. 218 N Ise Stress. Suite 31Z Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oy, Ply T12a3811elJobTowleC3AJselt-0pen 1 1 Reference (optional) Brdtdea FinnSoraoe, Tampa, Plant City. Florlds 335M 7.640 a Aug 16 2017 MITak Industries. Inc, FA DOC Ol 17:04109 2017 Page 1 10:0837CakNCJU5ySOipmCDdnydlIm-PHYoo7860 9GFAEOxVGFRcn7iMdPbklRV)6hYyDHes 3.0.0i 340 2x4 = LOADING (psf) SPACING- 2-" CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 TCDL 15.0 Lumber DOL 1.25 8C 0.09 BCLL 0.0 • Rep Stress Ina YES WB 0.00 SCOL 10.0 Code FBC2014/TPI2007 Matrbo LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 20 SP No.2 REACTIONS. (lb/size) 1-129/Mechanlcal, 2-101/Mechanical. 3=29/Mechanlcal Max Horz 1-63(LC 12) Max Uplift -17(LC 12). 2=-65(LC 12) Max Grov 1-129(LC 1). 2=101(LC 1), 3=58(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scab - 1:12.3 OEFL. in (loc) I/de0 Ud PLATES GRIP Vert(L-) -000 1-3 >999 240 MT20 244/190 Vert( fL) -0.01 1-3 >999 180 Horz( fL) -0.00 2 n/a n/a Weight: 10 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-00 oc purlins. SOT CHORD Rigid ceiling directly applied or 10-0-0 oo bracing. NOTES- ( 7) 1) VUnd: ASCE 7-10; Vuft=140n1ph (3-second gust) Vesd=108mph; TCDL-4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS ( envelope) and C•C Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint 1 and 65 lb uplift at Joint 2 6)' Semi-rigid pkchbreaks 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' AWARNING - Verry dastgn parameters and READ NOTES ON INS AND INCLUDED WTEK REFERENCE PAGE 6067472 rev. fa0Lid/6 BEFORE USE. Design vaild for use only with Mrreka connscims. This design Is based only upon parameter &now.. NO Is for an bldivl0ual busdng eomporwit. not a huts system. Behre use. ifs budding desWW mud verify the rpplkabaty of design parameter and properly bloorpdrata Oda design Irdo the orea9 building design. Bracing aakaed is to prevent budldll g at Inmddun truss web eldfor <al, member any. Additional temporay end permanent tI drag Is etwsye rpuired tot sub911y and to pieveM Collapse with possible, personal Inluty and propeAy damage. For genaral guidance nVardblg the in fabrication. VAMP. debwry. WOMM and bradno of huaes and Was systems. see ANSIRPN Quality CAterls, DS849 and SCSI Building Component 890/ Parke East Blvd. Safety Intamladon avaltdbb halm TeAs Was Institute. 210 N. Leo Sheet, Subs 312, AlOmndde, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Tt2838115 TBMIS C3B Jack -Open 2 1 Builders Fustrawa. Tampa. Wm tidy, Flows 33WO "0"' s Aug 1e zv1 r Cot lea mousules, mc. Fn OaC e1 1 r.w.Va ze1 r rape 1 ID.0837CakNCJU5ySDiOmCDdnydlIm-PHYoo986c 9GFAEOxVGFRa*ZWPvPbklRV76hYyDHce 1-0-0 30.0 1 0 30.0 Saab - 1:9.6 2x4 = LOADING (psf) SPACING- 2-0.0 CSI. OEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 24 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 008 Vert(TL) -0.01 24 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(rL) -0.00 3 We We BCDL 10.0 Code FSC2014f PI2007 Matrix) Weight: 11 Ib FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3" oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid calling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/stze) 3=67/Mechanical, 2=234/0.8.0, 4-26/Mechanlcal Max Horz 2-61(LC 8) Max Uplift3=-43(LC 12). 2=114(LC 8) Max Grav 3=67(LC 1), 2=234(LC 1). 4=52(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vuft-140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-5.0psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C ExterW(2) -14-0 to 2-0.0. Interior(1) 2-0-0 to 2-114 zone;C-C for members and forces 3 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 43 Ile uplift at joint 3 and 114 lb uplift at joint 2. 6)'Semk%id pftchbreaks 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 - Va lty dealgn parameters and READ NOTES ON INS AND INCLUDED WTEK REFERENCE PAGE dm-7472 rev. f0AW"tS BEFORE USE. Dealpn valld fx use ordy with Mrrebs connecows. This design Is based only upon parameters shown. and Is for an Individual building Component. not a truss system. Before use. the tK Mbg dealgner aua VOKI dm appllnbltay or dedprl parameters and propany uloorporm dds design bdo eta overall bW" design, erscbg Indkued Is to proven bucfmg or Individual tons web anaror Mad msmbars ardy. Adddkrlal lemporwy 9nd pemunam Ixadnp Is always required for stability arW to prevent Collapse who possible personal b*ry and popery damage. For general gulaana "(ding the tabr"lon, storage. delivery. arealen and bracing of trusses ant truss systems. sae ANSV" Ouallty Cdtw%. OSS49 and SCSI Building Component 6904 Panes East Blvd. 6d" Infomtadon avellable eom Tress Plata Insdlute. 210 N. Lee Simon. Sulle 312. Alenndde, VA 22314 Tamps, FL 36810 Job Tnnss Truss Type pry Py T128.18118 TOMIS CSA Jack -Open 1 1 Builders FlratSourca, Tana, Plem city, Florida 33586 21v/ 7.010 a Aug 18 2017 MfTak IndusIdes, Im Fd Dee 01 17:04:10 2017 Paps 1 ID.0837CakNCJUSySDiOmCDdnyd11m-(U6A7L9kNH171JoDVCnU_pKC6vij82 Sg9IfE7yDHrZ Scab - 1:17.3 5b0 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.03 1-3 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.08 1-3 >691 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix) Weight: 16 Ile FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling direly applied or 10.0-0 oc bracing. REACTIONS. (lb/stze) 1-219/Mechankel, 2=1 71 /Mechanical. 3=49/Mechanical Max Horz 1=106(LC 12) Max Uplift1=31(LC 12). 2=-109(LC 12) Max Grev 1=219(LC 1). 2-171(LC 1), 3-98(LC 3) FORCES. (lb) - Max. CompJMax. Tan. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wlnd: ASCE 7-10: VuR=140mph (3-second gust) Vasd-108mph; TCDL-4.2psf: BCDL=5.0psf; h-25ft: Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-12 to 3-0.12, Interior(l) 3-0-12 to 4-11-4 zone;C-C for members and forces 3 MWFRS for readbns sham; Lumber DOL=1.60 plate grip OOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6.0 tell 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 31111 uplift at joint 1 and 109 Ile uplift at joint 2. 6) "Semi -rigid pkchbreaks 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.' Q wARMNO . V tff &*. P.W. end READ NOTES ON TM AND INCLUDED AYTEK REFERENCE PAQE 11111.7472 ~ IaOV"tS BEFORE USE. Design vaIld for use only, with Mfrekill, corms fors. This deep Is based orer upon parametera shown. and is AN an ktdlvldwl NAlk" eornponaq. net a Wu system. Before use, the building designer astal cony the apptkabaly of design pararnalers and properly Incorporate aft design Into Uw overall bu" deetgn. SAWN Indicated is to prevent buddkp of Individual Ines web and/or chord members only. AddtllOnal temporary and permanent bracing Is SMrays required for stability and to pnvem collapse with possible personal "and property canape. For general guldens ragarding the fabdtzllon, storage. deRmy. aredbn and bracing of trussas and three sly =a. we ANSIRPI1 Quality criteria. OSS49 and SCSI Building Componml 6901 Parke East shod. Safety Infomtaaon avallable from Tn n Plate Institute, 216 N. Les Sbesl Suits 31Z AbrmdN. VA 22314. Tama, FL 36610 Job Truss Truss Type Oty Py T12838117 TBO316 cse Jack -Open 2 1 men FIrewouroa. Tampa. vent ury, e-sonanzi=6 —. ..........„...,.,....,.A..,.... .......,.... .....___.. ...._. ID.Oti37CakNCJUSySOiOmCDdnydttm-IUGA?L9kNH17Uo0VCnU Kfpvrf82 Sg9lfE?yDHeZ 5 00 1.0.0 5.0.0 2K4 = LOADING (psf) SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 TCDL 15.0 Lumber DOL 1.25 SC 0.26 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 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 Uplif3=-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. DEFL. in (loc) Udell Lid PLATES GRIP Vert(LL) -0.03 2-4 >999 240 MT20 2441190 Vert(TL) -0.07 2-4 >820 180 HOrz(TL) -0.00 3 n1a n/a Weight: 17 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oo purlins. BOT CHORD Rigid ceiling direly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10: Vuft-140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h-25R; Cat. II; Exp C; End. GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 2-". Interlor(1) 2.0.0 to 4-11-4 zone;C C for members and forces 6 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 frt between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 3 and 124 lb uplift at joint 2. 6)'Semi-rigid pilchbreaks 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' Q WARNINO. v.W d jug Pin and READ NOTES ON nffS AND INWMEO aeTEK REFERENCE PAGE 1111114472 rev. fOALIM6 BEFORE USE. Design va8d lot use a* with MITelam owd ecJan. This design is Weed only upon paramatma shown. and Is for on Indlvldual building aonrpbrwd, not Before the bulebtp designer must verity tie alyapokabof design penmn etaand propeMIncorporate this design Into the overall! is a trues system. use, IuBdng design. Bnalng indicated is to prevent budding of Individual trues web andror chard members ahoy. Additional temporary and permanent bracing Is always required for stab9dy and to prevent maapss with possible personal Iniury are properly damage. For general guidance regarding to fabrbstlon. storage, da9vary, erection and bradnp of trusses acid true gViens. see ANSVTPll Quality Criteria, 08549 and BC& Building Component Satety Irderttedoo avaihab from Tnas Plele Institute, 218 N. Lee StmoL Suite 3lZ AlwndN, VA 22314. 8904 Park* East Bhd Tamps, FL 36610 Jab Truss Truss Type Oty Ply T72838116ljobTOW16CAJsda-C a 19 1 Reference (Roiooll Bulldera FirstSrnCe, Tampa, Punt City, FlOrlea 33565 r.wa s iwg 10 LIr1 r we r ea rneusars. inC, rn UM u1 1 r W:1u "1 i rape 1 ID:0837CakNCJUSySDiOmCDdnydl1m4USA?L9kNH17WoDVCnU_pKK?wnA82_SggdE9yDHcZ 1-0-0 140 140 140 2x4 = All 00 Scale - 1:7.1 LOADING (psf) SPACING- 2.0.0 CSI. DEFL. In (loc) UdeO Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Verl(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(rL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purtins. BOT CHORD 20 SP No.2 SOT CHORD Rigid ceiling direly applied or 10.0.0 oc bracing REACTIONS. (lb/size) 3--5/Mechanical, 2=154/0-3-8, 4=10IMechenkel Max Horz 2-38(LC 12) Max Uplift3-5(LC 13), 2a48(LC 12) Max Grav 3-13(LC 8). 2=154(LC 1). 4-19(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind, ASCE 7-10: Vuft=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCDL=S.Opsf, h-25R; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterlor(2) zone,C-C for members and forces 3 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 bads. 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 lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss cenneclons. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 3 and 48 lb uplift at joint 2. 6)'SenlMpid pftchbreaks 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' 0 WARIONG. Vrrry design parameters and READ NOTES ON INIS AND INCLUDED WTEK REFERENCE PAGE MO.7473 raw. IMStM5 BEFORE USE. Design vadd for use any with Mffek* crrledrs. This design Is based only upon prameters shown. rW Is for an IndhMual bull" component. net a cuss system eerie we. the building designer mast ve* aw applimb ft or design parameters and properly Incorporate this design Into the overall bull"cumeepraaulrw WWMsuoIndaeyma a aevWVWalu.ntn Ipaawia prVultwruweb i ma aa membersawnya ew F Additionalemporaryreand bnpermanent1 - WOt= i' serration. storage. dalk". eradlen NO bracing of trusses and truss "am$. ace ANSVTPH Quality Criteria, OSS49 and SCSI Building component 6904 Ps" East Blvd. Sdety Information available from Tops Plele Mathes. 218 N. Lee SUar, &A* 312, Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type 0ty Ply T12630110lJobReference(Mionall ITB0318CAJatk-0pen 15 1 Bulleers FUalSourte. Tampa. Plant City. Flodea 33W8 7.640 a Aug 16 2017 MITek IndusM . Int. Fa Dot 01 17:04:11 2017 Page 1 ID:0B37CakNCJU5ySDxOmCDdnyd 11 m-LggY0hAM7b0_UTNP3wIjW l tULJ4NtVEbvpcomRyDHcY 1.0.0 3-0-0 t 0 0 30.0 2x4 = 9 0 Scale - 1.12.3 LOADING (psf) SPACING- 24-0 CSI. DEFL. In (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.2S TC 0.15 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 1S.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 24 >999 180 8CLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix) Weight: 11 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 30-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing REACTIONS. (lb/sae) 3=67/Mechanleal, 2=234/0-". 4=26/Mechanical Max Harz 2-79(LC 12) Max Uplift3=52(LC 12). 2-56(LC 12) Max Grev 3=67(LC 1). 2-234(LC 1). 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind. ASCE 7-10: Vuk=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL-5.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterlor(2) -1-" to 240-0. Interior(1) 2-0-0 to 2-11-4 zone;C-C for members and forces 3 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 nonconcurrem with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 364 tall by 24)-0 wide will fa between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 3 and 56 lb uplift at joint 2. 6) 'Semi -rigid pkchbreaks with fixed heels' Member end fbctty 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." AWARNING • Verify daalpn parsmerers and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE am•7472 rev. 100"015 BEFORE USE. Design valid tot use onty with WOW ConnaadM. This design Is based only upon parameters ahown, and Is for an individual Witting componra, not a war "am. Before use. the bu" designer must verify UW Applablily of design parameters and property bKaporats tttb design Into the overall buldirq design. Bradmo indlceted le to preve budding of individual buss web anallor do membersonly. Addalonat temporary and pamuutent brarip Ia. Mays rooluked far stability and to pmvam Collapse with posdible personal I" and property damage. For general guleanoe Mgardbp the Is WC4910n. storage, deitvary, erection and bradng of trusses and Was rystema. see ANWTPII Quality Criteria, 08829 and SCSI Building Component 6904 Parke East SM. Safety Infomtatlon available from Tntsa Plea Institute, 216 N. Lea Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply T1283e120lJob IT80318cisIJeck-Open 15 1 Referenoe (optional) Builders FIrslSoufbs. Tampa. More Gay. Florida 335M r.wu s nail ra Lux r ee x ae muu m .. — — — a r x i6. r rape x I0:0837CekNCJU5ySDi0mCOdnyd 11 m-LggY0hAM7b0_UTNP3wilM t0VJ 171VEbvpcDmRyOHcY 100 I 5b0 1-0-0 5,0_0 21(4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 TCDL 15.0 Lumber DOL 1.25 SC 0.28 SCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCOL 10.0 Code FBC2014frP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=158/Mechanical, 2=30510-3-8, 4=48/Mechanicel Max Horz 2=121(LC 12) Max Uplift 3=104(LC 12). 2=-62(LC 12) Max Grav 3=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 DEFL. in (loc) 1/deft Ud PLATES GRIP Vert(LL) -0.03 2-4 >999 240 MT20 2441190 Vert(TL) -0.08 2-4 >727 180 Horz(TL) -0.00 3 n/a n/a Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-60 oc purlins. BOT CHORD Rigid Ceiling direly applied or 10.0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL-4.2pst BCDL=5.Opsh, h=251t; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1.0.0 to 2-". Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate grip OOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord sire load nonconcument 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 tell by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to glyder(s) for truss to truss connections. 5) Provide maehenlcel connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3 and 62 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an Individual building Component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building Code.' O WARMMO - vw* dsafgn paramerers end READ NOTES ON TMS AND INCLUDED AMINK REFERENCE PAGE 1110-7473 ~ 10e3ReI S BEFORE USE. Design va0d far use any with We1>o oornrnadore This design Is based only upon parameters shown. and is for an bndheduld bu1E4q cora01 - . not s truss sysiem.11,1- use. ue building designar n" VQ* 0e appit0113l9y or design paramarara end property 4KapaMe Des design Imo 0e ovare9 bu901ng design. 8ntrJrng Indicated Is to prevent buCNYng of IndivWrW buss web anNor Chord members orsy. Additional temporary and permanent bradrnp lowIsshwaysrequiredforstabilityandtoPreventPossiblecollapsewithpoblepersonalInjuryandpropertydamage. For general guidance regarding the fabrication, storage, dalhery, erection and bracing of trusses and truss systems. me ANSVIPH Dually Crtaeda. OSS49 and SCSI Building Component 6904 Parke Eau Blvd. Safety Information avallable Ian Terse Plate Institute. 218 N. Les Sbeea. Susie 312, Alexandria. VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply T12636121 T80316 ETA Jack -Open 6 1 Bulders FinaSorace, Tampa, Plant City, Florida 33566 7,640 a Aug 16 2017 MITek Industries. Inc. Fri Dec 01 17:04:12 2017 Pape 1 ID:0837CakNCJUSySDiOmCDdrrydt tm-psExOOkuvYg6dybddpy3EPUWjISeyUk7TMmltyDHeX i 7-0-0 7 0 Scale - V22 2 34 = i 7.60 71 0 I LOADING (psf) SPACING- 2-0.0 CSI. DEFL. In (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 014 1-3 >591 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(rL) -0.34 1-3 >246 180 BCLL 0.01 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 2 Tile n/a BCDL 10.0 Code FBC2014f PI2007 Matrix) Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc putting. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 1-309/Mechanicel, 2-217/Mechanlcel, 3=92/Mac hanical Max Horz 1=148(LC 12) Max Uplift 1-44(LC 12). 2=129(LC 12) Max Grav 1=309(LC 1). 2=217(LC 1), 3=135(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL-S.Opsf; h=25ft; Cat. II; Exp C; End., GCpi=0AS: MWFRS (envelope) and C-C Extertor(2) 0.0.12 to 30 12. Interior(1) 3-0.12 to 6-11-4 zone;C-C for members and forces 6 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 nonooncurrem with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 1 and 129111, uplift at joint 2. 6)'Semi-rigid pRdhbreaks 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.' Q WARNING • verity design puemeters and READ NOTES ON TM AND INCLUDED itOTEK REFERENCE PAQE YQ7472 raw. ia031ldf6 BEFORE USE. Deep vaN for use only with Wake, connectors. This design Is based only upon psrentalen shown. and It lei an IndNWual bu kfing COnt onora, net a Wes system Before use. Un buitdbig designer must verily the appUubMy of design paramalen and property ftorporate Uds designs Into the overall A" design. Bracing Indicated Is to prevent buckling atindividual tomes web ardror nerd member only. Additional temporwy end pen Mo.. bracYp lawIs akvayerequiredlepCOUP"i stability andtoaveCOUP"with possible pbal Wam xsoiry id property damage Forgenanlguidanceregardingthe tabrkWon, slangs, dalMry, erection and bracing of trusses and truss systems, a" ANSUTPH Quality criteria, OSS49 and SCSI Building Component 6904 Pads E No Bhd. 8afery, Inton ation svellable from Truss Plate Institute. 218 N. Lee SueeL Suite 31Z Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oy PlyT12838122I11 ITBO316E7BJedWOpn41 Job Reference (optimal) mmuers Fmtu ma. Iampa, Farm Cary.1-orm uaae Zu 6 Aug 16 20 11 nut" mousms". me. Fn use of lrw•122017 Page 1 ID:0837CSMCJU5ySDiOmCDdnydl tm-psExO06_uvYg6dybddpy3EPV4%JocyUk7TMmttyOHeX 1-0-0 i 7 0 I 100 740 Stale: 314b1' V n 3x4 = i 7 40 Plate Offsets (X.Y1l- 12:0.1-10.Edgeel LOADING (psq SPACING- 2-" CSI. OEFL. in (loci) Well 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 SC 0.52 Vertffl-) -0.27 24 >285 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a nla SCOL 10.0 Code FBC2014/fP12007 Matrix) Weight: 23 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.40 oc purllns. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 3=205/Machanical, 2=400I0-8-0, 4=83/Mechanical Max Horz 2=117(LC 8) Max Uplift 3-1OS(LC 12), 2=140(LC 8) Max Grav3=205(LC 1), 2=400(LC 1), 4=127(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind. ASCE 7-10; Vuh=140mph (3-seeond gust) Vasd=108mph; TCDL=4.2pst BCDL-5.0psf: h-25f1; Cat. It: Exp C; End., GCpl=0.18: MWFRS (envelope) and CC Exterior(2) -1-0-0 to 2-", 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 pill bottom chord live bad nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss Connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 3 and 140 lb uplift at joint 2. 6) 'Semi -rigid pkchbreaks 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.' 0 WARNUNO - Wrfry design prametre and READ NOTES ON TM AND WCUMO AUTEK REFERENCE PAGE Am.7472 rev. 10es/Mr6 BEFORE USE. DeslBx valid nor use ray wah MlTepa aaanscbrs This design Is based only upon parameters slow.. and is bran brdWidual building eanpaxre. not a truss system. Belore use, the building designer must wNy the applicaMYy, of design permmetem and popedy kmrpare thb destgn Imo tho oraM bulliling empormy and Permanent Is aays ired fir stawayyaaid topevra collapse With possltNaapprsaud miury and pMWty damagbuss web andke chorcl members e. general Adddlorud xguidance regarding the law herkrbn, atamge, delivery. aredbn and bracing o1 bursas and truss systems, see ANSIRPh Quality criteria. 08849 and BCSI Building Component 6904 Parke East Bhd. 8daby information aveltabb from Truss taste Institute. 218 N Lae Strewt, Suite 31Z Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply T126MI23 TOMS EJ2 Jack.OP@n 6 1 Job Referencafoltiional) Bmxbrst=lrstsorxce, lamp, rams (Ay.rreraanio ••-^w •--••••,••-^•••-•••••.•..•....---_... ^ .___... _ . 10.0837CakNCJUSySDiOmCDdnydl 1 m-H3WdMBcfCghknXoALKBcSyrE7nTLPjuM75JgKy0HcW r . 1-0-0 _ 1.10.8 1.0.0 1.10.8 Scale - 1:9.4 20 = r 1.10-8 i LOADING (pso SPACING- 24).0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 V@n(LL) -0.00 2 >9W 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.04 Ven(TL) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 We n/a BCDL 10.0 Code FBC20141 TPI2007 Matrix) Weight: 8 lb FT = 20% LUMBER- BRACING - TOP CHORO 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10.8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling direly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=44/Mechanical, 2=175/03.8, 4=18/Mechankel Max Horz 2=56(LC 12) Max Uplift 3=33(LC 12), 2=46(LC 12) Max Grav 3=44(LC 1). 2=175(LC 1). 4=37(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wlnd: ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph: TCDL-4.2psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; End., GCpl=0A8; M%FRS (envelope) and C-C Ex(edor(2) zone;C-C for members and forces 6 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 nonconcurrerd 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 3.80 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 3 and 46 lb uplift at joint 2. 6)'Semi-dgld 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' Q WARNING • Vwft dasfgn parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Ull.7473 rev. IO LI M5 BEFORE USE. Design valid for use any with Mf *W awn eciors. This design is based omy upon parameters ~. and is br an fMHlaual bdstrg component. nil a trues syMm Before use, the building designer awq verly the appllaagry of design panamalin and popery Incorporate this design We the swag busdi g detlpn. Bracing Indkated isto prevam bucid of Individual loos web anion chord members only. AdddbM temporny and permanent erac6g low Is Always required for 9014 eno to prewo collopse with postllle parsonal INM and property damage. For general guidance regarding the Wkstbn, et"ge. del". erection and bracing of basses and bass systems. see ANWTPN Quality Criteria. OSB49 and SCSI Building Componam 6904 Parise East Blvd. safety infomu6on avalisble from Tnw Plata InslxaQe. 218 N. Lee SUM. Sidle 312, Absandrlo. VA 22314. Temps, FL 36610 Job Truss Type 0ty Ply T12836124IT60318ITRISSERJKk-Open 18 1 Job Reference (goional) Bullion{ FIralSowco. Tamp", plant City, Florae 33566 7.640 s Aug 16 2017 MITok Indusfrlaa, I= Fd DeC 01 17:04.13 2017 Page 1 ID:0837CakNCJUSVSDiQmCDdnydl 1 m-H3WdMBdCghknXOALKBcSyhT7(CLPjuM75JgKyDHCW I 1 0-0 I 740 7 0 7A0 I 34 = A Scab - 1:22.2 8-4.2 a7.14 LOADING (psf) SPACING- 24)-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Veri(LL) 0.06 2-5 >999 240 MT20 2441190 TCDL 15.0 Lumber OOL 1.2S BC 0.56 Vert(TL) -0.10 2-5 >643 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 We n/a BCDL 10.0 Code FBC20141TPI2007 Matrix) Weight: 24 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-" oe bracing. REACTIONS. All bearings Mechanical except (jt=length) 2-04-0, 5=0.11-5. lb) - Max Horz 2-163(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 5 except 3=124(LC 12), 4-121(LC 1) Max Grev All reactions 250 ID or less at joint(s) 3, 4 except 2-359(LC 1). 5=306(LC 3) FORCES. ' (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=S.Opsf; h-25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exlerior(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 noncxlncurrent 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 34-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss Connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5 except (jt=lb) 3=124, 4=121. 6)'Seml-rigld pitdhbreaks 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' 0 WAR70100 • V.ay deafen pwamerere and READ NOTES ON TMS AND XCLWED WMK REFERENCE PAGE MR-7473 rev. M02IMS BEFORE USE. Design valld for use only with Mf eW Conrteston. This design Is based only upon perantatera at Me. arW b ra an IMNWual bLMOV cmnponau, not a truss system. Before use, the hMbtg assignor dual verify g1e appliaauy of design parameters and properly Incorporate, tons design Into the overall bu6dbtg design. Bracing Indicated is to prevem buckling of Individual Inas web ands chord maribera only. Add111*nat temporary end panMMm brW&* b sprays required rN gablilty and to prevent collapse with possible personal Injury and popery damage. For general guidance regard" the LOW fabrication, storage. delivery, erection are bracing of trusses slid truss "arcs, we ANSVTPH Quality Criteria. 088411 and SCSI Building Component 6904 Perks East &W. Sdaty Intonnadon aaihOb from Truss plate Institute, 216 N. Lee Streat, Suite 31Z Alexandria, VA 22314• Tamps, FL 36610 Job Truss Tens Type Dty Ply T12838125lJob IT80316FO1Floor11 Reference (gpliwal) wnaers nraraaaoe, r amps. rvm Y, franca .wiaoo s ruq w ray. ID:0837CakNCJU5ySDr0mCOdnyd 11 m-mFMhriC FOWoYLx6_k2r08fVo9X3k4hs1 bnr(NmyOHcV 0.1.8 H 1{0 0,10.12 FQ. _l Scale - 1:33 4 1.5x3 II 1.5x3 = 3x4 = 3x4 = 3x8 FP = 3x4 = 1.5x3 11 1.5x3 11 516 = 3x4 = 3x4 = SJO I I 1 2 3 4 5 e 7 a 9 10 1112 13 26 154 = 3x8 FP = 5x6 11 34 FP = 8x8 = 2 Plate Offsets (X Y1- 113*0-3-0,EdgeL 2S60-1-8.0. I LOADING (psf) SPACING- 24).0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) -0.02 16 >999 360 MT20 2441190 TCDL 100 Lumber DOL 1.00 BC 0.29 Vert(TL) -0.05 16 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) -0.01 13 n/a n/a BCDL 5.0 Code FBC2014fTP12007 Matrix) Weight: 133 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No. I (flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc; puffins, except 11-13: 2x4 SP No.2(0at) end venicals. BOT CHORD 2x4 SP No.2(0at) BOT CHORD Rigid ceiling direly applied or 6-0.0 oc bracing. WEBS 2x4 SP No.3(flet) REACTIONS. All bearings 9.4-0 except Qt=length) 13=0-3-0. lb) - Max Grav All reactions 250 lb or less at joint(s) except 25=407(LC 3), 13=1326(LC 4), 24=880(LC 3), 23=756(LC 3). 21=905(LC 1).20=1916(LC 1).20=1916(LC 1) FORCES. (lb) - Max. Comp./Max. Ten -All forces 250 (lb) or less except when shown. TOP CHORD 34-01363. 4-5=0f963, 5.6=0/973, 6.7=0/973, 7-8=0/973, 8-9-875/0, 9.10=171710. 10-11=-1040/0, 11-12--1048M. 12-13-104010 BOT CHORD 24-25=0/278, 22-23=468/0, 21-22=46810, 20-21-97310. 17-18=0/1711. 16-17-011711. 15-16--011703 WEBS 12-15= 35510, 13-1 5=011 494. 2-2S-385/0, 2-24=634/0, 3.24=537/0. 3.23=75810. 5-23=291/ 237, 5-21-931/0, 6.21-304/0, 10-15=966/0, 9-18=1255/0, 8.18=0/1332, 8.20-180310 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x8 MT20 unless otherwise Indicated. 3) Bearing at joint(s) 25 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) "Semi -rigid pltchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3.10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between Inside of top chord bearing and fast diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead r Floor Live (balanced): Lumber Increase=1.00, Plate Increase-1.00 Uniform Loads (plf) Vert: 14-25- 10. 1-13-320 0 WARNING • Vardr design parameters and READ NOTES ON TIES AND MMCLUDED hVMK REFERENCE PACE aDL7473 rev. 100OdQM6 BEFORE USE. Design valid for use only with WOW connectors This design Is based only upon parametara Shown. and is tar an Individual building r OMP011 rt. nota truss system. Bosom, use. the building designer must vary the applicability of design parameters and property Incorporate this design Into tie overell building design. Bracing Indicated Is to proven buctling of Individual truss web andlor Mom members only. Additional temporary and permanent bracing Is *We" required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance raganIN the fabrlration. storage. delMry, erection and br" of trusses and trust systems. ale ANSV" Quality Criteria. DS641 and SCSI Building Component 8901 Parke East 8hd Slaty Information avatisbe from Truss Pine Institute. 216 N. Lee Street. Suaa 312 AteAndrs. VA 22314. Tamps. FL 36610 Job Truss Truax Type Qty Ply T1283812eijabReferenooloptionall ITawleF02FLOOR11 r, rw..0 .wiaw 044 H 1-1-4-0 3 23 22 news-- w turr aurax rnauaana, roc, rn r.rec ur rr.w,ra Lulu rglei 10:0837CekNCJUSVS0iOmCOdnydllm-ERWJ220tBgwPz5hA11NfM1_gwFLpfhSgRaOvCyOHcU O&PI-3-0 i Scale - 1:33.3 3,6 II 34 II 24 7 25 a 9 10 11 1.533 II US = 1.534 II 14,10-0 2 11-9-0 3.2-0 2410 1-2-10 0.3• Plate Offsets (X.YI- 16:0.1-8.Edoel.118:0-1-8.Edoel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (bc) Udell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) OAS 18-19 756 360 TCOL 10.0 Lumber DOL1 1.00 BC 0.91 Vert(TL) 0.28 18-19 483 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.03 13 We n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 104 Ill FT - 20%F, 11 %E TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, exoept BOT CHORD 2x4 SP No.I (flat) end verticals. WEBS 2x4 SP No.3(Oat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. All bearings 0-7-4 except (jt-length) 11 =0-3-0, 16=0-4.0, 14-0.4-0. lb) - Max Uplift All uplift 100 Ill or less at joint(e) 11 Max Grav All reactions 250 lb or less at joints) 11, 14 except 13=731(LC 13), 21=744(LC 13), 16=548(LC 14) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-102610. 3-4=1568/0, 4-5-1426/0, 54r--1426/0, 6-24-913/0, 7-24=913/0, 7-25-58510. 8-25=58510 BOTCHORD 20.21-0/627, 19-20=0/1414, 18-19=0/1642, 17-18=0/1428, 16.17=0/1426, 15.16=0/833, 14-15=0/362, 13-14=0/362 WEBS 2-21=934/0, 2-20=0/611, 3-20=593/0, 4-18=32910, 8-13=-686/0, 8.15=0/358, 7-15-380/0, 7-16=212/252, 6.16=-879/0, 6-17=0/260 NOTES- (8) 1) Unbalanced floor live bads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolnl(s) 11. 4) "Semi -rigid pkchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 sstrongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0.131' X 3) nails. Strongba ks to be attached to walls at their outer ends or restrained by other means. 6) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 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." QWARNINO - V-ft daalpn pramap arW READ NOTES ON TMS AND fNCLUDED WYEK REFERENCE PAGE 910.7473 rev. toms ll BEFORE USE. Oasipn v"d b t ma ordy win 14ffeI" connectors. This de4pn Is based any upon perwaters &town, and Is bran hWNWusi bill" eompwwd. not a truss system. Before use. lice &AkWq daaxpnar east ve ft (In applicabiBry, of dealgl pe.m. ars and property l , 1, ra i this design irao um over" bukkq deWpn. 8radAp MWlntad Is to prevard bud&V of WOWdual tons web ar4W Ural members ody. AddillaW temporary arrd pennanam brerkp Is &We" required for stability and to prevem WAKW with MWW Ws" k*lry NO property demepe. For genets puWanoe ragardbq tin is hbrk+rbn. Ompe. dalk". a OMM end Ir - of trusses and buss systems. see ANSVWH Quality CAtatts. OSS49 and SCSI Suildlnp Compommd 89W Parka E Rd am. Sday Womlallon available Dan Truss Phu Institute. 218 N. Lee Sbest. Sidle 312. AkarWAs. VA 22314. Tamps, FL 36810 Job Truss Truss Type ON Ply T12&18127LbTOW18F02Afuror11 Reference (optionall, eument FCeI ounce, l ampa, wm ury, rwra aaaoo 0.1.8 H 11-4.0--I 1.64 II 1.64 = tsx3 = 1 2 11 3 ID:0B37CakNCJU5ySDi0mCDdnyd 11 m-ieTRGOEVy72GbEGNsTuuD489dm1YAK25K_ReyOHCT Sure - 1.33 3 axe II 3A II 23 7 24 8 9 10 11 1.5,a 11 315 = 1.5411 LOADING (psQ SPACING- 2-" CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.91 Vert(LL) 0.18 17-18 >770 360 MT20 2441190 TCOL 10.0 Lumber DOL 1.00 BC 0.90 Vert(TL) 0.28 17-18 >492 240 BCLL 0.0 Rep Stress Ina YES WB 0.29 Horz(rL) 0.03 11 Na n1a BCDL . 5.0 Code FBC20141TPI2007 Matrix) Weight: 104 lb FT = 20%F, 1196E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.l (fiat) end veAtcals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing REACTIONS. All bearings 0-" except at -length) 11 =0-3-0, 20=0-7-4. lb) - Max Grev All reactions 250lb or less at joint(s) except 11=292(LC 11). 20=751(LC 11). 14=759(LC 11). 15=368(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD 2-3=-1038/0, 3-4-1590/0, 4-5=146310. 5.6=146310, 6-23=95610, 7-23=956/0 BOT CHORD 19.20=01633, 18-19=011431, 17-18=0/1671, 16-17=0/1463„15-16=011463, 14-15=0/641. 13.14=0/287 WEBS 11-13=0/285, 2-20=94210. 2-19=01619. 3-19=-60110, 4-17-31510,11-14=27210. 7-14-74110, 7-15=0/528, 6.15=87510, 6-16--0/259 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3) "Seml•rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top Chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 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' AWARMNO - Verily, design peramet. and READ NOTES ON TICS AND INCLUDED WTEK REFERENCE PAGE 11110-7472 rev. 10AW M5 BEFORE USE Design vald for use only With Mrrelae confect" This dellgn is Weed only upon pambUfe sltoem, and IS for an IrMNldual building aonlponam, not Blare designertrusssystem ha 1.AdM d dM l. gl00 IS to buqqor IndlNdu1 b a web tla memo anry. Additional tent dyand amII afAlg u lw F> is always requlnd for staWly, and m prevail oolispse with possible psreaW bdwy slur pmgny, dalWge. fa general guidance ropardl'W the faMratfon, alarage, deitv . erosion AM bracing Of trust" and truss sysrmro. see ANSYTPN Quality criteria, OSS49 and BC81 Building component eddy Intomutlon avallabM from Tnas Plate InNnae. 216 N. Lee Street. Suite 312. Alm andria. VA 22314. 6904 Pena East Blvd. Tampa, FL 36610 Job Truss Truss Type PlyT1283812a1: ty I lJob IT80318F03FlW1 Reference (optional) o.wm• r••nlw.w, Im1wr, r.n. w1, —.. ,Iaaw 0.1-8 H 11-4-0—I 1 Ss3 II 1.54 = 1 2 I.O•V•NI IONII NYI.. IIIVYWW,IIIG rn UOr VI II"V•:IONII Pegal ID:0837CakNCJUSySDiOmCDdnydilmyeTRGOEVy72GbEGNsTwD4aEmKdwYdIK25K ReyDHcT i 1"9.4 1 1.5nLt II 3 4 5 6 00013•0 Scale - 1:33.3 34 II 4lf II 7 e 9 10 11 4)2 = 1.54 11 4)z = 1 54 II 2 18-5-4 777Z Plate Offsets (X.YI-- 16.0-1-8.Edge). 11:0-3A.Edgel.117:0-1-8.Edoe1 LOADING (psf) SPACING- 2-" CSI. DEFL. in ((oc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) -0.18 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) -0.26 17-18 >825 240 BCLL 0.0 Rep Stress Ina YES WB 0.59 Horz(TL) -0.02 11 n/a We SCDL 5.0 Code FBC2014/TPI2007 Malrbo Weight: 104 lb FT = 20%F, 11%E LUMBER- BRACING. TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 640-0 oc purlins, except BOT CHORD 2x4 SP WA(flet) end verticals. WEBS 2x4 SP NO.3(flal) BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (Ib/size) 11-100010.3-0, 20-100010-7-4 FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1485/0, 3-4=243610. 4-5=293310. 56=2933/0, 6-7-273210. 7-8-203910. 8-9=840/0, 9-10=83210. 10.11=840/0 BOT CHORD 19-20=0/859, 18-19=0/2084, 17-18=0/2771, 16.17-0/2933, 15-16=0/2933, 14-15=0/2511, 13-14-011644 WEBS 11-13=0/1234, 2-20=1280/0, 2-19=0/956, 3-19-915/0, 3.18=0/539, 4-18-511/0, 4-17-85/519, 8-13=1048/0, 8.14-0(757, 7-14=722/0, 7-15=0/430, 6.15=513/24 NOTES- (7) 1) Unbalanced floor live bads have been considered for this design. 2) All plates are 30 MT20 unless otherwise Indicated. 3)'Semi-rigid pitchbreaks with fixed heels" Member end fait' model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacke, on edge, spaced at 10-" oc and fastened to each truss with 3-10d (0.131" X 7) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, DO not erect truss backwards. 7)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." QWARMNO - Wiry dodge pm. and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Y61472 raw. teelIMS BEFORE USE. Oesgn valid for use only with MRek* connectors. This design Is based any upon parameters shown. and Is for an Indk4dua building compadm, nit a Was system. Before use. the building designer must valfy the sWicablity or design Parameters and properly Iroaporae this design Into the overall building design. Bracing Y I ad is f0 pi va bucU g of Individual buss web end/or disci . w Wo only. Additional temporary and pamunam bead 7L.aW Is ways regained for dmbWty ens toprevam w -ftp- with pobo penaW bnkny anal perpoty danage. For general guidance regarding tics oR hlxkfitiM storage. delivery. enaction and bracing of trusses and buss systems. a" ANSIMPII Oualey criteria. OSS49 and SCSI Building component am paAu Eats and. salary InfonmaUon available hen Teas Rita InditW, 218 N Lee Shael, Suite 31Z Alexandria, VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply T1263812e Towle F04 floor GliderljobReferencelootionall11 cowers ruau . ramps. —coy, rococo .wiaoo 0.1-8 H 11-4-0—i ID: 0837CekNCJUSySDiOmCDdnyd 11 m.Ag1 gTkF7jRA7COrZPAP7ml7JikwtH7eTH13x_SyDHcS R1. 3.0—I Scale-1: 33.3 1.5tn3 II 1.54 = 1.54 = 4,G = t.s,o II 416 II 3x6 II 54 II 1 2 3 4 5 8 7 8 24 a 10 11 23 22 44 = 3x8 MT20HS FP = 1.5ja I I 5x8 = 1.5)0 11 164 SP = i=a LOADING (psQ TCLL 40. 0 TCOL 10. 0 BCLL 0. 0 BCDL 5. 0 SPACING- 2- 0.0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014/ TPI2007 CSI. TC 0. 96 SC 096 WB 0. 84 Matrix) DEFL. In ( loc) Udell Ud Vert(LL) - 0.22 15-16 >999 360 Vert(TL) - 0.34 15-16 >645 240 HOIz(TL) - 0.02 11 n/a n/a PLATES MT20 MT20HS Weight: 108 Ill GRIP 244/ 190 187/143 FT - 20% F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purtins, except BOT CHORD 20 SP No.2(flat) 'Except' end verticals. 12-18: 20 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 20 SP No.3(flat) REACTIONS. (Ib/ size) 11-137710-3-8.21-1093/0.7-4 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3 =165110, 3.4-2753/0, 4-5=347710, 5.6=347710, 6-7=3421/0, 7-8-286010. 8-24= 285710, 9.24 =288310, 9-10=1197/0, 10.11-119710 BOT CHORD 20.21-0/ 944, 19.20=012327. 18.19=0/3181, 17-18=D/3181, 16.17-0/3477, 1S-16=0/3477, 14-15=0/3295,13. 14=0/2388 WEBS 11-13=0/1758, 2-21-140610. 2-20=011082. 3.20=103310, 3.19=01651, 4.19=-654/0, 4-17-WW2, 5.17- 303/0, 9-13=1736/0, 9-14=0/705, 7-14=-66410, 6.15=259/247, 6.16=265/58 NOTES- ( 11) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise Indicated. 3) All plates are 3x4 MT20 unless otherwise Indicated. 4) The Fabrication Tolerance at joint 18 - 11% 5)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 slrongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131" X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) CAUTION, Do not erect truss backwards. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 549 lb down at 14-9.4 on top chord. The designiselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE( S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Lire (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (ptf) Vert: 12- 21-10, 1- 11-100 Concentrated Loads (lb) Vert:24=- 469(B) 0 WARNING - V ffy design parameters and READ NOTES ON nffS AND (NCLUDED INTEN REFERENCE PA E M67471 rev. t0 WM5 BEFORE USE. Oeso vWW to use only who Mfr*W aonnxWn. This design Is band only upon parameters shown. and Is for an b1dlvWwl budding component. AM a tws system. Before use. site buWep designer must wally site oppli aWgty of design parameters and property Incorporate this design Into the werag binding design. Bndrp btdicstad la 10 pravars buWtrq of IMMdual Yuri web andfor rston member only. Additional temporary ant permanent fxackg Fwa Is always rartuked for staUllyandtopreventcollapsewithp*WWs personal Injury aid property damage. For general guldanoe ng"I g the tatrlcaWn, stasW. de0vsry, erection and bracing of truss" aid Was systems. sea ANSVTPN Ousltty Cdtarls. DS549 and SCSI Building Component 8004 Poke East Sm. 60say Information available mom Truss Plea Instaun. 218 N. Lee Week. Sude 312. HSAndna. VA 22314. Tempo. FL 36610 Job Tfuaa Truss Type pry 1ply T12838130ljobT80318FOSFloor11 Reference (optional) wooers rusumxce. r arpe, rum wy. Erma Zama 0.1.8 H 1 140 I 1'04v a fte 10 2e17 MUIex inousRas, Int Fa Dsc dl 17:w:17 Za17 real 1 ID:0837CakNCJUSySDiOmCDdnydl l m-Aqt gTkF7jRA7COrZPAP7ml7L2kz5H5bTHgX_5yDHeS 1-11-0 A40_ 1 i Seale =1:29.3 3x4 = 314 = 3x4 = 1.5)d 11 1 Sx3 I1 400 = 3x8 II 414 II 2 3 4 5 a 7 8 9 10 3x4 = 3x4 = 3x4 = 3x4 = 418 = 4x8 = 1 5x3 II 14.7-0 Plate Offsets (X.Y)— 110:0-3-0.Edgel.113:0-1-8.Edael.114:0.1-8.Edael LOADING (psf) SPACING- 2-" CSI. DEFL. In (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) 0.19 14-15 >887 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) 0.29 14-15 >588 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Metrix) Weight: 84 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 20 SP No.1(flat) 'Except' TOP CHORD Structural wood sheathing direly applied or 2-2-0 oc purlins, except 8-10: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP No.l(flat) BOT CHORD Rigid ceiling direly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 10=788/0-3-8.17-78810.7-4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1105/0, 3-4=1718/0, 4-5-1673/0, S-0=1673/0, 6-7-1673/0, 7-8=653/0, 8-9s660/0, 9-10--653I0 BOT CHORD 16-17= 0/667, 15-16=0/1529, 14-15=0/1840, 13-14=-0/1673, 12-13=-0/1139 WEBS 10.12=0/959, 2-17-994/0, 2-16=0/670, 3-16=647/0, 315=0/290, 4-14-361/132, 7-12-724/0, 7-13=QM46, 6.13= 44410 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2)'Semi-rigid pitc hbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 sfrongbacks, 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." AWARIBNO - V.Wdedgn P.M. and READ NOTES ON TICS Ala?WMAZED AOTEK REFERENCE PAGE 1101-7473 rev. 14AMMrS BEFORE USE. Design veld for cue only with MITOW aaured I . This design Is based only upon psnmaters Mown. and to ror an Individual hdk&V eatpatad, not a truss "am. Baton use. the aBatq designer must wity the sppOeaWmy of design persrrmtan AM prop" IrCogWra this design Into 0a OVOW building design, Bracing bWluled Is to pavan budding of IttmNaal truss web axlror dwrd members only Additional temporsny and parmananl WwAV Is •ways rsqutred for staWay and to pawnl ooWse with possible personal trdmy and pxope ty damage. For genanl guldenoe regarding the N! fabrication, storage. da0vary. aredion end bradnp of trusses end truss system. see ANSVrPH Quality Critests, OSS49 and SCSI Building Componom 8904 Pale Ere BAd. Safety Infommtlon available Own Tees Ptate Institute, 218 N. Lee Strew. Suite 31Z Alexandria, VA 22314. Tampa, FL 36810 Job Truss Truss Type PlyT1TSM161"" y IFOBFloor1 Job Reference (gillionall euuoers rewsuuw. —W.. r em awry, ,-- - 0.1-8 H1 ' t 1.64 11 1.64 = 1.54 1 2 ID•0837CakNCJU5ySDiOmCDdnydi Im-e0DCh4FIUll_gYOtzuwM,MUG8K80aodWPp4WJ(yOHcR 1.SX3 II 5 6 8 e e 1:25.7 1.54 11 1 5x3 = 7 a 1.5)0 II 3td1 = LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2.0.0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Ina YES Code FBC20141TP12007 CSI. TC 0.97 BC 0.64 WB 0.34 Matrix) DEFL. in (loc) Udell Ud Vert(LL) -0.23 12-13 -749 360 Vert(TL) -0.35 12-13 >505 240 Horz(TL) 0.03 9 n/a n/a PLATES GRIP MT20 2441190 Weight: 82 ID FT = 20%F, 1196E LUMBER- BRACING - TOP CHORD 2x4 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals. SOT CHORD 20 SP M 31(flet) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 9=796/0-7-4, 15=802/0.7-4 FORCES. (Ib) - Max. Camp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3 =1128/0, 3-4=1770/0. 4-5=-1740/0, 5-6-174010, 6-7=115410 BOT CHORD 14-15=0/679, 13.14=0/1567, 12-13=0/1891, 11-12=0/1740, 10-11-011740, 9-10=01662 WEBS 2-15=1011/0, 2-14=04117, 3-14=671/0, 3-13=0/310, 4-12-343/153, 7-9=989/0, 7-10-0/722, 6-10=-672/0, 6- 11 01322 NOTES- ( 6) 1) Unbalanced floor live bads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3)' Seml-rigid pitehbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 tltrongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0.131' X r) 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." O WARMNO. Vary design puernaers and READ NOTES ON 1116S AND INCLUDED e01EK REFERENCE PAGE 11604,172 ~. 10AMI S BEFORE USE. O" p vaM nor use only with MRelue aonrocwm This design Is based only upon pmmelen shown, and Is for on IndMeuN building cargo m not a tense "am Berea use. the building designer musl venly the q*Uc ft of design panemaers end pnopedy Ineorporete IMa deep Into the overall Duo" design ending i dieted Is to prevent budding of Utdivkrel toes web and/or Gard mennbere only. Additional temporary and pemulnent bnadrg Is ys swa(epWred for slabpre Btly andtoventoou"m with pos, a penaal Ut)wy and pap- ty damage. For general guldens regarding the ablcmlat, storage. dal". aroti,on and bating of Molest; and Ina systems. we ANSVrPl1 Quality Cdterta, 031411 and SCSI Building Cemponam 6904 Pads Fast Blvd. 8dety intomtadon avageblo farts Tmu PWe InsMiAe. 211 N. Lee SUW. Suite 312, AlexaMAs. VA 22314. Tampa. FL 36610 Job Truss Type Oty PyT12638132PmTOMIS7FloorGirder11 act,«.,. ..«.,....A.....Y... r..... _Y, '- I. V ,o ar. i r rap. 10:0837CakNCJUSySDiOmCDdnydl l m-eObCIMFIUII_gYOhuwMJV048OtOdKdWPp4WXyDHcR t-4.0 3!4 =ip 1 314 II 2 3 3YA = 4 3.4 II Scale - 1:10.0 34 = 3)d = LOADING (psf) SPACING- 24)-0 CSI. OEFL. In (loc) Vdefl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 V@ri(LL) 0.01 7-8 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.40 Vert(TL) 0.02 7-8 999 240 BCLL 0.0 Rep Stress Ina NO WB 0.17 Horz(TL) 0.00 5 Na n/a BCDL 5.0 Code FBC2014fTP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flet) TOP CHORD SOT CHORD 20 SP No.2(flet) WEBS 20 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 8-569/Machanical.5=494/0-3-8 FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-539/0 BOT CHORD 7-8-0/539, 6.7--V539, 5-6=0/539 WEBS 2.8=-708M, 3.5=708M PLATES GRIP MT20 2441190 Weight: 27 lb FT = 20%F, 1196E Structural wood sheathing directly applied or 3-7-15 oc purilns, except end verticals. Rigid ceiling direly applied or 10-" oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girders) for truss to truss connections. 3)'Semi-rlgid 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 3r) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' LOAD CASE(S) Standard 1) Dead r Floor Live (balanced): Lumber Increase=1.00. Plate Increase=1.00 Uniform Loads (plf) Vert: 5-8-10. 1-4=100 Concentrated Loads (lb) Vert: 2=-688 Q WARNING - Veft design parameters and READ NOTES ON INS Ala) INCLUOEO AUTElr REFERENCE PAGE AIP-7473 raw. f0AILIMS BEFORE USE. Design valid for use only wW MfT" eormclors. This design Is Weed only upon parameters Shorn. one IS lot an IrWlvi" building compartam, not a Was "am. Betora uta, Oro W WkV dagner mug va * Ua applkabft of d&Wp parameters and prWany proorponda this datlgn Into Um overa0 bugding design. Bracing indicated 4 to prevent Mudding or Ir1Nvlduel clues web arWor , , membersonly. Additional temporary and par arem bracing It aNrso ("tared for stabOsy and to pavam aol"M with postlbe parsorW I*ry and property damage. For general guldance regarding Um low fabrication. atorsge, do". erection and bracing of trusses and Wes eyaamt, a" ANSIRPH Quality Crltarts. 03849 and SCSI Building Component 6904 Parks E09 BIW Safety IMormadon avallable from Truss Plate Inf10We. 216 N. Los Street. Sup* 31Z Alexandria, VA 22314. Tempo, FL 36610 Job Truss Truss Type Oy Ply T126361MljobT80318FileGABLE11 Reference (ajii4onall Hectors mraaorace, r ems, — -W. rwn oua o oly 1 2 3 28 27 26 25 24 ID 0837CakNCJU5ySDit]mCOdnydllml09aul]GNF2l]Bi xXbRbrICLrYgfl6rmk3Ye2ryDHcU 0148 Scale a 125.5 4 5 8 7 a 9 10 23 22 21 20 19 19 17 11 12 13 30 0 29 16 15 14 LOADING ( psf) SPACING- 2.0.0 CSI. OEFL. In (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 SCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(fL) 0.00 14 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 76 lb FT = 20%F, 1196E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(0at) 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(Bat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 20 SP No.3(8at) REACTIONS. All bearings 15.6-8. lb) - Max Grav All reactions 250 lb or less at joint(s) 26, 14. 25. 24. 23, 22, 21, 20, 19, 18. 17. 16, 15 FORCES. ( lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- ( 7) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord beating. 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-" oc. 5)' SemMgld pitchbreaks with fixed heels' Member end fairy 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 W) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING • Vafrry design parameters and READ NOTES ON 71143 AND INCLUDED AUTEK REFERENCE PAGE 61I0-7472 rev. f00]I2or6 BEFORE USE. Design valla for we any with Mfral® connectors. This design Is based only upon parameters shown. and Is for an Individual bulwng component, not a buss "am. contra use, the building designer must verty the spptkabU4 of design pramsters are properly knwtporata this design kilo the overall kw. buildingdesign. Gracing In sated Itto prsrem buckling of mavldual buss web analor dammember only. Additional temporary and pamteoent br.wg Is sways fequbed for VAbaay ma to prevent m 0apse with pounse personal k*Ay and poperty damage. for gonanl guidance regarding the feencsoon, stripe, delivery. erection and broc" of trUeses and truss systems, see ANSVrPH Quality Criteria, OSS49 and SCSI Building Component 6904 Parks fast Sm. Sooty Information insis bis bone Tnos Piste InsWute. 218 N. Lee Sir". S ee 312, Alexandria. VA 22314 Tamps, FL 36610 Job Truss Thus Type Qy Ply T126MI34lJob ITB0318F09Ft= 5 1 Reference (optionall 1m.a. r.auwrw. 1 a1.. — wy, r— ale.. 0.1.8 H 1 14-0 I 1.514 II 1.514 = 1.5x3 = 1 2 18 17 r..—. r.q 1. al r Mlle[—UNS.M. —H W 1/:VI:1.". I repel ID:0837CakNCJUSySDiOmCOdnydllm-609auOGNF2OrSi xXbRb4CiRYbC111mk3Ye2zyDKcQ 1.514 II 1.54 II 3 4 21 5 a e e .1.26.9 1.64 11 1 S14 = 1.54 = 6 9 w aw w w waaa>_w w w. VRAII 'I Kit all 20 QR 19 1588 Plate Offsets (X.Y)- f13:0.1.8.EdoeIA14.0-1.8.Edge) LOADING (psi) SPACING- 2-" CSI. OEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0.16 /2-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(TL) -0.25 12-13 >740 240 BCLL 0.0 Rep Stress Ina YES WB 0.35 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrbf) Weight: 86 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flet) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. Except: 2-2-0 oc bracing: 12-13. REACTIONS. (lb/size) 16-834/0.7-4, 10=83410.74 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=117710, 3.4=1979M. 4-21-197910. 5.21-1979/0, 5.8=1979/0, 6.7=-1868/0, 7-0=1189/0 BOT CHORD 15-16=0l713, 14-15=0/1636, 13.14=/1979, 12-13=o2038, 11-12=011649, 10.11=0/709 WEBS 2-16=1062/0, 2-15--0/709, 3/5=702/0, 3.14=01W. 4-14=342/0, 8-10-1056/0, 8-11=O/734, 7-11=703/0, 7-12=O/335, 6-12=261/0, 6-13=281244 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 Wmngbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' AwmwNo. Vwf& design pasmsfas and HEAD NOTES ON TtAS AND INCLUDED AGM REFERENCE PAGE 1113-74" nv. 140=0/6 BEFORE USE. Design valid for use any wUt MITeaa connectors. Tlds design Is based only upon psramgent shown, and is for an IMIvidusl Ns" corrporlerrl, M a Miss "am. Before uss. On bul dblg designer roust verty the apgluMOly of design paramaters and property htcarpaste this design Into the oven0 tara&V design. Bra ft Indicated Is to prevml Mcking of Individual truss web and/or dlord member aft. AddilorW tempaay aM permanent IlrstLq Is always required for stability and to pavers coBaPee with Possible pertain WPM and pop" darnage• For gendM guidance regantbq am is fabrication. storage. delMry. eredlon and brsdng of Misses and buss "ants, sea ANSUTP" Quality Criteria, DS840 and SCSI Building Componad 6904 Pala East 8b d. 6areryIrdormstion avWbdit ham Tune Plate Inslkde, 216 N. Las Shoal, Susie 31Z Almondda. VA 22314. Tampa, FL 36610 T12SWI35 s FhtL4a[ce. Tampa. 0.1-6 H 1 1.4.0 1.54 11 1.5a3 = 1 sic = 1 2 19 17 1 ID 0837CakNCJUSySDiOmCDdnydl 1 1.9.12 i FWLQ-I 15x3 II 1.5r1J II 3 4 5 6 7 S6ele - 1:28.3 1.5'a II 1.5x3 = 8 9 wow w w w w w w w 1 II Y /-\ VA Y ,Y 3xS = Plate Offsets (X Yl- (13:0.1-8 Edael (14:0.1-8 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.15 12-13 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Ven(rL) -0.22 12-13 • >822 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 HOrz(TL) 0.04 10 We nla BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 85 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puriins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid telling directly applied or 1040 oc bracing, Except: 2-2-0 oc bracing: 12-13. REACTIONS. (lb/size) 10=814/0-3-8, 16=820(0-7.4 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=115", 3 4=1920/0, 4-5=-1920I0, 5.6=-192010, 6-7=1827/0, 7-8-1186/0 BOT CHORD 15.16=O7700, 14-15=0/1599, 13-14=QM920, 12-13=0/1979, 11-12=0/1627, 10.11-0/723 WEBS 2-16-1044/0. 2-15=01693, 3.15=68110. 3-14=0/616, 4-14=328/0, 8-10=105(1/0, 8.11=0/708, 7-11=-674/0, 7-12=0/305, 6-12=26410, 6.13=3311255 NOTES- (6) 1) Unbalanced floor live bads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreake 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. Stmngbacks 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." QWAMUNO. Vwfry dealgn parwWwv and READ NOTES ON TIdS AND INCLUDED WMX REFERENCE PAGE 1014473 rev. 1001 d1S BEFORE USE. Deso vaW for me 0* wah Mrralxm oon eaone. This deogn is bawd ordy upon paranwent Strewn. OW Is rat an IWMftW bulding component, not a truss "ern. Before uw. the burdbV dwlpner must vadfy the appllmWBty of desip parameter and ptopetty Incorporate this deslen Into the overall WHIM damp. 8ndng Indicated Is to prows Oaop6lp of IdlNdrml Was web arndlor rinord mamben mry. AdddWW temporary and peanaMM braCl n Is aavap requled for oAbaky and to pevam o*Apse with poatlble penanal initay and prbpany damage. For gerenl guidance regardbV the law hbAratbn, atdrge, dellvary, aroGbn and bradnp of Wawa and Was system.. wa ANSVrPl1 Quality Criteria. DS8411 and SCSI Building Componwd 6904 PMce East BIW. Setaty Infomedon Mltable cam Tnws Plalo InWltae, 218 N. Lee Sleet, Sine 31Z Aexandda, VA 22314. Tampe, FL 36610 Job Truss Truss Type Oy Ply TIMUI38 IT80318f11FlocGMa11 Job Reference (goignall w,w.•ru.www. .anry., rr,n wq, rwnw wave n.y.v ay.. w.. eR .rwww,.nc -Gi -OC2020is Paqui ID:0837CakNCJUSySDiOmCDdnydllm-ePiySmH70h1Yi3sZ85 gOwlglxuCUSOw74IBaOyDHeP 0.1-8 H 1 1-4•0 I i 1-9.12 i 6 041-0 i G•8 Srais=1:28.3 11.54 II 1.54 = 1.54 II 154 = 3,6 = 3x8 = 1.5411 1.54 II 3x4 = 3x4 = 4x8 = 1.530 = 1 2 3 4 5 8 7 8 9 18 17 as a t a tt 3x4 = 3x8 = 3,4 = 3x4 = 3x4 = 416 = 34 = LOADING (Pell SPACING- 2-0-0 CSI. OEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) 0.17 12-13 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) 0.27 12-13 672 240 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 85 Ill FT - 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(fIW) TOP CHORD Structural wood sheathing directly applied or 5.4-6 oc purtins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS . 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10-1039/0-3.8, 16=906/0.7-4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-1299/0. 3.4-2274/0. 4-5-227410. 5.6=2274/0, 6.7-2358/0, 7-8=159010 BOT CHORD 15-16=0/777, 14-15=0/1827, 13-14=0/2274, 12-13=0/2422, 11-12=0/2227, 10.11-0/935 WEBS 2-16-1158/0, 2-15=0/797, 3-1S= IX)7/0, 3-14=01805, 4-14=-419/0. 8-10-1358/0. 8.11-0/1001. 7-11-97410, 6.13- 539/0, 5-13-20/330 NOTES- (7) 1) Unbalanced floor live bads 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 slrongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 31) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 391 lb down at 11-3.4 on top chord. The designiselection of such connection device(s) Is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' LOAD CASE( S) Standard 1) Dead a Floor Live (balanced): Lumber Increaseal.00, Plate Increase-1.00 Uniform Loads ( plf) Vert: 10- 16-10. 1-9-100 Concentrated Loads ( lb) Vert: 7- 311(8) O WARMING- Ve t deslpn Paamehra and READ NOM ON MS Alm INCLUDED A07EK REFERENCE PAGE M&7473 nv. MV2015 BEFORE USE. Design valid fat use O* wah Mfrskildonne ters. TW design is based only upon psrsmeters sown. aW b for an kWhWualbu&" cw pCrom, not a trust "6111. Before, buddIt "ner U ON SmOOS rsdesign into the design. 8nnIndICSi1W prevsn budding hMlvidalwO C' ' ' eMbsrs AdllyGllwrol temnDOM&M eryand pMMnebrrLp 1s Always required forstsbW and to prevent collapas with possible personal In jury and property damps. For general guldsncs regardYq the s*+ hMrAlon, storage. delivery. Comm ant - .. of trusses and truss symats, on ANSITIN" Quality criteria, OSS49 and BCSI Building Componertl 6904 Parks East BM. slaty Intom"on svallable f m Teas Plate InsWuts. 216 N. Lee Suess. Subs 312. Alexandria. VA 22314. Tampe, FL 36610 Job Truss Truss Type Oy Ply T12&181171TBM16F12Floor11 Job Reference (cotionall uaeers rna . i arrwa, — awry. rwrw soave 0.1.8 H l 14o 3x4 = ID.OB37CakNCJUSySDiOmC6dny,,Im-ZbHKJSlergg2Y108Ke0U3w8H3NLNODxR3CM1k7syDHCO 1.9-0 I F-041.0 A"I 1-3.0 I Sans - 1a9.9 314 = 3x4 = 1.5x3 II 1.54 11 4x8 = 3xe II axe II 2 3 4 5 a 7 a 9 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) IldeB L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(U.) 0.08 13-14 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(TL) 0.12 13-14 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.34 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC20/4/TPI2007 Matrix) Weight: 67lb FT = 20%F, 11%E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(flst) TOP CHORD Structural wood sheathing direly applied or 6.0-0 oc purlins, except SOT CHORD 20 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flet) BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (lb/size) 9=59610-3-8.15=596/0.7-4 FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=774/0, 3-4-99910. 4-5=-999ro, "-999/0, 6.7=-483/0, 7-8=-490/0, 8-9=-483/0 BOT CHORD 14-15=01499, 13-14-0/1005, 12-13=0/999, 11-12=0/803 WEBS 9-11=0/710, 2-15-744/0, 2-14=0/421, 3.14=353/0, 6.11=-477/0, 6-12=0/549, S-12=384/0 NOTES- (6) 1) Unbalanced floor live loads have been Considered for this design. 2)'Semi-rigid pitchbreaks with Posed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-" 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 0.5001n. 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." 0 WARNING - Vw* design parumt. end READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MIF7472 ran. 10AW012 BEFORE USE. Design valid tor use only wtlh WOW mnneGMe. This design Is based only upon pMametem shown. and is let an Individual bulking component, not a truss syuem eaten use, the buildhq designer mmt verify the "kabmy of design parMMem and proparty Incorporate this design Into it* ovenu building design. Bmoing Indicated is to prevent buUding of Individual truss web and/or r- I members only Addblonel temporary end pemurord aackq Is awaya required for VAb92y and to prevent collapse wall possible personal Iniury and property demsge. For general guidance regarding the tabrindlon, storage. del". areabn and bredng of busses and truss systems. see ANSIRPH Quality Criteria. 03849 and SCSI Building Component 6904 Parke Eat Blvd. safary tNIemeaon avabblehom Tres Plate Instxute, 219 N. Lee Street. Suae 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Dry Ipty T126MI30ITSW18F13IFloorGhder11 Job Reference (aptigmil BWMM FhaLSou". Tanga, PUN Cly, F1brMa 33W 7.640 a Aug 10 2017 Mf74k IndufVlaa, Ind. Fri 00C 01 11.04.21 20I7 Pepe I ID:0837CakNCJUSySDiQmCDdnydllm-2bHKJ5lergga108KeOU3"H81LTX0 f3CM1k7syDHOO 1 3x4 II 2 3 3x4 = 4 3x4 II scale = 1:10 0 1e = 3)0 = 3-53 r 3.53 I Plate Offsets (X Y1- 11•Edge 0-1-81 12.0.1-8.Edoe1 13:0-1.8.EdcaI LOADING (psQ SPACING- 2-" CSI. DEFL. in (loc) I/de0 Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.19 Ver(LL) -0.00 7-8 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.21 Vert(TL) -0.01 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC20141TPI2007 Matrix) Weight: 26 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-3 oc purlins, except BOT CHORD 2x4 SP No.2(Ilat) end verticals. WEBS 2x4 SP No.3(ftat) BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (lb/size) 8-437/Mechanlcal, 5=41210-3-8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=416I0 BOT CHORD, 7-8=0/416. 6-7-W416. 5-6=/416 WEBS 2-8=54610, 3-5-54610 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 sfrongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead r Floor Lhre (balanced): Lumber Increase=1.00. Plate Increase=1.00 Uniform Loads (pit) Vert: 5.8-10, 1-4=100 Concentrated Loads (lb) Vert: 2-496 0 WARNINO - VrMy daslpn pMrnoten and READ NOTES ON TNIS AND INCLINED aOTEK REFERENCE PAGE 1110.703 mv. 16024016 BEFORE USE. Oaten va01 for use any with MlTetre Connectors. This design is baud only upon pMmeters shown. end is W an Irdh46ual buldinp canlooew 1, not a Wu tyttM. Before use. IM btMkp designer mwt verify the spplkyb101y of datpn parameters and properV hrcorperais this daspn Imo the owns bu9rarlp design. WaCkV indleste0 isto prowl buWhp of InANdual truss web andlar chord members any. AdddbrW temporary and pemenerd bow) is & bays rpulred for dsb r ant to reverd collapse with Possiblepal h*ry andpW Vwty • Far generalOuNuos rag&rdh o UefWaff fabricaU , storage. dal". erection and badfq d trusses and truss "eaw we ANSVTPH Cualhy Criteria. OS&69 and SCSI Building Component 6904 Parke Fast Blvd. adety IdomeUon avadeble from Tnas Piste InsUh/e. 218 N. Lee Street. Suke 312. Aleandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type y Ply ICI t13T128139 T80318 F14 Floor 5 1 wmwe ruwawnm. ... rr.m wT, rrvnw .wiaw 41.8 H l 140 r.wu a iurp ro arr-exrm—, rrra rmuecur rrrrr:[",i roger ID.0837CakNCJU5ySDiOmCDdnyd 11 m-Xorj WRIGYzoOJ91 WCk71TLgGelfsy08DROnNyDHCN i 1-11-12 1 i 041.0 1:te.e t.5x3 II 1.Soo = 1.5.3 II 1.54 = 1.54 11 1 5A3 = 1 2 3 4 5 8 7 3xa = LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-" Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Ina YES Code FBC2014/rP12007 CST. TC 0.63 BC 0.85 WB 0.24 Matrix) DEFL. Vert(LL) Vert(rl-) Horz(rL) In (loc) Udell Ud 0.11 11-12 >999 360 0 15 11-12 >868 240 0.02 8 nla n/a PLATES GRIP MT20 244/190 Weight: 65 lb FT - 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (lb/size) 8=603/0.3-8, 13=610/0.7.4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=79910, 3-4=1046I0, 4-5=1046/0, 5-6=-834/0 BOT CHORD 12-13=0/512, 11-12=0/1039, 10.11=0(1046, 9.10=0/1046, 8.9=OISW WEBS 2-13=763/0, 2-12=0/439, 3-12=3f37/O, 6-8-72910, 6.9=0/506, 5-9=536/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) "Seml-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 tdrongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacka 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." AWARNINO • VMry d.dpn P.M. and READ NOTES ON TICS AND INCLUDED aaTEK REFERENCE GAOE I1111-7472 rev. f003r:015 aEFORE USE. Design valid for We only with MRok® oonroctas. This design Is Weed 0* upon parameters shown, and Is for an IndMdual building component. not a Uuss system. Before use. the building designer must verify the app9rabay of design parameters ant property Incorporate this design into the ovsng bWldhg Design. Bracing I ndkated Is to prevent buclakp of Individual buss web and/or dtord member, only, Additional temporary and permanent txa I Is always required for deb0ay, and to pievernt colapw with potable personal kyury and property damage. For genand guidance regarding the Is faarkaUm, storage. dalhlry, areGbn ant bracing of trusses and Wes systems. sae ANSVTPH Quality Criteria, 03829 and SCSI Building component sow Parke East Blvd. Safety information available tan Tess fists InsWae. 218 N. Las !treat, Suite 312. AlexandM. VA 22314. Tampa, FL 36610 Job Truss Truss Type sty Ply T1283e140 T6031e F15 Floor 10 1 Daimon ru—m. helps, rum a ". —a .leaoo o1•e H 1 140 I 30 = 2 3R4 = r.1Nu a PAO 10 Zu1 r al I OR InauMOs. 1nC. rn UtC u1 1 r.04.ZZ Zu1 r Yage l 10:0837CekNCJUSySDiOmCDdnydl l m-Xoq WRIGYzoQJSI WCk9RLgEzljnyOfDROnHIyDNeN 1 1.9.4 I f-041-0—I 913-§ 1.3.0 i Seale - 1:19.9 314 = LSx3 II 1.54 11 44 = 310 II 3.6 II 3 4 5 e 7 e 9 oRw — 4" — 31a1 — 1 WO ll LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (bc) Ildefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) 0.08 13-14 >999 360 MT20 244/190 TCOL 10.0 Lumber DOL 1.00 SC 0.60 Vert(TL) 0.12 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 67 lb FT = 20%F, 11%E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing direo0y, applied or 6-0-0 oc purans. except SOT CHORD 20 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(0at) BOT CHORD Rigid ceiling direly applied or 10-" oc bracing. REACTIONS. (lb/size) 9-597/0.3-8, 15=597/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-776/0, 3-4-1003/0, 4-5=1003/0, 5.6-1003/0, 6.7=-48510, 7-8=-493(0, 8-9---485/0 BOT CHORD 14-15=0/5W, 13-14-0/1008, 12-13=0/1003, 11-12=01805 WEBS 9.11=0/713, 2-15-745/0, 2-14=0/422, 3./4=355/0, 6-11=-477/0, 6-12=0/554, 5.12-38810 NOTES- (6) 1) Unbalanced floor live bads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels' Member end Podty model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 104-0 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 0.5Win. 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.' O WARMNO • Vastly deayn Parameters and READ NOTES ON /HS AND INCLUDED WTEX REFERENCE PAGE A 0.7472 MV. 10A&WIS 6EFORE USE. D*Wp va1M for use only who MIT*W cernedora. This design IS based only upon perRnrtan shown. eM Is br an Individual bubdN mmponem, not a truss system. Refers use. Ole bu iftV designer must vertly tht applicab101y of deso parameters and properly ftartmate this design bd0 the *VMS building desgm 0raetrlp YMbated is to prevard buckMV of IrrdMdu d truss web orWw dwrd members any. AddbbrW tamporery aM psnnarwo braeft Is always required for statoft and to prevad collapse with possible personal k u y and property damage. For general guManm ragardbV OM abriesiWL aaage. d*my. WOMM and WSWV of trusses AM truss sysiams, sat ANSVrM Quality CAtmla. 03134f and aCsi SuRding Componam 6904 Peke East 8W. 9afey bdonnatim avaWble horn Tnus Phte institute. 210 N. Let Strait, Sucre 31Z Naarg ta. VA 22314. Tamps. FL W610 Job Truss Truss Type Oy Ply T72838141 TOW16 F18 Floor 1 1 Builders FkstSource. Tampa. Plant City. Florida 33588 5 4 0.1•0 H l 1.4-0 I 1.54 11 1.51A = 1.5a9 = 3x4 = 1640 a Aug W 20i r MI I as induiiviss. inn. re NOG V 1 i7 64 23 20i i rage , 10.0837CakNCJU5yS0iOmCDdnydllm-4 05knJuJHwHwJymRWXO2MRM93phn2MfgNABkyOHCM 1 1 e 4 i F 1--0 Seale = :18 9 416= 1.510 II 44= 3A= 1 4 5 314 8 7 30 = 41d1 = 44 = 44 = LOADING (psf) TCLL 40.0 TCOL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-" Plate Grip DOL 1.00 Lumber DOL 100 Rep Stress Incr NO Code FBC2014/TPI2007 CST. TC 0.57 BC 0.61 WB 0.59 Matrix) DEFL. in (loc) Vdefl Ud Vert(LL) -0.06 10 >999 360 Vert(TL) -0.12 W >547 240 Horz(TL) 0.03 8 We We PLATES GRIP MT20 244/190 Welght: 64 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 640-0 oc purlins, except BOT CHORD 20 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0.4-0 except (jt=length) 12-5-6-9. 11=5-6-9, B=Mechanical. lb) - Max Uplift All uplift 100 lb or less at joint(s) except 11-128(LC 4) Max Grav All reactions 250lb or less at joint(s) except 13=978(LC 1), 13=978(LC 1), 12=1859(LC 1). 11=581(LC 7). 8=1897(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-570(0, 3.4=2457/0, 4-5=-245710, 5-6=220610 BOT CHORD 12-13=O 738, 11-12=011864, 10.11=0/2457, 9-10=Q/2457, 8-9=0/1578 WEBS 2-13=1099/0, 2-12=-629/108, 3-12=209310, 3-11=011231, 4-11-72310, 5-9=588/0, 5.10= 26710, 6.8=2296/0. 6-9=01960 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 11. 4) Load case(s) 1, 2, 3.4. 5, 6, 7, 8, S. 10 has/have been modified. Building designer must review bads to verify that they are correct for the Intended use of this truss. 5) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used to the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' LOAD CASE( S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=l 00 Uniform Loads ( plf) Vert: 8- 13=10. 1-7-450 2) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads ( plf) Vert: 8. 13=10, 1-7=-450 3) 1st Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads ( plf) Vert: 8- 13=10, 1-4-450.4-7-188 Contlnued on e 2 0 WARNONG - VW* deafen paranMren and READ NOTES ON TTMS AND INCLUDED WTEK REFERENCE PAGE MOFT4T2 mv. 14001 I M BEFORE USE. Design valid for use ordy vdin Mrrek® connectors. This dealers Is acted onty upon parameters Shown. and Is for an Inndivldual M1WIng componam. not Before the tx Mdiog designer must verify the oppOnWMy of design paramstem and perry Incorpolale this design Imo UM overt a topssystam. use. building design. Bran I Q Indic" is to pavern budding of Individual truss web antler chord members odiy. Additional temporary and Permanent Orar6q Is aarsya requfrsa Ion w0eey and to pevem collapse vrith pie personal Iniury and Map" damage. For general guidance ragas" the blb ..al.. , garage. de0wry, erection and Enctnp of 1lufaes and truss aygarna, see ANWWn Quality Crbarls, OW49 and SCSI Building Component Sally Intornudon avagaW from Tow Plate Institute. 216 N. Lae Streal Suite 31Z Alexandria. VA 22314. 81104 Ps" fag arse Tempo. FL 36610 Job Truss Truss Type Oty Ply I T12&761N T80316 F16 Floor 1 1 Job Reference (Wional) tAddrs FU1LSpaae. Tampa. Plana GIY. Fprtla 33WO r.ow rug ro cur r rw six rrrrorwee, rrc rn use r r rw-ca a r rqo c ID.0837CekNCJU5yS0 iOmCDdnyd11m-? OSWujHwHwJljmRWX02MRM93phrOM(pVNBkyONCM LOAD CASE(S) Standard 4) 2nd Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase-1.00 UnIform Loads (plQ Vert: 8.13-10, 1-4=-188, 4-7=450 5) 3rd unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pIQ Vert: 8.13=-10. 1.4- 450. 4-7-188 8) 4th unbalanced Dead: Lumber Increase=1.00, Plate Increase-1.00 Uniform Loads (ptl) Vert: 8.13=10, 1-4-188, 4.7=-450 7) 1st chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (ptl) Vert: 8-13=10,1-5=450, 5.7=188 8) 2nd chase Dead + Floor Lbe (unbalanced): Lumber Increase-1.00, Plate Increase=1.00 Uniform Loads (ptl) Vert: 8-13=10.1-7-450 9) 3rd chase Dead: Lumber Increase-1.00, Plate Increase=1.00 Uniform Loads (pll) Vert: 8-13=10, 1-5= 450, 5-7=188 10) 4th chase Dead: Lumber Increase=1.00, Plate Increase-1.00 Uniform Loads (plf) Vert: 8-13=10, 1-7=450 O WARMNO - VrMy design parameters and READ NOTES ON InGS AND INCLUDED MIEK REFERENCE PAGE A19-7473 rev. taMMS BEFORE USE. Design NW for use any wkh MrralaD con l.al, Irt6 design Is basedonly upon parameters shown, and Is Ow an Individual building bamprem, no a was system Before use. the buIldbng dsetgnr rtsm vrdy 0e epplrablgry of design paartetrs and gap" Irarporre this design Into the over.11 bugdirq design. Besting bd"W Is to paveu Wd&q of Individual bees wee rdrbr awm ambers ody. Add Ural lemponay and pemenem txarJrq Is always required for stabYby and to pnavanl omapse with poaslas personal Way and pmp" damage. For go-nd guldance regarding the faWlcdlrn, tldmge, deUey, erecilon and bracing of trusses and truss systems, esa ANSVIPH Dually Criteria. OSSM and SCSI Building Component 6904 Prat EAU Blvd. Salary Inforrredon &%%M a mom Teas Pars InMule, 218 N. Les &beat, SuAe 31Z Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply T12838142ljob1`80316 FG1 FlatGirder 1 A Reference (optional, Uunum rustaouroe, 1 errym, wm wy. nude aseaa r wu • nug 10 su1 r eu r ex rrlursmes, rr1c, rn ueo u1 1 ZZ m1 r raps 1 I0:0837CakNCJU5ySOiOmCDdnydttm-TAyTx7KW4b27YTtvKSImYmvYOYOb08PVuKGPi8y0HeL 1 se1-0 tee 223l• u i tTa1s } 2a2a ni 2-7J 2JJ tFsa Scale - 1:38.2 ax14 MT20HS = 2x4 11 3x8 = 2x4 11 5x8 = 2x4 II Sx12 MT20KS WB = 502 = 2.4 II 3.4 II 1 4x12 = 2 3 4 5 6 7 8 9 10 11 22 23 " 24 -- 25 28 - _ 27 1s 2a "" 29 30 1S 31 32 " 33 34 "" 35 13 "- 4x8 II 7x10 = 3xs II 5x12 5x6 = 2x4 11 5x12 =• 2x4 II 7x10 = 3. 4 II 2.4 II 2o• 1b.a zee 2sa 2LV sa• 4 2.s.o i.7 3 xaa 2.7-3 0-t-ft t1a-0 Plate Offsets fX.Y1- I&O.5.9.Ednel.110:0-3.8.0-1-81.f14:0-5A.0-4-4).(19:0.3-12.0.2-01.120:0.4-8.0-1-81.121:0-4.8.0-3-81 LOADING (ps1) SPACING- 2- 0.0 CSI. DEFL. In (loc) uden Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.14 19-20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.64 Vert(TL) -0.23 19-20 >626 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr NO WB 077 Horz(TL) 0.02 16 n/a n/a BCDL 10.0 Code FSC2014/TPI2007 Matrix) Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP M 31 TOP CHORD Structural wood sheathing direly applied or 5-7-12 oc puffins. except BOT CHORD 2x6 SP M 26 end vertieals. WEBS 2x4 SP No. 3 'Except' BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. Except: 1-21.3.21, 3.19.5-19,5-16.8-16.8-14,10-14: 2x4 SP No.1 6-0.0 oc bracing: 15.16,14-15. OTHERS 20 SP No. 3 REACTIONS. (lb/size) 22- 1269/0.8-1. 16=3763/0-4-0 (req. 0.4-7)• 13=952/0-5-10 Max Uplift 22-122( LC 4), 16-296(LC 4), 13=70(LC 4) Max Grav 22-3459( LC 14), 16=10711(LC 14), 13=2036(LC 14) FORCES. (lb) -Max. Comp./ Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-22= 2916/120, 1-2-7146/209. 2-3=7146/209, 3-4=-79031229. 4-5=79031229, 5.6=202l7132, 6. 7=-2020132, 7-8-202/7132, 8-9=3096/60, 9.10=3096/60, 10.11-321n, 11- 12=-338/2 BOT CHORD 22-23 = 17/393, 21-23=17/393, 21-24-296/10113, 20.24 =296/10113, 20-25-296/10113, 25-26-296/10113, 19-26=296/10113,19-27=-48/1407,18-27=-48/1407, 18-28=48/1407, 17-28=-48/1407, 17-29=48/1407, 29-30--48/1407, 16-30=-48/1407, 16.31a-672/29, 31-32=672/29, 15-32-872/29. 15.33=-672/29, 33.34=-672/29, 14-34=-672/29, 14-35=7/321, 13-35=7/321, 12-13=7/321 WEBS 1-21=207/ 7289, 3-21-3231/95. 3-20=0/2090, 3.19=2406/73, SA9=197/7074, 5.17-14/1006, 5.16=9297/272, 7-16=519196, 8-16-6959/186. 8.15=1III 198. 8-14-96/4059, 10- 14=57/2990, 10-13=-863/91 NOTES- (14) 1) 2-ply truss to be connected together with 10d (0 131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All bads 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 (8). unless otherwise Indicated. 3) Wind: ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph: TCOL=4.2psf; BCOL=S.Opsf: h-25ft: Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1. 60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. Continued on e 2 O WARNING • VeAry deafen panlrrmnn end READ NOTES ON THIS AND INCLUDED ANTEK REFERENCE PAGE MO-7472 rev, fOOUMS BEFORE USE. Design valid for use only with WNW aonnedors. This design Is based Cory upon parartmtens stlovm, and Is for an hldktkml building CaRporl,m, not a tnua system. Before use. Uro building designer coral verily the spplicaUlky of design peranwers and p vpsdy Incorporate this design hdo the ovens buildingdesip0wring 11 a to to p and b, W of bK%Mual hires web mW w dWM n0 fee*. Addillaml temporary and parmanent txachg TwW gavel Collapse with possible personal hureneral Injury and poparty damage. For gguidancenatdgbpinsIl hbrication, storage. desvery, oradbn and Wadrlp of trusses and buss systems, see ANSUMI Quality Criteria. OSS49 and SCSI Building Compmem 8901 PaM1a E19 Md. Safety Inlannadon ava9able Wn Tnas PMe InsliMe. 216 H. lee Street. Suss 312. Almndrh. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oy Ply T128M142ljob IT80918FG1FistGlider1n Reference tootioner, ounuals raemaoae, l ante. -am L ". rlanue alaaa r wu a Aug la zul r as tax llaustr es, me. Fn uec ul l r'u4-z4 zul r Page z ID:OS37CakNCJU5yS0iOmCDdnyd 11 m-TAyTx7K W4b27YTNKBI mYmvYOYObOBPVuKGPIByDHCL NOTES- (14) 6) Concentrated loads from layout are not present in Load Case(s) #3 Dead + Uninhabitable Attic Without Storage; #4 Dead + 0.6 MWFRS Wind (Pos. Internal) Left; 95 Dead + 0.6 MWFRS Wind (Pos. Internal) Right; #6 Dead + 0.6 MWFRS Wind (Neg. Internal) Left; 97 Dead + 0.6 MWFRS Wind (Neg. Internal) Right; #8 Dead + 0.6 MWFRS Wind Pos. Internal) 1st Parallel; #9 Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: #10 Dead +0.6 MWFRS Wind (Pos. Internal) 3rd Parallel, #11 Dead +0.6 MWFRS Wind Pos. Internal) 4th Parallel; #12 Dead + 0 6 MWFRS Wind (Neg. Internal) 1st Parallel; #13 Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel; #18 Dead + 0.75 Roof Live bal) + 0.75(0.6 MWFRS Wind (Neg. Int) Left); #19 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): #20 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel); #21 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg Int) 2nd Parallel). 7) This truss has been designed for a 10.0 pill bottom chord live load nonconcument with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) WARNING: Required bearing size at joint(s) 16 greater than Input bearing size. 10) Provide metal plate or equivalent at bearing(s) 16 to support reaction shown. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 22. 296 lb uplift at joint 16 and 70 lb uplift at joint 13. 12) "Semi -rigid pItchbreaks with fixed heels" Member end fixity model was used to the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1877 lb down at 18.8-13. and 86 lb up at 18-E-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others 14) "This manufactured product is designed as an Individual building component. The suitability and use of this Component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' LOAD CASE(S) Standard 1) Dead + Roof Lire (balanced): Lumber Increase=l 25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-11=70, 12-22-20 Concentrated Loads (lb) Vert: 19=143 16=253 15-143 23-396 24-396 25=143 26=253 27-253 28-143 29=253 30-143 31=143 32=253 33-253 34-143 35=823(8=794) 0 WAWVINO • Vr1y design prametrs end READ NOTES ON TNS AND INCLUDED WTEK REFERENCE PAGE MO-1473 few. 1ar82*015 BEFORE USE. Design valid lot use any with 1Qreka aonnsaore. This design is based Croy upon parameters shown. and Is for an smdWidual buWing component. not a truss, system. Before use. the building designer must varly the applicability of design parameters and properly Inoorporate this design Into the overall bul ding design. Bracing Indicated Is to prevent bueptrp of Individual truss web and/or chant members only Additional temporary and permanent bracing kwisawgsrqulredrorstabWandtoprovenCollapsewithpossiblepersonalInjurysrndpropertydamege. Fdageneralguldenregardingthe hbrlcdlon, storage, delivery. OVetion and bracing of trusses and was systems, ass ANSIRPII Quality Criteria. OSS49 and SCSI Building Component 6904 Parse FAU Sled. Sataty hntomutlon eva9eble hom Tnraa Plate Institute, 210 N. Lee Street, Suite 31Z Aisnrdde, VA 22314 Tamps, FL 36610 Truss Truss Type oy PlyT128M143rT80318H7ADiagonalHIDGirder11 aulklers Fbstsounte, Tampa. Rem l.ey, I-MMS a50e6 '. .. U 'o —" — ew mwwee, a,c. - W. %M , ID-0837CakNCJU5yS0iOmCDdrydllm-xMVA9TL8gW1_AdS5tsY75 SrwylL9k3f7 9yf dyOHCK 51-9 I 9.10.1 St-9 4-67 Scale = 1:22 3 214 _ 4 314 = St-3 7 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.04 " >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 054 Vert(TL) -0.11 5.6 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 043 Horz(TL) 002 4 n/a n/a BCOL 10.0 Code FBC2014frP12007 Matrix) Weight: 39 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=44510-4-3, 3=170/Mechanical, 4=380IMechanical Max Horz 1=147(LC 22) Max Uplift 1-96(LC 4). 3=108(LC 4). 4=107(LC 4) BRACING - TOP CHORD Structural wood sheathing direly applied or 5-11-15 oc pudins. BOT CHORD Rigid ceiling direly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=925/234, 7-8—WW247, 2-8=829/232 BOT CHORD 1-10=330/832, 10-11-3301832, 6-11=330/832, 6-12=330/832, 5-12=330/832 WEBS 2-6=0/ 308, 2-5=903/358 NOTES- (9) 1) Wind: ASCE 7- 10: Vuh=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCDL=5.0psh h=25R: Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope), Lumber DOL= 1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom Chord In all areas where a rectangle 3-6-0 tall by 24-0 vide will fit between the bottom chord and any other members. 4) Refer to girder( s) for truss to truss connections. 5) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 1, 108 lb uplift at joint 3 and 107 lb uplift at joint 4 6) "Semi -rigid pdchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 lb down and 98 Ib up at 1-4-1 S. 21 lb down and 17 Ib up at 1-4-15. 60 lb down and 64 lb up at 4-2-15. 44 lb down and 47 lb up at 4-2-15, and 100 lb down and 117 Ib up at 7-0- 14, and 95 Ib down and 110 lb up at 7-0-14 on top chord, and at 1.4-15, at 1-4-15, 15 lb down at 4-2-15. 12 lb down at 4-2-15, and 41 lb down at 7-0-14. and 39 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 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 r Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3-70, 1-4-20 Concentrated Loads (lb) Vert 7=42(B) 8-2(F) 9=131(F=72, B=59) 11—O(F) 12=-40(F=20, 8-20) 0 wARNING . Vant y dsalgn parameters and READ NOTES ON TIOS AND INCLUDED aaTEK REFERENCE PAGE NO.7473 raw. tOAMIM6 BEFORE USE. Design va1N for use only with MraW domeClors. This design Is bated only upon parameters shown, and Is for an IndHWual building Conlp0110M, not a truss system Before use. the building designer must verity the SWIcablllly of design parameters and property Incorporate this design Into the overall bulding design. Bracing Indicated Is to prevent budding of Individual buss web andror Chord members only. Additional temporary and pednanerd bracing is ahvays required for Stability and to prevent Collapse with possible personal Injury and property damage. For general guidance regarding the VW hMCNon. Storage, dalhery, areGen and bracing of blues and truss systems, tea ANSVTPH Quality Criteria, OSS419 and SCSI Building Component $904 Parke East BhE Safety Infannadon available from Truss Plate Ind9Me. 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Tamps. FL 36610 Job Tnna Truss Type pry Ply T126MI44 T80318 t178 Olapentl Hip Girder1 1 BumM FUSSerate, Tampa. Pam Cdy, Fa rbs 33555 7.640 s Aug 18 2017 I Tek Industries, Inc. Fri Doe 01 17.0425 2017 Page 1 ID:0837CakNCJUSySDiOmCDdnydIIm-xMNk9TL8quA_AdSStsY?5 So7ylL9k017 ?yGdyOHcK 1.5-0 5.3.15 9.10.1 1.5.0 5515 4$1 Scale e 121.1 crud " 3x4 = 5 5-3-15 481 LOADING (psf) SPACING- 2-" CSI. OEFL. in (loc) Udell 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 SC 0.54 Ven(TL) 0.12 6-7 984 180 SCLL 0.0 ' Rep Stress Incr NO WB 0.43 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014R'PI2007 Matrix) Weight: 40 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 4-158/Mechanicel, 2-513/0.10.15, 5=339/Mechanical Max Horz 2=117(LC 22) Max Uplift4=-89(LC 4), 2-154(LC 4). 5=-66(LC 8) BRACING - TOP CHORD Structural wood sheathing direly applied or 5-8-1 oc purllns. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. FORCES. (lb) - Max. CompJMax. 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) W1nd: ASCE 7-10: Vuft=140mph (&second gust) Vasd-108mph: TCDL=4.2psf; SCOL-5.0psf: h=25ft, Cat. II: Exp C; End., GCpi=0.18; MWFRS (envelope): Lumber DOL-1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrem with any other lire 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 girders) 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 S. 6) "Seml-rigid pitchbreeks with fixed heels' Member and fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb down and 110 lb up at 1-4-15. 78 lb down and 110 lb up at 1-4-15. 42 lb down and 38 lb up at 4-2-15. 42 lb down and 38 lb up at 4-2-1S. and 86 lb down and 90111 up at 7-0-K and 86 lbdown and 90 Ib 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 Ib down at 7.0-14, and 36 lb down at 7-0.14 on bottom chord. The design/selection of such connection devlce(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 (8). 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 Unffonn Loads (pit) Van: 1-4=70, 2-5=20 Concentrated Loads (lb) Vert: 8=94(F-47, B-47) 10-97(F=49, B=-49) 13 =36(F=18, 8=18) O WARMNO • Vw ft design pwametwx end READ NOTES ON TMS AND INCLUDED WrEK REFERENCE PAGE a10.7473 rev. 10e3rMS BEFORE USE. Design valid for use only who MRtlW connectors. This design Is bond only upon parameters shown. and is W an Individual building component. not Bean use. tIndividual designermustverilythe blifty of design parameters s property Incorporate Nit designInto overall gInd' Is oprevent buegNg of I dividuatmgss web and/or chord memberonly Additional temporary and pemenrnt Is always required or slamly and to Prevent collapse with possible personal Injury and property damage. for general guidance repaNing Or rJng Ifffabrication, storage, delivery, erection and bracing of trusses and truss "am. see ANSVIPII Quality CAto U. OSB41 and SCSI Building Component 6904 Parke Fast Blvd Salary Information available Dom Truss Pleb Institute. 218 N. Loo Sbeel. Sub* 312. Abxandds. VA 22314. Temps. FL 36610 Job Truss Truss Type Qty Ply T126M145 IT80316KraDiagonalHIPGirder21 Job Reference (aggionall Builders FU MOLM, Tampa. ware Guy. Yla ma atoaa r-yv . 10.0837CakNCJU5yS0iQmCOdnydl l m-PZ40MpMmbCJmn 1 IRZ3Ed8_0NMC t uHxoLe(Vo3y0H W 1.5.0 2-7-1 r 1 Fro 1 271 Scala - 1:9.2 2x4 = 2.7.1 LOADING (psf) TCLL 20.0 SPACING- 240-0 Plate Grip DOL 1.25 CS1. TC 0.26 DEFL. in (loc) IldeB Ud Vert(LL) -0.00 2-4 >999 240 PLATES GRIP MT20 2441190 TCOL 15.0 Lumber DOL 125 SC 0.07 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.00 Horz(TL) -0.00 3 n1a n/a BCOL 10.0 Code F8C20141TPI2007 Matrix) Weight: 10 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing direly applied or 2-7.1 oc puffins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling direly applied or 10-" oc bracing. REACTIONS. (lb/size) 3=1/Mechanical, 2-218/0-4-9. 4=23/Mechanicel Max Horz 2=68(LC 4) Max Uplift3-55(LC 19), 2=108(LC 4) Max Grev 3=57(LC 22). 2-218(LC 1), 4=47(LC 3) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf, BCDL=5.Opsf; h=25ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL-1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurerd with any other live bads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint 3 and 108 lb uplift at Joint 2. 6) "Seml-rigid pttchbreaks with fixed heels" Member end fixty 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 bad(s) 69 lb down and 94 lb up at 1-4-1 S. and 69 lb down and 94 lb up at 1-4-15 on top chord, and at 1-4-1 S. 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, bads 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 (pIQ Vert: 1-3-70. 2-4-20 Concentrated Loads (lb) Vert: 5=80(F=40, 8=40) O WAR/BNO • Verify design parameters and READ NOM ON TNS AND INCLUDED WTEK REFERENCE PAGE 60-703 ray. rd4)1Vtdfd BEFORE USE. Design valid be use any w111 MlTelaa coromemre. TW design Is eased only upon paramalars shown, and Is far on Individual building component, not a cuss "sm. 8efore use. the building designer must verify Use spill mMft of design parameters and popery Incorporate this design Into Ns overall t"Ading design. Bracing Indicated Is to prevem buckling of Individual thus web and/or dwid members msy. AddaWNl temporary and pemunsm aradng ISIsSWayarequiredearatabllpreyandtovardcolWsepwithpoasmlaparwnalInlmyandpropertydamage. For garoM guldn es regardsg Ilia faipt"lon, storage. dallw y. erection and bracing of Vussss end truss systems, as* ANSVTPtl Quality CAtarla, 03840 and SCSI Building Component 6904 Padu East BMd. Safely Inntomudon " fable hornTrasa Plata InstpNa, 216 N. Lee Shed . Su1a 31Z AIox&ndda. VA 22314. Tampa, FL 36610 Truss Tnrss Type pry PlyT12838148JJoblJobRefenenceloctionallTamisHJ7Clap" Girder 7 1 eYlaMra rrraCsaaOa, r arrpa, ram 4ry. rasa ajaw 1.04116 Aug 10 2a17 Mr red Industries. bit. Fn OaC al 11:04:Z7 2017 Pape 1 ID:0837CakNCJU5yS0i0mCDdnyd1I m4leoe9MOMWRIPxdJ9HaTAPX7EmRxde8yalU3KWy0Hd 1.5-0 5.1-9 9.10.1 I 5.1-9 4.8.7 Scale -1:22.4 11 . I 3x4 = 2x4 11 5 5.1.9 Us = p.10.1I 5.1.9 I i 4.8.7 LOADING (psf) SPACING- 2.0.0 CSI. OEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.67 Vert(LL) -0 04 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(fL) -0.11 6-7 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.39 Horz(TL) 0.01 5 n/e n/a BCOL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 42 Ill FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4-170/Mechanicel, 2-520/0-4-9, 5-35Weehanical Max Horz 2-176(LC 4) Max Uplift4 =110(LC 4), 2-148(LC 4), 5=89(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=435/191, 8-9=767/210, 3-9=757/196 BOT CHORD 2-11-2781756, 11-12-278/756, 7-12=-278/756, 7-13=278956, 6-13=278/756 WEBS 3-7-0/292.3.6=821/301 NOTES- (9) 1) Wind: ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; End., GCpk0.18; MWFRS (envelope); Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads 3) ' This truss has been designed for a live load of 20.0psf on the bottom Cord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 Ill uplift at joint 4, 148 Ill uplift at joint 2 and 89 lb uplift at joint S. 6) "Semi -rigid pftchbreaks with fixed heels' Member end fbcky model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shell be provided sufficient to support concentrated load(s) 74 Ill down and 1041b up at 1-4- IS. 74 Ill down and 104 Ill up at 1-4-15, 44 lb down and 47 Ill up at 4-2-15. 44 Ill down and 47 lb up at 4-2-1 S. and 95 lb down and 110 lb up at 7-0.14. and 95 Ill down and 110 Ill up at 7.0-14 on top chord, and at 1-4-15, at 1-4-15. 12 Ill down at 4-2-15, 12 lb down at 4-2-15, and 39 Ill down at 7.0-14. and 39 Ill down at 740-14 on bottom chord. The design/selection of such connection devioe(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 (8). 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 (pd) Vert: 1-4=70, 2-5-20 Concentrated Loads (lb) Vert: 8=89(F=45, 8=45) 10=-118(F-59, B=59) 13 =39(F=20, B-20) 0 WARNING . Verrry design P.M. and READ NOTES ON SOS AND INCLUDED AUT" REFERENCE PACE 1110-7472 rev. 1111Md720rS BEFORE USE. Design va0a to use any with Mf7ekm wnnaOlera. Title design Is Weed only upon paramelars shown, and Is for an inamdual building canpaard. not a truss system. Before use. the buldbng designs nand vady the tppwoli y or design parameters and propady fr wrporste this design Into the overall building design. Brsctrg Indlwted Is to prsvem buWtrg of Inch4dusl buss web and/or char members only. Additional temporary end pemanam bracing kwleysaavarequiredfortlabitityandtopreventwlleptewithpossiblepersonalInjuryntaprop" damage. Forgeneral guider" regarding Ua fabrleNlon, poege. delivery. erenbn and One I atuuews and tons systems, see ANSVTPl1 Quality Cdtwb. OS8•all and SCSI Building Componarit 89D1 Paks E d Blvd. Sdary bdoraUon available horn Truss Pima tri aitae, 218 N. Lae Street, Suite 312. Alexandria. VA 22114. Tampa, FL 36610 Job Truss Truss Type Qry Ply T121138117 T80316 TOf Had Hip Glider 1 1 8ulbars Fkstscaaa. Tampa, Plant 1; Ily. Florfaa asses ID 0837CakNCJUSySDiQmCOdnydl tm4leea9MOMWRiPxeU9HaTAPX9imOXdZOyalU3KWy0Hd 1-0- 0 3.10. 14 ( 7.0.0 I 106-4 I 144-0 1 100 3.10.14 3-1- 2 36.1 3.9.12 314 = Scale - 128 4 4)6 = 3x4 = 34 = 3x8 = 74- 0 I 104-4 7. 0!0 36.4 3. 612 Plate Offsets (X Y)- 1&0. 3-8 0-1-01 LOADING (psf) SPACING- 2-0-0 TCLL 200 Plate Grip DOL 1. 25 TCDL ISO Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC20141TP12007 CSI. DEFL. in (loc) Well Ud TC 0.41 Ven(LL) 0. 07 2-9 999 240 BC 0.75 Veil(TL) 0. 22 2-9 760 180 WB 0.72 Horz(TL) 0. 04 7 n/a n/a Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 7-1327/0- 4.0, 2=1115I0-8.0 Max Horz 2-119(LC 19) Max Uplift7-350(LC 4). 2= 333(LC 4) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2420/627, 34=2182/541, 4-10=20541531. 5-10=2054/531. 5-11-16261436, 11-12=1626/436, 6-12= 1626/436, 6-7 1235/380 BOT CHORD 2.9=-649/2227, 9.13=436/1626, 8-13=-436/1626 WEBS 3-9=266/243, 4- 9=0/364, 5.9-1281523, 5-8=-8471351, 6.8=-50511879 34 PLATES GRIP MT20 244/190 Weight: 71 lb FT - 20% Structural wood sheathing directly applied or 3.7-1 oc puffins, except end verticals. Rigid ceiling direly applied or 7- 3.15 oil bracing. NOTES- (9) 1) Wind: ASCE 7- 10; VuN- 140mph (3-second gust) Vasd=108mph: TCDL=4.2ps(; BCOL=S.OW. h=25R: Cat. II; Exp C; End., GCpi=0.18: MWFRS (envelope); Lumber DOL-1.60 plate grip OOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom Chord live load nonooncurrem with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom Chord and any other members. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 350 lb uplift at Joint 7 and 333 lb uplift at joint 2. 6) "Sembrigkf pftchbreaks with ( iced 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 bad(s) 135 lb down and 125 lb up at 7-0-0. 135 lb down and 125 lb up at 9-0-12, and 135 lb down and 125 lb up at 11.0.12, and 135 lb down and 125 lb up at 13.0.12 on top chord, and 374 Ib down and 83 Ib up at 7-0.0, 87 lb down at 9.0-12, and 87 Ib down at 11 12, end 87 Ib down at 13.0.12 on bottom chord. The design/selection of such connection device(s) is the responsibility of other:. 8) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or back (8). 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 t Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert, 14-70, 4 6=70. 2-7-20 Concentrated Loads (lb) Veil: 4-135( B) 9=374( 8) 10=135(8) 11L135(B) 12-135(8) 13=-63(8) 14--63(8) 15= 63(B) AWARNING - Verify dasrgn Parameters and READ NOTES ON TNIS AND INCLUDED AOTEK REFERENCE PAGE ail-7473 rev. fooaawS BEFORE USE. 0"gn valid let use only with tdral>e connection. This design Is based only upon parameters shown. and is for an Individual bu9dhng Component. not a Coss system. Set" use. Uwe building designer must vedly, the appbcww of design parameters and property Incorporate this design Into the Overall building design BreWq Indkatad Is to proven budding of Individual tnas web aMICr chord members only. Additional temporary and pamnanenl or" Is arrays required fat WOBay and to pnvem Collapse with poaelme personal InX" and prapany damage For general guldonCe regarding the sew latrclrar W stooge, dalk". erection AM bredrq of trusses and teas systems. sea ANSVTPH Quality Criteria. 08849 and SCSI Building Component 6904 Perko Fast Blvd. safety IMomiadon avalhbM hom Tens Plate Inslltute. 216 N. Lee Street. Sul 31Z AMrandds. VA 22314. Temps. FL 36610 Job Truss Truss Type Oy Ply T12SX148 TBO316 T02 Half NO 1 1 Builders FIndSONCe, Tampa, Pisnt City, Florida 33588 7.04" a Aug 16 Za17 MRm OnmpapS, IM 1-n U0C e1 I I:ee'2a 2e1I Page 1 ID0837CakNCJUSySDi0m6Ddnyd11m- LxC nVN17pZZ14egz 6ijo4KWAlcL7k5pyEesyyDHW 100 4.10.14 9.0.0 1440 1 14Y0 4.10.14 4.1-2 540 416 = 10 Scale= 1.28.2 US = 34 = 3xS = 2x4 II LOADING ( psf) TCLL 20.0 TCOL 15.0 BCLL 0 0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL US Rep Stress Ina YES Code FBC2014/TPI2007 CSI. TC 0.41 BC 070 WB 0.30 Matrix) DEFL. in (loc) Vdefl Ud Vert( LL) -0.14 2-7 >999 240 Van( TL) -0.38 2-7 >440 180 Horz( TL) 0.02 6 n/a We PLATES GRIP MT20 244/190 Weight: 69 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-14 oo purlins, except BOT CHORD 20 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-0-4 oc bracing. REACTIONS. ( lb/sIze) 6=619/0-4-0, 2-721/0.8.0 Max Horz 2-147(LC 8) Max Uplif16=174(LC 8). 2-225(LC 8) FORCES. ( lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=1258/587, 3.8=1226/598, 3-4=4100/332, 4-9-707/352, 9-10-706/352, 5. 10 =7061352. 5.6=587/342 BOT CHORD 2-7--696/1151 WEBS 3-7=468/356, 5.7=3881791 NOTES- ( 7) 1) Wlnd: ASCE 7-10; Vuff=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCDL=5.Opsf, h=25R; Cat. II; Exp C; Enc1., GCp1=0.18; MWFRS ( envelope) and C-C Exterior(2) -1 "to 2-". Interior(1) 2-0.0 to 94).0. Exterior(2) 9-0-0 to 13.2-15 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL-1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrerlt with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 6 and 225 lb uplift at joint 2. 6)' SemWgid pitchbreaks with fixed heets" 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' AWARMNO. Vwlfy design pow ei a and READ NOTES ON INS AAS MCLWED WM REFERENCE PAGE am.7472 rev. fd03QMd BEFORE USE. DUO Valk for use only with MfTebD OOrmOoroni. This design is Weed only upon PAWWWOp Shown, ant IS 9M an Whild l binding Ceraparanl, net a Wes system. Before use. the building designer oust vent' the app9ca1 ay of design pe a asters and properly incorporate this design Into the overall bulldog design. Bracing indicated is to prevem buektrrg of btdvidual buss web andfor chard members only Additional temporary and permanent bracMq kwis sways -qubsd ter StabilitysM to pwvenl coUped with poeslbls personalit*" and property damage. Fer gananlguldance ragas" the isbrlcstlon. stooge. MUhry. erwlon ant Watlng of hussars and tops systems. ass ANSIRWI Dualist' Criteria. 03049 and SCSI Building Componam 6901 Pares F am OW. Safety Irlfontu tkn sagable Dom TrussPiste InsOhse. 216 N. Lee Sbeel, Sine 31Z Akaandris, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply T126M149 T80316 T03 Conelmon 4 1 au sera Fulasoulce, Tampa, wm city. Florida D35da 7 940 a Aug la Wl7 MITex InaOathes, Inc. Fn OeC 01 17'ga'2e 2017 Page 1 ID:0837CakNCJU5ySD1OmCDdnydIIm-LxC nVNI7PUI4BgZ 8ge4KpAnYUiL5pyEcsyyOHCH 1-0-0 5.7-4 1044 1541-12 2140 1•tY0 5.7.4 5.0.12 5412 S-74 Scale = 136 3 410 — 30 = 3x4 = 30 = 3x4 = 3x4 = LOADING (pst) TCLL 20.0 TCOL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FSC2014/TPI2007 CSI. TC 0.39 BC 0.57 WB 0.20 Matrix) DEFL. in (loc) Well Ud Vert(LL) -0.06 6-7 >999 240 Vert(TL) .0.21 6-7 >999 180 Horz(TL) 0.05 6 We We PLATES GRIP MT20 244/190 Weight: 96 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-S-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=927/0.8-0, 2-1026/0-8-0 Max Horz 2-100(LC 9) Max Uplift 6 =193(LC 13), 2=-229(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-10-1584/582, 3-10-1509/596. 3-11=13851582, 4.11=-1296/593, 4-12-1307/623, S-12=1397/605,S-13=-1497/625,6-13=-1579/614 BOT CHORD 2-9=452/1328.8-9=214/898, 7.8-214/898, 6.7=-456/1342 WEBS 4-7=-1931522. 5-7=339/267, 4-9-182/505, 3-9-3311264 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wlnd: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=5.0psf; h=25ft; Cat. 11; Exp C; End , GCpi=0.18, MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-", Interior(1) 2-0-0 to 10-", Exterior(2) 1041-0 to 1341-0 zone;C-C for members and forces 3 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 24-0 wide will Td between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 193 lb uplift at joint 6 and 229 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' AY WANGKO • VerHy design parametwa and READ NOTES ON T/BS AND INCLUDED AOTEK MFERENCE PAGE Ma-74727ev. 10e3RMe BEFORE USE. Design va1W for use a* wtlh MrreM connectors. This design Is bawd any upon parameters stmoem, and Is for on Individual building corrrposam. not a buss system. Bata* use. die building designer mug vent' 00 apPiCabldty of design pammalera and property Incorporate this design Into the overall building dadgn Bracing Indicated 01 to prawn bucW g of W vldual these web and/or chord members only. Additional temporary and permanent bracing Is akvgs required for elabedy and to prave codaW with powlbb personal Injury and pmparty damage For general guidance regarding Ilene in hMWlon, stomp*, delhery, creation Bra bracing of uudsa end truss "ams, w* ANSIRPH Quality Criteria. 03049 and SCSI Bullding Comporma 8901 perks E m Blvd Safely Information avallabb Ir m Tnus Plate Wildute. 218 N. Les St raa . Suite 31Z Ak andda. VA 22314. Tamps, FL 36810 Job Truss Truss Type Qy Ply T12&1E150lJobReferenoslootionallTOMISTMCommon11 tamers ruse sacra. ,.raps, ram xaxy, sans j4= .—.. —W ,o w, r —. ea .--. Inc. . v • • W ID 0837CakNCJU5yS0i0mCOdnydl lm.pft"Ofu7h0eEIs6ib(fgcWgZ7z4bhF2czAPOVOHeG 140 + S-7-4 I to." I 15812 I 21-" +2240 140 S-7-4 5412 5412 S-7-4 nine s 1.3E 5 4)z = 3x4 = 314 = 3,4 = 314 = 3,4 = Plate Offsets (X YI- 12Z-1 0 Edna], 16.0-1-0.Edael LOADING (psf) SPACING- 2-" CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.06 2-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.20 2-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.05 6 nla n/a SCOL 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 purling. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling direly applied or 9-0-4 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1023/0.8-0, 6-1023/0-8-0 Max Horz 2=98(LC 11) Max Uplift2-228(LC 12), 6-228(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11-1578/565, 311=1503/579, 3-12=-1379/565, 4-12=-1290/576, 4-13-1290/576, 5.13=1379/565, 5.14=1503/579, 6-14=-1578/565 BOT CHORD 2-10=-402/1323. 9-10=1821892. 8-9=182/892, "- 421/1323 WEBS 4-8=1851506, 5-8=3311263. 4-10-1861506, 3-10=3311263 NOTES- (7) 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10. Vuft=140mph (3-second gust) Vasd-108mph: TCDL=4.2psf; BCDL=S.Opsf; h-25ft; Cat. II, Exp C: End., GCpl=0.18; MWFRS (envelope) and C-C Exterior(2) -14-0 to 2-", Interbr(1) 2-0-0 to 10.8-0. Exterbr(2) 1041-0 to 13-" zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL-1.60 3) This truss has been designed for a 10.0 pat bottom chord live bad 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 36-0 tell by 2440 wide will M 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 S. 6)'Seml-rigid pftchbreaks 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.' Q WARNING • Varfly design psrsmstars and READ NOTES ON ndS AND INCLUDED AVTM REFERENCE PAGE 11014473 rev. faOMM BEFORE USE. Dash, valld to use aly with Mlrelre mronclas. This design Is based only upon parameters sawn, and is for an IndMdual butldhq amponam, not a truss system. Before use. the building designer Rust ve fy the sppOnbBy, d design parameters and property incorporate Oft design Into the overall ER AdkV design. Bradng Indicated Is to prsvaro t„rcgtrng of Individual truss web erdfor chard members only Additional temporary end pamunerl lxrLq TWISawgarspulredforstaboAyandtopreventallapsawithpossiblepersonal "M and ismparty damage For genial guidance regarding the awn hbrkarlon, amp. delivery. arestlon and bracing or wsses and truss systems, ace ANSVIPII Quality Cmans, OSS49 and SCSI Building Component 6904 Pane East SM. Belay Intonation evaMbb fan Tens Ph to InsuhAe, 21E N. Lee Strsal, &me 31Z Al XMM, VA 22314• Tampa, FL 36610 Job Truss Truss Type QIy Ply T12838151 T80316 TOS Hip 1 1 Builders FIrstSornce, Tampe, Plerd Cly, Flonds 33588 7 640 m Aug 16 2017 Walk Industries, the Fd Dec 01 17:04.30 2017 Page 1 ID.0837C6kNCJU5ySDiOmCOdnydt 1 m-IKKkCAPHfRpHGOK3gP8Aol9gl zPLp3JOGGljucgyOHcF 1-0-0 4.9.4 9-0.0 12.4-0 16812 2140 22-4-0 140 49.4 42.12 3 0 42.12 49.4 1.00 Scale - 139.0 41A = 5xS = 3x8 = 44 394 = Plate Offsets (X.Yh 15:0.6.0.0-2-81 LOADING (psf) SPACING- 2-" CS1. DEFL. In (loc) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.15 7-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.75 Vert(rL) -0.43 7-9 >583 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.17 Horz(TL) 0.06 7 n1a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 105 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-12 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1023/0.8-0, 7-1023/0.8.0 Max Horz 2=84(LC 11) Max Uplift2-217(LC 12). 7=217(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-12=1559/696. 3.12=1518/711, 3.4=12421561, 4-5=1049/564, 54-1241/561. 6-13 =1517/711. 7-13-1S59/696 BOT CHORD 2-11 =538/1332. 10-11-29011049. 9-10-290/1049. 7-9=544/1332 WEBS 3-11-334/289, 4-11=-80/319, 5-9=76M19, 6.9-335289 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh-140mph (3-second gust) Vasd-108mph; TCOL-4.2psf; BCDL-5.0psf: h-25ft; Cat. It: Exp C; End., GCpi=0.18: MWFRS (envelope) and C-C Exterior(2) -140-0 to 24).0, Interfor(1) 2-0-0 to 9-0.0, Exterlor(2) 9.0-0 to 12-4-0, Intedor(1) 16.8-11 to 22-" zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live bad 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 Ib uplift at Joint 2 and 217111 uplift at joint 7. 7) "Semi-rfgid pftchbreaks 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." AWARWMO. Vatry dalgn parameters and NEAR NOTES ON n4S AND INCLUDED agTEK REFERENCE PAGE 61e.7473 row. I&CLIM6 BEFORE USE. Dealp valld for we any wtlh Mfral* connectors. This demon Is based only upon parameters shown, and Is for an l dlvldual buadmg component. not a truss system. Betas use, Ile btMi ng designer must W ft the applk"ft of demon parameters and property Incorporate this demon Into Me overall 1xil ding loon. OreckV kndicatad le to prevent bucI ft of IndWual truss web and/orchart members may. Additional temporary and permanent bracing la always required Mrslabbay plannedand toplentcollapsewithpossiblepersonalh*ry and proper y damage Forgenanlguldanceregardeptie &OTW falb* Adca, storage• am". enabn and bracing of wssem and truss systems, see ANSVTPII Quafky Crltleds, DSS40 and SCSI Building Component $904 Parks Fast 8hd. Safety Information avaIMM from Tnes Plate Indltras, 216 N. Lea Street, Suae 31Z Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oy Py I Tf2e38f52lJobReferenceloolionall ITBW19TO6Hip01yder11 9LMdart FinnSouros. Tanya. Plant City, FlalOa 33566 7.64u s Aug to 2u1 T MITsk tfldusbnes, rho. rn uec ut 1 cu4A1 zut r rape 1 ID.0837CakNCJUSySDiOmCDdnydl lm nWt6PWPvOkxSuYvFE7fPKFirINmOYVi (VwSGTHyDHcE 14Y01 39-4 { 741-0 1 10.9-0 1 14-4.0 1 17 :2 1 2140 122 14)0 31)4 32.12 3$0 3-6-0 3.2112 Seale - 1:39.0 4)z = 3xa = 4x8 = 3x8 = 3,0 = 3w4 = 2.4 II 3x8 = 34 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' SCOL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina NO Code FBC2014/TPI2007 CSI. TC 0.41 BC 0.69 WS 0.22 Matrix) DEFL. in (loc) 1/de8 L/d Vert(L-) 0.12 11 >999 240 Vert(fL) -0.21 8-10 >999 180 Horz(TL) 0.09 8 We n/a PLATES GRIP MT20 2441190 Weight: 109 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-10 oe purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2-1442/0.8.0, 8-1467/0-8-0 Max Horz 2=-67(LC 6) Max Uplift2--842(LC 8). 8=865(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 2SO (lb) or less except when shown. TOP CHORD 2-3=2444/1590, 3-4=2262/1576, 4-14=-2000/1461, 5-14=199911460. 5-15=2045/1500, 6-15-204511501, 6-7-2315/1623. 7-8=-249611636 BOT CHORD 2-13-13SW2085, 13-16-1640/2251, 12-16=1640/2251, 11-12-1640/2251, 11-17=1640/2251, 10.17-164012251, 8.10 =13S8R129 WEBS 3-13=29W240, 4-13=-474/645, 5.13=378/460, 5-11=-300/73, 5-10=335/390, 6.10=421/613, 7-10=3011246 NOTES- (10) 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=5.0psf; h=25ft: Cat. It: Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL-1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonce ncurrent 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 1-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 842 lb uplift at joint 2 and 865 lb uplift at joint 8. 7)'Semi-rigid pilchbreaks with feed 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 loed(s) 143 lb down and 139 lb up at 7-0-0. 124 lb down and 139 lb up at 9.0.12. 124 lb down and 139 lb up at 10-". and 124 lb down and 139 lb up at 12-3-4, and 243 lb down and 258 lb up at 14-4 0 on top chord, and 250 lb down and 228 lb up at 7-0.0. 24 lb down and 141 lb up at 9.0.12. 24 lb down and 141 lb up at 10.8-0. and 24 lb down and 141 lb up at 12-3.4. and 250 lb down and 228 lb up at 14-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 10) "This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase-1.25 Uniform Loads (plf) Vert. 1-4=70.4-6=70.6-9=70.2-8=20 Continued on oaae AWMWMG • VwW In paarnarers and READ NOTES ON T1fS AND INCLUDED WTEK REFERENCE PA E a017473 rev. 104WOM BEFORE USE. Design valld for use any with Mrreke aonnedors This dedgn Is based only upon paametem shown. and Is k1r an Individual Wilding canponera, not a trans system. Behxe use. the WOdkng designer swat vedy the Vokabay of dulpn pa. n am and poprny Inoapaste this deslgn Into the overall Ouamllg design. Bradhip I dkated Is 10 prsvaN Wddbnp Of IndlNdrol mils web andfar chord members ar9y. AddAww temporery and pernmert bratlnp Is atesp requito for stability and to prevent coifs with posdble pemorad "AV and properly damage. For general gukWm regarding the IS fabtrakn, storeys, delivery. O Won and bmdng of Wales and haler systems. see ANSVTPI1 /Tlualny CntwW. OSS419 and SCSI Building Come p nt 6904ParkeEaaBlvd.8. achy Inromnedonovallatie ham Trani es Wool. InWuhi. 218 N.Wool.p • Su312. AkraWna. VA22314. Tampa, FL W610 Job Truss Truss Type Qty Ipty T12SX162 T80318 TOB HO Girder 1 1 Bulldom FfreMurce. Tampa. Plans CAA. Fbnaa 33518 7.640 4 AUQ 16 2ItI7 MITak IrIWaUMS. Ira. Fn DaC el 11:04:31 2011 Page 2 10:0837CakNCJU6ySDiQmCOdnyd11m-(nV 6PWPvQkx8uYvFE7fPKFIrINmOWtXVwSGTHyDHeE LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4-124(F) 6=196(F) 13=229(F) 11=J6(F) 5=124(F) 10=-229(F) 14=124(F) 15-124(F) 16--90(F) 17.96(F) 0 WARMNO • VerNy design pwnate s and READ NOTES ON TMS AND INCLUDED aOTEK REFERENCE PAGE aOF7472 rev. IOA IMS aEFORE USE. Design valid for use only with MfTahm connectors. This design Is based only upon pemmasm Shawn. and Is nor an Individual bulling componem. not a trust system. actors use, the buldhp designer mitt verity the applicability of design parameters and properly Incorporate Ills design Into tie overall building design. Oradng Indicated Is to Pravam Otc" of b&vIdua truss web endfor do rrlemb es only. Additional temporary and Panlnerem tsachp ! Is skvsys roquked lor suMity and to pwvem eaMpse with possible pemorel Fury and progeny damage. FOrgereml gukanCOregarding Ue w fabrication, storage, delivery, eraabn and bradna or UUMS end trust syaemS, see ANSM11 Quality Criteria, 038i9 and SCSI Oullding Componem 8004 Parke Ella OW. Safety blfometlon evallebb from Truss PMe Institute, 216 N. Lee SlraeL Suite 312, Abtonddo, VA 22314. Tampa, FL 30610 Job Truss Truss Type Dry Py T12e36153 Towle TO7 Hen Hip Girder 1 Buildan FhelSource, Tempe, Plem City, FIadG 33566 7.640 a Aug 16 2017 MITak Industries, Inc. Frl Dec 0+ 17:04.32 2017 Peps 1 ID:0837CakNCJUSySDiOmCDdnyd11 m-EjRUdsOX823?WURoq"SE7fr18tHzlhkaCq?IyDHeO 1•lY0 3.11-4 7.0.0 I 10.10.7 1 fY0 39-4 3.2.12 3.10.7 UM = 30 = Sao: 112'-1' 3x4 = 7 e 2x4 I I axe = 740 1 3-52 LOADING (psQ SPACING- 2.0.0 CSI. DEFL. in (hoc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.46 Vert(LL) 0.05 2-7 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(fL) 0.13 2-7 618 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.14 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FSC2014/TPI2007 Matrix) Weight: 58 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6-77/0.4-15, 2-362/0-8-0, 7=1067/0-11-5 Max Horz 2-165(LC 8) Max Uplift6=129(LC 4), 2-70(LC 8), 7--481(LC 8) Max Grav 6-100(LC 34). 2=362(LC 1). 7=1067(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-279/176, 4-7=-476/275 Structural wood sheathing direly applied or 6-0.0 oe purlins, except end ver icels. Rigid ceiling directly applied or 10.0.0 oC bracing. NOTES- (9) 1) Wind: ASCE 7-10: Vuk-140mph (3-second gust) Vasd=108mph: TCDL=4.2pst BCOL=S.Opsf; h-25f1; Cat. II; Exp, C; End., GCpi=0.18; MWFRS•(envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.0psf on the bottom Chord In all areas where a rectangle 3-6-0 tall by 2.40 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 129 Ile uplift at joint 6, 70 Ile uplift at joint 2 and 481 Ile uplift at joint 7. 6)'SemWgid pftchbreaks with feed heels" Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 124 lb down and 139 Ile up at 7-0.0. and 124 lb down and 139 Ile up at 8-7-3 on top chord, and 325 Ile down and 117 lb up at 740-0. and 24 Ile down and 141 Ile up at 8.7-3 on bottom chord. The designiselection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or back (B). 9)'Thls manufactured product is designed as an Individual building component. The suitability and use 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 (ptQ Veft: 1.4-70, 4-5=70, 2.6-20 Concentrated Loads (lb) Veil: 4=124(8) 7=-325(B) 8-124(8) 9--96(B) O WARMIND. Vally damn pranwrs And MW NOTES ON INS AND XCLUDED IIOTEK REFERENCE PAGE MO.7473 tay. I DAZIM 5 BEFORE USE. Deso vand for use only with MITaM connectors This design is based" upon parartwtas shown. ant is br an i dkidualbuldl" Conporam. not a tnaa system. Before use. Ow buldtp dsagxar must weft the app0oellty of design parameters and property Incorporate this design Into the overal buldbtp duo. A - Ind is to pwvam buCgbq of IndMduel btea w4b And/at a ord manbers fly. Additional temporary and pa nand b'rGCktp Is shweys required for stability ant to pravam C011epss win possible personal Injury And property dsrnage For paneral 0uIdena regadbp the In taMc- 91M agape. dahwry, aedlon and bracing of trusses Grid truss systams. see ANSVIPH Guathy Cmerla, OSS42 and SCSI Bulldlnp component 6904 Parts Fast SM. Safety Ifomudon avalisble lion Tnwa Piste Insmrse. 218 N. Lee Street, Arise 31Z Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type Dry Py T12e36154 TBO316 TOO No Girder 1 1 Builders FlrstSoures, Tamp. Plain City, Florida 33566 7 MO 6 Aug 16 2017 Wait IndusaMa, Inc. Fit Dec 01 17.04.32 2017 Page 1 ID:0837CakNCJU5ySDiOmCDdnydllm-EjRUdsOX8239WWRogAetSE2Tn6RHzvhkeCq?yDHcO AV 3-9-47a0 9-&0 11.10.12 155-0 18 e-o 1 0 3.9-4 12.12 1-&0 3.2.12 3 9 4 1-00 Scale a 1:29 5 41® = 416 = 30 4 30 = 3x4 LOADING (psq 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 Ina NO Code FBC2014/TPI2007 CSI. TC 0.28 BC 0.64 WB 0.16 Matrix) DEFL. in (loc) Udell Ud Vert(LL) -0.07 2-10 >999 240 Vert(TL) -0.20 2-10 >927 180 Horz(TL) 0.05 7 Na n/a PLATES GRIP MT20 244/190 Weight: 74 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing direly applied or 3.11-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling direly applied or 6-1-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2-1197/0-3.8, 7=1197/0.3-8 Max Horz 2-67(LC 7) Max Upllft2=-552(LC 8), 7=-552(LC 9) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2048/1054, 3.4-1810/999, 4-5=1583/920, 5-6=-18101999. 6.7=204811055 BOT CHORD 2-10=929/1774, 9.10=-817/1583, 7-9-868/1774 WEBS 3-10=29=11. 4-10=206/425, 5.9-207/425, 6.9=294/211 NOTES- (10) 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10: Vuit=140mph (3-seoond gust) Vasd=108mph; TCDL=4.2psf; BCDL-5.0psf, h=25f1; Cat. II, Exp C; End., GCpi=0.18: MWFRS (envelope); Lumber DOL-1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live bads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 552 lb uplift at joint 2 and 552 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 243 lb down and 258 lb up at 7-0.0, and 243 lb down and 258 lb up at 841-0 on top chord, and 250 lb down and 228 lb up at 7-0-0. and 250 lb down and 228 lb up at 8-7-4 on bottom chord. The design/selection of such Connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 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 Increaseal.25 Uniform Loads (pIf) Vert: 1-4-70, 4.5=70, 5.8=70, 2-7-20 Concentrated Loads (lb) Vert: 4=196(F) 5=196(F) 10=229(F) 9 =229(F) O WARNING • V.W design parameters and READ NOTES ON T10S AND INCLUDED AOTEK REFERENCE PAGE &M?4?2 rev. t aetrl016 BEFORE USE. Design vast nor we only with MITOW connectors. This design Is eased any upon parameters snwn. and Is for an InAMdual building conmonam. not a Wit system. Balm use, ins building designer mug varsy the spplkabiny of design psra, No am and prapedy Incorporate this design into Oe over" bugmng design. Bnrhg Indicated Is to prevent budding of Individual buss web and/or Chad members only. AddAbrW temporary and pennenem bradig Is allays requited for stability and to PVWSM Co6epw with possible personal Injury and pnopeny, damage For general guidance regarding the hbrloallon. Neaps, delivery, arecdon and brsdng of trusses and truss systems, we ANSVTPN Guallty CdtoOA. OSBlg and SCSI Building Component 6904 Parke East 8W. Safety Infomutlon mlftb horn Trews Plate Instme. 216 N. Lee Street, Suite 31Z AlelandM, VA 22314. Tamp. FL 36610 Job Truss Truss Type Oty Py T12113Y155lJobTBM16TOYCorninon11 Reference lWional) BNldefa Fustsorxea, Tan". Pam Gay. Florida 335M r eau s "wg le API r su r OR'-- rrrc, vn roc ur i r-un:" cur r -g. r ID:OB37CakNCJU5yS0iOmCDdnydllm-/RgCR9yMBs7s3eLXhtOgn2BBRY000gzExNY9y0HcC I •1. 00 I 7.10.0 I 15-84 I 17.10.0 7-10.0 1•PO Scale a 1.29 3 44 - 34 = 2x4 II 34 = 1 77.10 2 .10-0 I 5•a-0 7- 1t1-0I LOADING ( psf) SPACING- 24-0 CSI. DEFL. In (lot:) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(L-) 0.11 2-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.29 2-0 >642 180 BCLL 0.0 ' Rep Stress Inc YES WB 0.15 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 59 Ib FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling direly applied or 10-0-0 oc bracing. WEBS 20 SP No.3 REACTIONS. ( lb/size) 2-77210-3-8.4-77210-3-8 Max Horz 2-74(LC 10) Max Uplift2=174(LC 12), 4-174(LC 13) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7-994/360, 7-8=-872/3W. 3.8-844/382, 3.9=-WI382, 9-10=872/J68, 4- 10=994/360 BOT CHORD 2.6-180/775, 4.6-180/775 WEBS 3.6=0/384 NOTES- ( 7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-5.0ps1: h-2511: Cat. II; Exp C: End., GCpi=O.18; MWFRS ( envelope) and C-C Exterior(2) -1-" to 2-", Interior(l) 2-0-0 to 7-10-0. Extertor(2) 7-10-0 to 10-10-0 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrend with any other live toads. 4) ' This truss has been designed for a live load of 20 Opal on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at Joint 2 and 174111 uplift at Joint 4. 6)' Seml-rigid pftchbreaks 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." Q WARMNO • Vrfry design panarnarers and READ NOTES ON THIS AND INCLUDED AMX REFERENCE PAOE AIO.7473 ow. 1602420/5 BEFORE USE. Design veld for use anty with Mrrekre cavaetton. This detlpn is bated curly' upon peremetwe dawn, Ana is Mr an YdWua bukG% conrpaaand, not a truss system. Baton use. the bulduq designer Mutt vedry 00 VOicaWYry of deep Wrswnstars and pnwM kicarponds this detlpn Into the ovral Oulmng design. 8radng hdkatAd is to pravera Iweldtrq Af lndhidusl trues web andfr nitond McMben only. AddSlaul tempontry aid pantnanera bracbhg is sMays requked rr atabaly and to prevent collapse with possible personal Injury and popery danuge. For ganersl guidance negambtp the Is tahnhatiort, storage. delvary, arettlon and hosting of trusses and truss ,yams. ass ANSVTPII ouatly cohorts. OSS49 and SCSI Building componem OW4 Pate East and. Saraty imomution ovsiW* eom Trues P1ao Intthute, 215 N. Lae SUM. Sucre 312. Almarhdda. VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply T126MISS ITowleT10Common31 Job Reference lootionall BUlrera RIal501xW. Tempe, Plant Gry, I-Wwa 73]fW Pug In Nl / - I ee muusvtee, me rn - / - ar r / rqe r ID.0837CekNCJUSySDiOmCDdnydllm•A5ZFZYSq(Jlr?egvFC6ylKD3erldle Buhw4cyDHcO t-0-0 7-10-0 15-0-0 140 7.10.0 7-10-0 Scale - 1:28.7 4x6 = 34 = 2x4 II 3JZ - 7.10.0 7-10-0 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(L-) 0.11 4-5 999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 SC 0.72 Vert(TL) 0.31 4-5 604 180 BCLL 00 ' Rep Stress Ina YES WB 0.15 Horz(TL) 0.03 4 We n/a BCDL 10.0 Code FSC20/4/TPI2007 Matrix) VWIght: 57lb FT - 20% LUMBER - TOP CHORD 2x4 SP No.2 'Except' 34: 20 SP No.1 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=693/Mefhanleal, 2=779/0-3.8 Max Horz 2=77(LC 12) Max Uplift4-145(LC 13), 2-175(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.6=1012/367, 6-7=-890/375, 3-7-862/d89, 3-8=-857/407, 8-9=888/391, 4-9=1008/389 BOT CHORD 2-5=227/791, 4-5-227/791 WEBS 3.5=0/386 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling direly applied or 10.0.0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft-140mph (3-seoond gust) Vasd=108mph; TCDL-4.2psf: BCDL-5.0psf; h=25ft; Cat. II; Exp C: End., GCpi=0.18: MWFRS (envelope) and C-C Exterior(2) -1.0-0 to 2.0.0. Interior(1) 2-0.0 to 7-10-0, Exterlor(2) 7-10-0 to 10-10-0 zone;C-C for members and forces 6 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 145 lb uplift at joint 4 and 175 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." QWARNING . Vady design parameters arld READ NOTES ON TWS AND INCLUDED MITEK REFERENCE PAGE MO-7472 ray. I40e1142016 BEFORE USE. Oealpn val d for use any with WTOW connector. This design Is based only upon peremalere crown. and Is for an Individual building cm " 01d, not a tnns system BOOM use. tM bidding daflprer must W y OW OWL' laY W design parameter and pmpeny IrcaporWA Ihb doalgn into ute ovw a building daagn. Bracing Indlcetad is to prevent budging W Individual tons web andlor tlom mOmben only. Additional temporary end pemererd brscbV Is always required for staNdy and to prevent collapse with possible personal Injury and property damage. for general guidance regarding theIs 1catlen, garage, de0wry. arectlon and bracing W trusses and truce systems, Bee ANSMI1 Quality Criteria, OSS26 and SCSI Building Component 6604 Parke Earl Blvd. Safety information avaOabb ham Tnns Plate It altute, 216 N Lee Suet, Suite 312. Almndrb, VA 22314. Tempe, FL 36610 Job Truss Trans Type y PlyT128381571'. lJobTBW16T11MampdchGirder1 Reference (90ionall Bulleera Fln;Miaulve. Tamps. Plant City. Flaba 3358a 1.04U a Aug le ZU7 / W I eR MOUS US. IIIG. rn NOG 61 1IX-J 1 "I r deg- I ID:0837CakNCJU5ySDiQmCDdnyd 11 m-ASZF2YSgfJll9egvFC6yrtKO9amulne_Buhw4cyDHc8 3.7.8 I 740 3-7.8 3-4.8 LOADING (psQ SPACING- 2-0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 8CLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2007 330 11 414 _ CSI. OEFL. In (loc) Well L/d TC 0.27 Vert(LL) 0.02 1-5 999 240 SC 0.77 Vert(TL) 0.06 1-5 999 180 WB 0.53 Horz(TL) 0.01 4 n/a n/a Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1-1319I0-3.8, 4-1303/Mechanical Max Horz 1=142(LC 8) Max Uplift 1-278(LC 8), 4-346(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1824/358 BOT CHORD 1-6=421/1596, 5.6="21/1596, 5-7=421/1596, 4-7-421/1596 WEBS 2-5-270/1392.2-4=17931472 Scale e 122.4 PLATES GRIP MT20 244/190 Weight: 40 lb FT - 20% Structural wood sheathing directly applied or 4-1-6 oc pudins, except end verticals. Rigid ceiling direly applied or 10.0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10: Vutt-140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL-S.Opsf; h-25ft; Cat. It: Exp C; Encl.. GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will Td between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 278 lb uplift at Joint 1 and 346 lb uplift at joint 4. 6)'Semi-rlgkl pItchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 673 lb down and 165 lb up at 1.4-12. and 673 lb down and 165 lb up at 3-4-12, and 673 lb down and 165 lb up at S-4-12 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 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 Inrxease=1.25 Uniform Loads (pIQ Vert: 1-3-70. 1-4-20 Concentrated Loads (lb) Vert: 5=673(B) 6=-673(8) 7-673(8) O WARMNO - Vatty design parameters and READ NOTES ON TM AND MICLUDED IMIEK REFERENCE PAGE AO-147I rev. 10014INS BEFORE USE. Design valid to use only wah MrM* owmectws This design Is based any upon parameters snown. and Is br an Individual MA&V cwnporan, not a was system. Before use. the bulldbng designer must vent' tea app0eaMby of design parametera and pdapary VOWpoMe thb design Imo the ovenA buBdinp design. Bracing Indicated Is to psvem buc" of Individual buss web ands Mad ttam0an only. Adddleral temporary and pamarnent bnrLlg 1wiffff isaayaakmWinsd lotwbS1y am to prevwa a0epas wah pesslele prao al InJury and property damage. Fr grand gul I degardhng tea fahksdan, strops. dalhery, erection and Oda 1 9 of wpla and UM "W113, ace ANSWP11 Quality CAtrls. OSS41/ and SCSI Building Camponem 8a04 Parka Eaa Bird Salary Irdormedon avaWMe eom Truss Plats Module. 218 N. Lee SUsat, Suae 312. Alexandria. VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply 71283815E 78031E T12 HIP Ginter 1 1 Builders RratSorxoe, Tampa, Pam Cry. Florida 33588 7,640 s Aug 18 2017 Was, industries, Inc. FA Dot 01 17.04:35 2017 Pape 1 ID:0837CekNCJU5ySDIOmCDdnyd11m-e17dFuSOUzReN9DOTykLVSsVS 6gUCY70YOU<2yDHcA f 1-0OI 3 91 7•ao I 124-9 1 17.7.7 1 23-" I 262.12 1 3040 1-0 Q 1 0.0 'a.3.2.12 5 4.9 5.2.13 5.49 12.12 39 4 1 0 4x8 = 5xB = 30 = 5x8 8.00 r 4 5 18 a 17 1a 7 iisE>M**, ty 348 ! 15 5xS = LOADING (psf) SPACING- 2.0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 20 SP N0.2 'Except' 4-7: 2x4 SP M 31 BOT CHORD 2x6 SP M 26 WEBS 20 SP No.3 REACTIONS. (lb/size) 2-2157/0.3.8, 9=2469/0-3.8 Max Harz 2=67(LC 32) Max UpIIR2-741(LC 5), 9 =1108(LC 9) Scale - 1:54.9 10 14 13 I9 20 12 21 22 11 axt2 MT20HS = 3x12 MT20HS 5x8 = 538 = 2x4 II CSI. DEFL. In (roc) I/defl Ud PLATES GRIP TC 0.66 Vert(LL) 0.3012-14 >999 240 MT20 2441190 BC 0.79 Vert(TL) 0.68 12-14 >523 180 MT20HS 187/143 WB 0.62 HOrz(TL) 0.13 9 We n/a Matrix) Weight: 176 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc purlins. BOT CHORD Rigid ceiling directly applied or S-11-11 oc bracing. WEBS 1 Row at midpt 5-15, 6.11 FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4171/1559, 3d=3928/1526, 4-5=3539/1412, 5-16-5962/2850, 6.16=59622850, 6.17=41412146, 17-18=41412146, 7-18z 4142/2146, 7-8=45942336, 8.9=48212350 BOT CHORD 2-15=1393/3663, 14-15-2272/5514, 13-14-227215514, 13.19=2272/5514, 19-20=2272/5514, 12-20=227215514, 12-21-2782/5962, 21-22-2782/5962, 11-22=278215962, 9.11-204314241 WEBS 4-15-55011429. 5-15=2426/1167. 5-14-1011644. 5.12-8311695, 6.12-104/555, 6-11=-22231901. 7-11=669/1428, 8-11-283227 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh-140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h-25ft; Cat. If: Exp C; End.. GCpi=0.18; MWFRS (envelope); Lumber DOL-1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem 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-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 741 lb uplift at joint 2 and 1108 lb uplift at joint 9. 8) "Semi -rigid pftchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 139 lb up at 16-11-4, 124 lb down and 139 lb up at IS- 11-4. and 124 lb down and 139 lb up at 20.114. and 243 lb down and 258 lb up at 23" on top chord, and 1282 lb down and 366 lb up at 1541-12. 24 lb down and 141 lb up at 16-114. 24 lb down and 141 lb up at 18-114. and 24 lb down and 141 lb up at 20-11.4, and 250 lb down and 228 lb up at 22-114 on bottom chord. The designiselection 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 (8). 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 Dade O WARNING • Warily design parameters and READ NOTES ON 7f05 AND INCLUDED WFEK REFERENCE PAGE 111111-7472 rev. r6OMMS BEFORE USE. Dedpn valid ror use only with Mfrak* connWWM. This design Is based only, upon parameters shorn. and Is for an Individual bulanp wrm"Wd. net a truss system. Before use. the building designer must vrly Oro eppitebary of deep parameters and properly Incorporate ods design Into the overall building design. Bracing Indleatad 1s to prevent budding of Individual toss web anror chord members only. AddlWW temporary and permanent brat" is &Mays tapudred for stability and to plavam collapse with possible personal I" and property dartisgs Fr genaml guldanceragaming Or lWaff fabrication. storage. delik". rerylon and bracing of busses and buss systems. sae ANSUIPI1 Quality Criteria. OSS49 and SCSI Building component 8904 Pike Ent SM. Safety Information available *am Truss Plata Institute. 218 N. Lee SU". Suite 31Z Alexandria. VA 22314. Tampa. FL 36810 Job Truss Truss Type Qy Ipty T1283815e TOMIS T12 HIP Girder 1 1Job Reference Igoignall Builders FbstSorabe. Tampa. Rare Cmy, Ftertda 335M r wv a rug sa an r eu es rnausaars. rra:. rn ueo vs s r:w:.ia Nr r rape. ID 0837CekNCJU5ySDrQmCDdnydIIm-oI7dFuSQUzReN9DOTykLV5$VS 6gUCY7QYOUc2yDHcA LOAD CASE(S) Standard 1) Dead t Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=70, 4-7-70, 7-10-70, 2-9=20 Concentrated Loads (lb) Vert: 7-196(F) 11=-229(F) 16=-124(F) 17-124(F) 18-124(F) 19=1282(F) 20=96(F) 21=96(F) 22=96(F) AWA#bVMQ - Verey dwkn pervasion; and READ NOTES ON THIS AND INCLUDEO agTEK REFERENCE PAGE 1110,7472 rev. t0AW M6 BEFORE USE. DeNgn valid for we only with Mrr*W aauacton. This daatgn Is Weed apt upon paraewtas shown, and Is for an YWAMual buildbg a;ortgonam, not a was system Before use, the bwdbg designer =St verify the epplkab ft of design p finUnelam arld prop" Incorporste this design Into the overall building design. Bracing bldluled le to prevem bucldbg of Individual VMS web and/or mad rr H M only AddakrW temporary and perrrurora Wwhv IffwffIsalwaysrequiredfaalabNyandtoprawncollapsewithpossiblepersonalInluryandpropertydamage. For gonaal guldanos reganfi g the UbrkalW. storage. delAwry, eredldn and bredng of trusses end Was systems. sea ANSVrPH Quality Criteria. OS049 and SCSI Building Component 6904 tsako EAST 614d. Safety trdorlttatlon evallabb ham Tens Plate InttllNe. 218 N. Lee Street. Sine 31 Z Alexandria. VA 22314. Tempe. FL 36610 Job Truss Truss Type Oty Ply T12638159 T80318 T13 Hip 2 1 Job Reference footionall 8ulklers FhstSpece. Tamps. Plant City, Flalda 33586 7.610 a paAug162D17MlTekIndustries, Inc. Fri Oee 01 17.04:35 2017 Pa1 ID: 0837CakNCJUSySOiOmCOdnyd11m6Uh9SET2FG2R JoOlgfe11Pg1000DgiG(CA18UyDHc9 r1- 0-0I 4•ti•4 I .40 154Y0 21-0-0 I 25.2.12 I 360-0 1-0-0I 100 4.9.4 !V2 1140 6-0-04.2.12 1-SI 100 Scale - 1:53.5 44 = 314 = 4x8 = 34 = 13 11 10 3x8 = 3x8 = 3x4 = 3x8 = 2. 4 11 LOADING ( psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' SCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014frPI2007 CSI. TC 0.53 BC 0 90 WB 0.56 Matrix) DEFL. In (hoc) Vdefl Ud Vert( LL) -0.17 2-13 >999 240 Vert( rL) -0.51 2-13 >700 180 Horz( TL) 0.13 8 n/e n/a PLATES GRIP MT20 2441190 Weight: 150 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1417/0-3-8.8=141710-3-8 Max Horz 2=-84(LC 10) Max Uplift2-262(LC 12). 8=262(LC 13) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-14-247011060. 3-14-2424/1076, 3.4=-2148/920, 4-15=18741891, 5-15=18741891, 5. 16=18741891, 6.16=1874/891, 6.7=214SM20, 7-17=-2424/1076, 8.17-2470/1060 BOT CHORD 2-13=-865/2148, 12-13-765/2228, 11-12-765/2228, 10.11=765/2228, 8-10=-872/2148 WEBS 3-13 =334/295, 4-13-1721602. 5.13=540/244, 5-10=540/244, 6-10=172/602, 7- 10=-3341295 NOTES- ( 8) 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10; Vuk=140mph (3-second gust) Vesd=108mph; TCOL-4.2psf; BCOL=S.Opsf; h-25f1; Cat. It: Exp C; End., GCpi=0.18; MWFRS ( envelope) and C-C Exterior(2) -1-0.0 to 2-", Interior(1) 2-0.0 to 9-0-0. Exterior(2) 9.0.0 to 25-4-11. Intertor(1) 25.4-11 to 31- 0-0 zone:C-C for members and forces 6 MWFRS for reactions shown: Lumber DOL-1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncorwurrent with any other live bads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3.60 tall by 2-0-0 wide will M 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' 0 WAMUNO • WAry d"W parameters and READ NOTES ON T10S AND OfCLWED AUM REFERENCE PAGE Am•7473 ray. 141e30M6 BEFORE USE Osslpn velW kx use anty with Mrr*W connectors. This design Is eased only upon paral a am shown. ant Is Ahr an InehMual bu6ding component. not a truss system. Baton use, the buldtrp designer must verify the applkablitty of deslOi parameters and properly Incorporate this design Into the overall butlding desgn. A I l; kMkatM Is to prevent bur.MV of Individual buss web andror chord members aaty. Additional temporary and pamhanent brachp ITSEW4 alwaysrerlukedforslabeyandtopreventcollapsewithpossiblepersonalInpeyadpropertydamage. For portentGuidance mWntbp Ilia fabrication. Cora9 . delMry. erection AM bracing of trusses arW truss systems. see ANSYTPH Quality Cdterls, DS849 and SCSI Building Component 6904 Parke East 8 W. safety Information avallsble hornTnms Plate Institute. 218 N. Lee Stmet. Suite 31Z AleiaMAe. VA 22314. Tamps. FL 36610 Job Truss Tuns Type aty Ply Tt2&18180lJobT8031eT14IHip21 Reference (optionall to n id" restbouroo, 1 ampa, rum Wy, -I . - 9 5-:14 5-2•112 a GO 5x® 4 1817 44 = 5 S-2-12 5-9-4 1-0.0, Scale-1:53.5 13 12 ---- 10 H 3= 20 II 3x4 = 3,0 34 = 2.4 II 2 i9.4 i 11-0-0 190-0 24.2-12 I 30-0-0 I r I itI.4 S2.12 1 8 0 52-12 ia-4 Plate Offsets (X Y)- 14.0-5.8 0.2-41 LOADING (pap SPACING- 2-0.0 CST. DEFL. in (toe) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.54 Vert(LL) -012 10-12 >999 240 MT20 2441190 TCOL 15.0 Lumber DOL 1.25 SC 0.67 Vart(TL) -0.40 10.12 >889 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.37 Horz(TL) 0.13 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 151 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing direly applied or 3.2-7 oc purlins. 4- 5: 20 SP M 31 BOT CHORD Rigid ceiling directly applied or 68-9 oc bracing. BOT CHORD 20 SP No.2 WEBS 1 Row at midpi 4-10 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2-1417/0.3-0, 7=1417/0-3.8 Max Horz 2-101(LC 10) Max Uplif2-280(LC 12), 7-280(LC 13) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14-2496/984, 3-14-2411/9W, 3-15-1972/850, 4-15-1824/868, 4-16-1701/854, 16. 17-1701/854, 5-17=17011864. 5-18-1825/868, 6.18-1972/850, 6.19-2411/998, 7-19=2496M$4 BOTCHORD 2-13=785/ 2139, 12-13-785/2139, 12-20=524H700, 11-20-524/1700, 10.11-524/1700, 9-10-7942139, 7- 9=-7942139 WEBS 3.12=515=, 4-12-74/465, 5.10-731465, 6-10-514/300 NOTES- (8) 1) Unbalanced roof live beds have been considered for this design. 2) Wind: ASCE 7- 10; Vull=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL-5.0psf; h-25fi; Cat. II; Exp C; End, GCp1=0.18; MWFRS (envelope) and CC Exterbr(2) -1.0-0 to 2.0.0. Interior(1) 2-" to 11.0.0, ExterIW2) 11-0.0 to 23-2-1S. Interlor(1) 23-2-15 to 31-0.0 zone; C-C for members and forces 6 MWFRS for reactions sham; 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 nonooncurrefn with any other the loads. 5) ' This truss has been designed for a the load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 24).0 wide will fat between the bottom chord and any other members, with BCDL = 10.0psf. 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 pitehbreaks 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." AWARIONG • Verily designparantsters end REAO NOTES ON TICS AND INCLUDED WTEN REFERENCE PAGE A16.7Q3 nv. M01d tl BEFORE USE. Design valid fa use ony wdh MI TeloD connector*. This design Is based any upon parameters shown. and Is for an Indh idol budding component, not a truss eydem. Before use, the bulding designer mud verify the applicability of design parameters and property InWfponds this design Into the overall budding dedpn. Bracing IIMICd00 Is to prsvern bucldhp of bldtldutl buts web anelor Chord members only. Adddlonal temporaryand ponnenem bracing le afrraye raqubsd far atabddy and to pwverq Codapsa w011 possible personal Injury and properly damage. Fig general guldante rapambp the Wxkad oM storage, delivery, arwlon And Wading of trusses and vast systems. see ANSVTPtl Quality Criteria, DS849 and BCSI Building Component e904 Poke East 8M. Gately Irdometlon svailebls from Tens Plate Institute, 218 N. Les Stress. Sage 312. Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Py T12838181 TBWI8 T15 Hip 2 1 Builders Flrp3ource, Tampa, Plant City, Florida 33588 7 640 a Aug 16 2017 MITsk Industries, Inc. Fri Dec 01 17:04,37 2017 Page 1 ID:0837CakNCJU5ySDiOmCDdnydllm-agFNgaUaWhHeTNPaNmpaW*gSooBy5nOtsvbhxyDHeO ft-0-0I 6.9.4 I 13-00 i 17-00 1 23.2.12 I 30-0.0 1•GO 6.9.4 82.12 4-0 6-2.12 6-94 140 54 = 4)d = Sloe a 1:63.5 34 = 13 12 10 9 34 _ 2x4 II 314 3x8 = 20 II 3x4 = I &9.4 13-0-0 17.0-0 23.2-12 30410I1i I 441-0 B-2-12 8-t#4 Plate Offsets (X.Y1- 14:0.6.0.0.2-81 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (loc) Udell 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(rL) -0.31 12-13 >999 180 SCLL 0.0 • Rep Stress Incr YES WB 0.70 Horz(TL) 0.13 7 n/a n/a SCOL 10.0 Code F8C2014/TPI2007 Matrx) Weight: 157 Ile FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.0.1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2-1417/0.3.8, 7=1417/0-3.8 Max Horz 2=118(LC 11) Max Uplift2=-296(LC 12), 7-296(LC 13) FORCES. (cub) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-14=24661937. 3.14=2372/955, 3-15=1782f773, 4-15=167Of/94, 4-5=1503/793, 5-16=1671/794, 6-16=1783/773, 6-17-2371/955, 7-17=-2466/936 BOT CHORD 2-13=73712107, 12-13=73712107, 11-12- 416/1502. 10-11--416/1502, 9-10=746/2106. 7-9=746/2106 WEBS 3-13=/295, 3-12=7021368. 4-12=12S/444. 5-10-149/445. 6-10 700/368. 6-9=0/293 NOTES- (8) 1) Unbalanced roof live beds have been considered for this design. 2) Wind: ASCE 7-10, Vu8=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=5.Opsf; h-25R: Cat. 11; Exp C; End.. GCpi=0.18; MWFRS (envelope) and C-C Exterbr(2) -1-0.0 to 2-". 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 6 MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconeurrent with any other live bads. 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 Ile uplift at joint 2 and 296 lb uplift at joint 7. 7)'Semi-rigid phchbreaks 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.' Q WARNING - VWW dwkn parameters and READ NOTES ON IrOS AND INCLUDED 110TEK REFERENCE PAGE a0.7473 raw. tae3rt016 BEFORE USE Design valid rot uss any with Mff*W con rr , Is. This design 1s based only upon parameters sham, and is bran hWIvNwl buWft conowent, not a truss sWom. Below use. One bWk q designer must verity the appllmblift of design parameters and property Incorporate Ihb design Into the overall buoding design. Bradrtg Indko ed is to pevem burJdIng of Individuel truss web ands Nord members only. Additional temporary and psmunent bracing n. is always required for stability end to prevent collapse with possible Pam*" Injury ara popery damage. For general gumence regarding Ore { llskallon. storage. delivery, redbn and bradng of trusses and truss systems, see ANSUTPII Duality Cr t&U. DS6411 and SCSI Building Component 8904 Parka East Blvd. Salety Information available horn Truss Pine Institute. 216 N. Les Stram. Suite 31Z Alexandria. VA 22314. Temps. FL 36610 Job Truss Tons Type ON Ply T12838182ljobTewleT18Common81 Reference (optional) BuI100111 FaatSatxee. Tampa. Plant tally. Florara 335M r o"v . ^W iv ar r r mr r- i .w . i.- rn ar.r+v, , r r A -, , r u. . ID:0837CekNCJU5ySDiOMCDdnydl lmVomNVlnupOEdxb85H27jUxTC7Ehd(26W18DNyDHC7 1- 0-0I 7-9 4 15" I 22.2-12 I 30- 0-0 140 7-9.4 74.12 74.12 7-91 1.00 4xa = a o0 12 Sew - 1:52.8 3xa = 34 = 311 = 1xS = 311 = 10d- 3 9-7-11 10.2.3 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. In (loe) Udell 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 VerlffL) -0.71 2-12 >506 180 BCLL 0.0 ' Rep Stress Ina YES WS 0.42 Horz(TL) 0A0 8 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 137 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling direly applied or 7-7-14 oc bracing. WEBS 20 SP No.3 REACTIONS. ( lb/size) 2=1417/0-3.8, 8=1417/0.3-0 Max Harz 2=135(LC 11) Max Uplif2=309(LC 12), 8-309(LC 13) FORCES. ( Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-13 =2369/831. 3-13=22671853. 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 =2369831 BOTCHORD 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=5221380 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-5.0psf: h=25ft; Cat. It: Exp C; End., GCpi=0.18; MWFRS ( envelope) and C-C Exterior(2) -1.0.0 to 2-0.0, Intertor(1) 2.0.0 to 15-0.0. Fxderior(2) 15" to 18-0-0 zone:C-C for members and forces 6 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 noneoncument 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 tell by 2" wide will fd between the bottom chord and any other members, with BCDL - IO.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 Ib uplift at joint 2 and 309 Ib 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." 0 WARNINO. Yally deasn parameters and, READ NOTES ON TIOS AND INCLUDED aaTEK REFERENCE PAGE MO-7477 r.v. IOAV r5 BEFORE USE. Design valid for use only with Mrr*W owwa us. This design Is based only upon parameters shown, and Is fa an Individual buldkq component. not a truss, "am. Set" use. the budding designer rust verify the eppikabOy of design parameter and proparty Incorporate Uds design Into the overea Fwabuilding design. St" Yokaed Is to prevent budding of intUdual alas web andfar 00(d members Cully. AddKww temporary am permanent arcingForgeneralguNarnarsgsmkng ther. briudlon. stara9e, de9vety, arsalon a w us" of trusses and truss systems. see ANSVIPH Quality Criteria. DS849 and SCSI Bulling component 6904 Parke East Blvd Slaty Itdormston avallsbM hom Tuns Plae InO e. 218 N. LAe 8tra. S uko 312. Aexondta. VA 22114. Tamps. Fl. 36610 Job Truss Truss Type Qty Py T12838161lJobT80316T17HIP11 Reference (gpkwal) Builders FiroSomce, Ton". Plant City, (bride 33588 100 3-9.4 I1 3.2.12 - 4014 3.11-2 3)d 4 19 5 19 7.640 a Aug 16 2017 M1Tek Industries, Ina. Fri Dee 01 17:04,40 2017 3.11.2 - 4014 - 3.2.12 - 3.9-4 2x4 II 3x$ = 4X5 = a 20 7 21 8 Seale a 1:63.5 Sx8 = 17 22 16 23 15 14 24 13 25 12 3x8 = 2x4 II 400 MT20HS = 2x4 II Ind = 3x9 LOADING (psQ SPACING- 2.0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 TCDL 15.0 Lumber DOL 1.25 BC 0.99 BCLL 0.0 ' Rep Stress Ina NO WB 0.88 BCDL 10.0 Code FBC20/4/TP12007 Matrix) 54 = DEFL. in (toe) Udell L/d PLATES GRIP Vert(LL) 0.36 14 >985 240 MT20 2441190 Vert(TL) -0.81 14-16 >441 180 MT20HS 187/143 Horz(TL) 0.26 10 We n/a Weight: 160 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purling. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling direly applied or 3.11-12 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=2406/0-4-0, 10=2648I0-4-0 Max Horz 2=67(LC 7) Max Uplift2-1060(LC 8). 10-926(LC 9) FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4571/2118, 3-4-439/R131, 4-18-3952/1957, 5-18=3951/1957, 5.19-5799/2416, 6-19=5799/2416, 6-20=57992416. 7-20-579912416, 7-21-4439/1684, 8-21--4439/1684, 8-9--4925/1833, 9.10=5086/1830 BOT CHORD 2-17=1868/3978, 17-22-2374/5156, 18-22-2374/5156, 16.23-2374/5156. 15-23-2374/5156, 14-15=-2374/5156, 14-24-2108/5565, 13.24-2108/5565. 13-25-2108/5565. 12-25=2108/5565, 10-12-1563/4429 WEBS 3-17-294267, 4-17=434/1435, 5-17-1660/690, 5.14-7/895, 6-14=-548/311. 7-14-329/380. 7-13--Or313, 7-12=1553/735, 8-12=-499/1635, 9-12-274277 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=14Omph (3-second gust) Vasd-108mph; TCDL-4.2psf; BCDL-5.0psf; h-25R; Cat. II; Exp C; Encl.. GCpl=0.18; MWFRS (envelope): Lumber DOL-1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrerd with any other live bads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1060 lb uplift at joint 2 and 926 lb uplift at joint 10. 8) "Seml-rigld pftchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 243 lb down and 258 lb up at 74).0. 124 lb down and 139 lb up at 9-0.12. 124 lb down and 139 lb up at 11 12. 147 lb down and 149 lb up at 13-0.12, 147 Ib down and 149 Ib up at 15". 147 Ib down and 149 lb up at 16-114. 147 Ib down and 149 Ib up at 18.11-4, and 147 lb down and 149 lb up at 20-114, and 265 lb down and 265 lb up at 23" on top chord, and 250 lb down and 228 lb up at 74).0. 24 lb down and 141 lb up at 9.0-12. 24 lb down and 141 lb up at 11-0-12. 95 lb down at 13-0.12. 95 lb down at 15-0.0. 95 ID down at 16.114.95 lb down at 18-11.4, and 95 lb down at 20-114, and 424 lb down and 122 lb up at 22-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or back (8). 11) This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Continued e 2 AWARNING - WAry design parameters and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE Am-7472 tev. f0'024016 BEFORE USE. Design valid for use ** with Mrteke connectns This design Is based only upon parameters shown. and Is for an individual budding component. not a truss system. Bafare use. the building designer must vaf0y the applicaasty of design parameem and propMy Incorporate this design Into the overall buwhp design Bracing Indicated is to hxevan Otcid Of lndlvlawi truss web andkt Cord members 0* Additional temporary and permanent ntKU Q Is always s cid for subilly and to proven conapse with posslbN personal Inlury and property damage. For general guidance regarding the R tabrktalon, storage. del". aredlon and bMd g of trusses and cuss systems. no ANSVTPH Quality Criteria. OS049 and SCSI Building Component 611011 Pane Eau aNd. Sacaly Intonation avaWba eom Tnrsa PMte Institute. 216 N. Lee Steel. Sully 312, Alerardds, VA 22314. Tamps. FL 36610 Job Truax Truss Type Oty PlyT12&TBIe3lJob ITowleT17HIP11 Reference (optionall Bldloels FntS*tM. TOR". Plan Gly. Florida 33*W r.wV a /uq ro Au r r mr r as arauwoa, mac, r — r r r.—+ N. • rryo A ID:0837CekNCJU5yS0i0mCOdrydI1m-?FwWbVWN3sTw5 GWJV4C8aFN?mp9PesagSFIFyDHcS LOAD CASE(S) Standard 1) Dead + Roof Lire (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pill Vert: 1-4-70. 4.8-70. 8.11-70. 2-10=-20 Concentrated Loads (lb) Vert: 4=196(8) 8=218(8) 17-229(B) 5=124(B) 16=96(8) 14-72(8) 6=147(8) 13=72(8) 7-147(8) 12- 424(B) 18=124(8) 19z147(B) 20=147(8) 21-147(8) 22-96(B) 23=72(8) 24=72(8) 25-72(8) O WARNINO - Vasty design parameters and READ NOTES ON T eS AND INCLUDED MTEK REFEREMCE PAQE 11111403 rev. fOOLl016 BEFORE USE. Design e trans "am Blore uW thlywith e building designer must OM connectors. This dvaW the n Is aippunClted Dy parameters oupon parameters ur proppir00 Is y anIndividual Oft d*4n Into olrobuilding Component. eru &inadretoasv6q Itsrequiredrstabilityam to pemoollapse with possleepenaul Wwy end PmYeM YEN g hErkslbn. do"". ddvary, eremon and I I - or waves and truss "Ms. wa ANWrPH Dually criteria. 08849 and SCSI Building Component 6904 Parke Fast Blvd. Barely Information available ham Tons Plate Inplhae, 218 N. Lee Street, Suite 31Z Alarmldrie. VA 22314. Tamps, FL 36810 Job Truss Truss Type Oy Ply T1283016/ lJobReference(aptional) TB0318 T10 Hip G4Wr 1 1 Buddera Flits p, Tampa, PAM City, Florida 33588 7,640 a Au0 18 2017 MRak indugrba, lnc. Fd Oec o1 17.04 V 1 2017 Papa 1 ID:0837CakNCJUSySDiOmCDdnydl l m-TRUuW,tXB3pBj54g4DgIkM60AP75us00oUttlgiyDHc4 100 1.1o.e 8.1-7 10.2-9 14.5.8 18-4-0 1 0 1.10 p 4.2.15 4.1-3 4.2.15 1.10.8 11 64 = 8.00 12 2.4 I I 50®= 44 _ is 2x4 II • <.. 5X9 _ <. <., < 8x12 MT20HS WB = J Seine a 1:29.6 n O B's _ < 0 3000 = 1.191 7; 140.12.-39 18.4.0I 2 I 445I I 1. 10-0 Plate Offsets (X.YI- 13:0-&4.0.2-8IA8:0-3-8.0-3-0I.111:0-1-8.0.1-121 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.32 9-11 >603 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.87 9.11 >221 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Ina NO WB 0.87 Horz(TL) 0.12 7 We n/a BCDL 10.0 Code FSC2014/TPI2007 Matrix) Weight: 74 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing direly applied or 1-9-0 oc puffins. 3- 6: 2x4 SP No.1 BOT CHORD Rigid ceiling direly applied or 6-4-10 oe bracing. BOT CHORD 2x4 SP M 31 WEBS 1 Row at midpi 5-8 WEBS 2x4 SP No.3 *Except' 3- 11,5.11,5.8: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. ( lb/size) 7-178510-3-8.2-151910.3-8 Max Horz 2-31(LC 27) Max Uplift7-374(LC 4), 2-341(LC 5) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3—2907/657, 3-13=-6309/1430, 4.13=-6309//430, 4-/4=-6309/1430, 14.15=4LV /1430, 5. 15= 6309M430, 5-16-32801709, 6.16=328Of709, 6-7-35291749 BOT CHORD 2-17-573/2505, 12-17-573/2505, 12-18-577/2549, 18.19-577/2549, 19-20=-577/2549, 11- 20-577/2549. 11-21-148416744. 21-22-1484/6744, 22-23-1484/6744. 23- 24-1484/8744, 10-24-149416744. 9-10-148418744.9.25-148416744. 25- 26-1484/8744, 26-27=-1484/6744, 8-27-148416744, 8.28=-640/3062, 7- 28=64013062 WEBS 3-12-26/308, 3-11-877/WW. 4-11-262/142. 5-11=-455/82, 5-9=-68/674, 5- 8-35611827, 6.8-26811488 NOTES- ( 11) 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf: BCDL-5.0psf; h=251t; Cat. II; Exp C: End., GCpl=0.18: MWFRS ( envelope); Lumber DOL-1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live Wad nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 374 lb uplift at joint 7 and 341 lb uplift at joint 2. 8) " Semi -rigid pItchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Continued on oaae 2 AWARMNO • VwW assign parameters and MAD NOTES ON TICS AND INCLUDED 110TEK REFERENCE PAGE af67472 rev. faet/MiS BEFORE USE. Design valid Mr use omy with MIT410110 connaaoM This design Is based a* upon parameters shown. and Is for an IndNldwl bu" comporlan. not a Wes system estate use. the bu" designer must verify the aWkaabft of deslpn parameters and pmpedy Inwrporste this design Into the overall Is design. Bracing indlested Is to Wevent tKcWkV of IrWhidual truss web temporary and ponnersim se required lorprevenpossiblpersons!b84andtopreventcoltapsewithppbWa psWM damsp. or general Additional 9vlaance teWMhq theM taMcstim storage. delivery, erection and bracing or trusses and truss system*. sea ANSIMIt Quality Ciltmis, 08641 and BCs1 Building Component 8004 Parks East BNd. Safety information available horn Thus Plate InslkNe, 218 N. Lao Street, Sub 312. Aleandr4, VA 22314. Tamps, FL 38610 Job Truss Truss Type 0ty Ply T128181d1 T80318 T18 Nip Girder 1 1 a" Fin souffle. Tampa. war Gly. I-Mma 33*W r.owu . —W ,o a, r m„ oa mauw.w, . --, qnv c 10:0837CakNCJU5yS010mCDdnyd1 l m-TRUuWxXB3pBj54gApDgtkM60AP75us00oUtogry0Hc4 NOTES- (11) 9) Hanger(s) or other connection device(s) shall be provided sufikient to support concentrated load(s) 63 lb down and 29 lb up at 1-10-8. 69 lb down and 29 lb up at 3-11-4, 69 Ib down and 29 Ib up at 5.11-4.69 lb down and 29 lb up at 7-11-4. 69 lb down and 29 lb up at 8-4-12. 69 lb down and 29 lb up at 10.442, and 69 Ib down and 29 lb up at 12-4-12. and 63 lb down and 29 lb up at 14-5-8 on top chord, and 24 lb down and 14 lb up at 1-1-1, 18 lb down at 1-10-8, 109 lb down and 37 Ib up at 3-1-1, 8 lb down at 3.11-4. 199 lb down and 51 III up at 5.1-1. 8 lb down at 5.11-4, 289 lb down and 64 lb up at 7.012. 8 lb down at 7-11-4, 8 lb down at 8-4-12. 289111 down and 64 lb up at 9.0-12, 8 Ib down st 1"12, 289 lb down and 64 lbup at 11 12, 8 Ib down at 12-4-12. 289 Ib down and 64 lb up at 134M 2, and 18 lb down at 14-4-12. and 289 lb down and 64 Ib up at 15-0-0 on bottom chord. The designlseleclbn of such connection device(s) Is the responsibility of others. 10) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or back (8). 11)' This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3-70.3-6-70.6-7-70.2-7-20 Concentrated Loads (lb) Vert: 17-24(B) 18=109(8) 20=-199(B) 21=289(8) 24-289(B) 25=289(8) 27-289(B) 28=289(8) 0 WARNING • VWW daslan parumaers and READ NOTES ON n4$ AND INCLUDED WIEK REFERENCE PAGE aIP-7472 raw. I&MI dla BEFORE USE. Design wild ter use any with AQTeW Connectors. This design Is based only upon parameters shwan, and Is for an IndMdust building eonponeM. not a Wes system. Before use. UN building duanar (rust wady the, SWIcAbIlly of design paramelen and properly Ineerporale this design Into the oven" building design. Bndng Indicated Is to prevent budding of Individual erne web endAW lord member only Additional temporary Arid pemunerd 1 11 Is akvaya required for atabsly and to prover coUepse with poUNG peraaW "M and propary damage For genaral guidance Mpfdkg the kaw fabrlestlorr. storage. dd w y. erection ant bracing of!(asses end thus systems. ass ANSVTPN Guauty criteria. OSS4I9 and SCSI Building Conponem 0904 Parke East Blvd aafafy intonation available horn Tens Plane InsUbde. 218 N. Lae Street. Sure 31Z Alexandria. VA 22314. Tempo• FL 36610 Job Truss Truss Type Ply 10ty I T12836165lJob ITBw16VolVesely21 Refelrencei (oationall Bu iders FIrsLSourco. Tamp*. Plant City. Flodda 33566 2x4 4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 024 TCOL 15.0 Lumber DOL 1.25 SC 0.20 BCLL 0.0 " Rep Stress Inc YES WB 0 00 BCDL 10.0 Cade FBC2014/TPI2007 Matrix) 7-0 a Aug 16 2017 fdrrek Irvsustrles, lot. Fri Dec 01 17:04:42 2017 Peg* 1 ID:0837CakNCJU5ySDiOmCDdnydl l m-xe2GjHYpg6KeiEFMNwM_HZrmdpeddWv918dMM8yDHC3 40.0 440 Seale-1:13.0 2x4 II DEFL. in (loc) Well Ud PLATES GRIP Vert(L-) n1a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) 0.00 n/a n/a LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD SOT CHORD 20 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=145311-8, 3=145/3.11-8 Max Horz 1-68(LC 12) Max Uplift 1-2 1 (LC 12). 3=55(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. 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) Wlnd: 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: MWFRS (envelope) and C-C Extetbr(2) 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 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 1 and 55 lb uplift at joint 3. 6) "Semirigid pftchbreaks with feed 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.' 0 WARMNO - Vwfry design parameters a" READ NOTES ON TNS AND INCUIDED 1ATEK REFERENCE PAGE d01.7472 rev. I&CMU rd BEFORE USE. Design valid for use only wall MIT*k* connectors. This design is bawd only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verily the applW bilay of design parameters and properly Incorporate this design into the ovrall bwding deslgn. Bradnq Indicated Is to prevent buctdh=p of IndMaun trees web eel« cord members only. Addtllrel temporary and pameneM rWAG Is shveys required for dablidy see to povera COON" wah Possible personal "Ay and property damage. For general guidance rsparding the I! taMrAbn, storage. delivery. erection sin bractog of trusws and truss systems, a" ANSVTPtl Quality criteria. OU49 and SCSI Building Component 890a page Eaal Blvd Safaty i nformalfon avallabls from Truss Plate InsWuts. 218 N Lee Star. Sucre 312. Afoxondde. VA 22314 Tempe. FL 36810 Job Trans Truss Type Ory 1ply T12MI66lJobTowleV02IValley21 Reference (Mionall Builder FbstSorece, Tampa. PI M City, Florida 33566 2.4 4 7 sea a/Wg la2alr Mxlaxfneusetw, mC, "uscul 17:11e:122ull repel ID:0837CakNCJU5ySDxQmCDdnydl l m-xe2GjHYpg6KelEFMNwfA_HZfpxphPd Wv918dMM8yDHC3 2-0.0 2-0.0 Seals - 1:7.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid 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 SC 0.03 Veri(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(TL) 0.00 n/a n/a SCOL 10.0 Code FBC20141TP12007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD SOT CHORD 20 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=55I1-11 8, 3=55/1-11 8 Max Horz 1.26(LC 12) Max Uplift I-4(LC 12). 3-21(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 2441190 Weight: 6 lb FT = 20% Structural wood sheathing directly applied or 2-0-0 oc puriins, except end verticals. Rigid ceiling direly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf, h=25ft; Cat. It: Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterlor(2) 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 pet bottom chord live bad nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom dlord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Td 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 pftchbreaks 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.' 0 WARMNo - Vw ft Aldan parameters and READ NOTES ON 7193 AND INCLUDED aaTEK REFERENCE PAGE M -7473 rev. 14e3/!df" BEFORE USE. Mslpt Valle for use only with MrreW ONVO M. This deelpt Is based only upon parameters slow.. and It bt M Individual bullov oarponenl. Ad a truss system. Before we. the Ou"detg dedpna must verly the applabi ft of deslpt parameters and properly ftalimata 96 design lob tit oven" bwmrp design. Bracing Int ated Is to prevent bueabg of bdlvldual tons web aedra r I members only. Add"bnat tampons and Permanent lra I I . b always required for stability NO to PWAM collapse with poaslate personal koAry and properly damage. For general guleana re"ardaq the low f lbrkasbn, storage, dellvsry. wwtbn and bradn" of oases and Was systems. we ANSVTPII Ouallty CAtada, 08840 and SCSI Sullding component 6904 Pant East SIW. 9afaty Information available hom Tens Plate Institute. 218 N. Lae &bore, Suite 312. AlaorWAe, VA 22314. Tamps, FL 36610 b Truss Truss Type pry PlyTwlerV03Valley11 Builders FlrstSoarce, Temps, Plant City, Florlda 3356e 7.840 a Aug 18 2017 MrTek Industries, Inc. FA Dee 01 17.04:43 2017 Pape 1 ID.0837CakNCJU6ySDi0mCDdnyd1Im-PgdwdZRbOSRKOgZxetEpnBwxD 1MyvIGoMvuayDHc2 1 1.10.8 1 6-2-0 i 10•5.8 1 12.4-0 I 1.108 4.3-e 4-3.8 1.10.8 1g 6.00 Fi2 40B = 2x4 II 4x8 3x4 4 r ' 3.4 2x4 11 2x4 11 2x4 11 Seale a 1:20.5 LOADING (psf) SPACING- 2-" CSI. OEFL. In (loc) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.13 Vart(TL) n/a n/a 999 SCLL 00 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix) Weight: 37 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 12-3-0. Ib)- Max Horz 1=-11(LC 10) Max Uplift All uplift 100 lb or less at jolm(s) 1, 5, 8, 6 except 7-123(LC 9) Max Grev All reactions 250lb or less at Joint(s) 1, 5 except 8=252(LC 1), 6=252(LC 1), 7=436(LC 23) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-7-3471269 NOTES- (9) 1) Unbalanced roof live Wads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=5.Opsf,, h=25ft; Cat. II; Exp C, End., GCpt=0.18; MWFRS (envelope) and C-C Exterior(2) 0-7-9 to 6-2-0, Interior(1) 6-2-0 to 10-5-8. Exterior(2) 10.54 to 1141-7 zone:C-C for members and forces R MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing 5) This truss has been designed for a 10.0 pst bottom chord live load nonooncurrerd with any other live Wads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2 0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at jolnt(s) 1, 5, 8, 6 except jt=Ib) 7=123. 8)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9)'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0INA&VU0 -Wally daalgn peremetars and READ N07ES ON 7IIIS AND INCLUDED a07EK REFERENCE PAGE NO-7472 rev. 1003Rdt6 BEFORE USE. Oasip valid for use only wM MRe110 oanrodps. This design is eased aft upon parameters shown. and is for an adirldwl bull" component. not a loss system Selon use. be buldmg deslyor must venty On appOcabury of deco parameters and property I - I ,rate this design Into the overall Ading design. 8radop Indicated is to prevent OuWkq or Individual bras web andlor cl ad members aly. Additional temporary and pemune l Orackig RWIsakrsysrequiredforsabtleyandtopreventCollapsewithpossiblepersonalIn)ury and pmpany damage. For generalguldenr"ordkq the fabrication. dorsge, dellrery, erasion end bracing of trusses and truss systems, see ANSUTP11 Quality Coltais, OSS49 and SCSI Building component Bald poke E Islam edary ldomandon avalleble ham Truss Plate Institute, 218 N. Les Su". Suite 31 Z Alexandria, VA 22314 Tampa, FL 36610 Job nlss runs Type Oty Ply T126MISS TSWI6 lq11, 1 1 Builders FirstSoume, Temps, P4m Ciy, Florida 33569 7.640 s Apr 22 Me W I en Industries. Inc. Sat use 02 13.2i.V 1 2017 raps 1 10:0837CakNCJUSySOiOmCDdnydllm•ZSBGUm[BFXenBy4G&OyQcjOESG7EdelXjPbHgyD9rtm 1 1.10 a 4-2.8 a.5 8 8 4-0 1.10 a 2.4-0 2.3-0 1-10.8 a.00 12 3x4 = 3x4 2rA II 2x4 4 2x4 II 2x4 Seats - 1:15.4 LOADING (psi) SPACING- 2-" CSI. DEFL. In (kxa) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) We We 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.22 V@n(TL) We We 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 We n/a BCOL 10.0 Code FBC2014frP12007 Matra) 1MBight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-" oe purlins. BOT CHORO 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1-169/8-3-0. 5=16618-3-0, 6=302/8-3-0 Max Horz 1=-11(LC 10) Max Uplift 1-36(LC 12). 5=36(LC 13). 6-65(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wlnd: ASCE 7-10: Vua=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL=S.Opsf: h=25ft; Cat. II; Exp C: Encl.. GCpl=0.18; MWFRS (envelope) and C-C Extedor(2) 0.7-9 to 6-1-7. Interior(1) 6.1-7 to 6-54, Exterior(2) 6.5.8 to 7-8-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live bads. 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 for between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 1. 36 lb uplift at joint 5 and 65 Ib uplift at joint 6. 8) 'SemWgld pftchbreaks 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' LOAD CASE(S) Standard QWARNING . VrVy dsalpn j,.Wrs and READ N07ES ON THIS AND INCLUDED NITEK REFERENCE PAGE N6.7473 rev. 1402 dr6 BEFORE USE. Desipn valid for use only with slfTebe oonrrdon. This design Is Weed only upon parameters shorn. slid Is for an Individual building componard. not a Was system. Before use. file buldtrq designer must vent the appb=bWty of dealp parameters and popery kworpoMs this de4gn Into the overall utiW: ad ulnd ggabil yyand too WaversISto s personal Individual truss "andsVie°. For.pIW ndlquiclarce hwPa he labrktlbn, storage, delivery, erection and' I n of cusses and cuss system, see ANSVTPII Quality Criteria. 03849 and SCSI Building Component 6904 Parke East am. tlalaty Infomutbn avallabM horn Teas Reid Inslxute. 216 N. Lae Sheet, Suite 31Z Ale andrlo, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply T126MISS Ta0318 V05 Valley 1 1 Builders FlndSaeoe, Tampa, PAM City. Fbrlda 33588 7.84 0 a Aug 16 2017 MfTek Industrbs, Inc. Id Dec 01 17.04.44 2017 Page 1 ID:0837CakNCJU5yS0iOmCOdnyd11 m-t0A18zZ3MkalyYPh/LOTM__k9Ad(F50PSUR6SR1 y0Ho1 1.10-8 2.58 4-4-01-10-8 47-0 1-10.8 AMr 2.4 i 3x4 = 30 = 2x4 Scale a 1:8 4 8 4.3.8 Plate Offsets (X:Y)- 12:0-2-0.0.2.81. 13:0.2-0.0-2-81 LOADING (psf) SPACING- 2-" CSI. DEFL. in (bc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 005 Vert(LL) We We 999 MT20 244/190 TCOL 15.0 Lumber OOL 1.25 SC 0.13 Vert(rL) We - n/a 9" BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 11 III FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins. SOT CHORD 2x4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 1-138/4-3-0, 4-138/4-30 Max Horz 1-11(LC 8) Max Uplift1-27(LC 12), 4=27(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd-108mph: TCDL=4.2psf; SCOL=5.0psf: h=25f1; Cat. 11; Exp C; End., GCpi=0.18: MWFRS (envelope) and C-C Exterbr(2) zone;C-C for members and forces 6 MWFRS for reactions shown: Lumber DOL-1.60 plate grip OOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 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 100111 uplift at joint(s) 1, 4. 8)'Semi-rigid pftchbreaks 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 IndMdual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 WARNING - V.W daelgn parameters and READ NOTES ON TICS AND INCLUDED WFEK REFERENCE PAGE MIF7472 rev. IOMW*15 BEFORE USE. Design Nod for use amy with Mffelm Connectors. This design Is based aptly upon parsmsters shown. and b br an Individual balding co nponaq. not a truss system. Betore use, the buldlrig daslgnar must veNy the *Wkabi ty of design parameters and property Ineapordte this design Into the owrel building design. Bredng badf"ted Is to preram bud" of Ind vidual tugs web and/or cturd membersardy. AddliorW temporary eoa pemunem ererLhp 101W. Isalwaysrequired!Nor steblity and to preverd cWbP" with possible personal"and property damage For general guldten" regarding efabrkaton, storage. daitwy, erection and bracing of basses and truss systems, ass ANSVIPH Ouatty Criteria, OSS49 and SCSI Building Componem 88W Parke East Blvd. 8als y IMomntlon awlMft eom Tnrss Plats Ins@uta, 216 N. Lee Slraal. Sube 312, Absandds, VA 22314. Tampa, FL 38e10 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. IRA For 4 x 2 orientation, locate plates 0- %4' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 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. BEARING Indicates location where bearings supports) occur. loons 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. SCSI: 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 Tr)P CHr)Rr1S cr•2 C2o O WEBS yy a, 4 0 v a. 0H BOTTOM CHORDS 8 7 6 5 O O U a O JOINTS ARE GENERALLY NUMBEREDILETTERED 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. 0 2012 MiTek® All Rights Reserved 111111110111111110 A MiTek® MiTek Engineering Reference Sheet. Mll-7473 rev. 10/03/2015 A 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-brecing, Is always required. See SCSI. 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 ANSVTPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSVTPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purtins 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 after 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 a000rdance with ANSVTPI 1 Quality Criteria. s s cr m m 0-0 75-0-0 60-10-8 1-8 RECORD COPY 1 1 1 1 1 1 1 1 1 1 1 11 1®l• E-- 1 II• i 1' I I I I 1 I 1 III I I' I I I I I I I®I I 1.I.I I.I_. I I I I I E l l l l l l l l l l l l l l l 1d'1.0.-, 54-4-0 II II 7-0-0 C-1= III Ln m CI EJ2 CJI S EJ2 r9 D II C5 EJ2 m I N 10 EJ2 m EJ2 EJ7 I II I EJ2 E7R EJ2 1 T11 EJ2 CJ — Imu u d HI 61 i CJI ti" c u CJ3 S.j UO2I CJS ES EJ7 m m m CJ5 C J5 CA CJI — i lu u T m P N r r m n r LA m u u y" u CJIIIID r I I II 11 tl 11 7-0-0 9-8-0 52-4-0 II 1 II11 1 1 II 28-6-8 I 7I8 a Hanger List H1 HTU26 H2 THA422 NOTES: t) REFER TO IRO 91(RECOLD,MENDATIONIS FOR HANDLING INSTALLATION AND TEMPORARY DRALM ) REFER TO ENGNEERED DRAWMS FOR PERMANENT DRALM REOLDRED. 2) ALL i9fi5E5 (N0.LWafi MISSES tMER , VALLEY FRAW1-* DE COMPLETELY DECXED OR REFER i0 DETAL V105 FOR ALTERNATE DRALING REOIXREMENTS. 5.) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY DUD.DER. 4 ) ALL TRUSSES ARE DES16WO FOR 7 o c MAXDAN SrACN6. LKESS OTHERWISE NOTED. 5) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED TO DE LOAD DEARN6. I.KESS OTHERWISE NOTED. 6) SY42 TRUSSES MUST DE INSTALLED WITH THE TOP DENG UP. 7) ALL ROOF TV% HANGERS TO DE SW30N7 HTU26IRAESS OTHERWISE NOTED ALL FLOOR TRUSS HANGERS TO DE 51MPSON TM422 LI LESS OTHERWISE NOTED. D) DEAMMEADERA.NTEL TIORI TO DE FIMRASHED DY DMDE 51-10P DRAWING APPROVAL n15 LATATT 15 THE 50.E (AM FOR FADR 11M OF MWS AND VMmS ALL P0.V M ARMMTELIIRN OR OTHER IM LAYOUTS. REVIEW NO WMAL OF INS LAYOUT MI DE REam DErom ANY taws WILL DE mat. VERFT ALL C11rDTT10N5 TO RARE AW*I WNDES THAT WILL f E%tI IN EXTRA (HAWS r0 YOU fy-W 0de1 M. M7 K M. Builders Fi rstSou rce Orlando PHONE:407-D51.2100 FAX:407.MI-7111 Plant City FHONE• 615.754.5951 FAX: 617-752-1532 Taylor Morrison N: Anastasia l =1% Lot xx L 9-27-17 jDaRnitt;k- RECORD COPY t D City of Sanford "N Building and Fire Prevention Product Approval Specification Form Permit # # 17 - 3 Project Location Address: J LOING 7 34 SA„FORO z 537 Red Rose Ln., Lot 316 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 Dbl, single FL15080.1 Roll U Automatic Other 2.Windows Single Hung MI Windows Single Hung window FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows Frame Fixed Glass FL 18644.04 Awning Pass Through Projected Mullions MI Windows Mullions FL 18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding Soffits Alpha Aluminum, Inc. soffits FL12019-115 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-R4 Underla ments InterWrap, Inc. Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shin les 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. Sh utters Accordion Bahama Colonial Roll u Equipment Other 6.Sk lights Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products HVAC Tie Down BMP International HVAC Tie Down FL14239-R3 Applicant's Signature Applicant's Name Please Print) June 2014 TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS # 70' I it I 31• s3- 27, W INI)m CALL•Qji$ l7W w D51 n3tSI 225+ bV x 3Y ueu V13351 ns1 3354 sr 1494 173494 1451 3.91 C G3' 65+ 03591 l554 3591 S V' 51 I Y136 SMI ]G 51 I % SI GC vERFTK4M'7OFeWFCRILL=U. fn aoo9 Stffs Ro N51411IT10H nfr vtcr FiY MWAUM M VECFY.AUM Z Rffi.R 10 FLOOR ft" FOR 6111E OF W= USED (Wa N",%CAVIDI1• t•".OR MW GLAW FW aLL DBrDrR fXM[ •OR701 wDffs•.rL Corlr trw rar fi1t11YJt • Sw ®IZ7rrbrl fe%ri00. A TYP. ARCHWAY sGL'b W.TI rueo:xE ravr tru mro oau• C rrRawwATUM. urH>, OooR tlMrw svrrettU QUO••TERarT uTrtw% Atarnaudru• cQ { o[als FMA IK SLIT w1ame:xrtlartlr TY TRAY CEILING SECTION I# F W.rr i 32-• lave ro {ri174 fawtia TOII ftArOfBGO• Ia1S 6RTOUnaJ -- I UfI.4R TOM1 I Tr I C rtOTaa1TIC I aL•mIT- I rt$ I O r-.- rLr wr I O1 jrangyAS tat I T•rT\ Sr r --- 1 r --- -I It. w•ac1 Isvw•aa; H I' 41g't'D5 No rste rTflH l L•--- J L---J STAIR! L70 Q rCt o6rDt strpiq 6f4mccus •omm 1a { Ii®G lOR I•Ta 9f1/ ALL { amGro,lyda uLaam aotnlrteaatnaf tr.•wrv.tx•rml 5mmm R*M MUIR to A0 RR4=or A= 6t1L 61 Aruac a NlDlll$nL N W UUW. f rr/000 a10C /t!!!!p ltp• M DTI 61tr SORER tfR at rifaDCl alocd dw ru6>F. t rr•aun a swat n• ccwu r 111GGHIs aE SIRf6D. rtlur, W MIGFIa R rOl O. a1 M IIdS 1tordfurtgaalMILLRtRaaa.ramsn AT mu Armollool op.rot umc4{•o1A. l rarmauYcc u Told atuw. m. t tf rw u r x ro 6Law.a aoow eaaa a11104030mlow rwm001. 317 1Q AMA L.pfbTr. uRdtTiSlala6 FUl roseh! T{lrrata••ot tldw faM{rscERandfTwd6GrtfOF01000t6FNUlu 6F at m1m6 porn Of acedt EtOrdD i w N6RnVeIDpiaO@ratLnddEamUPAtlwNm.Sur a w rtuluuatAadasA, co m•s. s a• a rtas lRor rsor ufT foacrUMPAWL Unm To a N W ruq. tTr 1JLI a {•D ataG {w ufam artaDetvl •• 0a nn M.l ldCara YOLYaQ®tltUptrTlEpOiQ YwD11Tt aOdor m1 rotmmda 11aE dN V•fw tSfa fJrcluatro4L MAaHaaMrt•1m CprAniV. IR6 50c.- sa IaA 016rm CAW171 aQ fa.- laaL r XAT aS rrtw—aG rop= vG rT•114fpp - - II- sr'i I adTan.auars I GATHEIBG ROOM t- Starr .awrC Y 6 room mma SILOCr{L r3 116 tw urr & Tr IQHI7CIOI , r•.• on Qwwm BATH 4 r-.• a. T Cm _ STAIR SECTION raaw•. 10 i iOO' s. tu q P0.TIEYtE7arfr c4aa nsws( m efsi Tlal Gr6rE1 — w• on mid CALI. TOP u. an otud U 01AXOMMUMS fay O U9OIa00 I 1 O Aaw"—" I 1 u DINING rd-•-. 1i- 0' wzanr- I I rror- r I 110d '7.• 1S' 4a711 as as M RTaI I I iEETr . I i•h I GrL Ixx t: tr urwl an W 2NO rJs la` L.GI utatRol ao %r tora• Qr1.a9t ldCt rRl 4Rr, Ow QItllltp \ •Id 6t twwt OM aaro Dal ton 41 jjdf NOtES Lt1ACECO OE ASr4tlIr10 a.•Y1ptf <..r0trLY61QrNtOORltSra3•aTW7{ Hel6[ fOLNa6 iG6 A! tutD6N 9 M IWr.ROlalgnDapT eat M oeala MAO• To A Mff OXMT Aw4 hr 6E WOO a N" t1wft% tl sapmon6om itTt 1 coact ANIm l ro duct • " 0MATFAM649U 6cu.WA II IM Muu W ncatS fa6Nne4N PAW " ma mm"IlfT401mrmnD O NT!" IF— ML-- — mIL— ( TWA tat 8 To. r d IMEN FLATWoo 0. 0. MilgrdfEa MI 11 I I u rtll1 1 1 1 2 CAR GARAGE I YI r l l To•-o•.m•-a' O raaot 1 ',/ S I.\ Car SI w90M,tMo cLc 11 , vaaroo I j rlaR Ci. 1 lid ,,• 6tiH 4Gry J1 Wnr+• . 21 br ro••r htLAN aH i x G 6FagotW I L— — — — — — — I Ttt9:L FM Tom• WISE a0 O, A' 9 PORCHI rwras ; an STUDY 0 • -. rtr. nr : Q uF ri-.•. td-•• , lG• ace • I ,wj rse t•-.' MI aC roReQO I ran 1 O '• ° f• FHHr ro6Hl)a rotruAow NN fW WOW TD•. II.M 7rE1f00 tact AT fN. t4. T•r diF. 6LKJVf rla!{ hZwle.lel,T oo,o MAN FLOOR GTMCTURAL LF"hO rao etoorfu®ra1, 6a0.9er 0 rarG/aaaslrtLA, ani®un set I Q - rwaca• uowoeeacaf oru ral•aatmcmHao+rler w14f10000FR1w6 aO/S 6a 1 m M1® fa00fMLYIBJatlCDO" th a niEa auS6K 0 _ ruatswreaam®auraa e,roanllr rd tefaa,fwseuL 0. - Flow (Ohl ampomreorwN mxcTaG n eLx Qf - rMM,.aaedr•, freO,rR. aOfGcroaneJSL O _fYl.'DE MI. Orotm6Etd4066 WA a rlad RUCICisI& W fJOtdOW.rJ5lFtlrtAaSNYl.M SLa•Tcl• Ukftd16Et® ro r4 6ptAfU I alwalVrswrotart d@raS• Ord ma1000 rf4' 06MlOrD 6{f00 RL WLL R HAT h•! 31 YN'o!! Atli nfE SOMP To COW AM AN AT ra0 NX NFJKP*ar vb M wwo)11 F. sm10CLPLrRamm6aP11Latwm4"D4s (pWw10rvracaod0T64MRrorJCafrOGdtew•'•r rat•WTS YrWaqsnWC1URALNOTESaaLe6roaro.arr4ta aatadtaro suet trJme to unman au tlf 1F1C71'4U N R m.10U®•EN E3410 mfoEles rO,5/97RRnL. uuouu r- L3 V Us G CaF. v Iol m ... rTavm• cart( Lo, is a n+.0 rr_T!• Il rtrt+o Mw.w.— W &AfT adr.arraa •ror IW . Ia.. n•o T4 a•.w.r•.. full 60 1r. r fA t%TN7a10 • OM af0 rw r KdwL rL N Z W0 o c m O0 2 F LL O I HATCHING t80910 Olaosarootstt 1. Y I wRra.AsaTadm R • Value Chart 2582 rtdnfa Dalq 10w1 Yle o7lneta R•rrJemu m"WIS Ito •At tOWUI! NR&K< A" . AM /row N.w Aonw an 04Lna Ry slut XcCor or"" IOCi911! 14700ow RO 1mvU 4w fa wmAl1 t6 MAIN FLOOR PLAN NOTES 2A1 Yob W.f GARAGERIGHT ow 15 TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS F} 1 }{' 1 36' w VANDOW CALL -OM l7 IV WC, V4F4 3"F4 403FO WO FG }ON F4 3030 FG 4083 K• 8 li' IM SW WVSW 3030 54 IM SW w Ui10 $4 }0(0 sa 30(0 SW 4Oa0 SW Z 60' 3 050 SW WX 9+ MO 94 1*0 94 U' fto 91 1 }060 sl 1060 Sa {l(r'9 91 7k G4 YERFT RAIN OFEVNCd FOR ALL W}00:6. N= M AT MALLAnm }MT VARY MR rA% FA-RMApy WATift _ O ZRtOFLWRRMF0R$MECFGOW USED ( ME KFG-9L CA5M- CK CR F W GLA56• Ks) 41 BEIGBr. (SGri M f17• Pecos• ttiPlsLrvrv4• r9iDCll•> u EantllRW Ii I"-4•z V - src.Frys.r aa:LVNsrFso+rm. aores are n ec1• i- Frvgsrun•sntsuPs/s o•Rr cases n ecs: o _ avice rrrtr.r tKal:Yrem roasavawPwY•ts a o OG rq. GryrsR eOpF7 Rf OapE wim 57 n en so wrusrrsa rsu• soon M F+tr sA'dl sm anumm ftmftA% rmr02= Ysw.4rasu wwa, FN""mosur. ffM* il{•IR'(CIlLrs•7{ndt?M RMFLAL• GP®1camu noasrosa uP OOIf r N 7rA01 ULN {14•. K ftl4• Rta R •/•{R•I •E R®IOUE lORP1 UF tYR/ ffFtlIKFQMI\TQ Rr1MR 6fPf Gt4bY.ot•TJt01'A •Gf R11t•WTs I®tnNlM SIRUMUL NOTES C1lNasD( 2 Rwra• afx 41 imtoommG "m NH RrLOua a amsar ous N a msoiv sw a<ssno mro m ror• YFG4RA'A WruOUE{ CLEAR QVft W;%6 # MOlfilKi1 A tlek •E amai pcm ansLwaDroeowosoAaula• ne nalaatzoeew• oe maa nc tam Fos Ps( nloaaiaP •(Poa•wa• rlJNP u IDEs las K frOmRPlrP n• Rl7. MCr•YK Isntt Otap.R0. O'Q41 f P0• P rOL4.6YLL IOr RM Pe•fd t Wt OrFu6rZ P 1 r •[IOATR! NRYB! sa• roue • taaRnrr•, a aoP sE R: soR.WsfG r•pt • m FDnGrgNrOFI z 8 f aw wafm i q Ilr L•1 • mM RW rarq Y•= L rEN 7 7LU 0 oV) 2 m 020 0 o 2582 nnc rnnr naur /UY Yaws acr. as UPPER FLOOR PLAN NOTES 2B1 Wt6wifGARAGE RIGHT Florida Building Code Online Page 1 of 3 Business & Professional Regulation Aor daam HoI' W.0 in I User PMhtratW Hat Togo I sub"t surdnr" I stets a faaa I fS ,:.. . nes Product Approval Pao, essi . l um Regulationdkff FL, a R15225-R3 Revision Ir. wea000eu I raC sMff I aCtS stx K..o I Lk" I S-- I Application Type 2014 Code Version Approved Appr ApplicationStatusApprovedby DSPR. Approvals by DSPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Therma-Tru Corporation Addres*"one/ Email 118 Industrial Drive Edgerton, OH 43517 419) 298- 1740 dckw@rwbldgoonsultants.com Authorized Signature Vivian Wright rIckw@rwbldgconsultants.00m Technical Representative Address/Phone/ Emall Quaity Assurance Representative Addresyphone/Emall carry Exterior Doors Subcatgory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Usting Certification Agency National Aomeditatlon & Management Institute Validated By Ryan I IOng, P.E. h Validation Checidist - Hardeopy Received Referenced Standard and Year (of Standard) Standard XCK 101/I. S.2 1997 ASTM E1886 2002 ASTM E19% 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06113/2015 Date Validated 06/28/2015 https://www. floridabuildin&org/pr/pr aPP dtl.aspx?pmm=wGEVXQwtDgv3yVVKJZlQ... 7/20/2015 Florida Building Code Online Page 3 of 3 Certtficallon,Agenry tlertificabe Fc 1522 tta G GaC IS»c 5 rrdret rrrts odf Quality Assurance contract Expiration Date 12/31/2021 Installation Instructions umHs of use Approved for use In HVHir No Approved for use outside HVHZ1 Yes Impact Resistant: No Design Pressure: N/A e t1t [t I115 5-14 4 ... Otter. See INST 15225.5-68 (6'8 Door Products), INSf a, 15225.5-89 (8'0 Door Products) and INST 15225-68M (68 ft .rater 1c»c-!0.odt. 5 Al-1tl N M.edfsue•, Door Products Direct to Masonry) for Installation T :•tote - GI Shafi-d p19) vfith-ASTM'E'1300= A 25a„U Vertf ed-By"Lyndonf'S midi.-P E 49409. 04. (This product approval requires the use of'l' part number doors and•sldelltes, which have been stained or Po t5?,2Sj5,-68.odpaintedwithin6monthsofinstallation - Excludes Opaque ts» 83 i nL R3 AE Benchmark Door Panels.) iS» Ulex-na. et Fvsr • 1 25-69M.edf Created by Independent Third Party: Yes Evaluation Reports Ra 1'P.in =w by tnded'endentThird Party: Yes I 15225.6 I. 'Premium series', -Construction wlaeand w tttOouc siaen Glazednd irSteel igand 0ur w Transoms. Serlee and *Benchmark by ITherma-Tru' with Transoms Umtts of Use Certification Apeney CertiReste - - rnitsApprof use use M HVH2: No it seize 1[3 eC i57.6 NAMI,eeAs:ndf'. Approved for use outside HVHZ1 Yes Qtletity Assurance Contract Expiration Date Impact Resistant: No 12131/2021 Design Pressure: WA .Instattaltlon Irnxrudiacts. ... ;. tl t5 5 k3 it 1NIST 1{. Otter. See INST 15225.6-68 (6'8 Door Products) and ' 15225.6-80 (8'0 Door Products) for Installation Instructions. a s R° n TMSz- IgMIKA•edf• Note - Glazing Shall comply with ASTM E1300-04) 1/er(fled BV: Lyndon F. Schmidt, P.E.43409 Created by Independent Third Party: Yes by independent Third E tiar3laismsst :: :ao. xe,,,.rt Me auto ofFtodd. it an AMt3jD ampmorar. _ • :._ n. - _ Under Flmlda taw, emer addeessa era Pam • Q Yaw door tUo iW m.0.Wu heany waw rS o dsR at50. 87.1995.PusiuxR Oo dedronk Ina to ink aimtr. Lard, mn[set ure onk! br M W nmthligI WOsection •153.275t1), tiaRxda Statul4 aafieedf e OdpLer L. ZOl]. Umrsem Ilaet ed undo CTaOra 455, fS tst Oda a MOMAM an anal address r WF7M t7eeoanal addre$, aa% prOvlda trR aAM an amW addrasa which Gin W aad. MmW IM Pub To ft p luau am a (1®L e mder pmp0er 455. FS., pkiu dick bttl• PrOdxact A9parai A SAFE Crcd f.:r•i l hops://www.floridabuilding. org/pr/pr app_dd.aspx? param=wGEVXQwtD9v3yWKJZ1Q... 7/20/2015 NOTICE OF PRODUCT CERUMCATION 4"!; _ ter i Company: Therma-Tru Corporation Certification No.: NI005329-11 s ]08 Motzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/3l/2021 Revision Date: 02/24/2015 Product. FiberClassic Opaque Fiberglass Door Inswing/Ontswing w/ and w/o Sidelites Benebmark by Tberma-Tru Opaque Fiberglass Door Inswing/Ontswing w/ and w/o'Sidelites Specification: ASTM E330/E331frAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certificationlabelrepresentsproductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing within NAMI's Ce fie'd Product. n .at'i t' tt .NAMI' Cfn P m Baceredited b TheAtnerl 'n NaHonel tandards institute ANSf . Inswing Glazed Missile Test Report Number Maximum Pressure Impact B' Configuration or or a ueOntswn X I/S Opaque Single X O/S Opaque Sin le XX US; Opaque Double O/S OpaqueXX Double X US Opaque ' Double XX O/S Opaque Double OX0/OX/XO t/S Opaque Door Sin le w/.Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door Sin a w/Sidelites _ Glazed Sidelites OXXO 1/S Opaque Door Double w/Sidelites Glazed Sidelites OXXO O/S Opaque Door Double w/Sidelites Glazed Sidelites OXXO I/S Opaque Door Sidelites_ Glazed SidelitesDouble.w OXXO O/S Opaque Door Doubt w/Sideli Glazed Sidelites Si Pos/Net Rated Comn 3'0" x 6'8- 67/-67 No ETC-01-741-10703.1 3'0" -x 6 8" 67/-67 No E1'C-01-741-10703.1 690" x 698" 40/ 40 No ETC-017741-10703.1 Standard Alum 6'0" x 69$" 40/=40 No ETC-01-741-10703. Standard Alun 610" z 6'8" 471.47 No ETC-6-741-10703. COasiel Alum 6'0" x 6'B" 47/47 No ETC-0f-741-10703. Coastal Alum 5'4" x 658" 40/ 40 No ETC-01-741-10593, 5'4" x 6'8" 40/40 No ETC-01-%1-10593, 894"x 6'8"' 40/40 No ETC-01-741=10593. Standard.Alur 11W x 6'8" 40/-40. No ETC-01441-10593 Standard Alur 8'4" x 6'8" 47/-47 No ETC-01-741-10593 Coastal.Alurr 8'4" x 6'8" 47/-47 No ETC-01-741-10593 Coastal Alan t Institute Inc./4794 George ashington Mei3009 lUWA!*Y!A2Y0 National Accreditation at Manage Tel: (804) 684-5124/Fax: (804) 684-5122 NAM AUTHORIZED SIGNATURE: . --> A 254F NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005331-115 Certification Date: 10/15/2003 108 Mutzfeld Road Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smootb 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 productbeen as described within this document. The certlncatlon This product has been approved for listing wltAinlabelrepresentsproductconformitytotheapplicablespecificationandthatallcertificationcriteriahassatisfied. n: 's a dAh. m•is accredited '1'Ae'Ametleaa National Stands Institute ANSI IVAMIl Certified Product ado at' ca , 4 _ Design Missile Test Report Number Configuration Inswing' or Glazed or Maximum Pressure ImpactRated Comments O s ue Size Opaque 3'0" x 6',r P 67/-6'7 No • ETC-01-')4.1-10702.6/Lr2096/1TF252F X I/S i in le p/S Opaque •. 3'0" x 6'8" 671-07 No E`CC-01-741-10702.0/L-2096MrMlF X Single XX US Opaque 6'0" x 6'8" 40%40 No ETC - StandardStandard Aluminum Astra al _ Double 6'0" x 6'8" 40/-40 No ETC-01-741-10702:0M2096/ITF281F XX O/S Opaque Standard Aluminum Aswmal. Double _ Opaque 6 0 x 6 8 551-55 No 1 TC-01.741-11008.0M215irrrF252F XX I/S Coastal Aluminum Astra Double Opaque 6'0" x 6'8" SS/- S No ETC-01.741-11008.0/L=215IMF251 F XX O/S Coastal Aluminum Astragal Double OXO/ox/XO US Opaque Door 5'4" x 6'8" 40%40 No' M-01-741-11008.0M215InTF252F Single* Idelites ._ Glazed Sidelites 574' 6'8" 40/40 No ETC-01-741-11008.0/L-2151/1TF251 F - OXO/OX/XO O/S Opaque boor x Single w/Sidelites 1/S Glazed idelites Opaque Door 8'4" x 6'8" ' 40/-40 No I;I'C.p-i41-11008.0/L:-2151ITTF252F ' OXXO Standard Aluminum Astragal Doublew/ Sidelites. ; _ Glazed_Sidelites 8' 4" x 6'8" 40/-40 NO E'1 01-741-11008.0/L-21317ITF251F OXXO O/S Opaque Door Standard Aluminum As Double w/Sidelites Glazed Sidelites 8' 4" 6'8" SS/•SS No ETC-01-741-11008.0M2151/iTF252F OXXO US Opaque Door x Coastal Aluminum Astragal Double w/$iF _ GI Sidelites SW x 698" 55/-55 No ETC-01-741-1 f008.0/ir2151/i'1'F 51F OXX0. O/S Opaque Door Coastal Aluminum A _ Double w/Sidelites.. National Accreditation Glazed Sidelites . b VA 23072 Management In shington Memo' y nY 04) a (1304) Tel: 684-5124/F 6845122 NAM AUTHORIZED SIGNATURE: jW 4• 4 4• y 1 II MULLION 3MASONRY 1ikHEAD SHOWN FOR OPENING OPENINGII REFERENCE HEAD do JAMBS t I do JAMBS 2X BUCK jl2XBUCK I I MASONRY i OPENING I t.mY 2X BUCKi.G.soss. I 1. a71eh91 p11M cornea map be acQinW to alolofah Ills mk 1 el raldle!onvtpll 2 ll+AJca+cBNTFlrp.fbsori4fedro moinAmhatr nft AdBerAl—IcStO a IGIPWI i mepb rralWhetdfogrKla'!a11s7 1A>t0 1i 1f'I iM tlfgnA A lof ulctiWea a cono.la and., rohie: lir INN. Ile l•lle r late 1' e 4- r MULLION FORMULLION4III MASONRY' I I REFERENCE OPENING TYP, HEAD I I I 1+ I I adoJAMBS 2X BUCK" 11 MULLION.— SHOWN FOR o rl REFERENCE cINGI c W/SIDE111M allrx ANCHORING rl I ilk I II SHOWN MULLIONMULLION J I II' TYP. HEAD TIP. it REFERENCE 1 SHOWN FOR REFERENCEJAMBS11 1. Hip I 1 SHOWN FOR I JAMBS l 1 REFERENCE 2X 1 BUCK 1.0 AS*4,0AL I I I; R ENCE• o M/• II 1 1 II• DOUBL I)OOR K ANCHORING MASONRY rwlalr RUCK w/_mEL ANCHORINGBLvOPENING 04 I T-F IN pa 5w PAIRSNt. cb 3* r- T SEE NOTE R., r — 7SHEET31XOMDETAIL -3- A WINQ TM IN Ix SUCK NSTALLATION MULLION-/ ' TYP. HIM ASTRAGALS JAMBS N 2cl, SHOWN FOR 1 SHOWN FOR hi REFERENCE 1 REFERENCE ONLY 1 SEE V,% - 4- h = 44112 r , notifli- Er ODOR wzgonnEs VIEW *r- oom W/ mon OOLVXMM W." r62-0 Item DESCRIPTION Mot 4iA--4 1# 10 k 7--11-2— PFH--WOOD'SC Ef, STEELSCREW' WOOD SCRMWinob to !,:=0Mft I . 2 La WOE) 'SC mW o jrf/2- Lig. OOO SCREW 4 x 2-3/4- PFH RJQO'O ITIN CONCRETE SCREW 3141--T3Z4-- ItFW PFN CONCRETE' SCREW x _ 3 3r MrWPfW CONCRETE LC,= S 6 x'3- J74— -so—EwmmcogGREMS 1 4 3--114- ITIN PfW CONCRETJE :EW NCONCRETEE 13N MASONRy - 3000 PSI MIN. CO N R TO ACI 301 OR HOLLOW BLOCK CO TO ASTM C90 16 F20SCREW11/4- X -1 PFH PWLI-t 0. 3fj D WOODRE ] RESSU5lutulL I -Au LL 0 gC81- EvX I-, X 20 CORRUG—AIEVFASTENER 12XM & sm 0 z ok to K tj -14L SEE..." DETAIL oil 9 ml W/ 2X SUCK 2, INSTALLATION WQWK C. L BON INS ATIW/2X SUCK .3 INSTALLATION. . 0 W/ iX BUCK 11: 71.. INSTALLATION - DUAL= ATTACHIKE AsMGAL MTNROWSMT 2OW AFRWE STR AN. anIII RJTI m SMIOR NLTBtIOR INTERIOR MIERIOR B MIOR it00 jOR INTERIOR e i.c is iW8 Gmom0. A. Kmuum w SIHOWN FOR', MASONRY 4 MASONRY. MASONRY MASONRY.' rl - REP OPENING . YYP. OPENING CAD Tyl.. OPENING MEADI I HEAD - - JAMBS JAMBSS, It 11Q :cf 2% BUCK-1- cd MULUON. 2X BUCK —/ SHOWN FOR REFERENCE d II II II 2X BUCK -! TE I1!IlISMELUES I/SlDEUCK ANCHORING U SINGLEDOORPUCKANCHORING BUCK 4 MASONRY OPENING 2X BUCK EI ANCHN wimw mcamm a, 00 edge d* WM to =010 lukft 2.Cm% mroand abc0ftmnoted c"%AX I. I.Kmwc* ere mhecloodhom - 10jm11wA*kodcFkndconcwt0Mdwx bm*Aedfowmng*WAXONCeaWdh-sion m0t, I'S W.AAr OIL—... dw TA,c,mo or 1.114, r r 7 MUWON 4. II SHOWN FORMUWONAil: REFERENCE SHOWN FOR HERO1REFERENCEJAMBS1 II KASRAGAL 2X;-- SHOTWAN FOR BUCKREFERENCE11AtFL- MASONRY nni A! r WIsIonirmFI" - BUCK ANCHORING aw bu OPENING j b-= 2 C. r 69 E' 3. 3-.. 4' I I . 3`rv-•i ra• 1 DAM 3' n a Q S1. SHEET3NOTE3 '1; I' s n 1 MULLION SHOWN FOR REFERENCE SHOWR4 AL - N' FOIL 1 REFERENCE1' ONLY1: S1tlnN Sal ft T 1 W V BUCK 'A SEE DETAIL 1.ALLAY.NWSEE• pETAIL . s . 3' I•rP IX ti ASTRAITAL I SHOWN F REFERENCE1 • i - c ONLY o WEW ' E'— E' M nnl c OR 4 w£ W i•— A• M/ ORIOMu L10AlIG1D Ite DESCRIPTION - _- Motorlol 0 x . - 2 SCREW. So- 1 4 10 x e ma Y - 3 4 PFN ELCO OR ROE' S 5 1 x 1-7' ITW N S EW 4 x,3-a/4-.ffW-PFHCONC3ER SCREW ME 11 3 i8 x -1 4. P CO ETE EW x MASONRY - 3000 PSI MIN. CONCR CONFORMINGTO ACI CONCRETE 13. 301 OR HOL OW BLOCK CONFORMIN TO-ASTM C90 1 1 4 •X 21-4 CONC CREW DER 8 PINE SG.>!0.4 21 3 K. R LIRE MAIM S DELffE P S 30 2' X 1' X 25 GA. CORRUGATED FASTENER.•. sRstoiOtl im po M' senor to oaw ws DETAIL '4' A ' DETAIL ' J' ATTACH ,liTRgGAL THROW IT Y THEOIYN A 1 ' D AIL ' I' i p I 6. 2 21 12 $ Som , N. T.S. .. 9 PC. m JK ' u 000. n LFS 3 152222' n FL- 15225. 5-13 INTERIOR gg; IN OR • I P :7T INTERIOR EXTERIOR E ev D IOR INTERIOR t d w INTERIOR INTERIOR EXTERIOR H 1- 1056 O INTERIOR r . ff1 • li r - l i! • 1 EXTERIOR INTERIOR ME N' t"HEAD p CHEAD ~ 9/10L 19 V N. bFra.c e 110HUUDD T t` SHOWN FORgo" FOR1Rosece9 90 1;.6vnrIAMB - .®iAim 9j1d• . Wr.01AMSS _ o 411tiJAMB — O H 49/IBJAMB Thyto s 1 DRAR9•, + 1a . DBAILs o 1 — - S d + 3f , oR1At?a? 1 RvWAILT1S 12 _ — V--' D" erura 000R W/S1DM VIEWw- r SINCsIf DOOR VIEW'A ='A' VIEW VIEW r-r SINGLE D00t WP Elms VIEW "E'-'E' 36 1 ie/b0otkr0 d the cemea nwv fG a4wIed ro-*4cIn IAe n*k i id tlont7.'Io AiOAe/f 2Cw' 9i+r.on hffJ0 osmwnotedasWAK.a+cedFRondCO oalOCd M DETAIL'1• DETOn 1.1oh go mh edge dsWM Io MWWPh °n° 1 Conotaceeded. i moybe to we "Mo%"x ONCENWC s concreteanda. tam H, AWJ= lie t-F/* _ . r212. lir 3 21 3 Iil9RACpII .... .. a9. JK e Bw a ' S- 1.1/ Afi SHOMM AS fNOWN 7J: dk, m LF5' i w0h ( 12) #II X T Pam• wood rae 11+eie are Nl of eoch DETAIL'S' R-15225-68M t, fie e8fe i theLd lopdo 13, r 31;111 r d". There as 121 of the heodw of P " a 0 fta, l Jamb Detn Me doh thin the ovhlde cornea o/ fhe Dome. ifrere ose 121 al the s0. P Iran Itfe ovhfde camels. • R R W Building Consultants, Inc. W Consulting and Engineering Services for the Building IndustryB C P.O. Dox 230 Valtioo. FL 33595 Phone 813.659.9197 Florida Board or prormlonal Engineers Cerlikste orAtdhoAmuon No. 9213 Scope: Product Evaluation report issued by R W Building Consultants. Ina & Lyndon F. Schmidt. P.E. (System ID # 1998) forThelmaTruCorporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept of BusMess 6 Professional Regulation. R distributing the Consultantsltans nd Lyndon F. entitylnvolved In the approval process of theproduct named herein. company manutacluring Lm/tat/arrs: 1. This product anchoring has been developed in eomp5ance'^ the 5th Edition (2014) Florida Building Code (FOC) structural requirements excluding the 'tfigh Velocity Hurricane Zone'. See the Certiocation Agency Corocate for sues, specifications and design pressure ratings2. Product anchors shoo be as osled and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, roam, brick and other wall coverings. 3. Wood screws Shell be Msteoedsdto oce 9 Installations instructions of ANSI AF&PA NOS 2012. M other fastener types to be Installed following fastener rwnufacWrers Inslatlatlori d b the fastener manufacture, but in no trtatance shall they4. Fastener embedment depths. edge distance and center -center distances shall be specified Y be less than shown in drawing FL-15M.5-08. 5. Where shims are used, they must be a "dgid I stiff material that complies with the requirements of the r apeelfie)obs in accordance FBC. 6. Positin and negative design Pressure requirements for use with drawing FL-15225.5d38 shoo be determined by others fo red with the governing code. 7. Soo oanddions that deviate from the detaUs of drawing FL-15225.5.68 require further engineering analysis by a Named engineer or registe architect. Supportlng Documents: 1> GOt7II&MO2.01sT70.0 TestStandsrd ASTM E330-02 / TAS 202-94 ETC-01 741- 1 Am E330-02 / TAS 202-94 E330-02 / E1866.02 I E1996.02TEL01460147ASTM 2 =° No. Ryy BuddinEMOred gJE Consullards, Ile. (CA 09813) No. Fw5225.5-08 3. Calculations Preoared M Anchoring RW Building Consultants. Inc. (CA 109813) Sheet t of 1 ETC Laboratories ETC Laboratories Testing Evaluation Lab. Signed b Wendell W. Haney, P.E Joseph L Dolden. P.E. Lyndon F. Schmidt, P.E. Stariadb$ e_a1ed Lyndon F. Schmidt, P.E. StmledADjAdd b1'r. Lyndon F.'SchMidt, P.E. i' 1 A s r, . , : Lyndon F. Schmidt. P.E. FL PE No. 43409 202015 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 'X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4 ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE °RODUCT SHOWN HEREIN. WINO LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHCR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—TS. 6, UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WINO BORNE DEBRIS REGIONS. 8. SHIM AS REOUIREO AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16. OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/ 4•. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EOUAL OR GREATER THAN 1.0 00 NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT. iO. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 110 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 MANUFACTURERS 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. 33KS1 OR ALUMINUM 6063—T5 1/8• THICK MINIMUM TABLE OF CONTENTS 1EET NO. OES:RIPTION 1 NOTES 2 ELEVATION 3 — 9 INSTALLATION DETAILS IIMLON3 O-xitw w M1t AP/AOVm ADDED CHARTS 03/06/12 R.L. REVISEO PER NEW TESTNG 10/15/13 R.L. ADDEO FLANGS INSTALLATIONS 12/06/13 R.L. RENSEO INSTALATKN OE ALS 08/05/15 R.L. 33 IlE) E SIGNED: 1012712015 MI WINDOWS AND DOORS LLC 0111111111// FLOWER MOUND TXR75028 vJ\S pENp*..9 i 0rt61 *= SERIES 430/440 XIX SGO*• 1 a3" x 9 REINFORCED q 7/k> NNOTES y D TAT OFE : 'Nv i.A• A i.s,lOR50?G2\ ORprtt OWO 0.0. REV 08 030E D A 11 NTS are 02/23/09 s"c0 9 6' MAX - I i 5" MAX L 37' MAX O.C. 96" T- MAX FRAME HEIGHT Ii 1I L 8" MAIL 143' MAX FRAME WIDTH 6' MAX SERIES 4301440 XIX SGO EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT R4T1N0 t40.0PSF NONE SEE CHAATS OI AND 02 FOR OTHER UNITS RATINGS RnlsroNs ED I OrSG>JtpN WE AMINO ADDED CF7RTS 03/06/l2 R.L. REVSED PER NEw TESTING 10/15/13 RA ADDED FLANGE INSTALLATIONS 12/06/13 R.E. CHART61 REVISED INSTALLATION DETAILS 08/05/15 1 R.I. WHERE WATER INFILTRATION RESISTANCE IS REOUIRED SEE VOTE 9 SHEET I Design pressare chart (pso Frame 9le PWWI and Total Frame 1414M (in) HSght 30.0 1 3CO 42.0 1 47.7 in) 9R00 100.00 126.00 143.00 Pos Neg Pea 1 Neg Pos Nag Pos I Neg 84.0 40.0 1 60.0 1 40.0 1 57.9 40.0 520 40.0 480 66.0 40.0 60.0 40.0 6 40.0 48.9 40.0 45 0 820 9.6 40.0 1. 40.0 46,1 40.0 423 96.9 40.0 5Q6 0 49.0 4O.0 a3 7 1 40.0 40.0 CHART02 WHERE WATERWFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET I Design pressure chart (pso Frar a Srgle Panel end Taal Frame VNdM (in) t#Ipf1t 30.0 36.0 420 1 47.7 90.00 108.00 126.00 143.00 Pos Neg Pos I Neg Pos Neg I Pos I Neg UA W.0 1 60.0 1 57.9 1 57.9 52.0 320 40.0 48.0 88.0 GM 1 60.0 5CO 48.9 4&9 4.0 45.0 92.0 59.6 69.6 61. 1. 46.1 46.1 423 I<2.3 9L0 50.5 1 W5 1 49.0 1 49. 43. 43 7 40.0 40.0 CHARTAI Number o/ anchor locodons required Frans SMpl0 Panel and Total Frame VVAth (in) wght 3 1 36.0 42.0 47.7 In) 90.0 1 108.0 126.0 143.0 HaS I Jamb I HaS I Jamb Has Jamb Has Jamb 04. 0 6 6 7 16 8 6 9 6 88. 0 6 6 7 1B 6 6 9 6 92. 0 6 6 7 8 8 6 9 8 96. 0 6 6 7 B 6 6 9 8 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED ELEVATIONS F. A. I 08-00503 CA" NTS 3"T 02/23/09 s"£c' 2 OF 9 SIGNED: 1012712015 v,. GEk3F9J+/ F i . c'. A• FSSIO A Qlilt G\'\ t 1/2' MIN. w I DESCR Prow cAr Ap AOKO I EDGE DISTANCE A ADDED CNARrS 03/06/12 R.L. 8 REwSEO PER NEVI TESUNG, 10/15/13 R.L. i 3/8• MIN. C ADDED F.NGE 1NSTALLA710N5 12/06/13 R.L. WOOD FRAMING OR 2X BUCK EMBEQMENT 0 RENSEO WSTALLOVION OETAILS 08/05/15 R.L. BY OTHERS 1/4• 1 3/8 MIN. t_ 1/ MAX. MBSOMENT SHIM SPACE y f j MAX. SHIM I 0 SPACE 2DISTIrwpN. INTERIOR SCREWCR_lY EDGEDISTANCE 10 WOOD SCREW I WOOD FRAMING OR 2X BUCK BY orlIcRs EXTERIOR 11 it 11 11 11 11 INTERIOR GV: IC VI IM{,G VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. I. INTERIOR AND EXTERIOR FINISHES. 8YOTHERS, NOT SHOWN FOR CURT: 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WJTHASTM E2112 P. 0 S 9E SET IN APPROVED MIN. AENT WOOD FRAMING OR 2X BU.,K BY OTHERS JAMB INSTALLATION DETAIL W000 FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SOD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS mwq; Q11C n0. F. A. 08-00503 soya NTS — 02/23/09 --s OF 9 SIGNED: 1012712015 0 - MASONS 3/4- MIN. . RLY EDGE DISTANCE oacaolon I are IPPRoKo A I ADDED CHARTS 03/06/12 Al, METAL I 1/4- MAX. 8 REVISED PER NEV4 TESTING 10/15/13 R.L. STRUCTURE SHIM SPACE C ADDED FLMGE INSTALLATIONS 12/06/13 i R.LBYOTHERS 0 REVISED INSTALLATION DETAILS 08/05/15 R.L. 7 1 /4" MAX, SHIM SPACE EXTERIOR 010 SMS OR SELF DRILLING SCREW INTERIOR 11 5/4' MIN. EDGE DISTANCE T— 10 SMS OR SELF DRILLING SCREWS INTERIOR x I I SILL TO BE SET IN L—=J A BED OF APPROVED SEALANT 110 SMS OR METAL, —\jSELFDRILLINGSTRUCTURE SCREW BY OTHERS METAL EXTERIOR STRUCTURE BY OTHERSJAMB INSTALLATION DETAIL METAL STRUMAE INSTALL4710N 3/4- MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS NOT SHOWN FOR CLAAIY. 2. PERIMETER AND 10WT SEALANT BY OTHERS TO SE DESIGNED W ACCORDANCE WITH ASTM EZ112 F.A. scut NTS MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SOD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS oFa >ro. 08-00503 att 02/23/09 -- & OF 9 SIGNED: 10/27/2m N'`J\ 5 GENs*.1,p A SEOF ;" 41, c40RlO?• 2: SINAIIII1 1E G\ RCN90AS 2 1/2' MIN. REv " DATE APPRcm r EOGE DISTANCE A ADOW CHARTS 03/08/12 RL. 8 REMSEO PER NE1v TESTING :0/15/13 1, R.L. a 1 1/4" MIN. C ADDED FuwCE INSTALLATIONS 12/06/13 R.L. EMBEDMENT 1 1/4- MIN !/4' MA)(, 0 REVISED INSTALLATION DETAILS 06/05/15 R.L. a` EMSEOMENi r SHIM SPACE CONCRETE/ MASONRY T- B OTHERS ; 2 1/2' MIN. OPTIONAL fff EDGE DISTANCE IX BUCK TS I INTERIOR i0 8E MAX. J O Fill PROPERLY IM SPACE aSECURED3/t6' TAPCON SEE NOTE 3 SHEET 1 3/16' TAPCON • b • CONCRETE/MASONRY . BY OTHERS . EXTERIOR ERIORpro SILL TO BE SET IN EXTERIOR A BED GF APPROVED v 3/16' TAPCON SEALANT JAMB INSTALLATION DETAIL OPTIONAL I BUCK CONCRETEALASONRYINS TALLATION TO BE PROPERLY MASONRY/ SECURED CONCRETE SEE NOTE 3 SHEET I BY OTHERS n F NOTES. 1 1/4" MIN. 1. INTERIOR AND EXTERIOR FINISHES, BYOFHERS, EMBEDMENT NOT SHOWN FOR CLARITY. 1 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE ea DESIGNED W ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION CONCRET& I44SONRYINSTALLATION 2 1/2_ MIN. EDGE DISTANCE ' L SIGNED: 1012712015 MI WINDOWS 00LAKESIDE PARKWAY D LLC \\\\\\StIR f( 10 FLOWER MOUND, TX 75028 •\GEN,p 9 i' SERIES 430/440 XIX SGD `*• o 5Otx_ 143E x 96" REINFORCED 7GE tV FRAMEINSTALLATIONDETAILSTATOF08 scm' NTS uaE 02/23/09 SOOQ30 5OF 9 RLN90N5 1/2" MIN. I EDGE DISTANCE RLV o¢SCRPI*N are MRRO110 A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L 0OD FRAMING 1 3/8" MIN. EMBE MENT C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. OR 2X BUCK D I REVISED INSTALLA510N OETARS OB/05/15 R.L BY OTHERS 3/8• MIN. 1/4• MAX, 1/4• I EMBEDMENT SHIM SPACE MAX. J SHIM SPACE INTERIOR UI/2• MIN. g10 w00D EDGE DISTANCE SCREW 1 a o I EXTERIOR I I INTERIOR g10 w000 SCREW 110 WOOD SCREW SILL TO 3E SET 1N A ISE0 OF APPROVED SEALANT iI WOOL FRAMING EXTERIOR OR 2X BECK BY OTHERS WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2K BUCK INSTALLATRJWLBYOTHERS 1 3/8• MIN. EMBEDMENT 1/2• MIN. EDGE DISTANCE VERTICAL CROSS SECTION . WOOD FRAMING OR 2X BUCK INSTALLATION N10T£S: 1. WTERIORAND EXTERIOR FINISHES, BYOTHERS NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCORDANCE WRH ASTM E21 I2 ` • a ` MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGO 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS OPAW.. oNC Im. F.A. 08-00503 ITS — 02/23/09 S" LE' 6 OF 9 SIGNED: T O/27/ m NJ St`R il I It O 0ENsap AO OF i Fs ;< OR10P G: V,j ONA j1S \\\ METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW I METAL STRUCTURE 9Y OTHERS 3/4' MIN. { EDGE DISTANCE to I tRIOR .n i cnwn 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 BYOTHERS TO SE DESIGNED IN ACCOROANCE WITH ASTM E2112 1 /4' MAX. SHIM SPACE 1 OR 3/4' MIN. LUNG EDGE DISTANCE 10 SMS OR SELF GRILLING SCREWS L TO BE SET IN 3ED OF DROVED SEALANT METAL STRUCTURE BY OTHERS SON$ ocscevmn OA1c AMROVW ADDED CHARTS 03/06/12 R.L REVISED PER NEW TESTING 10/15/13 R.L ADDED FLANGE INSTALLATIONS 12/06/13 R.L REUSED INSTALLATION DETAILS 08/OS/15 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION t-l-1 S ]-2—L9 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DIWMN. fMC N0. F.A. 08-00503 cwc NTS °A" 02/23/09 3 —7 OF 9 SIGNED: IO/P7/ m 5 'R N Y OF • z= O .'w: DNA1`S``\ CONCRETE/ 2 1/2" MIN. MASONRY EOGE DISTANCE BY OTHERS e• •. T ••. 1 1/4' MIN. a ' OPTIONAL 1X BUCK TO BE PROPERLY SECURED E NOTE 3 SHEET I n EMBEDMENT 1 4, MIN, EMBEDMENT II 2 1/2" MIN. EDGE DISTANCE 1/4" MAX, I SHIM SPACE 3/16' TAPCON 3/16' TAPCON CONCRETE/MASONRY •-- EXTERIOR INTERIOR BY OTHERS 3/16" TAPCON 1 1111 1111 1111 MASONRY/ CONCRETE BY OTHERS SILL TO BE SET IN' A BED of APPROVED SEALANT 14 1 1/4" MIN. EMBEDMENT VERTICAL CROSS SECTION 2 1/2- MtN. CONCRETEAKASONRYINSTALL4flON EDGE DISTANCE t/4• MAX. r SHIM SPACE NLVI$IpAs ItEV OCS:4VMN t MTE PpOv: A ADDED CHARTS 03/06/i2 R•L. 3 REVISED PER NEVI TSS:ING 10/1.5/13 R.L. C ADDEO FLANGE INSTALLATIONS 12/06/13 R L. 0 REVISED DISTALLATION DETAILS 06/05/15 R.L. OPTIONAL 1X SUCK JAMB INSTALLATION DETAILTOBEPROPERLY SECURED CONCRETE/AUSONRYINSTAUATION SEE NOTE 3 SHEET i NOTES. I. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. I PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 S z-a( MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SOD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS NAM: owc NO. F.A. 08-00503 C soul NTS AAA 02/23/09 Ismecr8 OF 9 SIGNED: 10/P7/ m v % C,ENS 0 ; STAT 6EOF ORVP • 2: 1NA 1 1E G\ 1 5/8" MIN. EOGE GIST. TRIM INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP 1 1/4• MIN. EMBEOMENT tr SX BUCK BY OTHERS, 1X BUCK TO BE PROPERLY SECURED 1I` 3/16" EXTERIOR L PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/WNCRETE INTERIOR TRIM METAL STRUCTURE BY OTHERS TRIM —, INTERIOR NOOK STRIP REVISquS REV Que"IxW Wi 1 PPR040 A ADOEO CNARTS 03/05/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C AOOEO FLANGE INSTALLATIONS 12/06/13 R.L. 0 REVISED INSTX.-ATION OVAILS 08/05/1s I R.'- 3/4" MIN, EDGE DISTANCE 010 SELF DRILLING SCREW 1/2' MIN. PANEL EDGE DISTANCE EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METALSTRUCTURE 1 3/8' MIN. EMBEDMENT I HOOK STRIP l 10 W000 1 SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION ZX SUCKAs'OOD FRAMING NOTES., L INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. Z. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE W/TH ASTM EV 4 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 430/440 XIX SGO 143" x 96" REINFORCED HOOK INSTALLATION DETAILS ORA": Or•C .0. F.A. 08-00503 scar NTS JOATE 02/23/09 1 snccT9 OF 9 SIGNED: T M7/2015 M SOt c OR10A•?: iII)MONA 11 aG\. i dbpr BQSSHHomme top in user Registration Hot Topks SuOmh Sumharyi Stau & Facts USER: ub Approval usca: wbac user F• Cld iA • , u Rl t.. > Bmare eI a r' :anon uwrch a Ar -4 , nn ,.:t a Application Detall FL # F1.15080-111 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Publkations FSC staff SCIS Site Map Unks Search I Product Manufacturer WINDSOR DOOR MFG. LLC / DBA WINDSOR DOOR Address/Phone/Emall 5800 SCOTT HAMILTON DR. LITTLE ROCK, AR 72209 501) 570-9253 RBELKNAPOW INDSORDOOR.COM Authorized Signature RODNEY BELKNAP RBELKNAPOW INDSORDOOR.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 I Florida Engineer or Architect Name who developed the 3OHN SLATES Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. i Quality Assurance Contract Expiration Date 08/28/2018 Validated By Kurt Dietrich PE Validation Checklist - Hardcopy Received Certificate of Independence fu 5080 R1 r-Ol cart of Ind States 201 S s-od Referenced Standard and Year (of Standard) Standard Year ANSI/ DASMAl15 i 2005 DASMA108 2005 Equivalence of Product Standards Certified By Sections from the Code FL !t Model, Number or Name Description 1S080.1 RESIDENTIAL PAN DOORS MODELS 724, 426, 73S, 750, 7SS Limits of Use Approved for use in HVH2: No Installation Instructions FLIS080 Ri IF Approved for use outside HVHZ: Yes 996061-revF lambAttarh cod FLIS080 Ri 11 29A075 LockinstallImpactResistant: No 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: YesSIZESANDPRESSURESARELISTEDONTHEDRAWINGSEvaluationReports FLlSO80 R1 AE Eva[ Report. ResPan rla s odf Created by Independent Third Party: Yes 40 13 GAGE STEFl TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD 4%M9 WITH LAG 2' GALV. STEEL VIERTICAt TRACK GGA BOLTED 10 TRACK 4 B1RA CKETS 5/5 t/4 - BOUS1RAC OPENING NHpE IGH 14 OOOR HEOKIGM) 3 BRACKETS EACH SIDE 13 3/4' X 1-1/2' % 13 GAGE LON. 1/4- It 1/2' LONO GALV. STEEL HORIZONTAL ANGLE. USE C[IRA CARRY" BOLT A MR 1/4' X 3/4' WILNMD S SNEEi2 fGL•REWSLr • TAW. STCEL MMONTAA X 16 CARE OR 13 GAGE ED ON THE WEIGHT THE DOOR. IDETAIL D 03- (16 X 7) 74- (to x 8) 42' (16 X 7) s0' (16 % 8) 21-(15X 7) 24' (16 X 8) TO GAGE END S7EES - FASTENED WITH TOG-L-LOCS TO PANEL USE END CAP OYER END STILES. ( SEE DETAIL C) SNIP YOULOTM', NAx,T]D EVDiI• I' 6-0 AWE NAIL IW 2-E SECTIQ'N B-B IOGk COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE FOR SPACING, FASTEN TD WOOD .MMB6 IYIIIM 5 16' % 1-1/2 LAG SCREWS. PREPNTA110N OF JAMBS DT OTHERS P.SF. 14KE DOOR 9EC Ocum PRESSURE TEST PRESSURE MOTH NMI Pop" N[GATM lOTTINC HECADYE 6'-0. 7'-0• 18.7 20.8 28.1 31.2 6'-0' i 16 CACE GALV. STEEL S STRUTS - TOP BUCKET WITH 14 3 ' iOGiA (16 xOWEROLLERHOLDER3' I=:a (16 XSEEDETAILD. ( SEE DETAIL A)_ 2' ROLLER WITH 7/16'S7DIIA, STDA. 16 x 7) 7 BALL SHORT STEM 16 X 6 IO BALL LONG STEM OFT04AL LOCK —/ STRUT ON vLIPPPER PART orStEAFC .O(SE DET LnO . OALV. STEEL 114 GAGE) COMMERCIAL END IINCE ATTACHED WITH 5 rASTENERS, GALVANIZED STEEL STRUT ATTACHED WITH 1/4- X 3/4- LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) SrANDARD FOR ION LpLR MOB• 735• or SEC EETNL B . 1-3/8' POLYSTYRENE 21' OR 24' HIGHINSULATION OPTIONAL PANEL CALV. ANDrORrFASTDgMs. MOO. 724. 73D. 753, 426. PREPNNIED STEEL. 25 GCE ALLUT ON BOTTOM BRACKET 224 GGAGGEMODEL750. 755 E CALv.RACK sTEcLBIL4CIETDWITH2 LAC SCREW 5/16- X 1-1/2' BOTTOM SECTION A -A OVECAN EFt 20 GAGE OALv, STEEL LxlAfR STELE OR BELOW R TOG-L-LOC OR POP RIVETED TO PMEI. NOTL GLA2 18 GAGE OALV. STECL CENTER HNOC RESDENTLAL LffrASTD/ED WITH (4) 1/4' X 3/4' HEX MEAD SHEET METAL SCREWS. NOTE• AL N p-x SLcRPNnK rrs S rH TO BE I/4' It 3/4' LOW HEX HEW SHEET METAL SCREWS, DOORS SHOWN ON THIS DRAWING NAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES ,x-TLISTEDINTHETABLEABWEVIATESTINGTOANSI/DASMA 108-05. 7 DETERMINATION Or SURABLITY rOR SPECIFIC SUES IS THE FESPONS70ILITY OF CIDERS• and uY a=M4a0 m 8 OPTIONAL Ss/ CLASS LOOMS OOURLE CAR) 7 OR 8 B I L— (4')) X 16' NR( VENTTSp ` OPTIONALIIMJ1hooNTOTALCPU! LONG PANELARE,). OPTIONAL CEMER SHIES (5 COLUMNS [LIB065CSCEMUt "Noes j3 CQUIiNS) USE ONE EXTRA SELF DRLUKC SCREW THWOIIOI TOPTOP LEAF Or DoD STILEE : T"4ENDLW—KALFOREACH 1.25' -- I— 20 GAGE ENO STU 20 GAGE END CAP 3' 4 1 o 2.75' —I 0• DETAIL A DETAIL C p 3' 20CA WOE STRUT (16 x 7) r 3' TOGA MDE STRUT (To IT 8) O RAILS LH. NOTE: DOOR MUST B[ INSTALLED DETAIL B ORR AACLI `rtWI a SPRINGS). DOMT INCPACTREOEM16' X 8' ND. 61 a1i _ * i stiQBa ' t'•.. 2866 OR ii 0 UT s-eis MODELS: 724, 426, 730. 735, 750. 755 TNAC! 1/64 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR Wl B NEM LEVELOEC. DATE.2ba8 12/ 15/11 RLBTOLERANCE FREV. 3/10/08 RLB 11/ 1/07 RLD t . 015 ANC = 1' SCALE NONE PLOT SULE 11 1 07ggw6-79 ORN. BY BH E. C.N. DATE: APPROV. SHT 2 Of 3 I,, 13 CAGE STEEL TRACK SPUCE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16' X 1-1/2- LAG SCREWS — 2' CALV STEEL VERTICAL TRACK 16GABOLTED TO TRACK BRACKETS WITH 1/4•-20 X 5/8' TRACK SOL' OPENINGHEIGHT N0T OVER R HEIGHT) kN 3/4• X 1-1/2' ( 3) 1/4' CLARIACE BOLTS X 13 CAGE MIN. GALV. STEEL HORIZONTAL ANGLE 1/4' X 3/4' SHLR META. EXTRA dISFYS I 4• x 3/4• O N X HEAD SELF 2' GALV. STEEL HORIZONTAL o1111, Mc SCREW TRACK TB CAGE OR 13 GAGE DETAIL DBASEDONTHEWEIGHTOF THE DOOR. DEWL V DETAIL E _-I 4 BRACKETS EACH SIDE 20 GAGE END STILES — FASTENED WITH MTOG—L—LOCS TO PANEL USE END CAP OVER END STILES. ( SEE DETAL C) STOP MODUXNG NAILED EVERT 9' 6-0 TYPE NAIL MIN. — I SECTION B-B - 13 CAGE GALV. STEEL WINDLOAD TRACK BRACKETS. SEE FOR SPACNNC. FASTEN TO WOOD JAMaS WITH S/16' x LAG SCREWS A NA-444M PREPARATION OF JAMBS BY SEE DETAIL V. P.S.F. TAKE DOOR Off I DESIGN PRESSURE I TEST PRESSURE MOTH HICHTIPOSITIVE NECATIME POSITIVE NECATWE 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 -- I-- 63'((I8X 7)) 74' i'a X at 3' 1 13 DACE GALV. STEEL TOP BRACKET 3' 1EWIM10GAGEROLLERHOLOOR. NOR MAr ROLLER HOLDER SEE I CURL IS TURNED OM. SEE OETAIL 0. STRUT JUST BELOW TOP BRACKET. 2' HURRICANE ROLLER WITH B 7/16' DIAL LONG STEM. 1(IRE: STEEL 10 BALL OPTIONAL LOCK—/ TROT ON UPPER PART OF 2.75• —I GALV. STEEL (14 GAGE) COMMERCIAL I DETAIL A E HINGE ATTACHED 7) 3• iwA WIDE STRUT SEE DETAIL 8 ppE 4• X 16' AIR VENTS SMUT pV 16NGE T Of IN. TOT/LL Ol20PEN LEAF (SEE DETAIL B AREA) OPTIONAL — 2 OPTIONAL SSB CLASS UCHTS DOUBLE CAR) 1/2' POLYSTYRENE INSULATION S7RSTANDARDFOR5 W ON LOWER PART OF USE TWO EXTRA SELF DRILLING MODEL 735. ON ABOVE HINGE SCREWS THROUGH HINGE LEAF. GALVANIZED STEEL END STYLE R RAIL AS SHOWN. STRUT ATTACHED TYPICAL EACH END HINGE. 2 WITH 1/4" X 3/4' LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) 1-3/11' POLYSTYRENE 21' OR 24' MSULATION OPTIONAL HIGH PANEL FOR MOD. 724. 730, GALV. AND 750. 755, 426. PREPAIMIED STEEL 25 GAGE ALL STRUT IN MIDDLE OF MODELS EXCEPT BOTTOM SECTION. 24 CAGE MODEL 750. 755. 13 CAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 3 DETAIL B FASTENERS. TON SCREW CAN BEE ABOVE LH OR BELOW ROLLER. CONSTRUCTION STRUTS I 7' OR 9' B OPTIONAL ALPANELSES CENTER STIES (7 COLUMNS) CENTER HINGES (3 COLUMNS) 20 CAGE END STILES 16 GAGE END CAP g 04 DETAIL C NOTE: DOOR MUST BE INSTALLED WITH EITHER AN ELECTRIC OPERATOR OR A LOCK MUST ENGAGE BOTH TRACKS ON DOORS WITH EXTENSION SPRINGS) 8 T Y /\ / % 1 CF!`TI/IAI A —A 20 GAGE GALV. STEEL CENTER STILE TOC—L—LOC OR POP RIVETED TO PANEL 18 CAGE CALV. STEEL C04TER MINCE 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 5/6' HEX BOLTS m NUTS OR 1/4' X 3/4' LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES IX —FL DfJ06—H-7203 LISTED W THE TABLE ADM NA TESTING TO ANSI/DASMA 108-05. PE-51737 01.1. 72 482-9500 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY Of OTHERS. gbnco Ergbisar'a goalIeotion conglNtt1, OolaOg. NOTE: DEBRIS RDOES NOT SATISFY IMPEQUIREMENTSINMC ACT Q 1 X 1 FL 15080 ( / P.O. BOX 891 womi30R a00a LITTLE ROCK. AR 8915 501) 562-1872 724, 426, 730. 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR RLB TOLERANCE Wl B RL8 OEC.'t NEXT LEVEL DATE: DWG. NO. RLB AMC-. & I t t t o7 99-8-079 E.C.N. I DATE: I APPROV. 2' GALV. STEEL HORIZONTAL TRACK. 16 CAGE OR 13 GAGE BASED ON THE WEIGHT OF THE DOOR. USE EXTRA 1/4' X 3/4' HEX HEAD SELF DRILLING SCREW 3/4' X 1-1/2' X 13 GAGE LOU. 1/4' X 1/2' LONG C/dd1UCE BOLT ! NUT GALV. STEEL HORIZONTAL ANCLE 13 CAGE CALV. STEEL TRACK SPLICE USE(()) // // OR FLAG BRACKET. FASTEN TO WOOD EET2YETAL SCREWS• JAMBS WITH 5/18' % 1-1/2' LAC SCREWS. DETAIL D 2' CALV. STEEL VERTICAL TRACK BOLTED TO TRACK BRACKETS WITH 1/4'-20 X 5/8' TRACK BOLTS. 18" (9 X 7). 16CA. (9 % 8). OPENING HEIGHT ( NOT OVER I III 83' (9 % 8) 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 5' ZO GAGE END STILES - FASTENED WITH TOG-L-LOCS TO PANEL USE END CAP OVER END STILES ON 9 X 8. 21' OR 24' SEE OETAL C. HIGH PANEL STOP MOULDING WALED EVERY 12' CALV. AND PREPAWIED STEEL6-D TYPE NAIL LAN. 25 CAGE ALL MODELS EXCEPT 24 CAGE MODEL 750, 755 2 T__ LAG SCREW - 5/16' X 1-1/2' SECTION B-B 20 GACE GALV. STEEL CENTER STILE TOG-L-LOC OR POP RIVETED TO PANEL. TOGA COMMERCIAL CALV. STEEL TRACK BRACKETS. SEE ABOVE 18 CAGE CALV. 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.SF TABLE DOOR SIZE I OE516N PRESSURE I TLST PRESSURE WID1N IEq:Hf POSITIVE NEGATIVE POSITIVENEGATIVE 9'-0" 7'-0" 22.9 26.4 9'-0" 8'-0' 19.2 22.2 NOTE: ALL N20-DESCRI HEX FASTENERSLTS6: NUTSHOWNORTO BE 1/ 4' X 3/4' LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES ... PE-51737 LISTED IN THE TABLE ABOVE NA TESTING TO ANSI/DASMA 108-05, 972 492-9500 Preleeebnal Englr. '..e.I DETERMINATION OF SUITABLITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. yr.ri0e0 oMy far wrlrieaGon 4ndloed eenMnrclten deleXe. 16 GAGE GALV. STEEL TOP BRACKET WITH 14 GAGE ROLLER HOLDER SEE DETAIL D) 2' ROLLER WITH 7/16' DIAL STEM. TIRE: NYLON OR 7 BALL STEEL. (9 X 7). 2' ROLLER WITH 7 18' DLA. STEM. TIRE: 7 BALL STEEL. (9 X 8). OPTIONAL LDCK-/ NOTE: DOOR MUST BE INSTALLED WITH EITHER AN ELECTRIC OPERATOR OR A LOCK MV5T ENGAGE BOTH 3 STRUTSJ TRACKSONSWITHOMNSIONSPRINGS). 3' 20GA SEE DETAIL A) GALV. STEEL END HINGE COMMERCIAL ATTACHED WITH 5 FASTENERS. 14 CAGE. (SEE DETAIL C). GALVANIZED STEEL STRUT. ATTACH D 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 TItUTS IN M E OF TOP k BOTTOM SECTX)NS. 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. Iu— m1 il i r r llf l f lll 9' SINGLE CAR) NTER STD AND HINGE X 16' AIR VENTS (I COLUMN REO' D. 80 SO. H MIN. TOTAL OPEN A). OPTIONAL 3' 1 USE ONE EXTRA SELF DRILLING SCREW THROUGH 2. 75' I TOP LEAF OF PINCE. END SIRE d RAIL DETAIL A ND STILES 3' 200A WIDE STRUT O rO. NO20 CAGEENDCAPL.H. 9 X e DOOR ONLY NOTE: GLAZING DOES NOT sATISFr MPACT DETAIL C 9 X % DEBRIS REQUIREMENTS IN FBC FL 15080 9 X 8 P. O. Box 8915 wO OR DOOR 7ITT 19- s AR 91(501) 562-1872 724, 426, 730, 735. 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B 12/15/11 RLB TOLERANCE MAC-' I t DEC, f .015 AMC- 1: 1' 2866 3/10/08 RLB NEXT LEVEL PLOT SCALE IDATE 11 1 07 DRN. BY BH DWG. NO. 99— B-079 284811/1/07 RLB E. C.N. DATE: APPROV. SCALE NONE SHT 1 OF 3 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN 10 WOOD JAMB WITH 5/16• X 1-1/2- LAG SCREWS 2• CALV. STEEL VERTICAL TRACK 1 BOLTED TO d4 TRACK BRACKETS WITH 1 4'-20 X 5/8• TRACK BOLTS. OPENINGHEIGHT 04N0TOVER OR HEIGHT) 83 BRACKETS EACH SIDE 11'3 3/4' X 1-1/2' X 13 GAGE MIN. 1/4' X 1/2' LONG GALV. STEEL HORIZONTAL ANGLE. USE EXTRA CARRLAGE 80LT i NUT 1/4' X 3/4' HEX HEAD SELF DRILLING SCREW USESHEfT2LE1YAlSCR EWS e ALV. STEEL HORIZONTAL 3K 18 GACE OR 13 CACE ED ON THE WEIGHT THE DOOR. 03• ( 16 X 7) 74'( 16X B) 42' ( 18 X 7) SO- ( 16 X 8) 21• ( 16 X 7) 24'( 16X8) 20 GAGE END STILES - FASTENED WITH TOG- L-LOGS TO PANEL USE END CAP OVER END STILES. ( SEE DETAIL C) 6STOP MOULONC HALED EVERY B• 6-D TYPE NML MIN. JT-- SECTION B-8 IOGA. COMMERCIALCALV. 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 SZE DESIGN PRESSURE TEST PRESSURE WIDTH HEI" FOSTNE NEGATIVE POSITIVE NEGTIVE 16'-0" 7'-0"+18.7 20.8 28.1 31.2 18.7 20.8 28.1 31.2 1 DETAILD 16 CAGE GALV. STEEL 5 STRUTS TOP BRACKET WITH 14 J' 20GA WIDE (16 X CAGE ROLLERHOLDER3' 16GA WIDE (16 X SEE DETAIL D. (SEE DETAIL A) 2• ROVER WITH 1 77/ tt16- TD[IA STEM 16.XS7 7 BALL SHORT STEM ///B 16 X 8 10 BALL LONG STEM / OPTIONAL LOCK J/ STRUT ON UPPER PART OF SECTION OVER HINGE LEAF. (SEE DETAIL 0). GALV. STEEL 14 GAGE) COMMERCIAL END LANCE ATTACHED WITH 5 FASTENERS. GALVANIZED STEEL STRUT ATTACHED WITH 1/ 4' X 3/4' LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) 1 /2' POLYSTYRENE INSULATION STRUT ON UPPER PART Of STANDARD FOR SECTI OVER HINGE MODEL 735. LEAFISEE DETAIL 9. 1-3/ 8' POLYSTYRENE 21. OR 24• HIGH INSULATION OPTIONAL PANEL GALV. AND FOR MOD. 724. 730. 750. 755. 426 PREPAINIED STEEL 25 CAGE ALL STRUT ON BOTTOM BRACKET MODELS EXCEPT24CAGE MODEL 750. 755 13 GAGE CALV. STEEL BORON BRACKET ATTACHED WITH 2 LAG SCREW 5/16' X 1-1/2' FASTENmS. BOTTOM SECTION A — A pOR g LOW4ROLLER. OVE20 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-DESCRIPRVE FASTENERS SHOWN TO BE 1/4'- 20 X 5/6' HEX BOLTS k NUTS OR 1/4' X 3/4 LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES IX-PL :wwo-r-zzoi LISTED IN THE TABLE ABOVE NA TESTING TO ANSI/DASMA 106-05. -51737 972 4B2- B500 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPORSIBIJTY OF OTHERS. P,wA.X1aw Englna '* ad InObod po i6.0 :2 1 wifsolion onAttuelbn OAtnIA. USE ONE EXTRA SELF DRILLING SCREW THROUGH TOP LEAF OF HINGE, END STU & RAIL TYPICAL FOR EACH CONSTRVC710N STRUTS OPTIONAL SSB CLASS LIGHTS 16'( DOUBLE CAR) OPTIONAL LONG PANEL CENTERSTILESCOLUMNS1 EMBOSSES CENTER HINGES 3 COLUMNS) 1.25• --1 I-- jl:-iL 2. 76" —1 DETAIL A 3' 20GA WIDE STRUT (16 X 7) 3' 18GA WIDE STRUT (16 X 6 20 CAGE END STLE 20 GAGE END CAP O, DETAIL C I L N. I NOTE DOOR MUST BE u45TALLED 116' f WITH EITHER /W ELECTRIC OPERATOR DETAIL 8 OR A LOCK (MUST ENGAGE B01H TRACKS ON DOORS . 111 EXTENSIDN SPRINGS). NOTE: GLAZING DOES NOT SATISFY IMPACT 116' f DEBRIS REQUIREMENTS W fBC X lxJ FL 15080 P. O. BOX 8915 W M 72LITTLE 8915 501) 562- 1872 MODELS: 724, 426, 730, 735, 750, 755 WINDLOAD RESIDENTIAL PAN DOOR 12/15/11 RLB TOLERANCE W1 B 2866 3/10/08 RLB FRAC,: 1/64 DEC.1:01s NEXT LEVEL DATE DWG. NO. 2848 11/1/07 RLB ANc R 1• 11 1 07 00-8-070 E.C.N. DATE: APPROV. SCALE NONE PLOT SCALE DRN. BY BH SHT 2 OF 3 I BQS Nome log In user Registration Hot Topic Submit Surcharya Stets a FaM Publications 4Produet ApprovaldbprUSER: Pu011c User Y > PMdLW2 or Application Swrcn • Anotcoton Lm > Application Detail I Fl-# FL15080-R1 1 Application Type Revision ` Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email 7 AMA00.", Staff acts Site Map Unka search 1 WINDSOR DOOR MFG. LLC / DBA WINDSOR DOOR 5800 SCOTT HAMILTON DR, iLITREROCK, AR 72209 501)570-9253 RBELKNAP@WINDSORDOOR.COM RODNEY BELKNAP RBELKNAP@WINDSORDOOR.COM Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Evaluation Report frompro a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy R Eelved Florida Engineer or Architect Name who developed the JOHN SCATES Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 08/28/2018 Validated By Kurt Dietrich PE Validation Checklist - Hardcopy keceived Certificate of Independence QA of Ind Sol Referenced Standard and Year (of Standard) Standard Year ANSI/DASMAIIS 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, SS Limits of Use Approved for use in HVH2: No Installation Instructions FL 15080 R II 9A0(y -revs awn,,erra, ,,,r Approved for use outside HVHZ: Yes tall s.pdfFL15001IIO9A Impact Resistant: No sodfFLIS080RifI998079:rev9 Design Pressure: +22.9/-26.4 Other: +22.9/-26.4 LISTED IS FOR THE 9' 0" X 7' 0" OTHER SIZES AND PRESSURES ARE LISTED ON THE DRAWINGS VeriAed By: JOHN E. SCATESTPE Created by Independent Third Evaluation Reports FL 51737 Party: Yes FL1508A Rl AE Evat Reoo ResPan rla s odf Party: YesCreatedbyIndependentThird ILI 13 CAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH S /6' x 1-1/2• LAC 2' CALV. STEEL VEITIH AL TRACK 1611 BOLTED TO 4 TRACK BRACKETS MIN I//4'-2O x 5/a' TRACK BOLTS OPENINGEIGHT /4 pp4, 00 HEIGHT) T) 13 BRACKETS EACH SIDE 3/4' X 1-I/2- X 13 CAGE MIN. 1/4' X 1/2' LOHO GALV. STIEL HORIZONTAL ANGLE. ME EXTRA CAWINCE BOLT ! MR 1/4- X 3/4' Ilia HEAD SELF MLLNC SCREW SHEEt2LE1A1•SCREIYS• X10 GAGE ORR1133GGAACCE ED ON THE WDCHT THE ODOR. DETAIL D 6Y (1a X 7) 74- (Is X a) 42- (16 X 7) So" (16 x 6) 21- (Is X 7) 24- (10 X o) 16 CAGE GALV. STEEL 5 STRUTS TOP BRACKS WITH 14 J. 20AGEROLLERHOLDER 'GL WOE (16 x20 SEE DETAIL3CA WOE (16 X D. (SEE DETAL A) . _ 2' ROLLER WITH 7/ 16' CIA. STEM. I6 . XT 7 BALL SHORT STEM lax 6 ICI BALL LONG SIOA OPIIDNAL LOCK -/ SSTTRRIUTT ON UPPER PART or LEAF. (SEE DEEM B). LV. STEEL QT4_G11_GE) COMMERCIAL GALVANIZED STEEL EDIl1T/4 X WITH13/4. LONG HEX KAD SELf DRILLING SCREW 2 PER VERTICAL STILE) of 1 1-3/e' POLYSTYRENE 21' OR 24' MGM INSULATION OPTIONAL TT00- 1A SDTO PPAAWL rU SEI[ C PANEL CALv. AND OR OD. i18. 730. OVER END STILLS. ( SEE DETAIL C) PREPAIN ED SIM 750. 75 GALE ALL XCEPTSTRUT ON BOTTOM BRACKET STOP MOULDING MAILHIM. EVIDM Y 24 CAGELSE MODE WTYPENAIL101, 24 GAGE YODEL 750. 755 13 TOMCAGE GALA. STEEL 2 ATTACHED WITH LAC SCREW 5/16' X I-I/2' rASTE $. BOtTw satEw 6LI1 BE ABOVE SECTION B—B 20 GAGE V STEEL CENTER STILE SECTION A -A OR BELOW ROLLER. TOC- L-LOC OR POP RWM TO PANEL. NOTE: 18 LADE OALv. STEEL CEIf117t HNOE RESIDENTIAL I00A COMMERCIAL CALV. STEEL TRACK BRACKETS SEE A90VE FASTENED WITH (4) 1/4- X 3/4' rOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16' X 1-1/2' HEX HEAD SHEET METAL SCREWS. LAG SCREWS. PREPARATION OF JMIDS BY OTHERS P. SF.VLE DOOR 92E am" I TEST PImIRE SIOM NMI PCOTIVE MAAINE Po6RNE NEMONE MOTE* ALL HON-DESCRPIT E fASTENERS SHOWN TO 16'- 0' 7'-0' +18.7 —20.8 +28.1 —31.2 H/4•-20 x 5/9' Hoc BOLTS r NUTS OR 1 / 4- x 3/4' LONG HEX HEAD SHEET METAL SCRE115. 16'- 0" 0-+18.7 20.8 28.1 31.2 DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES M-K LISTED N THE TABLE ABODE VIA TESTING TO AMSI/DASMA 105-OD. 7 . DETERMINATION Or SURABUIY FOR SPECLIC SITES IS THE RESPONSIBILITY OF GOERS prod re O10eas m L-( 44-) X 16- AIR VENTS Qp INCHIONOPTIONAL. N USE ONE EXTRA SELF ORILND SCREW THROUGH TOP LEAF OF HNC[ DO STILE & RAIL OPTIONAL CLASS sse 71e e LONG ANP EL STILES DOLLIMNS [MOSSES H6LOES [ 3 COLLOINW FOR EACH 1.25• -4 1- 20 GAGE END STILE DETAIL B T 20 GAGE END CAP 3' 4 0. DETAIL A DETAIL C J' 206A WIDE STRUT (16 X 7)) 3. 16GA MOE SiRUf (111 X e) MUST K ORAA I NR TIERCE BOT. KS ON WITH ExTp45104 1 X SPRINGS). 16' X ' 8 aOR o00 t P.. O.-BOX-8BtJAFR- 72219- 8915Im i(501) 562-18 426. 730. 735, 750, 755 PART NAME: VANDLOAD RESIDENTIAL PAN DOOR RANGE Wl B 12/15/111 RLB 2866 3/10/08 RLB RAC.! 1/c 2848 11/1/07 RLB DEC. 1 .0 ANC.: I' E. C.N. OATS APPROV. SC/E NONE LLALL DATE: DWG. NO. t t 1 07 99—B-079 SCALE0' SHT 2 Of 3 8H a, 13 CAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB MTN 5/16' X 1-1/2- LAG SCREWS — 2' CALV. STEEL VERTICAL TRACK 16CABOLTED TO TRACK BRACKET. WITH 1//4.-20 5/6' TRACK BO OPENINGHEIGHT DOOOVEHEEIG1' N-- DETAIL E BRACKETS EACH SIDE 3/4' X 1-1/2' ( 3) 1/4' CQUINACE 60LTS x 13 CAGE MN. GALV. STEEL HORIZONTAL ANGLE. 1/4- X 3/4' SMRT WETAL EIf1RA Stl1EW5 1 4' x 3/4' N HIAD So.F 2' CALV. STEEL HORIZONTAL DNWNG SCREW TRACK 16 GAGE OR 13 GAGE DETAIL D BASED ON THE WEIGHT OF THE DOOR. 63: Is x 7) 74118 x 8) 3' SEE DETAIL 'E 2. 75' I DETAIL A 42' ( 1a X 7) 3' IaGA WIDE STRUT 20 GAGE END STILES - FASTENED WITH TOC- L-LOCS TO PANEL USE END CAP EVER END STILES. ( SEE DETAIL C) STOP MouLawc NALm EVERT 9' 6- 0 TYPE NAIL MIA I SECTION B-B \ STEEL WUIDLOAD TRACK BRACKETS. SEE FASTEN TO WOOD JAMBS WITH 5/IV X I WASHERS. PREPARAnoK OF JAMBS BY I P. S.F. LAME DOOR ITS R'S1CN PRESSURE TEST PRESSURE MOM IIECNT POStINE fECA NECA711E 18'- 0' 7'-0" 18.7 20.8 28.1 31.2 18'- 0" 8'-0" 18.7 20.8 28.1 31.2 2 13 CAM CALV. SIM TOP BRACKET WITH 10 GALE ROLLER "OLDER. Wm THAT ROLLER HOLIER CURL 15 TURNED DOWN. SEE DEfAL D. STRUT JUST BELOW TOP BRACKET. 2' HURRICANE ROLLER WAIN 7/ 16- DW LONG STEM TIRE: STEEL 10 BALL OPTIONAL LOCK INSULATION1// 22-POLYSTYRENE STANDARO FOR MODEL 735E -\ SEC ABLO INGET GALVANIZED STEEL STRUTED 2' WITH IATTAZH LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) 1- 3/a' POLYSTYRENE 21. OR 24• INSULATION OPTIONAL HIGH PANE. FOR MOD. 724, 730, GALV. AND 750. 755, 428E PREPAINTED STEEL 25 GAGE ALL STRUT IN MIDDLE OF MODELS EXCEPT BOTTOM SECTION. 24 CAGE MODEL 75D. 755. 13 GAGE GALV. STEEL TOM BRACKET ATTACHED WITH S ATJ FASTENERS BOTTOM SCREW CAN BE ABOVE OR BELOW ROLLER. f CPTIPIAI A A 20 GAGE GALV. STEEL CENTER STILE TOG- L-LOC OR POP RIVETED TO PANEL 18 CAGE CALV. STEEL CENTER HNCE RESIDENTIAL FASTENED WITH (4) 1/4• X 3/4- HEX HEAD SHEET METAL SCREWS. NOTE ALL NON -DESCRIPTIVE FASTENERS SHOWN TO BE 1/ 4'-20 X 5/8• HEX BOLTS h NUTS OR 1/ 4- X 3/4- LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWNC HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES IA- L ao.lw-r-- LISTED INTHE TABLE ABODE NA TESTING TO ANSI/DASMA 108-05. PE-S1737 9724517370 DL7ERNNATtoN OF SUITABILITY FOR sPEcrx SITES is THE RESPONsIBLITY of OTHERS. Plol•ts11VK•4 Eng1n•er••. •wK PKOYI• NIO W) fa Hfifeotion AneboO eonlxR+libR 0•fd•. STRUT ON UPPER PART OF SECTION ION HENCE LEAF. ( SEE DETAL B). CALV. STEEL (14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 6 FASTENERS. SEE DETAIL B 4' % 18' ADt VENTS OF 4 REO'0. 120 $0. INCH TAN. TO AL OPEN AREA). OPTIONAL. — B t8'( DDUBLE OPTIONAL SSB CLASS LIGHTS Of USE TWO EXTRA SELF DRILLING SCREWS THROUGH HENCE LEAF. END STILE k RAIL AS SHOWN. TYPICAL EACH END HINGE. DETAIL B CONSTUCRN OSTRUTS I7' OR 8' B PTIONAL LON0NG NELCENTERSTILES ( 7 COLUMNS) CENTER HINGES ( 3 COLUMNS) 20 CAGE END STILES 16 GAGE END CAP 0 0. DETAIL C NOTE: DOOR MUST BE INSTALLED WITH EITHER AN ELECTRIC OPERATOR OR A LOCK MUST ENGAGE BOTH TRACKS ON DONS WITH EXTENSION SPRINGS) LH. - NOTE CLAZNG DOES NOT SATISFY IMPACT DEBRIS REQUIREMENTS IN FBC Q x , Q FL 15080 ( ( P.O. Box 8915 wO OR DOOR 7 z i 989s `R 501) 562- 1872 724, 426. 730. 735. 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR 12/15/ 11 RUB TOLERANCE W1 B 2866 3/ 10/08 RLB FRAC.*1/64 DEC.1.015 NEXT LEVEL DATE: DWG. NO. 2848 11/ 1/07 RLB 1' 11 1 07 99—B-079 E.C. N. DATE: APPROV. NONE PLOT SCALE D N. BY SHT 3 OF 3 2' V. STEEL HORIZONTAL TRACK. 18 GAGE OR 13 CAGE BASED ON THE WEIGHT OF THE DOOR. USE EXTRAc1/4' X 3/4' ILEX HEAD SELF ORLUNG SCREW 1/4' X 1/2' LONG CARRIAGE BOLT Q NUT 1/4' % 1-1/2' x 13 CAGE MIN. GALV. STEEL HORIZONTAL ANGLE 13 GAGE GALV. STEEL TRACK SPLICE OR FIAC BRACKET. FASTEN TO WOOD f/ SUTSEEET2FIEfAL SCREWS• JAMBS WITH 5/16' X 1-1/2' TAG SCREWS. DETAIL D 2' CALV. STEEL VERTICAL TRACK BOLTED TO TRACK BRACKETS MTN 1/4'-20 X 5/8' TRACK BOLTS. ISGA (9 X 7). 160A (9 X 8). OPENING HEIGHT I I II 83' (9 x 8) VER R HE HT) I 2 BRACKETS EACH SIDE) COMMERCIAL (9 X 7) 42'(9%7)) 37' (9 x 8) (3 BRACKETS EACH SIDE) COMMERCIAL (9 % 8) 16 GAGE GALV. STEEL TOP BRACKET WITH 14 GAGE ROLLER HOLDER SEE DETAIL D) 2' ROLLER WITH 7/16' DIA STEM. TIRE: NYLON OR 7 BALL STEEL. (9 x 7). 2' ROLLER WITH 7 18' DNA 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 J TRACKS ON DOORS WITH EXTENSION 3 S71iUfS SPRINGS). 3' 20CA SEE DETAIL A) E 01 7' OR 8' CENTER STILES AND MINGE 1 COLUMN CAW. STEEL END MINCE COMMERCIAL AREA). aN 'AI- ATFACHED WITH 5 FASTENERS. 14 CAGE. (SEE DETAIL C). 1.25' GALVANIZED STEEL STRUT. ATTACHED WITH 1/4' X 3/4' LONG HEX HEAD SELF DRILLIN( 22 CVERTICALPER STILE) THIS STRUT ON HINGE ONE SELF 1//2' POLYSTYRENE LEAF. ((SEE DETAIL. C OF STRUTS N f DRILLING CREW THROUGHORIWNGSCREWMINCE.70P LEAF Of INSULATION STANDARD FOR MODEL 735 OF 70P 8 BOTTOM SECTIDNS. TO O 2.75' I END STILE & RAIL DETAIL A 3' 200A WIDE STRUT 20 CAGE END STILES I A J-L 11 L 20 GAGE END STILES - FASTENED WITH TOG-L-LOCS TO PANEL USE END CAP OVER END STILES ON 9 x e. 21' OR 24' SEE DETAIL C. MICH PANEL STOP MOULDING NAILED EVERY 12' CAW. AND PREPAII7ED STEEL 6-0 TYPE MAIL MIN. 25 GAGE ALL MODELS EXCEPT 24 GAGE MODEL 750. 755 2 1 LAG SCREW - 3/16% 1-1/2' SECTION 8-8 20 CAGE GALV. STEEL CENTER STILE TOG-L-LOC OR POP RNETED TO PANEL 10GA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE 1B CAGE GALV. STEEL CENTER MINCE RESIDENTIAL SECTION A-F FOR SPACING. 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 I OEM" PRLSS<ME I TMT PmEssuRE VADIM HEIGHT POSITIVE NEIATWE OSIM NEGTIVE 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: N/1 NON-X 5/8' HEX DOLTSFASTENERSRIPTIVEUTSOR10BE14'-201/4' % 3/4 LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING NAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES 972 p--51737 LISTEDINTHETABLEABOVEVIATESTINGTOANSI/DASMA 108-05. 492-9300 RoNeobn4l En9lneie nel DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Pro•Wee onq ra ..nneo6on e4iAoed ton4budion 4eleOe 1- 3/8' POLYSTYRENE INSULATION OPTIONAL FOR MOD. 724, 730 750. 755, 426. 13 ONCE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 2 FASTENERS BOTTOM SCREW CAN BE ABOVE OR BELOW ROLLER 70. 20CAGEDOWU9 X 8 DOOR ONLY NOTE: GLAZING DOES NOT SATISFY IMPACT DETAIL C 9 / DEBRIS REQUIREMENTS IN FBC FL 15080 9 X 8 P. O. Box 8915 wOm130R a001t 7 219891 S501) 562-1872 724, 426, 730. 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B 12/15/11 RLB TOLERANCE MAC "/ 64 DEc.':. o15 AW : 1' 2866 3/10/08 RLB NEXT LEVEL PLOT SCALE ELATE 11 1 07 DIN. BY BH DWG. NO. 99- B-079 284811/1/07 RLB E. C.N. DATE: APPROV. SCALE NONE SHT 1 OF 3 13 CAGE STEEL TRACK SPLICE OR FLAG BRACKET. FASTEN TO WOOD JAMP WITH 5/16' % 1-1/2 LAG SCREWS 2' CALV. STEEL VERTICAL TRACK BOLTED To 64 TRACK BRACKETS WITH I/4'-20 x S/e• TRACK BOLTS. OPENINGHEIGHT 04 DOOR HEIGHT) 13 BRACKETS EACH SIDE 83 3/4' % 1-1/2' X 13 CAGE MIN. 1/4' % 1/2' LONG CALV. STEEL HORIZONTAL ANGLE. USE oCANtIAM BOLT ! MIT X 3 4 HEX HEAD SELF DRILLING SCREW SHEET2f4ETAL• SCREWS ULLV. STEEL HORIZONTAL 21 18 DACE OR 13 CAGE ON THE WEIGHT 03'( 16x7) 74' ( 16 X 8) 42- ( t6 X 7) so' ( 16 x 8) 21'( 15X 7) 24' ( 16 X 8> 20 GAGE END STILES - FASTENED WITH TOG- L-LOCS TO PANEL USE END CAP OVER END STILES. ( SEE DETAIL C) STOP MOUIDINC NAKED EVERY 9' 6- D TYPE MAIL MIN. 2 SECTION B-B COCA COMMERCIAL CILLV. STEEL TRACK BRACKETS. SEE ABOVE FOR SPACING. FASTER TO WOOD JAMBS WITH 5/16' X 1-1/2 LAC SCREWS. PREPARATION OF JAMBS BY OTHERS. P. S.F. TABLE DOOR SZ[ I DESId1 PRESSURE TEST MRESSM WIDTH HMO I POWNE NEGATIVE POSBVE NEGATIVE 16'- 0" 7'-0"+18.7 20.8 28.1 31.2 16'- 0" 8'-0"+18.7 20.8 28.1 31.2 DETAIL D 16 GAGE GALV. STEEL 5 STRUTS TOP BRACKET WITH 14 3' 20(16 GAGEROLLERH20C# WIDE OLDER 3' CA WIDE 16 x X SEEDETAIL D. (SEE DETAIL A) 2' ROLLER WITH i 7/16' OOL STEM. B 16 % S7EL7BALLSHORTSTEM16 % 6 10 BALL LONG STDA OPTIONK LOCH STTRURT IONO PVER WPART OF LEAF. (SEE DETAIL 0). CALV. STEEL ( 14 CAGE) COMMERCIAL END HINGE ATTACHED WITH 5 FASTENERS. GALVANIZED STEEL STRUT ATTACHED WITH 1/ 4' x 3/4- LONG HD HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) OF SECTION OVEFtHINGE LEAF. (SEEDETAILB . 1 1- 3/6' POLYSTYRENE 21' OR 24' HIGH INSULATION OPTIONAL FOR MOD. 724. 730. PANEL GALV. AND 750. 755, 426. PREPNNTED STEEL 25 CAGE ALL STRUT ON BOTTOM BRACKET MODELS EXCEPT 24 CAGE MODEL 750. 753 Vtl,3 TOM CALV. STEEL OTTOM BRACKET TACHED WITH 2 LAC SCREW 5/16' x 1-1/2' SCREW BE EV EWESECTIONA —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 1/4' HEX HEAD SHEET METAL SCREWS. NOTE: ALL NON - DESCRIPTIVE FASTENERS SHOWN TO BE 1/4'_20 % 5/6' HEX BOLTS M NUTS OR 1/4' X 3/4' LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWINC HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES TX -PE 5e3DB-F-2203 LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. 0751737 2 402-95M DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. I Pr =—. Engnwr' t.ol prwbw 4I+y fa r•MK""a Lnaleoe wMnKtbn d.EeB.. I NOTE: GLAZING DOES NOT SATISFY IMPACT DEBRIS REQUIREMENTS IN FBC OPTIONAL s58 GLASS LIGHTS 16'(DOUBLE CAR) 4' X 16' AIR VENTS I'4) REOD- H MIN. TOTAL (12oOPENs0. INC AREA). OPTIONAL CEIUSE ONE EXTRA SELF DRILLING SCREW 1NR000N MP LEAF OF MINCE, END STILE 4t RAIL rtrICAL FOR E404 RLB 2848 111/1/ 071 RLB E.C.N. I DATE: I APPROV. 7'OR8 B OPTIONAL LONG PANEL STILES HINGES EMB065E5 3 COLUMNS) T1 2. 75' I DETAILA20GAWIDE STRUT 16 x 7 IBGA WADE STRUT (16 X 8 20 CAGE END STLE 20 GACE END CAP DI o. DETAIL C MUST BE 1 A E (/W ST E GCE THTOR 116' / \ / CKS ON OOORs WITHEx1EN510NINGS). 116' X 8 H FL 15080 P. O. Box 8915 LITTLE w 30R DOOR 720915501) 562-1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR TOLERANCE W1 B FRACDC '__ 0 S NE%T LEVEL DATE: DWG. NO. 1 t t D7 I 99—B-079 f Florida Building Code Online Page I of 4 FL17676.9 Business & Professional Regulation r FMRJO DVM7*M0F SOS Nome I Log in I User ft9buratlon I tbt Topks I Submit Swctiarte I stats 6 facts I Puwimtbns ( fat Stag ( eaS Site Map Links Semcit Busines/ la Product Approval Professi da usea: Public user Regulation Ptvouet Approval Menu > Prottutt or Aoolkatbn Search > Aopllotlon List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by OSPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Ci MI Windows and Doors 6S0 West Market Street Gratz, PA 17030 717) 365-3300 Ext2S60 bsidinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE 2- Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/201S 12/04/201S 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6f G 1... 5/26/2016 Building Code Online Page 2 of 4 It Of FL It I Model, Number or Name I Description 17676.1 13S40 SH 136x74 Fin Frame Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-SO Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3S40 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions EL17676 R2 lI Install - 3S40 SH 36 x74 Fln.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3S40 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/-SO 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 3S40 Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed In accordance with FL17676 R2 It 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 3S40 Fin 44x63.ndf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No OS/26/2020 Design Pressure: +40/-47 Installation Instructions Other. R-PG40. Units must be glazed In accordance with FL17676 R2 11 Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 4402 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 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.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed In accordance with ASTM E 1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 11 Install - 3S40 SH Fin 44x84.udf Verified By: American Architectural Manufacturers Association Created 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 3S40 SH S2x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No R2 C CAC APC 3S40 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No OS/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 It Install - 3540 SH Fin ASTM E1300-04. S2x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL176767676 R2 II OS-012S28 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11SS48 12S2.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 3S40 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 a17676 R2 11 08-01372 511989 odf Verified By: Luis R. Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports R2 AE S11989 3S40 FLS 36x84.odfFL17676 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 3S40 FLS 4402 odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.0f Verified By: Luis R. Lomas, PE PE-62S14 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 3S40 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 11 08-013718 11.0f Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11988B 1371.odf Created by Independent Third Party: Yes 17676.12 3540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62 odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 I Florida Building Code Online Page 4 of 4 IEL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes r l 17676.13 3540 SH 5202 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.odf Approved for use outside HVHZ: Yes Quality Assurance. Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 It 08-02270A 13.ndf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL27676 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: +2S/-25 Installation Instructions Other: R-PG25 FL27676 R2 11 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S12141 3540 Fls S2x84.ndf Created by Independent Third Party: Yes 17676.15 13S40 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC(127751A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(0720161 Impact Resistant: No Rev.odf 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 4802 (As Testedl.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLi7676 R2 C CAC APC 3S40 CHS Fin 108x74.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 CHS Fin 108x74.ndf ASTM E3300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Eadr Neat Contact Us :: 1940 North Monroe Street, Tallahassee Ft. 323" Phone: 8S0-487,1824 The State of Florida Is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: PrlvaCV Statement :: ACCesstblliN Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please Contact 850.487.1395. •Pursuant to Section 4SS.275(1), Florida Salutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an entail address if they have one. The emalls provided may be used for official Communi atbn 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 ass, F.S., please dick b=. Product Approval Accepts: MMINE CreditSAFE https: Hfloridabuilding.org/pr/pi_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 U Validator-/ Opefati= Adadnis"tor) Mi Windows & Doors, LLC P.O. Box 370 Gratz PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION' PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The owduct.desaff3td bebw is hereby approved for tdling.in.the diDd issue of the AAMA Certified Products Dbtdcry: The approval Is based, on sucbe;sful'o mpleUon gf tests, and the reporUnb t4 the AdnithIstrator of the results of tests. acooppifiled by related dravvings, by an AAMA Accredited C bomtory. 1. The listing below will be -added to the nod pubUstied'AAMA•Certified Products Directory. SPECIFICATION- RECORD OF PRODUCT TESTEDAAMANilDMAICSA101/1.S.7JA4A0-08 LC PG40•.914x2134 (36x64)-H Negative :Design Pressure = -60 psf CC"PAXY AND CODE CPD NO. ES MODEI '8 PRODUCT DESCRIPTION MAXIMUM SIZE TESTED 3S40 SH.(FINLESS) FRAME SASH MI Windows Doors. LAC8 7157 PVC OIX)(IG)(INS GLj' 914 mm x 2134 mrp 867 mm x 892'mm Code: Mil. i RF11 j(T1LT)(ASTMI- 3'U^ it rWj irio".x riv) 2 This Certification will expire Juty 2Z, 2020 (extended from July 27,20.15 per AAMA.103r14a) and reyutres validadon.uftl then by continued listing. in the•curreintAAMA Certified Products,0irectory. 3. Product Tested and Reported by. Architechiral Testing, Inc. Report No.: 81916.01 109-47 Date of Report: August 15, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP44 (Rev.1/11) Validated for Certification 4We-A A --IL d Laboratories, Inc. Authorized for Certification Arnericlaik Architectural Manufacturers Association 36' MAX. FRAME WIDTH 4' MAX. ANCHORS TO BE t EQUALLY SPACED. SEE ANCHOR CHART SHEIT I FOR UNIT SIZE AND ANCHOR QUANTITY O 84' FRAME IIEIGIIT X J_ 4' MAX. I_ SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.01-50.OPSF NONE Number of anchors requIred 41 sab smb Heigh IA) Panel rdd61 In 24.0 1 30.0 1 30.0 24A 2 1 2 1 2 30.0 2 2 2 36.0 3 3 3 41.0 3_ 3__3 41.0 3 1 3 1 3 4.0 3 1 3 1 4 00.0 4 4 06.0 12.0 4 4 6 16A 4 5 81,10 5 5 TABLE OF CONTENTS SHEET NO-1 DESCRIPTIO14 ELEVATIONS. ANCHORING LAYOUTS AND NOTES 2 - 3 I INSTALLATION en+se s ecsenvtwn an -*", D NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MAIIUFACTURED TO COMPCr 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 RESPONSIBIUTY OF 114E ARCHITECT OR ENGINEER OF RECORD. 3) 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOi USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. KIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5) FRAME MATERIAL: EXTRUDED RIGID PVC. 6) SASH UNITS MUST BE REINFORCED WITH GVL-451-020 STEEL REINFORCEMENT. MEETING RAILS MUST BE REINFORCED WITH RF-104S-020 STEEL REINFORCEMENT. 7) UNITS MUST BE GLAZED PER lSTM E1300-04. 8) APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 9) SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16' OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK. TO BE 1/4'. 10) FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16' TAPCONS WITH SUFFICIENT LENGTH 10 ACHIEVE A 1 1/4' MINIMUM EMBEDMENT INTO SUBSTRATE- WITH 2 5/8" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION' DETAILS. 11) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE R8 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/16-MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN CLEVATIONS AND INSTALLATION DETAILS. 12) ALL FASTENERS TO BE CORROSIO(•I RESISTANT. 13) 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. WO00 - MINIMUM SPFCIFIC GRAVITY OF G=0.0 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 M. C, MASONRY. - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE I (OR GREATER). SIGNED: 1012112011 D DOORSM650IWEST R:11o4/ i MARKETNDOWS STREET GR'ANTZ, PA 17030=0370 cEN;yRq+% SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED - NON -IMPACT .36" X. 84 O kEELEVATION. ANCHORING LAYOUT AND NOTES p • A QF a PAWN: V.L. 1 08-01372 scut NTS oars 10/17/11 1 5NErT1 OF 3 4 7.X DUCF OOD I-RAMINC BY OTHERS. 2X BUCK TO BE PROPERLY SECURED i FLANGE TO DE SET ai BED OF I; ' MAX. APPROVED SEALANT I L SHIIA p• l— HEAI? 10 DE SE1 IN A BED OF APPROVED CONSTRUCTION SELANT REVISIONS 1 3/15- MIH. 1/4' MAX. EMOECMENT SHIM 8 WOOD SCREIV 1 INTERIOR 2x BUC•K/WOOD FRAMING BY OTHERS. 2h BUCK TO EXTERIOR o INTERIOR BE PROPERLY SECURED EXTERIOR FLA ICE iO BE SET IN BED OF SILL 70 BE SET IN APPROVED SEALANT HORIZONTAL CROSS SECTION BED OF APPROVED 2X BUCK4V00D FRAMING INSTALLATION a1 / CONSTRUC710W ADHESIVE FLANGE TO BE t I 1 /a' MAX. SET IN BED OF SHIM APPROVED SEALANT `\ — T 2X BUCK/WOOD FRAMING BY 01HERS. :14 BUCK TO VERTICAL CROSS SECTION BE PROPERLY SECURED 2XBUCK4V0ODFFIAMMlNSTALLA1I0N DATE I AFFFcmtb NOTE: INTERIOR AND EXTERIOR FINISHES. BY OTHERS. N07 SHOWN FOR CLARITY. M650IWDOwESTMARKETS ANDDOORS 1RIILo 9,// TREET GRANTZ. PA 17030-0370 v•'\GEN p' .0 0SERIES354DFINLESSPVCSINGLEHUNGWINDOW STEEL REINFORCED -NON-IMPACT 36" X 84 Y* g,o ATEEE OF • INSTALLATION DETAILS p • OFs :ZORIDi//5S/ONA 11'E: COMM: w c .o. OB 72 sv ram wtc spatNTS10/17/11 2 OF 3_ A.A;50r:RY/CONCRETE BY OTHERS PTIONAL I X BUCK BY OTHERS. IX BUCK 7O BE OnDERLY SECURED.:iEE NOTE 3 SHEET I FLANGE TO BE SETIN HID OF APPROVED SEALANT EXTERIOR FL;•NGE TO BE SMIN BED OF APPROVED SEALANT OPTIONAL Ix BUC. of OTHERS, 1X BUCK TO BE PROPERLY SECURED. SEE NOTE 3 SHEET 1 i 1/4- MAX. J SHIM HEAD TO BE SET IN A BED OF APPROVED CONSTRUCTION SEALA14T INTERIOR VERTICAL CROSS SECTION MASONAIMOMCAETE WSTALLATION SILL TO BE SET 114 BED OF APPROVED CONSTRUCTION ADHESIVE 1/0- MAX. I IIM i,LV asanmu» I WE I APPROcD 1 1/4' MIN. 1/4" MAX. EMBEDMENI SHIM 3/16- TAPCON MASOr1RY/CONCRETE 1 BY OTHERS INTERIOR T-' i 2 5i8 Mlrl. DEDGED1S7. OF111GNAL Ix BUCK BY EXTERIOR OTHERS, 1X BUCK TO BE PP.UPERLY SECURED. SEE FLANGE TO BE NOTE 3 SHEET 1 SET IN BED OF APPROVED SEALANT HORIZONTAL CROSS SECTION MASONAYA;DWRETE INSTALLATION MASONRY/CONCRETE NOTE: INTERIOR AND EXTERIOR FINISHES, BY OTHERS. B1 OTHEPS NOT SHOWN FOR CLARIT/. M650NVi ESTMARKED DOORS L0 9,,'' GRANTZ. PA 17030-0370 J\SIR.. v,•%O HS;,1P SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW WQATOPOFSTEELREINFORCED - NON -IMPACT 36" X 84 INSTALLATION DETAILS y,,` IO i'FR101oalmtoneasec V.L. 08-01372 - a1cNTS 10/17/11 3 OF 3 NAj10aA L. Roberto .Lomas P. E. 1432 Woodford M. Lewisvitle,'NC 27023 336-945-4695 rllomas@lrlomaspe.com Manufacturer: MI Windows and Doors 650 West Market Street Grantz, PA 17030-0370 Engineering Evaluation Report Product Line: Series-3540 Finiess PVC Single Hung Window— Non -Impact Report No.: 511989 Compliance: The ab6ve'r66nti6ned.product has'beeri evaluated for 66mpliiance with the requirements of the Florida-Departnientof domrriun'rfy Affairs for Statewide Acceptance per, Rule 9N-3. The product listed Herein complies with requirements of the Florida B.u'dding Code. suppmang Tecihnfeat Documentation 1. Approval document; drawing number 0"1372. titled Series 3540 Finless PVC Single Hung Window— Non- Impad,.sigried and.sealed by Luis Robeft-Lomas P.E, 2. Test report No.: 81910:01409.47, sigried-and seated by Michael D. Stremmel,,P.E. Arphitectiffal Tesfing, Inc. York, PA AAMA/WDMA/CSA 101/I.$-2/A440-05. Design pressure: +40.101S0.13pef Water penetration resistance 6.06psf- 3. Anchorlealculations; report number 511989-1. prepared, signed and sealed by Luis Roberto'LOmas P.E. L khttadons and Condidons of use: Maidmum design pressure: +40.0/-50.0 psf MaAmum- unttshw. 36• x 94• Units must be glazed perAS't'M E-180b-04- Frame and sash material: E*6416d Rlggid PVC: Sash. stile•and rails and fixed meeting rail reinforoerrrent Roil formed steel. This produd:is not -rated to be used in the HVH4 This product is not impact resistant and.re4uires-WOact'prot6ddbn in wind borne debris-fegioris. lnstalladon: Units rrlust be installed in ac gordanpe with'approval document, 08-01372_ Odrifficati" of independence: Please note that 1 don't have nor will acquire a financial interest in any company manufactudra. or distributing the product(s) for which this report -Is being issued Also. I don't have norwtll aeoulre it financial interest !n any other entity irivolved' iri the approval process of tha fisted' prbdud(s). 1 of 1 N ••• i 4- TAT05 OF ; co NAi` a`` I Luis R. Lomas, P.E. FL No.: 62514 11/ 07/2011 s Florida Building Code Online Page 1 of 4 FL17676.16 RegulationBusinessProfessional Phwar1e..e,rrne itd 80S Moore I Loo In I User Repls MWn I Mot Topla Submit Swcha ge I stats S Pam Pubnmtbns faC Stag BGS Site MaP Links search Busines Professi I Product ApprovalaUSER: Publk liter Regulation Product Approval Menu > Product Or Apollmtlon Search > Application Llat > Application Oetaa 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 Archlved Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved E MI Windows and Doors 6S0 west Market Street Gratz, PA 17030 717) 365.3300 Ext 2S60 bsitlingeromiwd.com Brent Sitlinger bsltlingerOmiwd.com Windows Single Hung Certification Mark or Usting American Architectural Manufacturers Association Steven M. UriCh, PE 2 Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/201S 12/04/201S 12/06/201S Year 2008 httos:Hfloridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG1... 5/26/2016 Florida Building Code Online Page 2 of 4 FL d 114odel, Number or Name 17676.1 13540 SH Limits of Use Approved for use in HVHZ: No Approved•for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +3S/-SO Other. LC-PG35. Units must be glazed In accordance with ASTM E1300-04. Description 36x74 Fin Frame Certification Agency Certificate F117676 R2 C CAC APC 3540 Fin 36x74.odf Quality -Assurance Contract Expiration'Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fln.odf Verified By: American Architectural Manufacturers Association .. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for -use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other. LC-PG40. Units must be glazed in accordance with FL17676 R2 11 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 13540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC IS40 Fin 40x66_odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other. R-PG35. Units must be olazed 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 j 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 ASTM E1300-04. f1.17676 R2 n Install - 3540 SH Fin 44x63.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Greated-by-Independent Thinl Party: • • . 117676.5 13540 SH 144x72 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-47 Other: R-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x72.odf Quality Assurance Contract Expiration Date 08/01/2017 Installation Instructions FL17676 R2 11 Install - 3540 SH Fin 44x72.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 14084 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 112 Il Install - 3540 r,1Inn 44x04.odf 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 Evaluation Reports Created by Independent Third Party: 17676.7 13S40 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Fl 17676 R2 C CAC APC 3540 Fin 52x84 odf Quality Assurance Contract Expiration Date Impact Resistant: No Design Pressure: +25/-25 05/26/2020 Installation Instructions Other: R-PG25. Units must be glazed In accordance with Fy 17676 R2 II F 17676 R1 II Install - 3S40 SH Fin ASTM E1300-04. 52x84-odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No ci 17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes OuRB%2 urance Contract Expiration Date Impact Resistant: No Design Pressure: •+35/-50 Installation Instructions Other. LC-PG35 FL17676 R2 If 08-012S28 7.odf Verified By: Luis R. Lomas, PE PE-62SI4 Created by Independent Third Party: Yes Evaluation Reports Fa 17676 R2 AE S118S48 12S2.odf Created by Independent Third Party: Yes 17676.9 13S40 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No F 17676 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 Fr 17676 R2 Il 08-01372 511989 odf Verified By: Luis R. Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FI 17676 R2 All S11989 3S40 &S 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 Ft 17676 R2 C CAC APC 1540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality02Assurance Contract Expiration Date Impact Resistant: No 017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FI 17676 R2 11 08-01247B 10 odf Verified By: Luis R. Lomas, PE PE-62S14 Created by Independent Third Party: Yes . Evaluation Reports Fr 17676 R2 AE SI18498 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Fl 17676 R2 C CAC APC 3S40 FLS 48x96.odfApprovedforuseinHVHZ: No Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Installation InstructionsDesignPressure: +30/-30 Fr 17676 R2 I1 08-W371B II.odfOther. LC-PG30 Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports Fr R2 AE 511988E 1371.odft7676 Created by Independent Third Party: Yes 17676.12 3540 SH S2x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Fr 17676 R2 C CAC APC 3540 FLS 52.x62 odf Qualityl2Assurance Contract Expiration Date Impact Resistant: No Design Pressure: +35/-35 017 Installation Instructions ci II 08-02269A 12.odfOther: R-PG35 17676 R2 Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQWtDgvFGYZsjrZFR6f i 1... 5/26/2016 Florida Building Code Online Page 4 of 4 fL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes 117676.13 13540 SH 15202 Finless Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant, No Design Pressure: +30/-30 Other: R-PG30 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x72.odf Quality_ Assurance Contract Expiration -Date. 04/12/2017 Installation Instructions FL17676 A2 11 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Thins Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.24 3540 SH S2x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in-HVHZ: No FL17676 R2 C CAC APC 350 FLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date impact Resistant: No OS/26/2020 Design Pressure: +25/-25 Installation Instructions Other. R-PG25 FL17676 R2 II 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 AE S12141 3540 Fls 52x84.odfB2 Created by Independent Third Party: Yes 17676.15 13S40 SH 48x72 Fin Frame Umits of Use Certification Agency Certificate Approved for use in HVHZ: No fl.17676 R2 C CAC APC(1277SW726.01-109-47- Approved for. use outside HVHZ: Yes ai C7326.01 3540.AWS.IG.FIN.48X72.A35.(0720161 Impad.Resistant: No qey,n Design Pressure: +35/-3S 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 - 3_S40 SH FIN 48x72 (As Testedl.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Repots Created by Indepehilent Third Party: i7676.16 3S40 Triple SH 108x74 Fin Frame Triple CHS Umits of Use Certification'Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 CHS Fin 108x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant, No 04/12/2017 Design Pressure: +3S/-50 Installation Instructions Other- LC-PG35. Units must be glazed in accordance with FL17676 R2 It Install - 3540 SH CHS Fin 10804.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Ea 1 :: 1940 North Monroe Street. Tallahassee Fl. 32329 Plane: 850-487-1824 The State of Florida Is an AVEEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses one public rewNs. if you do not want your e-mail address released In response to a public -records request, do not send ekctronx mail to this entity. Instead contact the office by phone or by traditional mall. It you have any questions, please contact 8S0A87.139S. *Pursuant to Sealoe eSS.275(1), Florida statutes, effeatve October 1. 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department: with an email address r they have one The emalls provided may be used for official cornmunicetlon with the licensee. However email addresses are public record. If you do nut wish to wPpH a ix7sonal oddness, please provide the )epartment with an email address which can be made available to the public To determine If you are a licensee under Chapter 45S, FS., please dick b=,, product Approval Aeeeptc CreditSAFE https://floridabuilding.orglpr/pr app_dtl.aspx?param--wGEVXQwtDgvFGYZsjrZFR6fG I... 5/26/2016 A-L•1 Vedadalar / Ope¢;6ons•Adrriinlshabof) MI Windows & Poors. Ina P.O. Box 370 Gratz, PA 17030- 370 Attn: Rick Sawdey AAMA c0tt cAnoN PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION IJ Me-1' ed•below is hereby appmad for fi Wg in Me nerd issue of the AAMACeMed Pi t. 0ineclory. The approval Is based on sycWssfid o*plailon oftests,-=4 f he rdportin(q 141fie Administrator of the n sults of.%sts. jacw paNed by related dravAn9% Sy an AAINAAo edrted Lebprato. . 1. The tis&rg bWm w>n tie added'to the ne3d published. AAlAA Certfied Produds-Dlrecbory. SPEGIFtCJ ZIoN RECORD OF PRODUCT TKSM AAMAIWQNWG"40.US.2JA440*8 L1100)" Negaii oes4n pree:, "= -90 psi CQIMP -Mb CODE CPD NO. SERIES M01519I. I&wtoouc t ' OESCR1P i tON fkAXIMUM Sr& 4 ES I 3S40 TMPLE SH OPQ FRAME SASH DOOM It1c. AAI Mfigdaws8DO . 10817 wgxO/X.OIkO1X}(.. 2731 frmf it 1867•ttam 860 mrq x 019 rnlrl Code: I1 SUNS GL IFImLTI:IASfiAAj tOW. x V27) 2..7NiS OerdficWQ6v4ll e)qhe April .12, 2017_ and requires validation untH then by oontinued listing in the curroA AAMA Certified Products'Directory. 3. Product Tested and Reported by. Architectural Testing, Inc. Report No.: C7327.04409-47 Date of Report May 7, 2013 Date: May % 2013 Cc: AAMA JGS . ACP- 04 ( Rev.1111) Validated for Certification Laboratories; Inc. Authorized for Certification American Archdectural Manufacturers Association iIxjj'& W CLEARANCE ALL FOUR SIDES) WHICH 1 / 2' 1 ELEVATION loe S THINO Mln Edge Distance *j JAMB DETAIL HEAD DETAIL nmp f! Y OTN Mahon Sie Section Ditaib) i i Min!. Edge SIZE HEADER AS NEEDED! Coulk under .ENTIRE Perimeter- of. Rolling fin before fastening: - iM AS QUIRED DRYWALL qovm SHEATHING) MUST ACHIEVE f-114' 1f2w PENETRATION: INTO STUD. - SILL DETAIL Notes: 1. Installation depicted. based off of structural test report C7327. 01-109-47. 2. wood screws shoo 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 (rams width. Tapered or paMol width bucks arenot allowed. Wood buck shag be secured to the stricture to resist all design foods. 4. Wood screw lengths sholl'be sufficient to guarantee 1-1/4' penetration into woad buck. 5. Maximum shim thickness. of 1/4' ppeermitted at each fastensr location. SAlms shall be load bearing. non — compressible typo. S. These drawings depict the -details necessary to most structural• toad requirements. They do not address the air Infiltration, wailer penetration. intrusion or thermal ppeerforrwncs requirements of the Installotion. 7. Installation shown:is that, -of the test window for the stte shown and the design pressure claimed. For window sizes smaller than shown, locate fasteners approx. 2' from comere and no more than 12' on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AM DESIGN PRESSURE CWtRt r FASTENER DW, WSPOK SHOWN' WILL MOW DM, PRESSURES UP TO +35/-5D M UP TO 108' x 74' SEE TEST REPORTS FOR INDIVIDUAL UNIT:SIZE:AND APPLICABLE DESIGN PRESSURE LIMITATIONS) MRINETA,q, a& Dobr . Gratz. PA. . 10N INSTRUCTIONS FASTENER• SCHEDUIFFIN— V. M. R. 8 20-09 ose= aro 3540;Single Hung Continuous Head and Sill t. NONEVVlndo NO, °` 1WSH Of fTN NOTES: I. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS 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 THAI FULL FRAME SUPPORT IS PROVIDED. B. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REOUIRED 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. I1. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE R6 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 sHFFr mo.1 DESCRIPTION NOTES ELEVATIONS DETAILS elrmars o aic rvnoKo 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MAVUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G-0.42 17. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18. THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 350OPW. 3500T, 3500SDLITES, 3500SP, 3540PX, 3540T. 3540SDUTES. 3540SP, 3250PZ, 32507. 3250SDUTES. 3250SP. 3240PW. 3240T, 3240SDILITES, 3240SP, 3500HPPW. 3500HPT, 3500HPSDLITES, 3500HPSP. 358OWP, 3580T, 358OSDLITES. 3580SP, S-350OPW, S-3500T, S-350OSDIU7ES, S-3500SP, S-3540PW. S-3540T, S-3540SDLITES. S-3540SP, M-3500PW, W-350OPW, W-3500T, W-3540PW, W-3540T, W-354OSDILITES. W-3540SP, 1255PW, 1255SP, 1280PW, 910SP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. Tq'M_ QLA-5-5 1 SIGNED: 0211712016 MI WINDOWS AND DOORS o 61ft. to//, 650 GRATZSPA 17030 0370TMARKETTv\'GENS'9U': tSERIES3500FIXEDWINDOW 96" X 60" NON -IMPACT q; NOTES 4?ATOu; O WAWN• 0" w RLV N.G. 08-02859 jrjspNA'I WAU NTS - 02/04/16 1 OF 3 2' 96- MAX. FRAME WIDTH MAX 10' MAX O.C. MAX2' 2• MA% J 10' MAX O.C. AXAX . AME IGHIGHT SEE FOF 0fOF SERIES 3500 FIXED WINDOW 2" MAX , EXTERIOR VIEW FIN INSTALLATIOUV DESIGN PRESSURE RATING IMPACT RATING 50.0%60.0PSF 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 O HelgAt CHART i 1 NUMBER ANCHORS eevrnas oowmon as weaco 11'M L1 T r-9Ch. &A-S' MI -WINDOWS IAND DOORS 650 WEST MARKET STREET GRATZ. PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON —IMPACT ELEVATION oaurw: orc M1. N.G. 08-02859 VAL NTS r°"n 02/04/16 1 SHM2 OF 3 SIGNED: 0211712016 I I0 v.GEWSF •'.% s C 6. E atv i'••'°lpRIOP' iFS40... 1; v0 APPROVED SEALANT BEHIND FIN 16 WOOD SCREW 3/8- MIN EDGE DISTANCE EXTERIOR 3/8- MIN EDGE DISTANCE A6 WOOD SCREW APPROVED SEALANT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR r WOOD FRAMING BY OTHERS 1/4- MAX. SHIM SPACE WOOD FRAMING BY OTHERS 06 WOOD SCREW 1 1/4' MIN. EMBEDMENT APPROVE SEALANT BEHIND FIN 3/8- MIN EDGE DISTANCE I ary I oESCWnON I DATE I APPR*. D 1 1/4- -MAX SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4- MAX SHIM SPACE NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS WOOD NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE KMASTM E2112 FRAMING c1 {,, BY OTHERS bl.tl l SIGNED: 0211712016 MI WINDOWS AND DOORS xllls it.. L oi, 6GRATZ,SPA 17030-0370TMARKETTOENs9J+y SERIES 3500 FIXED WINDOW 4AT9 6 r96" X 60' NON—IMPACT INSTALLATION DETAILS e FIN 90OF tub wcv N G owe Na 08-02859 js`S ONAI G\` scut NTS IDAt 02/04/16 1 SHM3 OF 3 I1111111 1 Florida Building Code Online Page 1 of 3 18504.2 Business & Professional '-g r gas dome I Lop In ( User Registration ( Hot Topits subndt Surcharge stat a Facts publications FSC start ( SOS Site Map ( Unks ( search ida ftG public; Product ApprovaldoprUSER: public; User Product Aooroval Menu > pmAutt or Aoollratlon SearM > 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 1 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 G 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 FL38504 RO COI FL COI.odf 1710.5.3 Method 2 Option B https://floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 107 3/8' COMBINED WIDTH WI--{ W2 FRAME HEIGHT WINDOW WINDOW MULLION 5'"' J J 107 3/8- COMBINED WIDTH wl -- Ir- Wz 07 3/8• COMBINED WIDTH W1 - I[- W2 83' J FRAME ' WINDOW WWOOW HEIGHTMULLON SPAN) J J 83" J J WINDOW FRAME HEIGHT( MULLION5PI WINDO LE7, W1 Y!2 107 3/8' COMBINED WIDTH Design prossulo rsdng (pd) Units anchorod Into wood ftfillng Mullion span ( in) TN utarywldth n 1& 13 2&50 3&00 4200 4&W 13213 2& 00 130.0 130.0 130.0 1130.0 130.0 130.0 7. 38 130.0 130.0 127.2 127.0 127.0 127.0 49. 63 120.7 94.3 77.9 73.8 72.1 72.0 62. 00 824 70.6 5&0 61.5• 4&6 47.4. 5. 63 8113 658 51.7 47.3 44.4 43.0 7200 77.8 5&7 4&6 41.4 38.6 37.0 84 00 Oat 4S 33.1 20.1 26.3 24.9 107 3!B' COMBINED WIDTH WI Ir W2 83, FRAME L IND. HEIGHT MULLION SPAN A, J 107 3/a' COMBINED WIDTH W2 j WINDOW J FRAME / J HEIGHTrf MULLIONS IAN) / / W1--$- W2 107 3/8' COMBINED WIDTH a ,# 40 s aEv DOCIMnION Mit A;;- sa2D I A I REVISED INSTALLATION DETAILS 08/07/15 R.L. 073/ a' COMBINED WIDTH WI I W2 3' J J WINDOW FRAME J HEIGHT j WINDOW MULLION / SPAN) / / J I-w I --I F-- w2 107 3/8' COMBINED WIDTH APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107 "'AS SHOWN HEREIN. Design p- -sing W Units anetwlodInto mesontwconmai Mullion spanpn) 7ribut3rywid ( in) 1113 2150 3600 4200 411,00 6213 75. OD 130.0 130.0 130.0 130.0 130.0 180.0 27. 39 130.0 130.0 130.0 130.0 1 0.0 130.0 49. 63 130.0 130.0 130.0 130.0 130.0 130.0 62W 130.0 11b.4 67.B. 78.3 T3.9 77.5 6563 130.0 80.0 729 65.8 60.E b8.2' 720D 89 3 72.4 54 0 1 40,0 420 64. 00 621 4&0 33.1 28.1 26 3 24.9 LARGEAND SMALL MISSILE IMPACT. LEVEL D. WIND 2OIVE3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND OD NOT IN LUDEFLANGE MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M- 1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND OP CHARTS V. L. 1 08-01445 i-- f NTS o`m 01/11/12 `2 OF 3 SIGNED: 08107,12015 ENeF • d,. 0 POF j* 1 4ATFS' OR10P •G i`: L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rilomas@lrlomaspe.com Manufacturer: M1 Windows and Doors, tnc. 650 West Market St Gratz, PA 17030 Product Line: M-1926 - Vertical Mullion Engineering Evaluation Report Report No.: 512069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas 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 -Borne Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components: mullion or individual units. All windows attached to mullion must be manufactured by MI Windows and Doors, Inc. Installation: Mullion must be installed in strict accordance with installation instructions document 08-01445 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). 1of1 N 5 R• O;IJ i 1k 0,,81251;'llr TAT OFORM Liris R. Lomas, P.E. FL No.: 62514 08/07/2015 f Florida Building Code Online :S CP% T Page I of 2 RegulationiBusiness & Professional Drrfparlt11ef1[dHefida am Nana I cog ra 1 user Reonaadon Mot Tone I swore sraoeuwI sacs a Facts I PulBONone I Fac smrr I arts sore Map I uroa I seam Bus lied Pro' Cssib al Product Approval Regploori- e 600. FL P FL12019-RS Application Type Revision Code Version 2014 Application Status ApproVed Comments Archived Product Manufacturer American Construction Metals Address,/ Phone/Emall 5140 W CUfton Street Tampa, R.33634 813) 684-0444 lyle. pestow@aom-metals.com Authorized Signature Vivian Wright rldtwOrvrbldgcor svltents.com Technical Representative Address/ Phone/Emall Quality Assurance Representative Address/ Phone/Email category Panel Walls Subcategory soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 141 Evaluation Report - Kardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 03/02/2020 Validated By Ryan 1. King, P.E. M Validation Checklist - alardeopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Standard. Year ASTM E330 2002 Method 1 Option D https:// www.floridabuilding.orglpr/pr app dd.aspx?pamm=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 m R• CA oOCA o C: v a sus; .sss`s';% s%s;ff ss s% _ Ss'-S,- • IISSSI IIS I Rill/ I/ i e j'S '#r 7' A ssssi ski ss sass• , . ssrFS/..Si/ • / // xu"uM Sorg rrRMC&W.RANOO S 3 F1,45W-11 f 09 1 ''',/ R RIJfllllll l y 9ua.oa a eoNsuv wis 91. P.O. am =a. w&fta. m 333GD PM" ft 913.M9.9197 R.W. OwO c czc W rA Im. SPA A ' SPAN' ROOFOVERHAMG ROOF OVERHANG ROOF OVERHANG ROOF ROOF ROOF FRAMING FRAMNG FRAMING •'1'-••:• .i g 111111 IL `` i ALUMINUM FASCIA TALK FASCIA TRIM ao SOFFIT ( MU OR ` SOFFIT ( flu OR `.. liOFPR 1 [ FRI OR y$> SffOQA0.'A' wow .DETALL'C' FRAMED SEEWAVA' FRAMER r1ufRAMEO SEEDETAIL• B' OEUIL' 0 • SEE DETAIL' C' SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/l-CHANNELS SIDE VIEW - SINGLE SPAN w/3-CHANNEL aNBe+ n) Sk— Id buWrMn&V 099WVO (9mlm ad uucwr rt irq lamile'vef calmaIlmlhamhleSINGLE VAN LENGTH A' DOGS PRESSURE iM POSITIVE I NEGATIVE I r 70.0 141.0 To• 60.0 60.0 Ir 50.0 50.0 Ir 38.5 36.5 is• 30.0 30.0 17VIC: v7WV HMV W.•..c..Mv.vw DESIC4W BT THE AROOTEaCT OR WGINEER OFRECORD DETAIL" B" F- Channel TRIM NAIL ATTACHED DIROUGH FASCIA r NOTE: N 16' 0.0 MAX- \ 1 G TRIM BOTTOM OF FASCIA FIAT AGAINST FARM STAPLES INSTALLED 64D OF PANEL AND r MA1L O:C SEEDEFAII. W. SHEL3 bl IMMAX DETAIL" A ". Fasaa STAPLES INSTALLED 0 2f'OC. (INTO WOOD) ON PGHANNEL LEG OR T.NALL 01 r O C. INTO WOOD OR MASONRY) STAPLES INSTALLED 0 Ir O.C. (INTO WOOD) IN f • CFWMSLOT OR WAL ® IY OC- Rrt0 WOOD OR MASONRY) STAPLES LOCATED 24.O. 0 INTO FRAMING I MAX. rMA>< 6 STAPLES INSTALLED 0 I r O.0 (NO WOODI N}CHANNELSLOTORTa & 0IrO.0 DETAIL " D " J.ChaTmel Fosdo STAPLES INSTALLED 0 IT O.0 P WO WOODI 1 IN JLTIi1NNEL SLOT OR HNALL 6 it O.C. I' INTO WOODORMASONRYISTAPLESLOCATED . 24.O. C. WTO FMMING —7 „ Li Z••• 1/ LT' 1 6 • ' MALL. lb i 1' MAX. ... •. 1 DETAIL " C i Xhannel eao 09• rtuc' N. T.S. bm a: JK SUBSTRME NOTES: Vs 1.WOODSUBSTRATE: G-OA20RSEITER mu s 2. MASONRY SUBSTRATE &OOD PSI CONCRETE (ACT 3011 FL-12019.1 a OR HOLLOWBLOC%(ASIMC901. I - s. _ DESCRIMON MATERIAL FASCIA .0215' TW. AL 3105 - HI ALUMINUM J' .015rTHK.AL3105-H24-. ALUMINUMF- PCHANNELA155'THK.AL3104-H19 ALUMINUMQUAD4PANELA115OR .0135THIC AL 3105 ALUMINUMTRIPLE4PANELJbI15ORAWTHBCIQAL3105" ' " ALUMINUM 7 015 x WVC TRIM NAIL S.S. B Air GA. X 1/4-SS STAPLE twl 7ff MIN, EMBEDMEMq Srt$ 9' 2'XTBATTENSTRIP (G-A2ORBEOER WOOD 10 APA B-C- GROUP 1 EXT.15/37 PLYWOOD OR BETTER WOOD I 1 09r 1bA TaNAII l5/e' MM. EMBEDM - S1EE1 12dX3.1/4' 1)(2vERI)CAL H.D. GALY. SM FRAMING (G>=0'421 COMMON NAIL 8 24' O.0 ACHAOMON NAICOMMONNABS w/ I -we MIN. EMT. OTOP TO ROOF iitAMBNG DETAIL " H " STAKE30NSTAlLEDO ENDOFPANELAND B' MAX Or - SEE DEUB.'J I -- C. MAX - UWAIL" J" n1 SPAN A ROOF CYERIMG ROOFSEE 310573) . B. f pp ofMWD 1 1• HDxGAIsTT=,=t==== jEKU TB1 ' COMMON MAIL 02fO.C. SEDETAIL'A- / -q/\ CoHTmOt1S y- - RAM w/ 1.1/4'MW EMB I. FRAMED ls SEE DETAIL H BATTEN 0 CL SPAN STAWINSTALLEDO SIDE VIEW - DOUBLE SPAN w/BATTEN.; END OF PANEL AHD ( ISM e B- MAX.O.C. SEE OEfAR. J V J - MAIL" I" MN SPAN METH w/ COWNUOUSSATTEN A' OE31GN IRESSURE (NSF) NN13A11VE T6' 70.0 70-p Ie• 66.5 66.5 2D- 60.0 60.0 2z 54.5 54.5 24' 50.0 50,0 SEEDETAIL' G' PM 41 4- SEENOIE2 1 J( ` ODO SffDETA4' 1' FRAMED SEE DEfAB ' A HS M 31 SIDE VIEW - DOUBLE SPAN w/BATTEN Slaws w/ buo/ft"*g owelbn9) OONNECTOR NOTES: I. WOOD FRAMING AND CONNB:fgNS TO BE OESR3NED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGINEER OF RECORD 1. WOOD SUBSTRATE: G e &42OR BETTER 2. 12d COMMON NM OR 3/IC IIW TAPCON CONCRETE SCJeN 2 MASONRY SUBSTRATE: U00 PSI CONCRETE (ACI 301) MEN. 1.1 /4-EMBEDMENT) 0 2A' ON CENTER OR HOLLOW BLOCK HASTM m. Florida Building Code Online hPage 1 of 2 Regulation f acts Home I — In I user Regiwatim i Ha Topks I summt surcmme I Stats a Fans I Pubkatlor5 I Pat sae I MIS sum wa I unit I SMCO I q'1Cps BusmesProduct Approval YSfA: ProSS01iluW Regulation Ocba. tSoOr maC1ltmi > iitatlori FL # FL1630S-R4 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Arrhlved Product Manufacturer Atlas Roofing Corporation Address/ Phone/Email 2000 RiverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 moolll nsoatlasroofing.com Authorized Signature Meldrin Collins mcollins@atlasroofing. com Technical Representative AddresS/ Phone/Email Quality Assurance Representative Address/ Phone/Emall Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer i Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Locke Bowden Wj Validation Checklist - Hardcopy Received Certificate of Independence F 16305 R4 4 FBC Produd Evaluation Shinoles. odf Referenced Standard and Year (of Standard) Standard veer ASTM 0 3161 2009 ASTM D 3462 2009 ASTM 0 7158 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https:// www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquJBMjgU1j3N... 7/20/2015 Florida Building Code Online Page 2 of 2 P`oduct Approval Method Method 1 Option D Date Submitted 06/28/201S Date Validated 06/29/201S Date Pending FBC Approval 07/OS/2015 Stinimaiy of Products FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ.• Yes OU6305 RA. 1t. ATLi3062A 21614 Fk taiod, ct Elfatuatio,6 Shlrioles.odf . Approved for use outside HVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other. See evaluation report for limits of use Evalpation Reports Fu0S Rf4 A ATLI$b2.A 2014 Fli product tiWilatlon- Cre' ated by Independent Third Party: Yes " a l Us:: 'alshi• e50:aty.tele., Thr stare of Ftnrm k An "IM r:'Cf 30i°'""":+r n i :: :: Under Florida law, eroa0 addresses are public records, O you do not wait your e-mg address released N fetporre to a public•recards req%wsL do not tend atecUonk mall tytothisQn . Instead, contact the af0da by phone or by traditional mall. V you have any OuesdaM pleas contact 050.407.1395. 'Pursuant to Section 4SS275(11, FmWa StaWML effective October 1. 201L IIOGKlC3 (IeltSed under C?00 er 455. F.S. rtafn pravba the Oeparanent wall an 4"U address d they have one.?he ermUs provided may be used for offfdal mmmmlcatlon with the Imam However erna0 addresses are public record. V you do not wth to supply a personai address, pease provNa the Oepartrnet wbh an erm0 address which can be raft eallatle to the pubfk, To determine if you are a licensee under Chapter 45S. F4, peasa clkk b=. Pr9duct Appro red Aooeptsr 0 IRA CrerlilS LIFE https://www.floridabuilding.org/pr/pr app_dtl.aspx?param--wGEVXQwtDquJBMjgU 1 j3N... 7/20/2015 K TECHNICAL SERVICES, LLC EVALUATION REPORT .• _ Certificate of Authorization No. 29824 17520 Edinburgh DrCRTampa, FL 33647 813) 480-3421 FLoRiDA BuILDING CODE ST" EDITION (2014) Manufacturer. ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770)612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (00A9625) SCOPE 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 Constriction 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 (rST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Re o o ATL-079-02-01 ATL-083-02-01 ATL-088-02-01 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) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136.02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144.02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168.02-01 Standard ASTM D 3161 TAS 107 TAS 100 ASTM 0 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 0 3462 ASTM D 3462 ASTM D 7158 ASTM 0 7158 ASTM D 3161 TAS 107 ASTM 0 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 ATL13002A FL 16305•R4 _....._ - _ Paget of 9 This evaluatibri ieporfis provided for State of Florida prodija approval under Rule 614320-3. The mghufai:tureP shall notiy 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. ATLAS ROOFING CORPORATION. C•REK Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 AST-M-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 (TSTS878) 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 1b0 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, 34ab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore 3 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 sealarit stripe•that complies with ASTM D 3461 ProLAMTu 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. Oangerfield, Hampton 3 Meridian) StormMaster® Shake ASTM•D•3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462: StornMaster@ 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.. specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION - GlassMaster(D 30 & Basic Wind Speed NW: Tough-MasterO 20 Basic Wind Speed (Vwd): Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ); Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt shingles Max 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in.. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSS 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 manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern* detailed below. Installed with 54nch exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either'4 Nail Pattern' or '6 Nail Pattern' detailed below. 711 Nall N-v h-12---•}-- tr ---j. ILV--.I Figure 1. GlassMasterO 30 & Tough-Master6120 4 Nail Pattem (Non-HVHZ only) M. Nails Figure 2. GlassMasterO 30 & Tough -Master® 20 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 3 of 9 This evaluation report'is prWded for State of Florida product approval under Rule 61G2013. The manufacturer shall noti(yR CREEKTechnicalServices. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation. recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ProLAMTu Architectural Basic Wind Speed (V,m): Max. 194 mph ATLAS ROOFING CORPORATION Asphalt Shingles Basic Wind Speed (V.,d): 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. Undedayment In accordance with FBC requirements. Min..slope: 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installation (HVHZ): 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. Installation (Non-HVHZ): 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. wx Figure 3. ProLAMTm Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAM'T" Architectural Shingle 6 Nail Pattern ATL13002A FL 1630S-R4 Page 4 ot9. ThRIOWlratioff'report1s-provided for State of Florida product approval under Rule 61G20-3. The manufacturer shalt notify, CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for "iCh 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 Pinnacle® Pristine 3 Basic Wind Speed (Vmd: StormMaster® Shake Basic Wind Speed (Vase): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max..194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in.. plywood or wood plank for new construction; Min: 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min: 7116 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. 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. 1 Figure S. Pinnacle® Pristine and StormMastef® Shake 4 Nail Pattern (Non-HVHZ only) n3w rn.0 p1 m.:un.A. R13oo 0000 00cz oc c000, ooi o000 000• o0 snr Figure 6. Pinnacle0 Pristine and StormMaster® Shake 6 Nail Pattern FL 5or9 Th1s 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. TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (Vw): Basic Wind Speed (Vam): Deck (HVHZ): Deck (Non-HVHZ): Underlaynient Min.. slope: Installation (HVHZ): Installation (Non-HVHZ) ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in.. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction.. In accordance with FBC requirements; Solidly sheathed min. 15/32 in.. plywood or wood plank for new construction; Min. 7/16 in; OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance.with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and. manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. 'Shingles shall be attached using either'4 Nail Pattern' or'6 Nail Pattern' detailed below. Figure 7. StortnMastet® Slate 4 Nail Pattern Figure S. StormMaster® Slate 6 Nail Pattern FL 6019 This ewaluat 07eport1s-provlded for State of Florida product approval under Rule 61G20-3- The manurdaurer snap noury c;rctrr% Technical Services. LLC of any product changes or quality assuranoe 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 SERVICFS, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut@ Starter Strip Basic Wind Speed (VW: Max. 194 mph Basic Wind Speed (Vow): 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. 7116 in. OSS existing construction. Underlayment In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installation (HVHZ): Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installation (Non-HVHZ). Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below.. c v s w/r.ay wa..a 4r ryy . d, i Figure 9. Pro -Cut® Starter Strip ATI-13002.4. _ FL i6305-114 Page 7 of 9 This evaluation PepdAit 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 herelm OCRE-EX TECHNICAL SERVICES, LLC Pro -Cut® Hip ti Ridge Basic Wind Speed (V,ut): Max. 194 mph ATLAS ROOFING CORPORATION Asphatt Shingles Basic Wind Speed (Vaw): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15132 in., plywood or wood plank for new construction; Min. 7/16 inL 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 shag be away from the prevailing wind.. kin r. 12 ga.1-i/Y ring shank nail 6" j• I 1 j Figure 10. Pro -Cut@ Hip & Ridge ATLI3007-4 FL 16305-R4 Page 8 of 9 Th €Wuationv report Is provided -for State of Florida product approval under Rule 61G20-3., The manufacturer• shall no* CREEK Technical Servioes, 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 MAsphalt Shingles TECHNICAL SERVICES, LLC LIMITATIONS " 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. . 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturers published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT -._..._ . The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida BuildingCode511Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. i, No 74021 • 3' STATE OF w 2015.06.2 912:55:48 04' 00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE — -- - - CREEK Technical Services. LLC does not have, nor will It acquire, a financial interest in any company manufacturing or distributing products under this evaluation.. CREEK Technical Services. LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire. a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial Interest in any other entity Involved In the approval process of the product. END OF REPORT ATL13002A . FL TTds evaluation repon is prowuea lul Qta%V an r,....-- — — -- — Te,chnical 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. Certificate of Authorization No. 29824CREEK17520Edinturgh'Di Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODES'"• EDITION (2014) Manufacturer. ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 7701612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfieid, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507..F2.5, 1507.2:7.1. 1523.6.5.1 Properties: Physical properties, Wind Resistanoe, Wind Driven Rain REFERENCES' Entity . PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction'Materials Technologies (TST5878) PRI Construction Materiats'Tedmologies (TST5878) PRI Construction Materials Tedvwlogies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Constriction Materials Technologies (rST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Re ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104.02-01 ATL-106-02-01 ATL-106-02-01 Rev-1 ATL-107-02-01 ATL-107-02-01.1 ATL-109.02-01 ATL-116-02-01 ATLA 18-02-01 ATL-119-02-01 ATL-123-02 01 ATL-125-02-01 ATLA27-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials•Teduholooes (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 PRI Constriction 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 (I'ST5878) ATL-165-02-01 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 Standard ASTMD 161 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 1011 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7168 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 2009 2009 ATL13002.4 ... FLJ6305_R4 . _eag8.1 of 9 This evaluation iepon Is prow d:for State oTFlorida prdduct`approvitUnder Rule 61G20i&. 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 ATLAS ROOFING CORPORATION, Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (rST5878) 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 (I ST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 A95STTMOD316120009 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(D 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro-CutOD Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTM Architectural ASTM D 3161. Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed; thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462.' Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462•. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158. Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 _ ._: _ _ FL 16305-R4 Page'2 of 9 This evaluation repb—tr'is"provided for State of Florida product approval under Rule;61G20-3. The manufacturer shall notify'CREEKTechnicalServices. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. C RE K TECHNICAL SERVICES, LLC INSTALLATION ATLAS ROOFING CORPORATION Asphalt Shingles GlassMaster® 30 8 Basic Wind Speed (VW: Max. 194 mph Tough -Master® 20 Basic Wind Speed (Vm),, 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. Undedayment In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installation (HVHZ): Installed with 5-inch-exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. -- •- - -. .. . Installation (Non-HVHZ): Installed with 5-inch exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either'4 Nail. - Pattem' •or'6 Nail Pattern' detailed below. 36'. 17 ...' 1 Sir h---12- -- 12- Figure 1. GlassMaster® 30 d Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 31r NailsT •E'-1 1 5J8' 12"-----12" Figure 2. GlassMaster®30 & Tough-Master®20 6 Nail Pattern ATL13002.4 FL 16305-124 Palge,3 of g This evaluation rdpdrt is XWfded for State of Florida prodir6t'approval under Rule 61G20-3: The manufacturer shall notify CREEK Technical Services, LLC of arty product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. OCREEKTECHNICALSERVICES, LLC ProLAMTM Architectural Basic Wind Speed (V,m): Basic Wind Speed (Vasa): Deck (HVHZ): n 1 Deck-(Non-HVHZr 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 manufacturers published installation instructions.• Shingles shall be attached using either '4 Nail Pattem' or '6 Nail Pattern' detailed below. Mir to us,,rat,.a,eor.ar wea. bra r._ S1T C 3 t- C C3 (M aw Figure 3. ProLAMTM Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMTM Architectural Shingle 6 Nail Pattern ATL13002A . . _ rL wauTt- This evaluation report is provided for'State of Florida pr6d9d4pproval under Rule 61G20-3. The manufacturer shall nottt CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. Installation, recommended use, or other product attributes that are not specifically addressed herein. C•I EE K TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (V,nt): StormMaster® Shake Basic Wind Speed (Va): Deck (HVHZ): Deck (Non-HVHZ): Undedayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 'and in accordance with FBC requirements.. Contact the. Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in, exposure -in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattem' detailed below. Installed with 6• in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either *4 Nail Pattern' or '6 Nail Pattern' detailed below. r~ tlM.pM wbOrO klydU Ur C=3 cm O'•0 0. M. G G7 0 C Cl =1 O C it G7 O O t0 O ' O CO .Q C C O L` Ci r 4_r_-i P car Figure S. Pinnacle@ Pristine and StolTnMaster@ Shake 4 Nail Pattern (Non-HVHZ only) ax w ea:wrwci noww oc Vr Cr O 0 0 0 0: 0 0 0 0.0• 0 0 0 0 M O O O• O O O' O' O O •O c c rr I Figure 6. Pinnacle@ Pristine and StorfnMaster@ Shake 6 Nail Pattern ATL13002A' FL 16305-R4 ` Page 5 of g This evaluation repoitis •pmv-%dW'for S IC& Florida product approval under Rule 61.Cs204 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. l< ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES. LLC StolmMasterOD Slate Basic Wind Speed (Vwt): Max.- 194 mph Basic -Wind Speed (Vasa): Mai. 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. Undedayment In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installation (HVHZ): 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. Installation (Non-HVHZ): Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either '4 Nail Pattern' or'6 Nail Pattern* detailed below. 9' Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StormMaster® Slate 6 Nail Pattern ATL13002-4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3-• The manuracrurer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip ATL' Basic Wind Speed (VA): . Max. 194 mph Basic Wind Speed (Vase): Max. 150 mph ATLAS ROOFING CORPORATION Asphalt Shingles Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min: 15132 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min: 15/32 in.. plywood or wood plank for new construction; Min. 7116 in. OSS existing construction. Undedayment In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. . Installation (HVHZ): Installed in accordance with RAS 115 and manufacturers published installation instructions:.. Shingles shall be attached as shown below, Installation (Non-HVHZ): Installed in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall-be attached as shown below.. er ir 12y.47Q•A aAf 0 r it ri ,r ' a• Figure 9. Pro-CuND Starter Strip 7 of This evaluation report istprpvldt (0r..State'&'Florida product•approwFW under Rule 61G20_3.: The manufacturer shall notify CRERK Technical Services, LLC•of airy product changes or quality assurance changes throughout the duration for which this report is valid. Ttds evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. lckEtKTECHNICALSERVICES, LLC ATLAS ROOFING CORPORATION Asphalt shingles Pro -Cut® Hip & Ridge Basic Wind Speed (VW: Max. 194 mph Basic Wind Speed (V.,d): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in, plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment In accordance with FBC requirements. Min: slope: 2:12 and in accordance with FBC requirements.. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation Instructions. The direction of the exposed end shall be away from the prevailing wind. L 12° 12 ga. 1-1/2' ring shink nail I 6" i i Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 rs_ w-- - - This evaluation report is -provided for State of Florida product approval under Ru1e-61G20-3:•, The marnrtact4dr•st all 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, remmmended use, or other product attributes that are not specifically addressed herein. CReEK TECHNICAL SERVICES, LLC LIMITATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 1) Fire Classification is not within the scope of this'eveluation... 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 Iri 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 shaU 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 .prodticts shall comply with this report, the FBC,' and the manufacturers published application instruction's. Where discrepancies exist between these sources, the more restrictive and kode.compiierit detail shall prevail. 8) All products listed in this report shall. be manufactured under a quality assurance program in compliance with Rule 61 G20-3. COMPLIANCIt_$TATEMENT The products evaluated herein by Zachary R. Priest, P.E. "have demonstrated compliance with the Florida Building Code 501 Edition (2014) as evidenced ip the referenced documents submitted by the named manufacturer. µiteiarrf; 5;•C ENS 0tc,J!4 No. 7402.1 A STATE OF . b: O . 'lei'• 2015.06.2 912:55:48 041 1 Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by arty company manufacturing or distributing products under Oft evaluation. Zachary R. Pries4 P.E. does not have, nor will acquire, a financial interest In any company manufacturing or distributing products under ft evaluation. Zachary R. Priest, P.E. does not have, not will acquire, a financial interest in any other entity involved in the approval process of the product. ATL END OF REPORT FL Of 9 Tectinic"ab•Sefv'lW i' C 6f anjr,pia4iictctlatges a 4iiaUhr'•?ssur8r ^cNlltges:ltvnugF d. the,dttnUon igr:wtilclt,lhts'repot is valid. . 1?ils' evaltrdUort n"A does not ssaw.lmplyvAvrant¢, iDstal{alio9: recarlrr q .yae::ot oilier,protfuet'.alfnbijte4itiaf are not specifically addressed herein. 1 ' Florida Building Code Online Page 1 of 2 Business r ProfessionalRegulation gppo,, aDblpipMIW ecis ewe I • >n I usa ass• H&T I svw a I shaft a Fam I ttmnemtoft f fec5, Wr I 'acts sme sup 1 ua I sora. i roduct Approval tine UW r jU 8ti0t1: gstion.tt iil aoia eiltthfot:>' FL # f11521642 Application Type Revision Code Version 2014 Application Status Approved Comments Ardthred Product Manufacturer InterWrap, Inc Address/Phone/Emall 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas®Interwrap.c om Authorized Signature Eduardo Lozano elozaro®Interwmp.aom Technical Representative Eduardo Lozano AddresVP one/Emil 32923 Mission Way Mission, NON -US 00000 778)945-2891 elozano@lnberwrap.com Quality Assurance Representative AddresVPhor*/Email Category Roofing Subcategory Underiayments Compliance Method Florida Engineer of Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equlvelence of Product Standards Certified By Sections from the Code Evaluation Report from a Florida Rego Architect or a Llaensed Florida Professional Engineer Evaluation Report - Hardcopy Received Robert Meminen PE-59166 Intertek Testing Services NA Inc - ETL/Wamock Hersey 11/17/2015 John W. Knezevich, PE 2 Validation C heddist - HardaoPY Received 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 httpsJ/www.floridabuilding.org*/pr app dtl.wpx?param--wGEVXQwtDgv3yVVKJZlQ... 7/20/2015 Florida Building Code Online U.0 - C: fY?-- Page 1 of 1 FLJ5 I s,01a srodaroe I stets a Fens I P&ODWA ns I Fec staff I am spa Nop I u tha I setrdt 1 rw S"rctt Criterirt Code Version 2014 FL# 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use In t z ALL Approve'd-Toruse outtlde HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL I-rM I_MmnUfttlSbirO iii S216-R2:1 ftevislon Int&Wrap, Inc- - — -- 3ohn W. Knezevlch, PE Approved History Cartepory: Roofing 954) 772-6224 Subcategory: Underlayments Ira State of Ftmlda b an ANEW ems.' • :: SbabmeM:: A :: Under FloWa law. emea addresses We PUM nrmM. V You 400 not want Your rasa adNem recessed In reganse to a PWk-reomds request,, do not SEW ead m d, moo to thb emay. Uwftd, aontad Ua &MM by phow er by oadhrorol rmL.0 You have any queators. OUN oorrad 650-40-3791-ft AM to SeObn {55.275(1), gortda Staortra. erteadw Odeoer >~ halt OoeEea gmme0 under Oopow 455, FS. naat prevlds lla Oepartrrwtrt tdtir an eras address r Uay have am The Craft prevlded nay be used for oladal eonunuMathn whin the Itoe VBL Mowaver ~ Smesses eve drm w remnr. V you do not win Ia aPDIN a permrral addrm, pass prwldo ON OeOaro'rusrt w" an &W addren ,S51 PIS. p n be made av&WAG to the Puall- To 4aemWa lr You are a Ilmnsa under MOW CioOuQ,ApprwAM AQ=VW https://www.floridabuildm&org/pr/pr app lst.aspx 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option 8 Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending F6C Approval 05/04/2015 Date Approved 06/23/2015 FL 0 Noaeb Number or Nana Ge WPllon 1S216.1 RhinoRoof Underlayments •SYndmdr roof underlayments ' ItirrsitsofUse - - Zilatim Instructions Approved for usa in HVHZ: No 1135216dR2 11 ZQI5 04 FI_NA eR INiERWRAP RHIfdoltooF FL15216- Approved for use oubdde HVHZs Yes EUdf Impact iiiiii sntb WA Verified By: Robert Nlemit en PE-59166 Design Pressures N/A Created try Independent Third Party: Yes Other. See 6t section 5 for Umlts of Use. E4 a,4!Ppo4•Rr. _. Ai. siirsi: Fd TRsr>3r1NkA0`RHtr Created by Independent Third Party: Yes L mm - The Sbts of FArl" IS an AM®D affowww..1a.. • `.. .. ." : :: Bsll. undo FWW tow. anur ad&MM am putac remdL If you do m v aar't Vow * Wa aM amens p a ao alto ermont me0 bo ads erday. rnsotee. a aw otnm by p by with an a4rM tt Senron 55 27$(1I. Ra1m Stawtr4 efhCHa OmDDer >4 2012. SCt 6sa aae,esea u448 Q:1 M 455, fS moat 064" m are oepeftrnm? OW un ona. The anars PVVW ff'WIM PW fir -"V as omnsee. eb 10001 " 4 are o a Val- amdi aoa suppleapuswwad*cmo> prudeO Viii6t t1W ?a odeap>tluyWpe OSW mo Pra".Apprerar Mw In 0 C edit r SAFE h4s://www. floridabuil&ng.org/pr/pi app dtl.aspx?pamm-wGEVXQwtDgv3YWKJZIQ... 7/20/2015 TRNVINIERD EXTERIOR RESEARCH & DESIGN, I.I.C. Cerdjkote ofAuttiorkodon t19503 353 CHRISTiAN STREET, UNiT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX:(203)262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.0214-112 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules -and. regulations governing -the use of construction materials in the State of Florida. The documentation submitted has been'rdviewed tly Robert Nleminen, P.E. for use of the. product under the Florida Building Code and .Florida Building Code,_.ReiWiritlal Volume. The products described herein have been evaluated-f6F irff'00iee-with the a Edition (2014) Florida Building Code sections4wted herein.. DEsciupnoN: RhinoRoof Underlayments I.Aswmis: Labeling shall be in accordance with the requirements the Accredited Quality Assorance Agency noted herein. coNniiii=CompuANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentabomchanges;•or-proy-isigF s•of t#reC-ode that -relate to the product -change. Acceptance of this Evaluation Report . y the named client constitutes agreement to notify Robert Niem)nen, P.E. If the product changes or the referenced Quality- Assurance documentation changes. TrWityIERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. AmERnsEMENr. 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. litswnoN: 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. Nleminen, P.E. floriIf, Registrotlon No. S9166, Florida DCA ANE1983 The boodakadaXm twaaanthsdmdbrRobertIaamkw% iLan ol/Z 12M fhb don aat,anw =anabamnkdV attrd deamnant.SOW, aubd hanin*ft km bean traampmd to Uu vrodvaAPPIavalAdardmamraod m do naaa:d men COMWAM01110FIND006101CID L TrinitylERD does not have, nor does it intend to acquire or will It acquire, a financial interest In any company manufacturing or distributing products it evaluates. 2. Trinttyl ERD Is not owned, operated*or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nleminen, P.E. does not have not 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 TrinityIERD nor Robert Nleminen, 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 TtR vJTYJERD ROOFING CompowNTVALUATION: 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 Pr Standard Year 1507.23,150753, T1507.8, Unrolling, Breaking Strength, PIIabli ft loss ASTM D226 2006 1507.83,1507.93,150795 on Heating 1501.23,1507.53,1507.83, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 507.93 Heating Uquld Water Transmission, Breaking Strength Dimensional Stability 3. REFERENCES: ITS(TST1509) Examination Physical Properties Reference 10M39395COQ-006 PAM 10/27/2011 ITS IT5T1S09) Physical Properties 10033939500Q-002 IM393950DQ-006 10/27/2031 03/14/2014 iT5 (TSTIM) ITS (QUA1673) physical Properties Quality Control Inspection Report 11/17/2014 4. PROD=DEscitirnow 4.1 RhinoRoof U20 Is a muh9layered polymer woven coated synthetic roof underlayment Intended as an alternate to ASTM 0226, Type I or Type II felt or D4869 Type II felt RhlnoRoof Underlayment is available in 42-inch wide rolls, and can be produced igvarious other sizes. S. • LimmATIONc S.1 This is a building code evaluation. Neither TrinitylERD 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 S.3 5.4 5.5 This Evaluation Report is not for use in the HVHL Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product RhinoRoof Undedayments 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 AHI for approval based on this evaluation combined with supporting data for the prepared roof covering A--f -Oft nnnllad atee RhinoRoof Underlayments are follows: TAM 1: RODE COVER OPflM Underlayment Asphalt Nail -On Tile 0Foamn Tile Metal Wood Shakes d Shingles Slate or Simulated Slabs Shingles RhlnoRoof U20 Yes NO No Yes Yes . No _ 5.6 Exposure Umitations: S.6.1 RhlnoRoof 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 tfhe Umttations set forth In Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturers published installation instructions and the requirements for ASTM 0226, Type 1 or II or 04869, Type II underlayments In FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Oesign, U.C. Evaluation Report wDS10.OL32at2 Cert Iaom of Audwrtwdon 09503 F Revision 2: 04/27/24/27/201Sf5 Pape 2 of 3 VTRINITYIERD 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. sg RMn'eRboftll0. 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 in6A,2. The use of staples is prohibited. for exposure•> 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 14nch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/9' diameter tin caps (with the rough edge facing up). The use of staples Is prohibited. 6.4.2)e;, tusefe .4 i2! End (vertical) -laps; shall -be minimum 6-Inches and side (horizontal) -laps shall be minimum 4-Inches---Referto.Interwrap, Inc recommendations for alternate lap-configuratlons and/or the- use•ofsealantvndercertain-conditions. For exposure:j 24 hours, use of every -other fastening lo_cation.printed on the_si rface Is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening -location printed on.the surfaceis required. When batten systems are to be installed atop the underlayment, the undedayment 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. 6.43 n iblwra,:er+t rttodf-ne+c4:Lt End (vertical) laps shall be minimum 324nches and side (horizontal) taps 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-wkttit•pius 1-lnchiide (horizontal) laps, resulting in a double4ayer application. 7. suftom PERMfT Rkquf MENls: As required by the Building Official or Authority Having Jurisdiction In order to properly evaluate the installation of this product. 8. MANIJFACrURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUAUTy AssURANO2 ENM. Intertek Testing Services NA Inc-ETL/Wamock Hersey - QUA1673; (604) 520-3321 END OF EVALUATION REPORT - ExbeAor ReteareJ7 and Oeragn, ll C. Evaluation Report M0510AL12-R2 Q lu ofAudrorJradon b9503 ReriAon 2: 00/27/2015 Page 3 of a TT-1NIN I ERD EXTERIOR RESEARCH & DESIGN, U,C. Cert1ficate ofAuthortzation #9503 3S3 CHRisnAN STREET, UNIT #13 OXFORD, Cr 06478 PHONE (203) 262-924S FAX (203)262-9243 EVAWATiON REPORT - Interwrap, Inc. Evaluation Report 140510.02.12-R2 FL]5216-R2 32923 Mission Way Date of Issuance: 02/17/2012 Mission, BC V2V-6E4 Revision 2: 04/27/2015 Canada SCDPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations•goveming 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 S'h Edition (2014) Florida Building Code sections noted herein. DEscwvnom RhinoRoof Underlayments LABEuNG: labeling shall be In accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPuma: 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 ofthisEvaluationReportbythenamedclientconstitutesagreementtonotifyRobertNieminen, P.E. if the productchangesorthereferencedQualityAssurancedocumentationchanges. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADvoirsEmENT: The Evaluation Report number preceded by the words 'Trinity I ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INspKmoN: 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. Ronda Reghtrodon No. 59166, Flortdo DG4 ANE1983 Thefaabo0a,eala wngwdwdedby NobWN ffJ-% E:m M/bim7+•rhb doe am ao w a an aleo,aMadllidped doamon691K4mabdbndoo whowbmave=Mdmma hodw AppmA A*mbbiwaw end eothe aameddram COMFICAnoN of INDO MDB= 1. TrinttylERD 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. I process of the 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial Interest in any other entity imrolved in the approve p product S. This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for anyprojectonwhichthisEvaluationReport, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. RwFiNG CoNwoma EVALUATION: L SCM: Product Ceitegory: Roofing - Sub Cetegory: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc, has demonstrated compliance with the Intent of•following sections of the Aorida Building Code through testing in accordance with applicable sections of the following Standards. Compliance Is subject to the Installation Requirements and Umtt3dons / Conditions of Use set forth herein. 2. STANDARDS: Section. Properties Standard XIM 3507.23,150753, M07.8, Unrolling, Breaking Strength, PIIabOlty, Loss ASTM D226 2006 LS.g.3 1507.93,150795 on Heating ' - - - -- - 1S07.23,1S0753,1507.83, Unrolling, Tear StrengM kitillity, toss on ASTM 04869 200S 15&.9.3 Heating,Liquid.WaterTransmission, . BreakingStrengai, Oimensional Stability 3. Roumim: En ftt Exxamination Reference. p tg ITS (TST1509) Physical Properties 2005393950DQ-006 10/27/2031 iTS (I'MM) Physial Properties 1O4S39395COQ•OD2 20/27/2012 ITS (TSMS09) P.hysiral Properties 20053939SCDQ-006 03/14/2014 IT5 (QUA1673) Quality Control InsaeEdon Report .. 11%i-7/2014 4. Pamcr OpmPTioN: 4.1 Rhinoitoof4120Is-a•multilayered polymer woven coated synthetic roof underlaymentintended as_an alternate to ASTTVI D226, Type 1 or Type II felt or D4869 Type 11 felt. RhinoRoof Underlayment is available In 42 rich wide rolls, and can be produced in various other sizes. S. UMirATHUM S.1 This is a building code evaluation. Neither TrinityIERD not 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 HVH2. 5.3 Are ClasstRcation 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 S.4 RhinoRoof Undedayments may be used with any prepared roof cover where the product Is specifically referenced within FBC approval documents. If not fisted, a *request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. S.S Allowable roof covers applied atop Rhinoltoof Underlayments are follows: sf'M1kc-RoorCu=OPnoms' — Uryrtlerlt Atpllt h NaIFOe Tee- ft.-an-On 111a Metal wood Shakes . Slata or SNngles a shhlgla - - Simulated Slate Rhinoft0of U2 - Yes No j No Yes Yes l No S.6 Exposure Umitations: S.6.1 Rhinoltoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INsmuknoN: 6.1 RhincRoof 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. 61 Install RhinoRoof Undedayments in compliance with manufacturers published Installation Instructions and the requirements for ASTM 0226, Type I or It or D4669, Type II underlayments in FBC Sections 1.SO7 for the type of prepared roof covering to be installed. Extixlor Research and Design, U.C. Evaluation Report 140S10A2.124t2 tertlprow ojAurhorinotlon 09503 FLlSZ144t2 Revision 2: 04/27/201S Page 2 of 8 Q'-tMNrrYIFAD 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. RhinoRoof U- , 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 14nch roofing nails with a 3/&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 shag be minimum 14nch diameter plastic or metal cap nails or FBC HVH2 nails & 1-S/r diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 .r d1s z''4C Roof StdbE a 4:12: End (vertical) laps shall.be minimum 6-inches and side (horizontal) laps shall be minimum 44nches. Refer to Interwrap, Inc recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole In accordance with Interwrap published instructions. 6.43 n:bl Lj+'?;13'<lttaefSbop<4:i:E End (vertical) laps shag be minimum 124nches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening aplus lnchContinue as noted in 6.5, but maintaining minrstripalongtheeaves. ce mumwe - width course.Continsheetoverthestarter, completely overlapping In a double -layer application. half -width plus 1-inch side (horizontal) laps, resulting aye pP 7. BUtimma POW 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 61620-3 QA requirements. 9. QuALm A=RANcE ENmr. Intertek Testing Services NA Inc-ETL/Wamock Hersey—QUA1673; (604) 520-3321 ENO OF EVALUATION REPORT - Evatuathm Report MOS1t1.Ot.f2-112 Extedw Research and Design, LLC R1a2164t2 CertljkM of AUdWhOdOn #9503 Revision L- 0on/M.5 Page 3of3. CBUCK Engineering Specialty Sftuctural Englneerinq CBUCK, Inc. Certificate of Authorization a8064 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: Roofing Accessories that are an Integral Part of the Roof System Product: "MMI-2" Off Ridge Vent Material: Steel Support: Wood Deck Prepared by: James L. Buckner, P.E., SECB Florida Professional Engineer # 31242 Florida Evaluation ANE ID: 1916 Project Manager: Youry Demosthenes Report No. 14-104-MM12-StORV-ER-14 Date: 2 / 26 / 15 Contents: Evaluation Report Pages 1— 7 r..OWUMA %.ra um.+rrs.d" e!.!, OCENSF' No 31242 STATE OF _ ONAl-?` 0"^ SW4a by. fame: L ludmr. P.L 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: (S61)491-9928 Website: www.cbuckinc.net FL #: FL 16S68.1 Ri Date: 2 / 26 / 15 CBUCK EnginPPrinq Page Report Na.: 25of MM2-St0RV-ER 14 Specialty Structural Englneerinq 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, a or Wood plank (min. specific gravity of 0.42) Slope: 2 : 12 or Greater Performance: Wind Uplift Resistance Design Uplift Pressure: - 7S PSF Allowable design pressure for allowable stress design (ASD) with a margin of safety of2to1. FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CBUCK Engin rinq Page Report No.:35of MM2 StORV-ER 14 Specialty Structural IEnglneerinq CBUCK, Inc. Certificote of Authorizotion #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 • Scone 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". Ootion for aaDlication 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 16S68.1 R1 Date: 2 / 26 / 15 CBUCK Engineering Report No.: 1S-1 MM2-St0RV-ER 14 Spedaity Structural Engineering CBUCK, Inc. Certificate of Authorization u8064 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 RI Date: 2 / 26 / 15 C6UCKEngin Prinq Page Report NO.: 55o104-MM2-StORV-ER 14 Specialty fmftuctural Englneerinq CBUCK, Inc. Certificote of Authorizotion #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 RI Date: 2 / 26 / 15 CBUCK Engineeringring Page Report No.: 1 -1 7 MM2-StORV-ER 14 6 of Specialty Structural Engineering CBUCK, Inc. Certificate of Authorizotion #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 4 1/2 in. i Profile Drawinits 5-1/2" 12. 18-1/4" I 3" 11 1'• Side View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min.Wood Screws MMI-2" Steel Off Ridge Vent Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Lower Slope Front) Typical Side View (Not To Scale) Higher Slope Back) FL #: FL 16568.1 RI Date: 2 / 26 / 15 CBUCK ngin Prinq Page Report No.: Sof MM2 StORV-ER 14 Spt247-1alty Structural Engtnperinq CBUCK, Inc. Certificote of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 1 1/7 o.c. o.c. W' o.c. Typical, Maximum Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail Base FlangeOR 10 min. Wood Screws Top Plan View (Not To Scale) Typical Fastening Pattern) Nominal Lengths 4 FL s ISO- 6 FL ar5 8 Ft. 10 Ft. • . Z. 24, / • r i r Typical Ridge Vent Assembly Isometric View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Florida Building Code Online'USS+eS Page 1 of 3 trucA-txq. l Regul atProfessional io t MA fbedi a eas Home I Login I user aeptstnuon i HotToo I suemrc s00arpe I stata a ram i wotx.aa I rert eIacts Site Map I aia rI searchI Bus ne ' Product Approval Pro ess . a u=E b User Regulation , Agg„onULM > Appt,ptiOn our FI2197-RS FL # Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR Approvals by DSPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer MiTek Industries, Inc. Address/Phone/Email 1451S North Outer Fourty Drive Suite 300 Chesterfield, MO 63017- S746 314) SS1-7480 Ext7480 dwert@mil.com Authorized Signature David Wert david. c.wert@mli. com Technical Representative David Wert Address/ Phone/Emall 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017S746 314) SSI-7480 dwert@mil.com Quality Assurance Representative David Wert Address/ Phone/Frttall 14SIS North Outer Forty Suits 300 Chesterfield, MO 63017 314) SSI-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 21 1/2015 Eva nation Service, tJ C. validated By ICC Certificate Of Independence •• . p ?io7 RS COI 'Certificate of tnd ndeo for Evaluatfon.ndf Referenced Standard and Year (of Standard) manda(g• ANSVM 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.noridabuilding- org/pr/Pr-aPP-4tl aspx?param--wGEVXQwti)qvrTFxO/o2bbkf -- 7/20/2015 Florida Building Code Online Page 3 of 3 Crc SAFEI https://www.floiidabuilding.orglpr/pr app dtl.aspx?param=wGEVXQwtDgvTTEx%2bbkf .. 7/20/2015 Excerpt from ICC-ES ESR-1311, Revised November 2011 INSTALLATION All truss plates. are pressed into the wood for the full. depth of their teeth by hydraulio-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 V-J"- I J II Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org I (800) 423-6587 ( (562) 699-0543 A Subsidiary of the Intemational Code Council' DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 63-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 www.mii.com.. EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mll 20, M-20 HS, Mil 20 HS, AND MT20HSTO 1.0 EVALUATION SCOPE Compliance with the following codes: 2012. 2009. 2006 International Building Code ° (IBC) in 2012, 2009. 2006 International Residential Code® (IRC) Ir.2013 Abu Dhabi International Building Code (ADIBC)1 tThe ADIBC is be on the 2009 IBC. 2009 IBC code sections referenced In this report are the same sectiorm 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 MiTeke M-16 and MI116: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage (0.0575 inch total thickness (1_46 mm)]. ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [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 byreud ngsatlanced and formed into two opposing teeth, p 9 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 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTeke M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage 10,0356 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 I IA mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0:25 inch (6,4 mm). Each slot has a 0.334nch4ong (8A 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 MiTeke M-20 HS, Mil 20 HS, and MT20HS'm: Models M-20 HS. Mil 20 HS. and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage (0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60. high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 025-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal oentedines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC-ES Goahration Reports are not to be construed as repreatnring oetthetles or any other aarlbuter am spdC0rx sly oddierseA nor are they ro be ,;;..de as on endorsement of the subject ofthe report or a recommendation for Nr use ]Ytere is no trar anry by IGC binhmtlon Soviet.IlC express or implied as to onyfitding or other nuttier In this report, or os to any product covered by the report Page 1 of 5 Copyright 0 2015 SR-1311. 1 Most Mdely Arxe • tad and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin2IPLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND M11 16 Douglas fir-4arch 0.5 . 176 121 137 126 Hem-flr - 0.43 119 64 102 98 Spruce -pine -fir Southern pine 0.42 0.55 127 174 82 126 75 147 107 _ - 122 M-20 a_ nd MII 20 Douglas fir=land 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 146 Spruce -pine -fir - 0.42 197 144 143 137 Southem pine 0.55 249 190 184 200 HS, M1120 HS and MT20115 Douglas fir -larch 0.5 165 146.. 135 143 Hem4lr 6.43 139 .. 111 97 109 S ce-pinefr 0.42 148 108 107 103 Southern pine 0.65 187 143 138 150 For SI: 11bfiff = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load. wood grain perpendicular to load EE = Ptate•perperidicularto load, wood grain perpendicular to load' 3Ati huss:plates are pressed.into the wood for the full depth of their l.eeth by hydraulic -platen embedment presses, multiple roller presses thatusepaiielembedmentfollowedbyful4ebedmentrollers, 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 MI120 M-20 HS, Mil 20HS.ANO MT20HS Efficiency PoundsllnchlPair Efficiency- Pounds/inchlPair Efficiency PoundsllnchiPakFORCE 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 ® 0° 0.70 2012 0.50 880 0.59 1505 Tension ® 900 0.36 1013 6.47 820 0.48 1219 Tension Values in Aocbrdan'cevdlh TPI-1 with a Deiriation (see Section 5.4.9 (e)) Matdmum'Nel Section Occurs over the Jo8i1' . Tension Q 00 0.68 1945 0.62 1091 0.67 1716. Tension Q 900 0.30 849 841 b.52 1321 r VaShearValues Shear @ 00 0.54 1041 0.49.. 574 0.43 761 Shear @ 300 0.61 1173 0.63 738 0.61 1085 Shear ® 600 6.73 1402 0.79 936 0.67 1184 Shear ® 9T 0.55 1055 , 0.55 645 0.45 792 Shear Q 1200 0.48 914 0.42 490 0.34 608 Shear @ 1500 0:35 672 0.46 544 0.3 537 For Sl: 1 Ibftnch = 0.175 Nrmm, linch = 25.4 MM. NOTES: Minimum Net Section -A One through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line•passes through a One of holes. 2MaAmurirl Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this One passes through a section of the plate with no holes. ESR-1311 1 Most Widely Accepted and Trusted _ _ Page 5 of S. 0.12V 0.ZW 0 WW 0 3t r 32nm 64mm 117mm 9 3ff I1 MH 1• 00o aoa oo0 goo .000 goo ci aoGoo ODD J k , tuna 00o On 000 00o 0o0 goo 000 000 WIM M- 20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MREK CONNECTOR PLATES (In inches) (Continued) IMES Evaluation Report hbK-W-1 `I rtt3L aupplerncrra Reissued June 2015 This report is subject to renewal June 2017. www.1cc-es.om (800) 423-6587 ( (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00 WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MTekm Truss Connector Plates M-16. MII 16, M-20, Mil20. 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 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 MT20HSTM, described in Sections2.0 through 7.0 of the master evaluation report ESR-1311. comply with the 2014 and 2010 Florida Building Code —Buildingandthe2014.6it0 201D fiEoif Bulldrn ' Code —Residential, provided the design and installation are in a000rdance with the Intemational'@riitding CoQe i16C):pripyWons noted in the master report. Use of the MTek®Truss Connector Plates M-16, Mil 16, M-20, M1120, M-20 HS, Mil 20 HS, and MT20HS"I 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-M EvalLwi n Rep r are nw to be comerued as representing aesthetics or aRry other atutmutet rem rpecg ry at andoenrseaau of da avbject of the report Or o recommendation for Its use. There Is m) ivanmtry by rCC btidtmtton Servlu. LLG er tpfkd to any finding or other ntaner In this report, or as to atW p odaet covered by the report Page 1 of 1 Copyright m 2015 ICC-ES Evaluation Report r_Qr` e ' Reissued Jun2015 This report is subject to renewal June 2017. WWW. icc-es.ou4 l (800) 423-6587 ( (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00 WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www. mii.com. EVALUATION SUBJECT: MTeO TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mtl 20 HS, AND MT20HS- 1. 0 EVALUATION SCOPE Compliance with the following codes: op 2012, 2009, 2006 International Building Code® (IBC) Ia 2012. 2009, 2006 International Residential Code® (IRC) 10. 2013 Abu Dhabi International Building Code (AOIBC)1 The ADIBC is hosed on the 200919C. 200918C Code sedans referenced in ttds report are the Sartre sedans In the ADIBC: Property evaluated: Structural 2. 0 USES MiTekm metal truss connector plates are used as joint connector components of light wood frame trusses. 3. 0 DESCRIPTION 3A MTeke M46 and MI116: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Gra a 40 cis steel, with a G60 galvanization coating [ .O 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 M1120: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 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, OAS 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 (QA mm). Each slot has a 0.33,4nch4ong (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 MT2OHS"': Models M-20 HS, MII 20 HS, and MT2OHSTM metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60. high -strength, low -alloy steel with improved formability ( HSLAS-F), with a G60 galvanization coating 10. 0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3144nch-by-l-Inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, OA5 inch (11.4 mm) long and 0.125 inch (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 0.334nch4ong (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point See Figure 1 of this report for details. 4. 0 DESIGN AND INSTALLATION 4. 1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC _ ES Evaluatlon Repom ant not to be eoratrued as representing aeslhe6et or any other arMbut not + IJlcarl on sessed,"icsnor are theyPte ' as an endorsement of the subject ojthe report or o recommendallOn jor its "aa There is no umrran by !CC Evolrmtton Sen/a,1 LC erprrs PI 4 ® to arty finding or other mantr In this report. or at to any product covered by the -POK page 1 of 5 Copyright O 2015 ESR431l I Most Widely Acaepledand Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin2lPLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND M1116 Douglas frc-larch 0.5 176.. _ _ 121 137 126 Hem -fir 0.43 - 119 64 T. 102 75 98 107 Spruce -pine -fir 0.42 127 82 122 Southern pine _ 0.55 174 126 147 M-20 and Mil 20 Douglas fir-4arch 0.5-- 220 195 I 180 190 Hem -fir 0.43 185 148 129. 145 Spruce -pine -fir 6.42 197 144 143 137 So kern pine 0.55 249 190 184 _ 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir -larch ' 0.5 165 146 135 43109 Hem -fir 0.43 139 111 97 13 S ce-pine fir 0.42 148 108 107 10 Souttyem pine 0.65 187 143 138 150 For SI: 11bAn` = 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 EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood•grain.perpendicular to loadEE = Plate petpendiculario toad, woodVain perpendicular toloa i . embedment resses, mutUpfe latter presses thatAOtrussplalaqarepassedintothe'wocd for the full depth of their teeth by hydraulic -oaten p. _ ... use partial embedment followed by--fud e' lbedmerd roller:. or combinations of partial emtFgdment roller presses:and hydraultr plabdn presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY M-16 AND M016 M-20 AND Mill 20 M-20 HS, MI120HS AND MT20HS Efficiency PoundsfinchlPair Efficiency PoundstinchiPair Etildency PoundsfinchiPair of Connector FORCE DIRECTION of Connector of Connector Plates Plates Plates . Tension Values in Accordance with Section 5.4.42 of TPI-1 (Minimum Net Section over the Joint)' Tension 0 0' 0.70 2012 0.50 880 1 0.59 1 1506 7ensfon.@ 90° 0.% 1013 0.47 820 0.48 1219 Tension Values in Accordance Wth TPI-1 with a Deviation [see Section 5.4.9 (e)] 1 1aAffiu ri Net Section Occurs over. the Joke Tension @ 01 0.6C 1945 0.62 0.1 716 21 Tension @ 900 0.30 8490 0.48 841 0 52 1321 Shear Values _ Shear @ 0° 0.54 1Q41 0.49. _ 574 0.43 761 Shear @ 30° 0.61 1173 0.63 738 0.61 1085 Shear @ 600 0.73 1402 0.79 936 0.67 1182 Shear @ 90° 0.55 1055 0.55 _ 645 0.45 79 Shear (E) 1206 0.48 ...... 914 0.42 490 0.34 608 _ Shear ®150° - 0.35 - 672 0:46 544 0.3 537 For SI: 1 IbAnch - 0.175 Nlmm. I ff'M =1a.4 mm. NOTES: Minimum Net Section - A One through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates. this line passes through a One of holes. 2Ma)dmuri Net Section - A One through the plate's tooth pattern with the maximum amount of steel for a spedfied orientation. For these plates. Oft tine passes through a section of the plate with no holes. ESR4311 1 Most Widely Accepted and Trusted _ _ _ Page 5 of 6 0.12V .025T 0 WV 0.9.Y' ' 3,2 m}m 6 4 mm I2 7 tnm 9 3mm aoo boo 0,00' 000 000 000 t D0o 000 000 googoo goo Ong a00 IA 1000 Goo Dun M--20 HSI Mil 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report COM- 1,31 ' rLa" Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orn (800).423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 co —WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mit.com EVALUATION SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MTeke Truss Connector Plates M-16, MII 16. M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HS*'-, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building W 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS Teke Truss Connector Plates M-16, Mil 16. M-20, Mil 20. ly w HS, MII 20 HS, and MT2 rids B described in Sections The M2.0.throtigf17:0 of the r> ps%er eiraltiatibn re' qrt ESR; 311 ,compry with the 2014 and 2010 Florida Building Code —Building and the 2014 and-26a0,Fh-ida b ing,•Cot99=-Reydantrat' Provided the design and installation are in accordance with the ntemafivnal l3rrilding Code T. provisiorrs.noted•.ia the master report. Use of the MTeke Truss Connector Plates M-16, Mil 16, M-20, Mil 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. pr&Ucft.f9ing,urid& fibrida Rule: 9N 3, verificatiOh ttial:the. teport holders quality assurance program is audited by:a: qualify :as uranoe etiidY aPprc?d. by the Florida Building Comtnissiori•• foj ttie type of inspections being. oonduded isAhe - respgnsifity,of;an;apptayedvalidatiorientity•(orthe•code.offidalwhen.theieport:holderdoesnotpossess.anappro ...by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. 1CC-E4 Evalvwion Reports are not to be eoattrued w represendng aesdtelic or any ather aaributet not speerfleally addrrssed, ow are duy m be construedasonendoaememojthesubjectojrhereportorarecommendationforIttuse. There is no wamtymby ICC Fvoluariort Service. U.C. erprem or implicA as to any frndlrrg or other malts in this repo". ar as to arty product covered by the report 10 Page 1 of 1 Copyrightm 2015 ICC-ES Evaluation Report r-QR-''" Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.om ( (800) 423-6587 I (562) 699-0643 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 wwwmii.com EVALUATION SUBJECT: MITekm TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HST- 1.0 EVALUATION SCOPE Compliance with the following codes: it 2012. 2009. 2006 Intemational Building Codee (IBC) 2012. 2009, 2006 International Residential Code® (IRC) 2013 Abu Dhabi Intemational Building Code (ADIBC)t tThe ADISC Is based on the 20091aC..2009 IBC code sections referenced In this tepoft are the same eecwns In the ADISC. Property evaluated: Structural 2.0 USES MTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 M1Tek®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 additionallyshapedintoatwistedconcaveforth, 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 1'I44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTeke M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch4ong (6.4 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 MTTek® M-20 HS, MII 20 HS, and MT20HST": Models M-20 HS, Mil 20 HS, and MT20HST" metal truss connector plates are manufactured from minimum No. 20 gage (0.0356 inch total thickness (0.9 mm)]. ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-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. OA5 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth outof 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 6A mm). Each slot has a 0.334nch4ong (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses. ICC-0 Evaluation Ream are not to be construed as rep-wnfing autha/u or any other onNbut spedjrcoUy addra=4 nor are dwy %cola os an endarsgtnent of the subject of the report or a recr> ton b n no trorran b ICC Evaluation Servlee LLC. esprev mpr to atryfinding or other natter to this mporr, or as to any p Page 1 of a Copyright O 2015 Page 3 of S. ESR4311. I_ Most Widely Accepted and Trusted TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ibnre/Pt.ATE) EA AE EE LUMBER SPECIES SG Douglas fir-larc_h 0:5 Hem flr 0.43 Spruce -Pine -fir 0.42. Southern pine 0.55 Douglas fir-aarch 0.5 Hem -fir . _ 0.43 Spruce -pine fig 0.42 Southern pine 0.55 Douglas fir -larch 0.5 Hemflr 0.43 Spruce -pine -fir 0.42 Southern pine 0.55 For SI: 1lblin- = o.9 are. AA M-16 AND MII 16 121 137 64 102g1768275 107 126 147 M-20 and MII 20 220 ' 195 180' 196 185 148 129 145 107 144 143 _ 137 249. .. 190 184 200 N-20 HS, Mil 20 HS and MT20HS " 165 146 135 143 . . 139 111 97 109 148 108 107 103 187 143 138 150 NOTES: Tooth holding units = psi for a single plate (double for pi es on both faces when applying to area on onlyone face). To achieve values, ales must be installed on opposite aides of joinL 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 perpendid0ar to load EE = Plate peip2rid_tmd*a to load, wood grain perpendicular to• load en embedment presses, multiple railer presses that 2All inn ..01".6re.pressed Into the wood for the full depth of their teeth by hydraulic -patusepartialembedmentfollowedbylull -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses Into a stationary finish roller press. PROPERTY FORCE DIRECTION O° TABLE 2--EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES Nh16 AND Mil 16 _ M-20 AND Mil 20 Efficiency PoundsfrnchiPair Efficiency of Connector Plates Tension.Values in Accordance with Section 5A.4.2 of 1 0 70 2012 0.50 0.36 1013 OA7 Tension Values in rn N onOccy with Tension @ 0' 0.68 1945 Tension @ 90° 0.30 849 Shear @ O°_ Shear @ 300 Sheaf 6600 0.54 0.61 0.73 1041. 1173 1402 Shear @ 900 0.55 1055 Shear @ 1200 0.48 914 Shear @ 1500 0.35 672 For SI: 1 Ibrinch = 0.175 Nlmm, linch = 25.4 MM. M-20 MS. MII 20HS AND MT20HS Efficiency PoundslinchlPa of connector Plates PI-1_(Mirdmum Net Section over the J Sao. 0.59 820 0.48 a Devlation t Section 5A.9 (e)] s oven the Jotrtl. anal 0.67 0.48 I . 841 Shear values OA9 574 0.63 _ 738 0.79 _ 936 0.55 645 0.42 490 0.46 544 0.43 0.61 0.67 0.45 0.3 of Connector Plates 1505 1219 1T16 1321 761 1085 1184 792 608 537 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 fine passes through a One of holes.tooth pattern2 ales, this Nine passes through a section of the plte.sate with no hholes the mandmum amount of steel for a spedtied orientation. Far se 6of6 and -Trusted 0.126• 0.2Mr 0.900" 0.3ir 3.2mm O'4m}m 127mm 9L3mm worti M-20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (In Inches) (Continued) ICC-ES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.o (800) 423-6587 ( (562) 699-0643 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 www__ii.com EVALUATION SUBJECT: MTek®TRUSS CONNECTOR PLATES: M46, Mil 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 indicate CGEStmast r®report ESR-1311Connector TrussPlates ivl have also been evaluated for 20, M-20 MS. Mil 20 HS, and %MOHSTM, recognized compliance with the codes noted below... Applicable code editions: 1 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTekeTruss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTM, dlCoddien—Sections 2.0:thraugh•. 7:0 of ft:mt It eva1 dn-MO R"3 1' c°mply with the sign and nsta Florida: Bll g and the 2014: aria:2010=Florida BulldIng,G0de-R• e t?er!Oal, provided the design and installatioA a in accordance with the Intemationa/ BUllding Code:(IBC) provisions rated .1n the'master report: Use of the MTek®Truss Connector Plates M-16, M11 16. M-20, Mll 20, M-20 MS. Mil 20 MS. and MT20HSTM has also be found to beincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the2014and2010FloridaBuildingCode —Residential. For products t".W under• Florida: Ru1'e•JN41, verificationthat the report holder's quality assurance program is:aud'ited:by a quality s'tss> ir mbe rttity.spPro :b% the Florida "ding. commission for the.type of inspections being, conducted is:l.b res onsibifrtY ol;an aAPro!!ed'validation entita:(or the code: official when the [eport.holdet doe$ not possess.an:8pprov?I.bY P... _ the Commission). This supplement expires concurrently with the master report, reissued in June 2015. 1CC S Gw/ uarlon Report/ are not to 6e corotrved as repretr trlrrg aurherla of oher aaribnws not tpecLAcally addressed. nor are they mor corm 4 as as onendorsement ojthe subject ojthe report or a "commerda'locnn or n no %"rro^ry by 1CC finluatlan Su°la. tu. aP^+ Pl to any find ft or other nnaaer In ddt repor6 or at to wW prodac Page 1 of 1 Copyright 0 2015 ICC-ES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. vwvw.icc-es.om (800) 423-0587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 www.mil.com EVALUATION SUBJECT: MTTeke TRUSS CONNECTOR PLATES: M-16, Mtl 16, M-20, M1120, M-20 HS, M1120 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 Intemational Building Code® (IBC) 2012. 2009. 2006 international Residential Code® (IRC) 2013 Abu Dhabi Internationalational Building Code (ADIBC tThe ADIBC is based on the 2009 IBC. 2009 IBC code sections reierenced in trds mport are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MTeke metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3A MTeke M46 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point The teeth are additionallyshapedintoatwistedconcaveform, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long. and there are 4.8 teeth per square inch 0.0074teeth per square millimeter) of plate area. Plate are available in 14nch (25.4 mm) up to 12 incheswidth05mm). and lengthwise n1'144inch (3t1.7 mm) multiples, See Figure 1 of this report for details. 3.2 MTeke M-20 and M1120: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0:25 inch (6.4 mm). Each slot has a 0.33-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 MTTeke M-20 HS, Mil 20 HS, and MT20HSTO: Models M-20 HS, Mil 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage (0.0356 inch total thickness (0.9 mm)]. ASTM A653 Grade 60. high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/~-inch-by-14neh (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 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 0.334nch4ong (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC.M &.h aeon Repots are not to be eonrwed - represarting aesthetics or any other atvibure: not sp=#;cally addrwtA nor are they so be conttnad as an endorse-ew of she "by- ofthe report or a reco--endawtionn for use its rot warranty by ICC Emir-tion S-11-- , u.G upreu or lmplte4 m to arq jrding or other matter In this report or at to arty prod by Page 1 of 5 copyrigts2 a 2015 Page 3 of 5 ESR-1311 I Most Widely Accepted and Trusted TABLEHYDRAULIC-PLATEN LOWABLE LATERAL. RESISTANCE ES, IC -PLATEN EMBEDMENT' (b/in2/PLATE) LUMBER SPECIES SG AA EA _ AE _ EE M-16 AND MI116 0.5 176 121 _ 64 137 102 126 98Douglasfir -larch Hem fir 0.43 127 82 75 107 Spruce -pine -firr 0.42 0.55 17A 126._ . 147 122 Southern pine M-20 and MI I 20 0.5 220 195 - 148 180 IN 190 145Douglasfir -larch Hernia_ _ 185 _ 0.43 197 144 143 137 ruSpce-pine-fir 0.42 -- _ 249 190 184 200 Southern pine 0.55 M-20 MS. MII 20 HS and MT20HS 0.5 165 Douglas f r-lance ' 146 111 135 ..... 97 143 109 Hem -fir 0:43. 139 0.42 148 108 107 1 03 Spruce -pine -fir - - 143 0.55 187 138 150 Southern pine , , For•SI: I Ib/irr2 = 6.9 - NOTES: = for a single late double for plates on both faces when applying to area on only one face). To achieve values. PlatesTooth holding units must be installed on opposite sides of joint( m parallel to load2AA - Plate parallel to load, wood grain pa load EA = Plate perpendicular to load, wood grain Para llel to load AE = Plate parallel to load. wood grain perpendicular to load EE _.. PIOO p Marto loan wood W810,perpendicMer to loadIr0othewoodforthe' full depth.bf theft teeth=by hydtaulio pWten embedirrent.presses. multiple roller presses thatAlltrusSPlatesare_pressed .. or.bbmt9r 86ns of 04&al embedr jent•roilet presses and'hydraW-platen Pressesusepariel.embedment followed by fu0-em?edmerU raters, that feed trusses into a stationary finish rotler press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES M-20 AND Mil 20 ' M-20 HS, MII 20HS AND 11 MOHS PROPERTY FORCE DIRECTION M-16 AND Mil 16 Epictency Poundslin of Conn P Tension Values in Accordance Tension ®Os 0.70 201 Tension ®90° 0.36 101 Tension Values in M Tension ® 0° 0.66 194 Tension @ 900 0•30 84 Shear ® 00 0.54 1 Shear ® 30° 0.61 11 Shear ® 60° 0.73 14 Shear (aB 90° 0.55 10 ehlPair Efficiency _ POundsllnch/Pair ' Efficiency PoundslinchlPalt of Connector actor of Connector i PlatesPlates Shear @ 120° 0.48 1 914 _ Shear @ 1500 0.35 672 0.46 544 0.3 5 For SI: 1 lb/inch = 0.175 N/mm, linch = 25A mm. NOTES: Minimum Net Section -A line through the plate's tooth pattern with the minimum amount of sleet for a specified orientation. For these this line passes through a line of hole& 2Max rjTyM Net Section - A line d_vm yh the plate's tooth pattern with the ma)dmum amount of steel for a specified orientation For these plates, this line passes through a section of the plate with no holes. ESR-1311 I _Most Widely Accepted and Trusted Page S of 5 _ _ - a 1 M• 0.25M O-SW S 2 nsn E A mm 117 mmn a.0OnOno 0.00 000 0Oo 0000 00 000 000 000 J 000 o _ 000 000 000 r ao0 00O A o saw 93mn M-20 H S, M 1120 H.S, MT20H.S FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) (Continued) ICC-ES Evaluation Report tSK-1.5ii ras-. OUPPIWirIV111a Reissued June 2015 This report is subject to renewal June 2017. WWWACC-es.orcl 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary or me inremauona t oue %--1 a 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 wvwvmil.com EVALUATION SUBJECT: MTek®TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, M1120 HS, AND MT20HSTO 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Wee Truss Connector Plates M-16, MII 16, M-20, MII 20. M-20 HS, MII 20 HS, and MT20HST", recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: A 2014 and 2010 Florida Building Code —Building Ii 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTek®Truss Connector Plates M-16, MII 16, M-20, MII 20. M-20 HS, MII 20 HS, and MT20HS71e, described in Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe2014:tAd•2010 Fli ide Building: Code--ReWentiaf, provided the design and installation are in accordance with the International Buitdtng Code: • (IoCj prigyisions noted in :the. master report. Use of the MTeeTruss Connector Plates M-16, Mil 16, M-20, Mll 20. M-20 HS, MII 20 HS, and MT20HSTu 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-0 6vahmtion Reports arc not a be comenaed as representing aathell= or any other anribuia not spec y7cdly addr=e4 nor an they to be tmnnued ' as an Grdorsentent of eht subjen ojehe repo, Ora recommendation jar la use. 77we it no 1rarramy by 1cc evaluation service, L C, erprcss or inplk4 as _- to argJlnding or other manor in thk MP04 or as so ony product covaed by she report Page 1 of 1 Copyrightm 2015 Florida Building Code Online \ Ac e L)CIJLJ ) Pagel of 2 V Business Professional Regulation nesProessiITi; Regulation CISHorm I Login I userReglstraUon i HetTapirs I Sub"kSurcharge I sots&fads I Publications I FSC start I &CIS site Map I links I Searchus Product Approval USER: Public User e ne,.r Aeereral rbrno fPrgdua or AnDflaflah Searchf Aooliogen lkt-. Appllotian 0" FL g FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida Ucense Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code BMP International Inc. 4710 28th Street N St. Petersburg, FL 33714 727)458-0544 benmeng8Oyahoo.cem xianbin Meng benmeng8@yahoo.com Structural Components Anchors Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer P., Evaluation Report - Hardcopy Received Frank L. Bennardo, P.E. PE-0046549 National Accreditation & Management Institute 12/31/2018 Ted Berman, PE 2 Validation Checklist - Hardcopy Received Standard Year ASTM 01761-06 2006 ASTM 01761-88 2000 Florida Ucensed Professional Engineer or Architect EL14239 R3 Eouily Eoulv.odf https://www. floridabtlilding.org/pr/pr_app_dtl.aspx?paratn=wGEVXQwtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Sunirrliii •of Products Method i Option D 04/23/201S 04/30/2015 05/06/201S 06/23/2015 FL Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1' Steel Tie -Down Olp System (For Use with Mechanical Units and 2' Models at Roof or Grade) urnits of Use Installation Instructions Approved for use in HVH2: Yes F 142_ R: •11 Dwa,v& Approved for use outside HVH2: 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 I FI.142 R3 AS Eral.o&. 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 :: lean North raaroea SLOW Tatlahmee W i !ea Phone, ew.ai:11121 The State of Florida is an Aq/EE0 employer: tnehAoht 2md7.2611 Slated Florida.:: privacy Stattrillfflit:: 6 _ iiemgM :: Btlund.Statemant Under Florida law, email addresses are public records. M you do not wart your e-mall address released In response to a publk•reco(ds reti est, do not send dectrordic mall to thra• instead. contact the dam by phol" or ba tradrtbrw mal. it yoY have alry,eYGlroM, please CoreaQ lSO:e97:1i95.'OLCNYrt to SOQICn 4SS.275f 11. fbl1d salted. exalted cla00V 1 •7AI2..IkMiaf scan ad ~ Wpter ass, F.S. must provide the OeparGtlaK vrlN as errant address It IhQr haei! oat Tha eltlals dravldtd rrlrrp if t6ed Fofdiklal OrrltrtliMlkatloe Mth tha atensea. Ilawravee !mile addresses are public rioud. U you do mat wish to suppq a p j address Oleasa provtla tllo Oepartnlent;With Sri Coin bddtlSS fidddt can be Mae available to the public. To deterordna lr you are a lkensee under Olapter 4SS, FS.. please Nil baL• Product Approval Accepts- Crc It,fAarsiE https://www. floridabui lding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 BMP INTERNATIONAL, MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS N CENTER OF GRAVITY ASSUMED TO ACT AT THE GEOMETRIC CENTER OF THE MWHANICAL UNIT. MECHANICAL UNIT MUST Be w SQUARE OR RECTANGULAR, NO IRREGULAR SHAPES. I` 3 MAXrn. HOST STRUCTURE DESIGN BY OTHERS. SEE DES! SCHEDULES FOR ALLOWABLE SUBSTRATES MECHANICAL UNIT CENTER 0° GRAVITY 1 TIE -DOWN ISOMETRIC ` 1 L• . 1'.0' ISOMFMC 7SUB MIN. WEIGHT, MECTHANICAL UNIT PER SEPARATE CERTIFICATION, TYP. SEE DESIGN rr SCHEDULE FOR MAXIMUM SURFACE 7 AREA AND DESIGN PRESSURE, TYP. STEEL TIE•OOWN CUPS. H SEE OETAM U3 B 7/3 INa FOR COIF INFORMATION, 3 TYr. 1 3 MAX TYF.,•.. TIE -DOWN CLIP DIRECTIVE EXAMPLE THE LLOWING ENES AMULFILLUSTRATESTHt PROCEDURE USED TO DETERMINE TN! MAXIMUM ALLOWABLE RWF•7M INSTµIATON HEIGHT, N, POR MY GIVEN 1OMECHANICALUNITTHATOONMORMSTOTHEDIMENSIONRESTRICTIONSANDDESIGNCRTf9UALISTEDlVAElN. SEE SHEETS <•S FOR DESIGN SCHEDULES.) MECHANICAL UNIT CRITERIA: CONSIDER THE INSTALLATION OF It) mecomICIL uxlr WITH THE FOLLOWING CUTvUA- Wt• ITO MAN-, EXPOSURE IF AB- TALL 1 AT DEEP 141' WIDE, 100 U/ (WEIGH IRS VEXIFIED SY OTMlAS) INSTALLED TO 3000 PSI MIN ODNC V E Wm (1)•3' CLIP AT EACH CORNER OF UNIT CTOTAL OF (A) CUP%) PROCEDURE STEP RCSULT 1 191TEAMINe TYE CONNECTION TT9C LASED ON TIIEDIAGRAMS ON SMFET 7 CONNECTION Im I THIS INSTALLATION IS INTENDED FOR A Wt-170 MY". EA OSUR IF. THIS DESIGN 7 OCIEIHNUIE WHICH DESIGN SCHEDULE TA1LE TO USE CRITERIA CORRESPONDS TO TABLE S 7 OTHER. -TINE LARGEST FACE AREA Q MECHANICAL UNIT TO BE INSTALLED APY[AB'• 16F:' - .. 7141S UNIT HEIGHT OF 40' IS EQUAL TI) THE MAXIMUM ALLOWABLE HEIGHT OF <P. NOTE: INS PRODUCTAIPPROVAL ALLOWS THE UNIT TO Of tMrAU" ON TOP A CHECK MAXIMUM UNIT HEIGHT RESTRICTION OF AN A/C STAND TWAT ASA MAXIMUM IO- TALL IFAN AICSTAND S NMZM, CNICL TO US THAT THE STAND OM NOT O[CEEO SO -Of NTIDIPT ji CM MINI M NIT AI M ILAWIDTH THIS UNIT PAY 0E TIMALLED AT ROOF MOGMIS LESS THAN OR EQWLTO 15 FT. AOOTTIONALLY, THIS UNIT MAY 0! 04STALLED O1 ROOF -TOP HEIGHTS GREATER i OETERMIN! THE ALLOWABLE ROOFTOP "EIGHT OF THE INSTALLATION THAN SOFT AND LESS THAN 100 FT. SEE (•) ON TABLE S FOR INS NUMERICAL VALUES OF THIS DESIGN EXAMPLE DESIGN NOTES: = * THIS PRODUCT HAS BEEN DESIGNED IN ACCORDANCE WTTM ASCE 7.10 AND TN! SUMOING CODE FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE LOf INDICATED IN TIE ACCOMPANYING DESIGN SCHEDULES. THE DESIGN OPUTMA USED M ALLOMti CALORJRIE TABL! R00E-TOP HEIGHTS OOMIDW ASO 1.10 SOCTWM 79.3.1 i0R Roof TOP MFTGM (M) S60 IT AM SECTION ".5 FOR ROOF TOP HEIGHTS (10H60 FT A SECTION 79.6.1 TOR INSTALLATIONS AT SUAOE (Gr.6-0.10 WTMU1 THE MTQ, 1.900VTSIDE TM! IFLW. (HSC,)y,,,1. {S FOA AIL IOCATONS (t 1PS RMP I. All OFwFM OCSIC I VARIABLIS ARB M ADtawANl><MiH ASCE 7•IO CHANTERS M B M. THE HEIGHTS LISTED IN THE DCSMN SOIEDULES RETRESENT TIE ALLOWABLE NSIGtT OF THE BUILDING. THIS PRODUCT APPROVAL ALLOWS FOR EACH UNIT TO BE INSTALLED ON • MAXIMUM )0- TALL AFC STAND (CERTIFICATION BY OTHERS) ON TOP OF THE HEIGHTS LISTED IN THE DESIGN SCFEOUL6. GENERAL NOTES: I. THIS PRODUCT HAS BEtN DESIGNED ANO SMALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OM fME FLORIDA BU!U).HG CODE R ASCE 7-10. THIS PRODUCT MAY 1 ? n T. 9t6.. IJ4 ZJ( m AU Y iW.l 3g W ; WLANC 3 O on BE USED WTTHItI AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE. 7 NO 33•t!7% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF 1141S SYSTEM. 3 UESIGf4 l8 BASED ON Q IlNT PROV:000 PROOIX:I AND OIE SHCc B FROM TEST Z REPORTS 2. M21I 97 • 7"BY TESTING EVALUATION LABORATORIES, tH INC.. NO SU69TRUTONS WITHOUT N•IUITEx APPROVAL BY THIS ENGINEER SMALL BE PERMITTED. A. MAXIMUM B 84IMINU14 OIMENSIONS AND MINIMUM WEIG-(T OF MECHANICAL UNIT SMALL CONFORM TO SPECIFICATIONS STATED HEREIN. ALL MECHANICAL SPECIFICATIONS J 2 CLEAR SPACE, TCHMAGE, ETC) SHALL BE AS PER MANUFACTURER RECOMMENDATIONS Z O n ^-• 08 (!• AND ARE IN! EXPRESS RESPONSIOILITY OF THE CONTRACTOR. O L G S. FASTENERSTOBEP17X %' OR GRZATER SAE GRADES UNLESS NOTED OTHNRWISC TAPCOMS REFERRED TO HEREIN SMALL Be ITN SUILDF-X GRANO, CARBON STEEL ONLY, Y u Vt. INSTALLED TO 3000 P61 MIN CONCRETE, SEE ANC•1011, SCHEDULE F03 ANCHOR Q 1,1HiErTS. ALLFASiCNCAS SHAH HAVE APPROPRIATE CORROSION PROTECTION L Z CTL PREVENTPSS-tALYSIS. 6. ALLSTEELCLIPSS•ALL BE AS'TM AIII STEEL (GRID! O) WITH FY.73 KSI OR BETTER. AN APPROVFD LLI oft F i ALL STEEL MEP45MS SHALL DE PROTECTED AGAINST CORROSION WITH j COAT OF PAUIT, ENAMEL OR OTHER APPROVED PROTECTION, G9ORATED COATING REQUIRF.O FORALL COASTAL INSTALLATIONS, z 7, ALL COTICREf E SPECIFIED HEREIN 15 NER NOT PART OFTMtSCERTIFICATION. AS A MINIMUM, 0-4 E ALL CONCRETE SMALL BE STRUCTURAL CONCRETE A- MIN. THICK 440 SMALL HAVE 0. p W MDTONUm CIMOMESSIVESTRENGTHOF3000PSI, UNLESS NOTED OTHERWISE. RESPONSIBLE TO INSULATE ALL MEMBERS FROM 06SIMIWR f _ B. THE CONTRACTOR IS r^ MATCRIALS TO PREVENT ELECTROLYSIS 9. RCCTRICIRL IPtMJD, WHEN REQUIRED. TO B! O EStQ1C01 INSTALLED m OTHERS. m 10. Ill! ADlQUKT O ATfY EXISTING STRUC7L6l! TO WTINSTAHO SUPERIMPOSCO LOADS SMALLBS VOURED M ME ORSITE DESIGN Tom AND IS W. UFQUOEO IN THIS COtTIFiCAT10M.EXCEPT AS EXPRESSLY ROVIOM HEREIN, NO ADOT10NtAl CERTIFICATIONS OR AFFIRMATIONS ARE IHTENDED, 11. THE SYSTEM QUAAEO HERON IS GENERIC AND DOES MOT PROVIDE INFORMATION FOR A SPE.CFT: SITE-. FOR SITE CONDITIONS DIFFERENT FROM THE CONDITIONS DETAILED HEREIN, A UCEA- SEO ENGINEEKOR REGISTERED ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE Ul CON)ANCfION WITH THIS DOCUMENT. M WATCR-TIGH INESS OF EXISTING HOST SUBSTRATE SMALL BE THE FULL RESPONSIBILITY y OF THE INSTALLING CONTRACTOR. CONTRACTOR SHALL ENSURE THAT AM REMOVED OR ALTERED WATERFR00FlNG MEMBRANE IS RESTORED AFTER FABRICATION AMD SHALL NOT BE RESPONSIBLEHOf FOR ANY WATERPROORE NGOR LEAKAGE ISSUES W4CH MAY OCCUR AS WATER•TIGNTNESS SHALL Of THE FULL RESPONSIBILITY Of IMF INSTALLING CONTRACTOR. 13. FOR AN EXPLANATION OF CAPOSURE CATEGORIES THAT ACCOMPANY THE VEIL WINO SPEEDS USED IN THIS APPROVAL. SEE SECTION 76.7.3 OF ASCE 7.10. 15-2378 al FA ANCHOR SCHEDULE: 1" CLIPS 2" CLIPS L • Y • 7• MAX , H TYP. (•CLIPS sus3TRATE OESCAI TTOM 1)-5/16.0 CAAMN STEH ITW aUILOCK TAPCON, CoHCRCR< 2Y.• FULL EMECD TO V THICf MIN, CaMCRtTi 31)- MN. 3000 PSI MIN) EDGE DISTANCE, 31:' MIN. SPACING TO ANY A0IACFNT ANCHOR tl• P 14 SAC GRADES ALUMINUM: WEEP MFIALSCREW TO 0. 1]T MIN TRICK. 6061•76 to. PAST nTESMIN. AST PITCHESMIN. ALUMINUM) THREAD PLANE HSRN: t).s N SAE GRADES 10. 1ir MN. SHEET METAL SCREW TO TRICK, 23 R9 STEEL PROVIDE (5) MIN. STt3;'j PTOHtS MIN. PAST TRAM PANE sussm" OINiCOPTtoml t)• 5116.0 CARSOM 3'AflT TTW BUN.DOC UP .0 CONCRETE' lY.' PJLL EMEEO TO V THICK MIN, CO.•IMUL 3W HIM. 3000 PSI MIN.) EOG! DISTANCE, 3K• HIP. SPAF1nG TO ART WACENT ANCHOR. 2" L4 SAE GRADE S ALUMINUM: SHER METAL SCKm TO 0. 115- M14. ALUMINUM. 3RONo! (5) THICK. 6061-76 PTSMES HIM. FAST MIN. AU1MjNUM) THREAD RAKE STEP.: 2)•014 SAE GRADE S 0. 125. Y.iN. SWEET METAL SCREWS TO THICc. 33 KSI STEEL, PROVIDE(51 HIM. STEED PITCHES MIN. PAST THREAD PLANE I. EMSEOMENT Aq0 COG! OL'TANCEEXCLUDES F;N(SMCS, U AIRICNELL I 2. J. ENSURE MINIMUM!DW DISTANCE AS NOTED IN AfICMDR SCHEOM. SEEDETAILSONSHEET3FORANCMOASATACGNGTOMECHANICALUNtT. CONNECTION TYPE C 1 CONNECTION TYPE C2 C11• CUO - VTIUZE (1) AT EAOI CORNER FORA TOTAL OF () PER UNIT 1' CL[p- UTILIZE (2) AT EACH CORNER FOR A TOTAL OF (1 PER UNTT z UNIT WIDTH a• MAX V NAX CJP OFFSET CU OFFSETCLI P PAIR SPACING—J i ,,,, IE-:. nzq31 TTP MECHANICAL UCJP•CUP UNIT PER L _ i SPACING SEPARATE CEKTIFICA710N 1 r FTAx WPS 1 'jp.((q)(A rn. r CLIPS UT(UZE (I) CUPS EA SIDE j: y TI• _ 7 ` ,` i OF UN IT FOR A TOTAL OF a) PER urm CONNECTION TYPE C3 CONNECTION TYPE C4 s ALTERNATE 8 CLIP DETAIL N. T.S. PLAN VIEW t• t1tK,.• UTTUZE (11 AT EAOI CC" FORA ,MAL OF (4) PER UNTO• 2' CUPS • UT1I.(ZE (1) AT EAOI t>DANEq FOR A TOTAL 0P Lj PF4 UMi 3 THIS DETAIL MAY BE USED AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNECTION TYPES THAT UTTUZE (2) CUPS AT EACH CORNER FOR A TOTAL OF (BI CUPS PER UNIT. IT co N W• cc•• o w e 0F h UZ 4 J = 2 261 n §$ oZc E; s Wg ii a m 15- 2378 E FOR ANY CLIP LONGER THAN 10' 0 IT UTILIU (S)•f12 SAE 1 V'TYP, GRADE S SHEET METAL SCREWS, TYP. O.M* TMICIC 09ASTNA2B STEEL TYP.. 191 3)-012 SAE GRADE 5 c SHEETMETALSCREWSC, FOR CUPS UP TO r LONG. UTILIZE (S)-012 SIIEETMETAL SCREWS ' roR CLIPS LONGER THAN V. m. 111 L WOHOUE, WITH O o ANCHORFROM1- CUP ANCHOR 0.7r So1000LE. TYP. 8 OTHER DIMENSIONS n' c• SIM:LAR) 1 1" CLIP ISOMETRIC DETAIL 3 N. T.S. ISOMETRIC 01072. OR 0 0 0.11rTHICKASTMA293 STEEL, TYP.,® B 3)- I12 SAE GRADE S SHEET METAL SCREWS FOR CLIPS 4' LONG. Vj1U2E (4)• 112 SHEET METAL SCREWS FOR CLIPS LONGER THAN f'. TYP. y- 0 HOLES. NOT TO Be USED FOR ANCHORS. TYP. FACTURY-MILLED Y.'0 MOLES; UTILIZE (13 OR (21 ANCHORS FROM r CLIP ANCHOR SCHEDULE. TYP. O.SO' z 2" CLIP ISOMETRIC DETAIL 3 N. T.S. ISOMETRIC MECHANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNrrS SMALL BE GW-T6 MIN. ALUMINUM SHEET WITH FtY-30 KSL 0.125' MIN. THICKNESS, STEEL HOUSING UNITS SMALL BE ASTM A433 Fy-33KS( MIN. STEEL, GRADE 33, 22GA MIN, (t-0.02901. 0.06B' THICK AST" 4283 STEEL CUP, TYP. BASE OF UNIT SMALL ' BE RUSH WITH BASE OF CUP, NO SPACE PERMITTED, TYP. 3)-f IZ SAE GRADE S SHEET METAL SCREWS FOR CUPS UP TO S' LONG, UTILIZF (S)•917 SHCCT METAL SCREWS FOR CUPS LONGER THAN V. PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS, TW. ANCHOR PER ANOM SCHEDULE i'. SUBSTRATE PER ANCHOR SCHEDULE VARIES) 1" TIE - DOWN CLIP 3 . ANCHOR DETAIL 3 r . V-0• o AIL CLIP IS OCSIGNEO FOR FULL COrirACT WITH' rME BASE OF FACH MECHANICAL VHR, TYP. MECHANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SMALL BE 6063-T6 MIN. ALUMINUM SHEET WITH RY-30 KSI. 0.125" MIN, THICKNESS, STEEL HOUSING UNITS SHALL Be ASTM A653 Fya33KS1 IN; STEEL. GRADE 33, 226A MIN. 0.0.02M. 0.072' OR O.Ur, THICK ASTM A293 STEEL CUP, TIP. BASE OF UNIT SHALL BE FLUSH WITH BASE OF CUP, HO SPACE PFRMITTE% TYP. 3)-012 SAE GRADE 5 SHEET METAL SCREWS FOA CUPS .' LONG. UTILIZE (.)-f 12 SHEET METAL SCREWS FOR CUPS LONGER THAN 4'. PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR FACM SMS, TYP. ER ANCHOR 3/ B''F SCNEOULE I SU9STRA7E PEA ANoIOR VARIECSS) 2" TIE - DOWN CLIP ANCHOR DETAIL 3 r • r- r DETAILCLIP IS OESIGNEO FORFULLCONTACTWITHTHE BASE Of FACM MECHANICAL UNIT TYP, SotZ53Z,a N S •y J owe i015- 2378KI TABLE 1: Vult=175 MPH, EXPOSURE C MR USE WITH A RISK CATEGORY 11 STRUCTURE IN Tilt HIGH VELOCITY HURRICANE ZONE-) MAXIMVM ! I SURFACE AFEA OF UNIT I UNIT I CI i C2 I :O C4 iUWT'SLARGEST HEIGHT WIDTH F:' • T GRME MSIOOR h 6Fi' ACZ—= t NfAOFT A 9 FT' 4r MAX' 20 N.IY WA I ATA t6 FT' WA ' ' ATGRAOE _. 20FT' A I ATGRAO[ IS FT3 60' MAX 1'4r MIN WA- Ai GMOf 36 fro . WA .i'-: WZ..- 1, NiA--T'AT GRADE ) THIS TAELE IS KRMISSIOU TO 6E U$[O WTTNIN THE HVHZ WHICH CONTAINS 6ROWARO AND MUMFOADE COUNTIES. CHECK WITH LOCAL AUTHORITY HAVING IURISOICTION FOR THE AFPLICASIU Y OF THIS TABLE WITHIN CFATAIN FLORIOA COUNTIES. TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE WITH A RISKCATEGORYR STRUCTURE-1 ALLOWABLE ROOF -TOP HEIGHT {HI TIE. DOWN CONFIGURAnUN TYPE SURFACE AREA OF UNIT UNIT CI C2 C3 C4 U. Yri SLARGEST ' HEIGHT WIDTH FACE 6 FT, 24' A1Al Ir M1N N/A H f 200 it I'o AT GRADC 11 GOFTNS200FTFF9 FT- 32-M" is, MIN N/A I60R<HSFT AT GRACE HS200 FT HSZOO FT HS200 FT H37DOrt , 4760 FT<X1 F1 AtGRADE HS200 FT N340 FT 1 IFiOn<HSlwr, HSZOO rt ' 6F; NIAI H5200 FT -ATGRAK, NS201 0FT EOR<Nf60R' 9fT' '43'04Ax; 24-MI14 V I L2 rT' i H/A AT GRACE ' 60 FT<H 6200 FTI - WA - Hf2D0 FT^_ I 15 fT NIAATGPAOEN/A H5200F1 IO FT' I NJA AT GRACE I WA' H S IMF? 2SFT' N/A N/A WA HS3OFT WMAX : dB' MW I]D FT' } VA 2WFT<NSIODf NIA I N/ A AT GRADE; 160R< 35 FT' I N/A N A N/A ATOM ! TABLE 2 : Vult= 175 MPH, EXPOSURE 0 FOR USE WITH A RISK CATEGORY II STRUCTURE IN THE HIGH VELOCTIY NURRX:AHE ZONE-) ALLOWAOtfR00f-tMMEWM(N! _- nE•OOWN CONFTGUM110N TYR SURfACEAsEAOF VNR I Ulm 1 C4 CS C7 iiIUNIMIAROISTHEIGHT . WIDTH y Cl FACE.' ' 6FT'_ 24' MAIL t_E2'Al:il f--NT/A-'AT GRAMATGM5 N{2mfT 1--- 9fT, ._ .Sr MAx LS'N,IN ; ATGRAOE H/A - _MfSOR TFT'-_ DE _ - +I _ AiGRApE HS200iTATGRA. HfiMFI GFT' f ! WA I IISISR AT GJlAO[ Nf200 FT 91'T 4r MAX 24'MIN : WA ^ I ATGRAOE • ATGIUDE • H96007_ 12 FT! ` WA. ATr GRAD( ryl. AT GRADE 36 Fr' ._.. .• MIA ATGRAOE MIA ATGIUOE 20 F1< t WA. ATGRAOE_ _ N A - ATGRAOE TVA WA WM A ATGOE GO' MAX ' 4W MIN 1— 30PT' 0/4 WA -• WA AT6MOE IVA .NIA ATGRAOE TICS TABLE OPCIMISSIIILE TO BE USED WITHIN THE WMZ WHICH CONTAINS BROWARD AND MIAMFOAOE COUNTIES. CHECK WITH LOCAL AUTHORITY HAV WGJUFJSWCTION FOR THE AR0.1CAf1UTY OF THIS TABLE WITHIN CERTAIN TLORIOA CCIUNTIE3. TABLE 4 : Vult=170 MPH, EXPOSURE 0 rOR USE WITH A RISK CATEGORY II STRUCTURE': ALLOWABLE ROOF -TOP HEIGHT (H) TIEOOWN CONFIGURATION TYPE SURFACE AREA OF UNIT UNIT CI C2 C! Ca UNIT'S LARGEST HEIGHT WIDTH . FACE 6rt' 21-MAX 12' MIN 1 WA AT GRADE I H5200rt 60 FIT <H 690 Fi Vs2OOFT 9 F3' 37'MAII' WMIN- NIA ATGRAOE NIA hSIOO FT,'Tprt<HS700 Fr' AT GRACE Hs2mrt Hs200rt Fs2torr 60iT <N S IOOR- 6 rT' N/A HSTOO Fr HS15 FT H52C0 FT 6C FT<H9ZOO rI 9 FT- 46'MAX WMIN N/A 60 fT<NS200 FT AT GAME HS ZGO FT 1I rT' N/I ATGRADE HfA YS200 FT 6o TT4NS120FT 16 FT' N/ A WA NIA N S 40 rt 60 FT<MS7Im FT 2O FT' wN/A . A-, CJWI N/A H S 40 FT GO FT. H 9 ZCC VT NIA Y . WA N/A AT GRACE ZS FT' 60 FT<H 5200 FT GO -MAX 43'11414 • • • 30 FT' NiA WA NIA i GRADE 60FT<NS100Fi 36 F'T' N/A I NIA N/A AT GRADE ' 1 i bR-A`a S M 1xL IT 16 5cNil W8 NcWtl0 15- 2378 AS AN EXAMPLE. THIS TABLE IS EMIISSIBLE 70 6E USED WTMON PALM BEACH COUNTY- Q1ECK WITH LOCAL -AS AN EXAMPLE THIS TAME IS PERMISSIBLE TO 6E USED WITHIN PALM BFAOI COUNTY. Oita WITH LOCAL I •f AuTVORI11' HAVING RiPADICTION FOR THE AFFUCA61UrV OF ING TABLE WITHIN CERTAIN FLORIDA COUNTIES. AUTHORITY HAVING JURISDICTION FOA THE A PUCA6RSTY OF THU TABLE WITHIN CERTAIN FLORIDA COUNTI6. L/v TABLE 5 : Vult=140 MPH, EXPOSURE B IFOR USE WITH A RISK CATEGORY If STRVCTURE'1 I AVOWABLE ROWdOf HEIGM TTt-0OWH CONFIGmm" TTFE MAXIMUM SURFACE AREA OF , UNIT UNIT Cl Q Q CA LARGER HEIGHT WIDTH iFACE 6FP , 24'MAX 1,12-MIN { HSIS FT j NS200 FT + HSZWFT 60 FT<HS120 FT, HS200FT 9 FT' l 3YMAK 15'ADN I ATGRAOE HSZOO FT 1 H5200FT HSZOOFT AFT' HS200PT Hf ZOO FT HS 200" M5200 FT 1 I HSZWFF6FT' NS40FT WFT<HS20067 MSMFT H1200 FT HS200 FT9FT' ' IB'MAX RADE i21•MIN {60R<ATGHSBO FT [ NS200 FT M3100R TZ fT' AT GRACE H5200fT ,60 R NS200FT N5ZOO R E 5FT' , HSISFT N/ A HS200FT ..R<NS100FT A MFF .NSISFT N 1 WA H 1200 R MS200FT- N S 200 FT 12I20FT' A HS40Fr ATGRADE N/ A I6OFT4H5ZMFTI 6OFT<HS20FT 25FT' 1 NS200 FF I—---- IGVMAX 43'MIN MSISFF 30 FT' N/A I AT GRADE FT< M1160FT. H S ZOO FT 36 FT' _ TI/A !60FT< GNS6DFT, ATGMDET H32WFT TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY 0 STRUCTURE1 ALLOWABLE ROOF 01' HEIGH MI TIE4) OWN CONFIGURATION TYPE MAXIMUM SURFACE AREA OF UNIT LIMIT C{ I C2 1 UMTStARGEST . HEIGHT WIDTH FACE lY MIN F AT GRADE H S 200 FT 1 6 FT' , 21' MA% 9 FT' j 32' MAX 1S' MIN ( N/A I H f Z00 FT 1 FT' i H 1200 FT H 5 200 FT i 6FT' F H5200 FT 6p FT.HS1<HSIBOii M t 200 FT 9FT' % tC ma w rom I AT GRACE 11 FP WA HS200 FT 16fi< N/A H FT 60R < S200fT 20 fT' 1 N/A HS30 FT 6OFT<HSZDDFT j 1` r25 I N/ A AT GRADE 1 FT' r. 60 F7< Hf l/0iT j— . W' MAX i 30FT' IB'MIN I •• - N/A I- AT GRADE 36 FT' I N/ A - ATGRAOE TABLE 7 : Vult=140 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY 11 STRUCTURE') _ SURfACE AREA OF UNrr' HEIGM UNIT Cl l C2CA CA WIDTH 6 FT' l24-MAX 112'MIN 1 WA HSZWFT H130 Fr H5200 FT. 60R4H 5200 FT 9 FT' • 32'MAX 15•MIN :.'WA HS200 FT • AT GRACE 6O FT< H 5140 FT HSmOR--I_ NSI00 H52W FT AFT'+ - --•__ NSIOR H5200R iT 1 6 FT' AT GRADE HfI00 FT M3200Fi H1200 FT 50FT<HSIOO FT 9iT'IB' MAX 21'MINC WA HSZOOR HSISFT 60fT4HS200 FT N5200fT_ N/ A HSGO Ff' HSZ00FT I ATGRAOE 12 FT' , 6CFT<H9ZO0FT 6OF14HISOFT 1B FT' ' a N/ A H S 200 FT AT GRADE' 60 FT< H92W N/A 20 • N/ A ATGMDE WFT<MSI00R AT GRADE H f 200 Fr 25 FT' WA AT CRAOE 6CFr4H 160FT WA H S ZOO FT 60'MAX IB'MIN 160 M f tO rt30 FI' N/A WA WA' FT <H S 200 FT AS AN EXAMFLE, THESE TABLES ARE ERMISSIBU TO BE USED WITHIN N/A N/A AT GMOE BAEVARD COUNTYCHECKWITHLOCALAUTHORITYHAWHGIUAIWXYTON36FT' WA FOR THE A PLICABIUTY OF THIS TARE WII MIN C"TAIN FLORIOA COUNTIES 6O FT < N f 200 FT N 3200 FT I H52M FFSryC il Hf15 FT IFT<H1200FT HS2lA FT ZW Sm Is W ;^36 N cc 0411 b0 NS2000THS 200FT I HS 200 FT IFr<HS200Fi N320JfI I l ATGKADEIFT< Hf 110 FT If5200FT j AT GRADE H S ZOO FT u Hf AT GRAD( 100 iT Z T d AT GRACV HSZGOFT J Z WA HSZWFT` HS30FT + 0 L l K z weu Z' rA 0 I4 i j E 0. i myZ1 N w5ZPE R T ENGINEERING EXPRESS PRODUCT EVALUATION REPORT ENGINEERING EXPRESS EXPERT PRODUCT EVALUATION REPORT April 14, 2015 Application Number: FL #14239.1-R3 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 4710 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1" and 2' Models Product Description: Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report Is being issued in accordance with the requirements of the Florida Department of Community Affairs (Florida Building Commission) Rule Chapter 61 G20-3.005, F.A.C., for statewide acceptance per Method 1(d). The product noted above has been tested and/or evaluated as summarized herein to show compliance with the Florida Building Code Fifth Edition (2014) and is, for the purpose intended, at least equivalent to that required by the Code. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or revisions. Substantiating Data: PRODUCT EVALUATION DOCUMENTS FLB drawing #15-2378 titled "Mechanical Unit Steel Tie -Down Clip: At -Grade and Roof -Top Mounted Applications", sheets 1-5, prepared by Engineering Express, signed & sealed by Frank L. Bennardo, P.E. is an integral part of this Evaluation Report. TEST REPORTS Ultimate test loading structural performance has been tested in accordance with A, 504 standards per test report(s)ATEL.0197b367A and #TEL 610703876 by Test r 1A STRUCTURAL ENGINEERING CALCULATIONS Rised !n eeer'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 3. Minimum Unit Weight Frank PE004 4. Maximum Allowable Unit Surface Area rNfmi S. Clip Configuration and Anchor Spacing 6. Anchor Capacity for Various Substrates 7. Maximum allowable roof -top heights for various installation wind speeds No 33% increase in allowable stress has been used in the design of this product. 160 SW 12T" AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM 88 test Valid fc QENGINEERINGga, VPpr-ss, 4/ t 4/20 t 5 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. englneering 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.CON MAR 2 0 2018 I 0z • pit - 4;_ CITY -OF SANFORD BUILDING` -&"FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ 4424 71 W 1-7 4 -At Lres Job Address: E2-37 he01 Ros-e_ to Q Historic District: Yes Not Parcel ID: I 1 reS Residential] Commercial Type of Work: New 9 Addition Alteration Repair Demo Change of Use Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Name r 6 S Street: City, State Zip: Phone: Resident of property? : Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (7701941-5421 x 2082 Street: 6310 MABLETON PARKWAY, SUITE 1000 City, St:tte Zip: MABLETON, GA 30126 Name: Street: City, St, Zip: Bonding Company: Address: Fax: (770) 941-9522 State License No.: CFC1426562 Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS 7'0 YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE TIIE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN A-1-1.ORNEY BEFORE RECORDING: YOUR NOTICE OF COMMENCEMENT Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a pennit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 10.5.3 Shall be inscribed with the dale of application maid the code in effect as of tlaut date: Sob Edition (2014) Florida Building Code Revised: June 30.2015 Permit Application IN 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, suite agencies, or federal agencies. Acceptance ol'perntit 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 ol'a plan review fee at the time ofpermit submittal. A copy of tite executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ]CC Vttlttatton Table in ettoct at the time the pertnit 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. signature of Oaner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Signature of o ractor/Agent at Print Contractor/ nt's me J signaturc orN -State of Florida Date L tLO 1 / EXPIRES Contractor/Agent is Personally JCn w eCd Produced ID Type of [D s AUG 21.2020 BELOW IS FOR OFFICE USE ONLY Permits Required: Building(] Construction Type: Electrical Mechanical Occupancy Use: Plumbing[] Gas[] Roof Flood Zone: Total Sq Ft of Bldg: Mitt. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - i# of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Revised: June 30, 2013 UTILITIES: FIRE: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Permit Application I 3 20 a- tr• CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: ' 7 — IZ'-3q Documented Construction Value: S L0200 cX) Job Address: Si-7 jld , Ristoric District: Yes No IJ Parcel ID: Residential Commercial Type of Work: 1\eiv LJ Addition Alteration Plan Review• Contact Person: Phone: Fax: Email: Property Owner Information Name Street: City, State Zip: ange of Use Alove Title: Resident of property? Contractor Information Name, k';'('+r fL 2 Phone: -7Pajo 11 Street: Fax: 7 - City, State Zip: State License No.:r Name: Street: City, St, Zip: Bonding Company: Address: Architect/ Engineer Information Phone: Fax: E- mail: Mortgage Lender: Address: NVARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF CON1MENCE.MENT -MAY RESULT IN YOUR PAYING TNVICE FOR [IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF CONU\•IENCE\[E\T (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 CO.\- IMENCENIENT. Application is hereby made to obtain a permit to do the ,cork and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a pernut and that all work will be performed to meet standards of all laws resttulatino construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical „•ork, 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: 5i11 Edition (2014) Florida Building Code Revised: June '0. 20ii Pennit 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 cotmn•, and there may be additional permits required from other governmental entities such as water manaeement districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the properly of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plats 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 fteured 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. ONV\ER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance w4th all applicable laws regulating constructionand_zou ng. Signature of Owver'Ment Date Print Owner/Agent's Xame Signature of Notary -Sate of Florida Date Owner/.agent is Personally Known to Me or Produced ID Type of ID Date Print Sietarure F' ti p 01E RALLO Date j t Commission 9 FF 175017 Expires November 9, 2018 GWAWtlwTtwFinIMMUM9ptFW- 0t9 Contractor/Agent is Personally Known _to.4eor Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: Or of Stories: New Construction: Electric - # of Amps Plumbing - r of Fixtures Fire Sprinkler Permit: Yes Into E. of Heads APPROVALS: ?_O\IN'G: liTILITIES: ENGINEERING: C0!'\VNIE\TS: Fire Alarm Permit: Yes No El WASTE WATER: BUILDING: terised: lure 30. 2013 PCMlit Application 1 When 8ulldings Talk, We Listen. FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: _TWi28 314 Builder Name: l aj 1 d,r Arr5a) Street: 53-7 l2ed Itio5. L4,)e Permit Office: / City, State, Zip: ,J Pvrd I I L 3 Z 77 1 Permit Number: f - 373 q7 Design Location: _lo rA 6 opke Jurisdiction: Envelope Leakage Test Results Single Point Test Data: HOUSE PRESSURE: 56,0 FLOW: Leakage Characteristics 2- 4 Pass Fail CFM ( 50): ACH( 50): 5ei3 R402. 4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2 ... Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(0, (g), or (i) or an approved third parry. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with section R402.4.1.2. SIGNATURE: F '&J1 PRINTED NAME: ,Qr C DATE: U ©13 Where required by the code official, testing shall be conducted by an approved third -parry. A written report of the test results shall be signed by the third parry conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: Testing was conducted in accordance with ANSI/RESNET/ICC 380 to meet the 2017 residential energy code. Florida Building Code Duct Leakage Results Builder: l c K 16 t lot #: 3 t 6Neighbofiood: Address: 537 h Pd dCoSP '' e Lstate: Permit 737.3 j; SAntG 1. - Square Footage: 25 9z Stage of Construction for Test Rough in with Air Handler C] Rough in no Air Handier Opost Corrstructian Dint L,+"kag® Test ResuNS: I Duct Leakage Percent requirement, ( d4e SYGWMCFMt2S qq Lotage cageSWO Lotion Pass or Fall 1 59,8 OZ3 2 13,9 605 Ad, a 55 3 a 72,7 1 2 582- 5 Rating compaW.. Rater Name: Rater Signature: Fall lrmpecfim DaW 9J3119 9", 0 Regency Sgme aw& Suft 410 Jackson vft FL 32225 Phone: w4824000 l 1.866.SKYETEC www. s"Ter-eom 16,ert cate of 'Campeetian Rob Grant Was successfully compCetecCthe fie(llnspector7raining Course as of Signature ofEducation G Training Wanager 9/18/2015 E!Tec TRAINING CENTER Signature of Director of Operations UNIVERSAL UESPr rest o• 0110.1 02 08.0000 WorkENGINEERINGSCIENCESReportDate: 3/29/2018 Consultants In: Geotechnical Engineering - Environmental Sciences Geophysical Services - Construction Materials Testing - Threshold Inspection Building Inspection - Plan Review - Building Code Administration 3 7,? / 3532 Maggie Blvd, Orlando, 32811 - P: 407.423.0504 • F: 407.423.3106 In -Place Density Test Report Client: UES Technician: Christian Acevedo 2600 Lake Lucien Drive Suite 350 5D7 te Tested: 03/29/2018Maitland, FL 32751 Project: Thombrooke 40s & 50s, SF House -Lots Area Tested: Lot # 316 -537 Red Rose Lane Tyne of Test: Material: Fill Field: ASTM D-2937 Drive Cylinder Method Reference Datum: 0 = Top of Fill Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range aximum Density pcf) ptimum Moisture i%t Field Dry Density per Field Moisture Soil Compaction Fill Depth inch) Pass or Fail 6 Southwest Comer of Pad 0-1 ft 108.3 10.7 105.7 7.0 98 N/A Pas: 7 East Comer of Pad 1-2 ft 108.3 10.7 107.1 7.8 99 N/A Pas: 8 Southeast Comer of Pad 1-2 ft 108.3 10.7 108.1 7.4 100 N/A Pas: 9 Northwest Comer of Pad 1-2 ft 108.3 10.7 106.0 8.3 98 N/A Pas: 10 Center of Pad 2-3 It 108.3 10.7 108.0 8.6 100 N/A Pas: Remarks: At the time of testing the footers where not dug out All test were performed in the inside perimiter of Pad(HWT) Hit the Water Table Tn n..InM/:..M n .....I..nl n.n/nn1:n.. In 0 /n:..n.•.nl'n nlinnl.. /An O..AI:n n.•.I n.....e.A.n.. nff — n..h...:Nn.r n....nnF.Inn/:n/ —./., n!-- n$.*—# . nn'I 3 3 DESCRIPTION AS FURNISHED: Lot 316, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 317 LOT 279 LOT 279 N 00'1455" W I 40.00' I 19.80, 5.00' 1 5.00• e9.9z• 'o. 19.80' LOT 318 \ r\ 1 3.00' LOT 280 25.20' 25.20' to' LIM ESM e.8.) N 00.14' 55" W 40.00' 2 OJ O 'A O N O 5.00• N LOT 315 LVI - ..GW W. 1. LIVING 1.522 SOFT. REN71RAGE so.FT. RED ROSE LANE ENTRY •. )1 SOFT. 50' RIW) TRACT I e`azEwAr- HjA Sam R UTILITYetACCESS R/W DRIVEWAY 40J SOFT. A/C PAD - ILI SO.FT. WALXWA' 70 SOFT. IMPERVIOUS- 54. 7 x AA 2. 623 SOFT. ED, ma SOD .fT. R/W . 440 SOFT. PROPOSED FINISHED SPOT GRADE ELEVATION APRON t to SOFT. PER DRNNAOE PUNS Bj/ILDIMC SETflACKS: SIDEWALK 200 SOFT. V` PROPOSED DRAINAGE FLOW FRONT - 25' SOD 130 SOFT. LOT GRADING TYPE A REAR . 15' PROPOSED INFORMATION SHOWN MD 5.240 SOFT. PROPOSED F. F. PER PLANS - 22.8' 4 SIDE - 10' SASED ON SUPPLIED PLAN DRIVEWAY 50 So FT. PROPOSED CRAOE PER CONSTRLR;TMN PLAN O • SIDE CORNER M t0' AND/OR INSTRUCiI0N5 PER SIOEWAIX 270 SO F7. GLI NOT F1ELO VERIFIED CRUSENNEYER-SCOTT & ASSOC., INC. - LAND SURVEYORS L®o - Lama - rut Ian . 1®At a Lat 3400E COLONLAL DR. ORlANDO. FL 32807 (407)-277-3232 FAX (407)-858-14J8 ac I! : m i M Pl : Awe, v m[RR 0J . I I. rla umea0 WM Ia0Q mmr rtMr I aA1 f am na 89MU or PLV Lrt 10J ant 1411. how o IL . Od1® ILL . 0041 K farClll ORVAIUa ITIO/Oiglw aRK1pp .V'O YN.W M mWrq W I/ /1Op1 AparJIR1/Ilf NTf 1LIiBYN1 o faLaml ITidl. MIaI 1mRf7 aw . awns Ka11101I w . l.I11L L *IlQf awlnm aIM AX000l7 1raMMf AW 04 0.L1t 44M UAL 00 awKY AIM OR QVn AQ Aar WA Kt LL . 1/I' LL ALI AI*I ML • 101-AAO.1L POW AIIC UrlTd is Mwwo 1 Mw waft6um MMmm to Irf StAWMR. as A11r d OrMI wOralCllaa PPCL : M QfIt ROM00 VfxG : 4lgLAR flll aaT00/0 FW A"WT n0S /laTORE ICL PAW W matoaAart /AL . MlAMOR artola IaLMA" a Nf aaaw"M spam1DIR Mal am W001D Wln anmalM aalN. t . Conn Lot rI. . roams /m Q".rlm1 L o0 SLOW a I1"FAM /m1 Of lot m00 or rNfa Comm m Me SWLW ACT d *am ~ a.Mr anal DORF,. w L • A= Ila. . NLmNO atom* LOf L fllolrala alalll IOM M LOGafM or M.MmaNR 1ROM a040 or d Mm m Ma"IRLCr LaAW" {Ill N . !m/ 14-V.r T. KA ".ICI OdW AmYfD MIW AAa ON IW IK VOW A/ WC SC~ (9a) IT, . SAWN= Y : Wt fAlaa L OLwrIMM f Colt AN SAUD ON Mnfta deft= O RN Or IM LMM aNDFAar Mahn VI!- • NLITI • C9 ff OF AM/aRAM0 AIL arL Oil- LPAA MAX VI • Nan[ w I- - 20'- OIMMN or I.I. • FM M rAmn Cl Nnm er 01IE OR= M. ax • acaIm t.! :A= UNM PLOT PLAN 12-04-2017 Sol-t? MI. 1bbl9mlRD FOL0o4110H ELLVA 04-O.-la IMS-IS LL 041RD MAIM 11 n1 on IWIOMO/ mmpo r om.Tor M wnm _ V< • ME ETTAOLMMM 100 TW n4W PLANE AS P'al "U* CRlISd R.L.S. if4714 low X MP / 12tt7c om F. W. R.LS AI 44 0 I CITY OF SANFORD BUILDING. &VIRE •PREVENTION PERMIT'APPLICATION Application No: Documented Construction Value: $ Job Add ressJJ ase_ Lin Historic District: Yes Nog Parcel ID: ResidentiaQ Commercial L11 Type of Work: -New . Addition 1 1 Alteration Repair Vemo , Change of Use Q Move Description of Work:TrtS 4 I 0,0- 1 QG 1,J i 1 p ' "—T v i1 c,lt IJJe i Plan Review Contact Person: ' %h D tr.,l I p,S Title: Phone: `W7-j$S Opt: Faz:pZ-333-385.3 Email: cayv, Mw Property Owfter InformationdA- Street: Name -Phone: D.Resident of property?: d City, State Zip: JC orifra oir Information Name l—Ai f'tt' ?bon.. 13 Street: a tsco Fax: L107- ova?, - 3SS'S3rCity, State Zip: sqm State License No.: t o5 Q4 9' Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Address: 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 regulati ng 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 1053 Shall be inscribed with the date of application and the code in effect as of that date: 5"' Edition (2014) Florida Building Code Revised: June 30. 201 S 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 ATFIDAVIT: I certify that all of the foregoing information is accurate tat work will be done in compliance with all applicable -Jaws regulating construction and zo g. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary-Stax of Florida Date Signature of C6ntrai:tw1Agdnt Name CHERYL D AKERS MY COMMISSION # FF998962 EXPIRES June 05, 2020 Owner/Agent is Personally Known to Me or Contractor/,Agent is _Je=-Personaliy Knowuto.Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical[] Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Mn. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: COMMENTS: UTILITIES: Fire Alarm Permit: Yes No WASTE WATER: ENGINEERING: FIRE: BUILDING: Revised: June 30. 2015 Permit Application 3 tRO.tltgal µu) ptq vulW lltnc :a t - n V •t 11\/M wN f/Yp3Y i•tY IY:) I VIIi!(baoi lWl 1. GYa` Q•w L•W kl{. - rt'+ a.w N2•a •w r•I Id IYKYIY17alau{L YM t1Y\ p..Y p a po znvtxa aw atwvr tlar.s mLI:Y.• m.•1 Van: - AesW 4albn!{tl- •_ W IYwln.•l/. ulna- a ftxtiv VUY .•.1c - atrr 71allfallG••ItTaI1lYrt Itt/Ira YY•wr - ",yr rW 4 tLV IfYtsl fla rL•t•bri 17tinfYIMr1O1lKa•S Man_Lwvy _ •• ^•' I < A Y1Ma• dWOt•r YlmYpaltlOa 1+IOIn a!YY _w._.. Itl SS.'d C IVtsiits. AK IatYiYIIUY•r tQY1S1IR4AaG{Is+{iavn\ IlanweLL as C•®IMt • finial' ar:tnl/ WM t:.-A. tw n`w to is WV I/DIa tWlb iwtOrirly IOatl? Wwp111YYa+-•001- riaa•Y• 2tulY-'Litic ii iayhrr Op+Ir1YG14gtLRC/NCa swill WMini r Is IaU1 µY, r•• __{ w Y\YY y_ s •.I it `.•WG_ 1{Yia•. Y/mn Y.•6!n K L7 It.7 ttalYl®IYY rY4 IOOi` Y Yn WOrw! YnV Yr c r Yima• alw<•YO.anmYll[rpC\ In b.• - _• _•-_ _ tl0•- W"Al Sa•Uf rYOY\21 t1It4 nK ILlll\YY tn+0 /aTL•IlOaih{•w7 a. AIM•-' I td Y Y I II7N Yr•teL•a> Itta/l%. _Yg•irSPlb.i CC' .tw••/a.wCANi.c.M1i SMd a G•'•M• [Oaa<aS2rJlCltfat M• g1Y:i3 t01[r:Wraw•O.•JiIYw I. rYr.lr• ItY. WlItT ttw+aw.•M titauf( •w•LwlUh-T ataYtYL en•t..wlnw.l./era \.IN r.•.fsa ala, A' tlal••r tnaa r{a:AalnpOttitrgt L al nit CtY .•r•Y••.La/OglYnrwi yltl me y4Gt[ Unt IYw\nr•ay aL^alLf •+I.rrN9_rItt laa@L•J,• tK.L.wYwrf SIY4YYr 1- _ tUltl tv.c SXAV• LM1atl rl•IarLWCGa0.1•f7YC{ ice Y Wrr{•Lr_tiaY_._ a.--. Iltn IMY.r1Y IttlG,ai L•ralYrlGtYr asYwi I•Y.aM1IMPLO w It.1Y1r• tnKtn 4.W- wl W 1••ILK YP W7tl t-o-u T GYYIr i•: tta{Vllt J 7- 311W w.Y YrW Q1L•{•llri•n C•'MVt r OI.Yst r.r tart tl Y 1 IWIM I Y .- IYI(LU Ilr•Ir.a•M O•a.t wlll}rs lbv` w:•Cf YYIIay t..r1•r. p•.•a7i•rpy}µj 7h•HII J __ -• UIV rn1+IV pK Ig.t•ib nw n1Y/tta6 •.a c:YalbsW tn-K a4 a t{Wf4 R IYtll t W/' L7l.f.A•w•t1/S.IY.F1Yrw .O• r Y r tO SY•7!_ t a s-o: Y IntlCt tY••Yrtr a? r r nYM trOr1•• }.w rK58•t L••OwNM•wW/QY HL'•1w•1 LiYr.Iwn.YOvdfr ban an" WY KKK IMMA- IOArr II.•a L•mlYldnUt LYa.rtJtal L\clitltirit Yr Oq! 7 e"Ll wNJ4? 1.! lyMWM LN t loss atv\rrr •? natK Y•Y•Yr V16r• io 4r•YY, qau WK• 10Y•H on..".c. 4-hM L KLUID W..•wy...w/.>i/-[.1•i 6U04 tLY LIJU WK Ilbt• __{OY n41Y<a/tY11dOAl Y ar•V•• Iss dasA IWG IYYq, M••.> I/VUt v.d••••r Nlt± uOb aw..t i-«. t4 7V itlat IaLa.r c11 rK.M3..•a.tC O tI. Na••J _- a• uLu 1 tYub Itrfa•t••h tlai7ti L•:tmt w.\rI11Q•ai a!aYµ11 t wb••Vwal •• I-e q Yral IYYYY titi.4 nl as <atavS,Ylt7tcisa7 f MUI- tt1YtU rr•r li _ W A.W s •ts Wi.11 Ira.Y.•••h LufalZ .aYn••In}ai\ aaptlJtl CAI ri nitaf WK M-4ra,•Y[t ttiW/1 Ortfht 7 IY_ ILntdl II•aYwraY III v L'tLGwY rYa•rtSs ClY•OrYterttY>NI<Ohw•tN IWV we loh\ dMnnt• ip.a •YYl3 CiCCYgLY samtl Ct>.WY.•L.?l•wa ^r lLt Itl ttfaK r IIt11L1 hrw.r.•• IIIW}Yw•Yir•ILrr•Yea r. yN.N•7p4• Fa m aYK ILSMrr YIa.nYtK aJ Q,a74}tgt 4.... •na YY>Jw•a. ttl Sma t IW ln1 twrww..•rh I•!tC16L Ywr•1•• O•e ar4StY1 M.t•r•w Y•w.rr wr•rY W.• 1 tuff-. wY IYVrr In al KaAC,VmYTIw[a Y/y7 KItM1/1 K tw Ww.•.•IwrrtVaY Batt Ydi_ IAlltfl fr•w+`w. MIY rwrY.li b•r arllllU aK•It.. [a.rrrlY•w • mV s Ia1M•• tn••a1u aI tCV:Lwa9a CtvW awt :Yr Yrr.•Y.• r af La• SLM!!-Z'JasIY{C Iwww..•. w• tams' rwlen,CrY Iti Wvtl•• Yr< tvh t:lyc;o:;e/. un! r••rrw I,tl ta:+• WV YK 03Lw 04•n <•• Il^bCtC.as\ W ar vow. W LUMIt U J uu my<. nrq.wtotzaGe:a tK1161 s' ra luintl It•Ie•. aY aeYt rww.Mt.rw aa •Klul Yr a•....ra`.arr. `+-_ u vat t6{Ir atu i.r uttvavr\ i1111U h.l. moo`+• q if{ r turf a iWllnt tar•rri.4 C I..asl•It.r tlCCi11 0.•GReI Mim Zu- tYa•4 nWfa71f. •i•tDC'SGa4/a tl1\It/t 1.•OA.t un Y LYLct'iKtlItTY •• w.l••1 titw aY.vr•Jl t.t••trwwlrw•t\G I r•Ow - win K SAn•r LMw<.. ":.1L•wwi•3.7t Yar f711•ttl GY:•'rJ1r.tM>la:wf.•l l Vr La MWd ll.ft 1 IITL tr.\e••q ypi Cr•rr aYY.ta pGt.. p..rrrwwp•t0•e'vt<waMrn••r nits r< 33A.. m-n Ut - gait M MMI C:tr.:a.•.A •n•.N.IOabI1.Ra tG ICLK 114 tYtltn IYr•Iwr•Yl 7Ka<_ _Y•Y 71Jyt Yp:iq: M<.Kw N•w•!•eaYw GYYY line w< Ml%- q.a <l!Irt; rn iLL:, .L dl •Y1'.<••YN.wIaLYOuii LA 1•_ t6L. ME- :••sMwi•aY 61M w•IaaY1Ul0•Yr m••a YY YI•< an YcK 4M OJn A•97•rw nw>li•SgL Y mttn7 I...- d U,l_ W Itim wq V.4N. W-• t:.LMC9.303W4. so fa1: t .YO WR^ uns.. lD uLmw t"n YIUl1 i•L•wt.S 111s[ YrrlslCrr avYCjlt Irorv, nS• V w•[ Y.Yw. W+1 Yaf.K •:t[yilgO7a Irnr • YK 4Yr•. JY•aKa•L6•/.-LtGM4\ t=`: _ MIMI;= r=.4••w•a•t18 {J•n•Yr fItl ltV7C tldC tltt[ nI :ara•wt•a? Fmcc •.•_ aN•gd• ttnr• air•aM'/O.01\•1.fL Y!•t tC•a•r'Mn••eJ Lltti 16i YCI 7.w•wrri•S UtC s••Iw•.Vltb•/ tWJrJ1 v<•.•wvr.rw•lrmawON• ans wK I_.•AA Srrlf•16 •nCidR•tgI 911M.• w•f ..i Ypar.!•Wyt r+Y- - Iq 1•:w7S Me IIT.\ M•r••W IaY3.K Yr..lYrYari Ysa.w araNr' YwrANlY.wr•(.•wartw.tp tu1V IMI. ItCA7Y tY Yr4f7aL awtdYls\iI tN t{1WIt I..r.r.lrlOtl Ltl s/Y buts 11. 1' •`L•lK4a?t_dY11M tY IIIIY YrK Yttrrw CY.Y •t••Aq YSC1Y1CKy\ LL M.Q. DIKWf• IYa/ Jt tQ tSCr L/n6_ araw aflQ1.4Y/N OG•Y•t!a...!_I_ Vib wl<. Y1w t'laa/iI••st u•t}C'n.aia M..f•/.wr Or>i.waAa w•r•1.• 1d tI14: 1 nw•YrrM IUi\}t W-P-UY•r tYt Iltas_ ttS/•4rw1Y•••nf•70Q.t•lrl M.ly cuts pK Y Y..w C6 aY4••.L'aO1CItlO WA Ilrt IWYw•n__t0 7tC6_ KK W: tla,J•raYin•.f MOW YrYlwltl N•ik alrt(ill rMa:.f•y•4w.wt••n•I Gw• tln4 wC- - hr.• cG•.n r•14a.tatlltla L_ M__YrSL r' rr a'• c .•wWw•w/•Y./wPial• K_ 171r_K tIRD S M4it I•r.ws•U. alsL OYYrtIWOwY d\•r 4vaYY tItIV wt 14Yt1•• dt•Yr wl•a114 Ytp ^GALL 1.1 111M1\' Yr uw:•1 I• W. NiP.7: It11Y. Ir1K Iq•':•ar CWn•a•d6•aC •y'GggtY/WY. 4r YY.1 fg W WNi atSID IYtldl Iar•L,.r C• tAaYK OrrrvY GwY rY1tYOt, m1a.L..ra.w r.Yafa•wa•tSr tl aaat- Ill- a1Ww1• •v clo-. ct US, GtY7a Ra'.4....1 w•tWGte a:r`wlt b li tt V6 I _ tMa•L1 OS [:t s1•IC ar•\•wW CCr••4wr•am. Ip•• .a aw ILr ntlY K tii•YJ qt.N •4 as Cnpdarl6l g1M.t\_ Kir WI r.••h'.IOC:I ` r Itl tYJC L i[ Itn. K Y111E itwr.vL} Mw :w/.w n19a.•:. aalY{jrt Wti.Y••Vswr IeIrOY•p ntl H•G fSNY ny•raGa an l:tJ::167{ W.W. IYat.r•w Yaw•rrlrlw CswY. IC w QY6 +Ju S. tYUC( Ys.•wt•I? l7ngC to llpjc..b t«r Ya 1 Utlr MK• 1®aY t4 Y1••II:I.i Ytf}TGw•G{ Y YUYIa IY•Whl 1•r O IL=S U Itim WK ib•.h to W•a••v Yai:IOtGYr6a ai Malls 4Ytw Lq 7aYLC_ I tsilgl 1•rti•a t•U IIp7Ui• 1701t Ia.• st•IF•Y arrtal:• tLrIY• tt:LYV.t•rOrrcYMw MI lCRL WL••/ I.\••teNL. fra tlwL IYYYt3fl tnsre•Ib an" M, OPP-.n iLL._.Itl A WS Wt4'! t•a.. e.•1Y tiltil Iarrr.ts spat 'Ir•/IUlalrw IHMa71 03r r•• ti.t4thtYw•a••ralw MaG a• Cfl aryn 'a.fffita.aLt M w_ tS14•n IOr•>• r•M•ya•/CY•YYw.wr. Vw aCa ILtC d Im731 M•Yr•• b Vq•K tM.. tljp a RINK Y•.rYVIWd CIMrK•M a' Yw Yb_ r/Saw OrY• OiMYW litaL/ IutY MK 1M< aL•YY1 0•' tII. a[I• ntL aI TTTOrIOL tBltl dar.Yy a'l GYO11CYMa t+ CIIYn M/ IYa YrK • Y..•i•..... w/.iYOr(• YY WM W . 1f t0 I4M t3C tVl3l. I IL' IY MK tmYlr b•n •I•caq •ntO•nM.va7t Y tlNrW a.r v/,I tap N$a• nA1.. Yd1 Yfra Erl( • Y.••Y/ IC•r•Y CM ORr.LMIJ-d b, L5hIK hw. tYlJam t.c M34ogY1•OL; YI ma31O•Iwpa Y VOIWH 031.:N•n•Y•OY.yiahr-W W N.t L¢i rYl(Yt Jtt1 C7L` I 117 MVKla nif •u